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Home My WebLink About19311 59th Ave NE_PWD1131_2025 Permit#: 1131 Permit Date: 09/26/17 Permit Type: CIVIL MAJOR Project Nam a Pearson MAlwork Applicant Nam a Axthelm Construction Applicant Address: PO Box 2947 Applicant, City, State, Zip: Mount Vernon,WA98273 Contact Person: Alan Perkes Phone: 360-424-6848; 360-391-2800 Email: alan@axthelm(Dnstruction.com Scope of Work: Valuation: 45928.13 Project#:: 19311 59th Ave NE ID Code: CED Permit Issued: Permit Expires: Status: COMPLETE Assigned To: Launa Black Property Parcel# Address L egal Description O wner Nam e Omer Phone Zoning 31051500401200 1 9311 59th Avenue NE C ity of Arlington Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# Axthelm Construction, Josh 3 60-424-6848 3 610 Cedardale Construction Contractor Labor&Industries AXTHECIO19DU Inc. Rd. 11/07/2017 Plan Reviews Date Review Type D escription A ssigned To T arget Date 09/27/2017 STORM WMER C 5-Plan/Scale do not scale,please check all sheets and Nova Heaton 11/07/2017 update as necessary. C5-The existing ground at the east property line shows 100.90,proposed asphalt at 99.8.How m Luh offsite grading is there?Note 2 says to drain to the east,will a foot or m(re of m oterial be com fig off the existing road? All work associated with this project needs to be shown. 11/03/2017 S TORM WMER N ova Heaton Fees Fee D escription N otes A m cant Civil Perm 1 $2,755.69 Processing/Technology $25.00 Total $2,780.69 Paym sits Date Paid By D escription P aym art Type A ccepted By A m amt 09/26/2017 Pearson M Alwork,Inc. C heck#8064 K ristin Foster $2,780.69 O itstanding Balance $0.00 Notes Date Note C reated By: 10/27/2017 Em tiled Eric Scott and Alan the 10-27-17 review com m ats. L auna Black 10/24/2017 Resubm ital received. L auna Black 10/06/2017 Review com m ats em tiled to Alan-1p L auna Black Uploaded Files Date File Nam e 11/06/2017 2756086-Pre-construction m wting notes.pdf 11/03/2017 2754548-11-3-17 Approved Construction Plans Partl.pdf 11/03/2017 2754549-11-3-17 Approved Construction Plans Part2.pdf 10/24/2017 2723431-10-24-17 PM W Drainage Report.pdf 10/24/2017 2723424-10-24-17 Review Com m at Responses.docx 09/26/2017 2653123-7-17 Construction Calculation Worksheet.xlsx 09/26/2017 2653121-PM WApplication.pdf Stormwater Management Report October 20, 2017 Pearson Millwork Building Expansion Prepared for: Carl and Dorothy Pearson Pearson Millwork PO Box 3246 19311 59th Ave NE, Bldg 115 Arlington, WA 98223 (360) 435-9516 `1 C way 0 Prepared by: le rra Vis to / V W L L C Consulting Engineers 3204 Smokey Point Drive www.TerraVistaNW.com Suite 207 Arlington, WA 98223 (425) 422-0840 Terra Vista iv W,L I C Storm water Management Report Table of Contents ProjectOverview................................................................................................................................................2 SiteLocation..................................................................................................................................................2 CodeCompliance...........................................................................................................................................3 ExecutiveSummary...........................................................................................................................................3 ExistingConditions............................................................................................................................................3 Description.....................................................................................................................................................3 Pervious/Impervious Area............................................................................................................................3 Soils................................................................................................................................................................3 DevelopedConditions........................................................................................................................................3 Description.....................................................................................................................................................3 Pervious/Impervious Area............................................................................................................................3 Minimum Stormwater Management Requirements...........................................................................................4 Overview of Minimum Requirements............................................................................................................4 1-Preparation of Stormwater Site Plans.........................................................................................................5 2-Construction Stormwater Pollution Prevention Plan (SWPPP)..................................................................5 3-Source Control of Pollution........................................................................................................................5 4-Preservation of Natural Drainage Systems and Outfalls.............................................................................5 5-Onsite Stormwater Management.................................................................................................................6 6-Runoff Treatment........................................................................................................................................9 7-Flow Control...............................................................................................................................................9 8-Wetland Protection......................................................................................................................................9 9-Operation and Maintenance........................................................................................................................9 AppendixA.......................................................................................................................................................A GeotechnicalReport......................................................................................................................................A AppendixB .......................................................................................................................................................A Operation and Maintenance ..........................................................................................................................A (170602)Pearson Millwork Building Expansion Page 1 September 19,2017 Terra Vista A/W L I C Storm water Management Report Project Overview Site Location Project is located at 19311 59th Ave NE, Bldg 115,Arlington, WA 98223,Arlington,WA 98223 a� 30 33 $j u77� U n h PINe oLnU�u� EHi L _ m > �o w•/ensen St ¢ 2081h StNe � �. c o 1 0 6 a a 204th St Ne StN 3 o z 203rd P/Ne 204th- p\Ne u Q1 d2041h St Ne i H 201 st%t Ne C - O n " 199th St Ne _ z a Lemetery Rd % ?00th PI Ne2P riJ-Rd z 199thStA,, '� C j a 196di PI Ne o Z 197th St Ne ar i 9 m ° z C GZ1 I 1b1Q y vQ 1g3tyPIN � M Z Z [ D N y Ne Z Q r q 192nd St Ne �m v' 191stPINe 1SS'C G a > 189th PI N 4 z 188th St Ne 188th St Ne 188th St Ne w > 186thPINe 188thSINe Dr Ca a)a s Ct .. p N > Z -� z Q 9 O/Dr du9h P x @ t7 w 182nd St Ne q/ �' Vea� Nj 6Qc of /A ? �0\ z Z t99 180th St Ne 179th PI Ne �o' > i x 179tltS/Ne 178%P1Ne 178th,o Q Bovnei In n /% rlrn9tc �.fl.,;_;r. tW` D Ne r $ n stub Dt 178t � G lry Q I�I 176th PIN. CO 176th PI Ne 4 y �1T6th PI Ne 9" 175Pt�PI Ne 1751h PI Ne I $ N 7) Z 4, o 174th PI Ne 4lh PI Ne 174t m � 531d1 Z. 531 171SWOV I > u u 53 Q z ; e169th PI Ne �`I 169th PI Ne a v 0 z t Q OZ (170602)Pearson Millwork Building Expansion Page 2 September 19,2017 Terra Vista NW,«c Storm water Management Report Code Compliance The project will comply with Arlington Design and Construction Standards, dated July 2008, and the Arlington Municipal Code (AMC). Arlington has adopted the 2012/14 Stormwater Management Manual for Western Washington(SWMMWW) as the Stormwater Guidelines. Executive Summary The project includes expansion of the existing building and providing a pavement apron at each loading door for the new addition. Soils in this area have a high infiltration capacity, therefore 100% of the onsite stormwater will be infiltrated. The drainage system will consist of catch basins and a Stormtech Chamber. To reduce the amount of sediment and oils entering the chamber, City of Arlington standard oil/water separators will be used as pretreatment prior to the connection to the chamber. Existing Conditions Description The existing site is developed with an industrial manufacturing building, as well as associated parking and paved/gravel areas. Pervious / Impervious Area Pervious Area...................0.106 acres Building............................0.392 acres Site Impervious..................0.385 acres TOTAL 0.883 acres Soils A soils report was prepared by MTC, and is included in Appendix A. Developed Conditions Description Proposed improvements will include expanding the building and replacing gravel areas with paving. Pervious / Impervious Area Pervious Area.....................0.116 acres Exist Building.......................0.392 acres New Building.....................0.136 acres (5,915 sf) New PGIS........................0.115 acres (4,990 sf) Site Impervious..................0.124 acres TOTAL 0.883 acres (170602)Pearson Millwork Building Expansion Page 3 September 19,2017 Terra l/ista NW,«c Storm water Management Report Minimum Stormwater Management Requirements Overview of Minimum Requirements Minimum requirements 1-5 shall apply to the project. Does the project result in 2,000 square feet,or more, of new plus replaced hard surface area? OR Do and disturbing activity total 7,000 square feet or greater? Yes No Minimum Requir 1 through#5 apply to the new and replaced hard Minimum Requirement#l2 applies. surfaces and the land disturbed. Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR Convert?'s acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes No _) All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the related project? No converted vegetation areas. lVes Does the project add 5,000 square feet a more of new hard surfaces? Yes No Is the total of new plus replaced hard surfaces Do the new hard 5,000 square feet or more, surfaces add 50%or No AND NO No additions proposed improvements more��existing requirements. )ds the value of thehared surfaces within ncluding interior improvements-exceed the project limits? 50%of the assessed value(or replacement value)of the existing site improvements? All Minimum Requirements apply to the new and replaced Yet hard surfaces and converted vegetation areas. Yes Figure 1-2.4.2 im Flog,/ Chart for Determining Requirements for Redevelopment CEPARTMENT OF Revised June 2015 ECOLOGY -lease see httpJAv»w.ecy.wa.gov/copyright.htm1 for oopynght notice including permssions, State of Washington limitation of liability,and disclaimer_ (170602)Pearson Millwork Building Expansion Page 4 September 19,2017 Terra Vista NW,«c Storm water Management Report 1-Preparation of Stormwater Site Plans Stormwater site plans were prepared in accordance with Volume I, Chapter 3 of the SWMMWW. 2-Construction Stormwater Pollution Prevention Plan (SWPPPI A SWPPP narrative has been prepared and is included in the plan set. 3-Source Control of Pollution The project will not pose any source of pollution for the site. The site is not considered a high use site. The SWPPP provided will address the source control of pollution during the construction phase. 4-Preservation of Natural Drainage Systems and Outfalls Existing onsite drainage flows to infiltration systems. Drainage will continue to flow to the onsite storm drain systems, therefore,preservation of natural drainage systems and outfall is being met. (170602)Pearson Millwork Building Expansion Page 5 September 19,2017 Terra KSO NW,«c Storm water Management Report 5-Onsite Stormwater Management Does the project discharge to Flow Control Exempt Wafers(per Minimum Requirement(MR)#7)? Yes REQUIRED:Implement the fWowing BMPs D where feasible: • BMP T5.13:Post-Construction Soil Quality IF No(the and Depth Does the project project • BMP T5.10A,B.or C:Downspout Full trigger only MRs#1- triggered Infiltration,Downspout Dispersion #6?(Per Figure 3.2 or only MR#2) Systems,or Perforated Stub-out Figure 3-3 in Appendix No additional Connections 1 of the 2013-2018 requirements • BMP T5.11 or T5.12:Concentrated Flow WWA Phase II Permit Dispersion or Sheet Flow Dispersion &Phase I Perrtrt). NOT REQUI RED:Achievement of the LID No pray triggered Performance Standard_Applying the other Yes MRs#1-#®) BM Ps in List#1 or List#2. Is the project inside the UGA? Did the project developer choose to meet the LID Performance Standard? Yef,;` INNO Is the prohject an a parcel No of 5 acres or larger? REQUIRED:For each Did the prohjed developer No Yes surface.consider the choose to meet the LID BMPs in the order Perfi rr nce Standard' REQUIRED:Meet the LID listed in List#1 for that Performance Standard through type of surface.Use Yes j the use of arty BMP(s)in the the first BMP that is MM 2014 SWWW except for b considered ible Yes NO Bain Gardens(the use of %' Bioretention is acceptable). NOT REQUIRED: Achievement of the LID V If the project can't meet the Performance Standard. REQUIRED:For each LID Performhance Standard,it — � z surface,consider the BMPs must seek and be granted an ]UIRED.Meet the LID PerkxTnanoe in the order listed in List#2 exceptionlvariance_ ,ndard through the use off BMP(s)in for that type of surface_Use 2014 SWWW except for Rain Gardens the that e first BMP at is REQUIRED Apply BMP T5.13 Mu1 a use of bioretention is acceptable). considered feasible. Post-Constnxtion Soil Quality and Depth. REQUIRED for Projects Tnaaeryg MR#1-W: NOT REQUIRED= Apply BMP T5.13 Post Construction Soil Achieverrhent of the LID NOT REQUIRED:Applying the Quaity and Dept Performance Standard- BMPs in List#1 or List#2 OT REQUIRED:Applying the BMPs in List or List#2' 'Recommended by Ecology for projects tnggenng MRs#1 -#1- Figure 1-2.5.1 im Flo,,,,, Chart for Determining LID MR #5 Requirements DEPARTMENT OF Revised June 2015 ECOLOGYPlease see fNV.// ,,,,.ecy.wa-gov/copyright.htmIfor cepynght notice including permissions, State of Was^ ngton limitabon of liability,and disclaimer (170602)Pearson Millwork Building Expansion Page 6 September 19,2017 Terra Vista NW,«c Storm water Management Report The project will infiltrate 100% of the stormwater utilizing a Stormtech Chamber, therefore the LID standard is being met. The infiltration system was modeled using just the new impervious area of the site that is tributary to the facility. The facility is designed to infiltrate 100% of the stormwater, a predeveloped basin was not necessary for program input, as there will not be a compliance comparison with predeveloped flows. M Basin 1 Mitigated qu Subbasin Name: Basin 1 F- Designate as Bypass for POC: Surface Interflow Groundwater Flows To : St-or mTech 1 StormTech 1 Area in Basin Slol,,lOrl,l'=electel� Available Pervious Acres Available Impervious Acres r AIB,Forest,Flat I [ F,—, ROADS/FLAT 1.115 r AIB,Forest,Mod 0 r ROADS/MOD 10 r A/B,Forest,Steep 0 F ROADS/STEEP 10 F- A/B,Pasture,Flat 0 r ROOF TOPS/F 1.130 r AIB,Pasture,Mod 0 DRIVEWAYS/FLAT 0 r A/B,Pasture,Steep 0 DRIVEWAYS/M 10 r AIB,Lawn,Flat 0 — DRIVEWAYS/STEEP 0 r A/B,Lawn,Mod 0 SIDEWALKS/FLAT 10 F- AIB,Lawn,Steep 0 SIDEWALKS/MOD 10 r C,Forest,Flat 0 7 SIDEWALKS/STEE 10 r C,Forest,Mod 0 PARKING/FLAT 10 r C,Forest,Steep 0 PARKING/MOD 10 r C,Pasture,Flat 0 F— PARKING/STE 10 r C,Pasture,Mod 0 F- POND 10 r C,Pasture,Steep 0 Porous Paveme In (— C,Lawn,Flat 0 F- C,Lawn,Mod 0 I— C,Lawn,Steep 0 r SAT,Forest,Flat 0 r SAT,Forest,Mod 0 r SAT,Forest,Steep 0 Pervious Total 0 Acres Impera-iuu Total 0.251 Acres Basin TnIal 0.251 Acres Deselect Zero Select By:UL GO (170602)Pearson Millwork Building Expansion Page 7 September 19,2017 Terra Vista NIXI«c Storm water Management Report A Stormtech 740 chamber was modeled using the WWHM2012 software, and the result are presented below. Eight chambers will be required to achieve 99.84% infiltration. 1!� StormTech 1 Mitigated Facility Name Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 0 110 Auto Chamber Quick Chamber Chamber Model # 740 Row Length(ft) 50 Outlet Structure Data Number of Chambers ® Riser Height(ft) 2.5 Number of Endcaps 4 Riser Diameter(in) 12 Top Stone Depth(in) © Fli::er Type Flat Bottom Stone Depth(in) © Notch Type Infiltration Yes Orifice Diameter Height PA pa::_red Infiltration Rate(inlhr) F-J Number (in) (ft) Reduction Factor(infilt'factor) 1 �— r J Thirstyk Use Wetted Surface Area(sidewalls) NO -J 2 Fo--- Total Volume Infiltrated(ac-ft) 48.412 3 Fo--- Fo---J Total Volume Through Riser(ac-ft) 0.078 Total Volume Through Facility(ac-ft) 48.49 StormTech Volume at Riser Head(ac-ft) .011 Percent Infiltrated 99.84 Show StormTech Open Table Initial ,'t.ai_eft..I All StormTech storage systems require end caps for each row of units. More information about StormTech wvvw.stormtech.com I The remainder of volume to be infiltrated will be achieved through the use of a small infiltration trench alongside of the Stormtech chamber. The combination of infiltration facilities will achieve 100% infiltration. (170602)Pearson Millwork Building Expansion Page 8 September 19,2017 -�Terra Vista NIVI,«< Storm water Management Report E� E3 Facility Name JGrayell Trench Bed 1 Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 10 10 Facility Type Gravel TrenchlBed i Precipitation Applied to Facili(y Quick Trench E,,•aFrrati r r',pplied to Facility Facility Dimension Dinaram Facility Dimensions Outlet Structure Data Trench Length(ft) gg Trench Bottom Width(ft) 2 5 Riser Height(ft) �2 Effective Total Depth(ft) �— Riser Diameter(in) 12 ^! Top and bottom slope(HN) Riser Type Flat ^� Left Side Slope(HN) C Notch Type Right Side Slope(HN) Material Layers for Trench/Bed Layer 1 Thickness(ft) 1 Orifice Diameter Height Layer 1 porosity(0-1) C Number (i n) (ft) Layer 2 Thickness(ft) C 1 i0 —.1-1 F — Layer 2 porosity(0-1) 2 lu Layer 3 Thickness(ft) 0 3 Fo----t-1 Fo---J Layer 3 porosity(0-1) 0 Infiltration Y es Trench Volume at Riser Head(ac-ft) .008 Measured Infiltration Rate(inlhr) F7 J Reduction Factor(infilt'factor) F, Show Trench Open Table . r Use Wetted Surface Area(sidewalls) NO Initial Stage(ft) 0 Total Volume Infiltrated(ac-ft) 0.078 Total Volume Through Facrrty act 0.078 Total Volume Through Riser(ac-ft) 0 Percent Infiltrated 100 Pretreatment for the infiltration system will include a City of Arlington standard oil/water separator to remove floatables, debris, and grit prior to discharge to the infiltration media. 6-Runoff Treatment The amount of new PGIS being added to the project is less than 5,000 sf, therefore runoff treatment is not required. 7-Flow Control This is being met with 100% infiltration of the stormwater onsite. 8-Wetland Protection No wetlands are present on the site or within the adjacent downstream area. 9-Operation and Maintenance Operation and maintenance procedures are included in Appendix A. (170602)Pearson Millwork Building Expansion Page 9 September 19,2017 WWHM2012 PROJECT REPORT General Model Information Project Name: PMW - Arlington Site Name: SPD Site Address: 59th Ave City: Arlington Report Date: 10/22/2017 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.200 Version Date: 2016/11/23 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year PMW-Arlington 10/22/2017 5:30:48 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 0.283 Pervious Total 0.283 Impervious Land Use acre Impervious Total 0 Basin Total 0.283 Element Flows To: Surface I nterflow Groundwater PMW-Arlington 10/22/2017 5:30:48 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.115 ROOF TOPS FLAT 0.136 Impervious Total 0.251 Basin Total 0.251 Element Flows To: Surface Interflow Groundwater StormTech 1 StormTech 1 PMW-Arlington 10/22/2017 5:30:48 PM Page 4 Routing Elements Predeveloped Routing PMW-Arlington 10/22/2017 5:30:48 PM Page 5 Mitigated Routing StormTech 1 Chamber Model: 740 Dimensions Max Row Length: 50 Number of Chambers: 8 Number of Endcaps: 4 Top Stone Depth: 6 Bottom Stone Depth: 6 Infiltration On Infiltration rate: 7 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 48.412 Total Volume Through Riser (ac-ft.): 0.078 Total Volume Through Facility (ac-ft.): 48.49 Percent Infiltrated: 99.84 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed 1 StormTech Hydraulic Table Stage(feet) Area(ac.) Volume(ac-%) Discharge(cfs) Infilt(cfs) 2.0000 0.009 0.000 0.000 0.000 2.0444 0.009 0.000 0.000 0.064 2.0889 0.009 0.000 0.000 0.064 2.1333 0.009 0.001 0.000 0.064 2.1778 0.009 0.001 0.000 0.064 2.2222 0.009 0.002 0.000 0.064 2.2667 0.009 0.002 0.000 0.064 2.3111 0.009 0.002 0.000 0.064 2.3556 0.009 0.003 0.000 0.064 2.4000 0.009 0.003 0.000 0.064 2.4444 0.009 0.004 0.000 0.064 2.4889 0.009 0.004 0.000 0.064 2.5333 0.009 0.004 0.000 0.064 2.5778 0.009 0.005 0.000 0.064 2.6222 0.009 0.005 0.000 0.064 2.6667 0.009 0.006 0.000 0.064 2.7111 0.009 0.006 0.000 0.064 2.7556 0.009 0.006 0.000 0.064 2.8000 0.009 0.007 0.000 0.064 2.8444 0.009 0.007 0.000 0.064 2.8889 0.009 0.008 0.000 0.064 2.9333 0.009 0.008 0.000 0.064 2.9778 0.009 0.009 0.000 0.064 3.0222 0.009 0.009 0.000 0.064 3.0667 0.009 0.009 0.000 0.064 3.1111 0.009 0.010 0.000 0.064 3.1556 0.009 0.010 0.000 0.064 3.2000 0.009 0.011 0.000 0.064 PMW-Arlington 10/22/2017 5:30:48 PM Page 6 3.2444 0.009 0.011 0.000 0.064 3.2889 0.009 0.011 0.000 0.064 3.3333 0.009 0.012 0.000 0.064 3.3778 0.009 0.012 0.000 0.064 3.4222 0.009 0.013 0.000 0.064 3.4667 0.009 0.013 0.000 0.064 3.5111 0.009 0.013 0.000 0.064 3.5556 0.009 0.014 0.000 0.064 3.6000 0.009 0.014 0.000 0.064 3.6444 0.009 0.015 0.000 0.064 3.6889 0.009 0.015 0.000 0.064 3.7333 0.009 0.015 0.000 0.064 3.7778 0.009 0.016 0.000 0.064 3.8222 0.009 0.016 0.000 0.064 3.8667 0.009 0.017 0.000 0.064 3.9111 0.009 0.017 0.000 0.064 3.9556 0.009 0.018 0.000 0.064 4.0000 0.009 0.018 0.000 0.064 4.0444 0.009 0.018 0.000 0.064 4.0889 0.009 0.019 0.000 0.064 4.1333 0.009 0.019 0.000 0.064 4.1778 0.009 0.020 0.000 0.064 4.2222 0.009 0.020 0.000 0.064 4.2667 0.009 0.020 0.000 0.064 4.3111 0.009 0.021 0.000 0.064 4.3556 0.009 0.021 0.000 0.064 4.4000 0.009 0.022 0.000 0.064 4.4444 0.009 0.022 0.000 0.064 4.4889 0.009 0.022 0.000 0.064 4.5333 0.009 0.023 0.064 0.064 4.5778 0.009 0.023 0.229 0.064 4.6222 0.009 0.024 0.448 0.064 4.6667 0.009 0.024 0.703 0.064 4.7111 0.009 0.024 0.976 0.064 4.7556 0.009 0.025 1.251 0.064 4.8000 0.009 0.025 1.509 0.064 4.8444 0.009 0.026 1.736 0.064 4.8889 0.009 0.026 1.921 0.064 4.9333 0.009 0.026 2.060 0.064 4.9778 0.009 0.027 2.160 0.064 5.0222 0.009 0.027 2.276 0.064 5.0667 0.009 0.028 2.371 0.064 5.1111 0.009 0.028 2.462 0.064 5.1556 0.009 0.029 2.550 0.064 5.2000 0.009 0.029 2.635 0.064 5.2444 0.009 0.029 2.717 0.064 5.2889 0.009 0.030 2.797 0.064 5.3333 0.009 0.030 2.875 0.064 5.3778 0.009 0.031 2.950 0.064 5.4222 0.009 0.031 3.024 0.064 5.4667 0.009 0.031 3.096 0.064 5.5111 0.009 0.032 3.167 0.064 5.5556 0.009 0.032 3.235 0.064 5.6000 0.009 0.033 3.303 0.064 5.6444 0.009 0.033 3.369 0.064 5.6889 0.009 0.033 3.434 0.064 5.7333 0.009 0.034 3.497 0.064 5.7778 0.009 0.034 3.560 0.064 PMW-Arlington 10/22/2017 5:30:48 PM Page 7 5.8222 0.009 0.035 3.621 0.064 5.8667 0.009 0.035 3.682 0.064 5.9111 0.009 0.035 3.741 0.064 5.9556 0.009 0.036 3.799 0.064 6.0000 0.009 0.036 3.857 0.064 6.0444 0.009 0.037 3.914 0.064 6.0889 0.000 0.000 3.970 0.000 PMW-Arlington 10/22/2017 5:30:48 PM Page 8 Gravel Trench Bed 1 Bottom Length: 68.00 ft. Bottom Width: 2.50 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 0 Pour Space of material for first layer: 0 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 7 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 0.078 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 0.078 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.003 0.000 0.000 0.000 0.0222 0.003 0.000 0.000 0.027 0.0444 0.003 0.000 0.000 0.027 0.0667 0.003 0.000 0.000 0.027 0.0889 0.003 0.000 0.000 0.027 0.1111 0.003 0.000 0.000 0.027 0.1333 0.003 0.000 0.000 0.027 0.1556 0.003 0.000 0.000 0.027 0.1778 0.003 0.000 0.000 0.027 0.2000 0.003 0.000 0.000 0.027 0.2222 0.003 0.000 0.000 0.027 0.2444 0.003 0.001 0.000 0.027 0.2667 0.003 0.001 0.000 0.027 0.2889 0.003 0.001 0.000 0.027 0.3111 0.003 0.001 0.000 0.027 0.3333 0.003 0.001 0.000 0.027 0.3556 0.003 0.001 0.000 0.027 0.3778 0.003 0.001 0.000 0.027 0.4000 0.003 0.001 0.000 0.027 0.4222 0.003 0.001 0.000 0.027 0.4444 0.003 0.001 0.000 0.027 0.4667 0.003 0.001 0.000 0.027 0.4889 0.003 0.001 0.000 0.027 0.5111 0.003 0.002 0.000 0.027 0.5333 0.003 0.002 0.000 0.027 0.5556 0.003 0.002 0.000 0.027 PMW-Arlington 10/22/2017 5:30:48 PM Page 9 0.5778 0.003 0.002 0.000 0.027 0.6000 0.003 0.002 0.000 0.027 0.6222 0.003 0.002 0.000 0.027 0.6444 0.003 0.002 0.000 0.027 0.6667 0.003 0.002 0.000 0.027 0.6889 0.003 0.002 0.000 0.027 0.7111 0.003 0.002 0.000 0.027 0.7333 0.003 0.002 0.000 0.027 0.7556 0.003 0.002 0.000 0.027 0.7778 0.003 0.003 0.000 0.027 0.8000 0.003 0.003 0.000 0.027 0.8222 0.003 0.003 0.000 0.027 0.8444 0.003 0.003 0.000 0.027 0.8667 0.003 0.003 0.000 0.027 0.8889 0.003 0.003 0.000 0.027 0.9111 0.003 0.003 0.000 0.027 0.9333 0.003 0.003 0.000 0.027 0.9556 0.003 0.003 0.000 0.027 0.9778 0.003 0.003 0.000 0.027 1.0000 0.003 0.003 0.000 0.027 1.0222 0.003 0.004 0.000 0.027 1.0444 0.003 0.004 0.000 0.027 1.0667 0.003 0.004 0.000 0.027 1.0889 0.003 0.004 0.000 0.027 1.1111 0.003 0.004 0.000 0.027 1.1333 0.003 0.004 0.000 0.027 1.1556 0.003 0.004 0.000 0.027 1.1778 0.003 0.004 0.000 0.027 1.2000 0.003 0.004 0.000 0.027 1.2222 0.003 0.004 0.000 0.027 1.2444 0.003 0.004 0.000 0.027 1.2667 0.003 0.004 0.000 0.027 1.2889 0.003 0.005 0.000 0.027 1.3111 0.003 0.005 0.000 0.027 1.3333 0.003 0.005 0.000 0.027 1.3556 0.003 0.005 0.000 0.027 1.3778 0.003 0.005 0.000 0.027 1.4000 0.003 0.005 0.000 0.027 1.4222 0.003 0.005 0.000 0.027 1.4444 0.003 0.005 0.000 0.027 1.4667 0.003 0.005 0.000 0.027 1.4889 0.003 0.005 0.000 0.027 1.5111 0.003 0.005 0.000 0.027 1.5333 0.003 0.006 0.000 0.027 1.5556 0.003 0.006 0.000 0.027 1.5778 0.003 0.006 0.000 0.027 1.6000 0.003 0.006 0.000 0.027 1.6222 0.003 0.006 0.000 0.027 1.6444 0.003 0.006 0.000 0.027 1.6667 0.003 0.006 0.000 0.027 1.6889 0.003 0.006 0.000 0.027 1.7111 0.003 0.006 0.000 0.027 1.7333 0.003 0.006 0.000 0.027 1.7556 0.003 0.006 0.000 0.027 1.7778 0.003 0.006 0.000 0.027 1.8000 0.003 0.007 0.000 0.027 1.8222 0.003 0.007 0.000 0.027 1.8444 0.003 0.007 0.000 0.027 PMW-Arlington 10/22/2017 5:30:48 PM Page 10 1.8667 0.003 0.007 0.000 0.027 1.8889 0.003 0.007 0.000 0.027 1.9111 0.003 0.007 0.000 0.027 1.9333 0.003 0.007 0.000 0.027 1.9556 0.003 0.007 0.000 0.027 1.9778 0.003 0.007 0.000 0.027 2.0000 0.003 0.007 0.000 0.027 PMW-Arlington 10/22/2017 5:30:48 PM Page 11 Analysis Results POC 1 PMW-Arlington 10/22/2017 5:30:48 PM Page 12 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. PMW-Arlington 10/22/2017 5:30:49 PM Page 13 Appendix Predeveloped Schematic PMW-Arlington 10/22/2017 5:30:49 PM Page 14 Mitigated Schematic I PMW-Arlington 10/22/2017 5:30:49 PM Page 15 Predeveloped UC/ File PMW-Arlington 10/22/2017 5:30:50 PM Page 16 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 PMW - Arlington.wdm MESSU 25 MitPMW - Arlington.MES 27 MitPMW - Arlington.L61 28 MitPMW - Arlington.L62 30 POCPMW - Arlingtonl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 IMPLND 4 RCHRES 1 RCHRES 2 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Gravel Trench Bed 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PMW-Arlington 10/22/2017 5:30:50 PM Page 17 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 4 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 4 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0. 1 0.1 4 400 0.01 0. 1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 PMW-Arlington 10/22/2017 5:30:50 PM Page 18 4 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** IMPLND 1 0.115 RCHRES 1 5 IMPLND 4 0.136 RCHRES 1 5 ******Routing****** RCHRES 1 1 RCHRES 2 7 RCHRES 1 COPY 1 17 RCHRES 2 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 StormTech 1 2 1 1 1 28 0 1 2 Gravel Trench Be-014 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 PMW-Arlington 10/22/2017 5:30:50 PM Page 19 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 2.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 42 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes) *** 0.000000 0.006208 0.000000 0.000000 0.000000 0.083333 0.006208 0.000207 0.000000 0.043820 0.166667 0.006208 0.000414 0.000000 0.043820 0.250000 0.006208 0.000622 0.000000 0.043820 0.333333 0.006208 0.000830 0.000000 0.043820 0.416667 0.006208 0.001037 0.000000 0.043820 0.500000 0.006208 0.001245 0.000000 0.043820 0.583333 0.006208 0.001695 0.000000 0.043820 0.666667 0.006208 0.002144 0.000000 0.043820 0.750000 0.006208 0.002591 0.000000 0.043820 0.833333 0.006208 0.003035 0.000000 0.043820 0.916667 0.006208 0.003477 0.000000 0.043820 1.000000 0.006208 0.003916 0.000000 0.043820 1.083333 0.006208 0.004351 0.000000 0.043820 1.166667 0.006208 0.004784 0.000000 0.043820 1.250000 0.006208 0.005212 0.000000 0.043820 1.333333 0.006208 0.005637 0.000000 0.043820 1.416667 0.006208 0.006057 0.000000 0.043820 1.500000 0.006208 0.006472 0.000000 0.043820 1.583333 0.006208 0.006884 0.000000 0.043820 1.666667 0.006208 0.007289 0.000000 0.043820 1.750000 0.006208 0.007689 0.000000 0.043820 1.833333 0.006208 0.008084 0.000000 0.043820 1.916667 0.006208 0.008471 0.000000 0.043820 2.000000 0.006208 0.008853 0.000000 0.043820 2.083333 0.006208 0.009228 0.000000 0.043820 2.166667 0.006208 0.009595 0.000000 0.043820 2.250000 0.006208 0.009951 0.000000 0.043820 2.333333 0.006208 0.010298 0.000000 0.043820 2.416667 0.006208 0.010635 0.000000 0.043820 2.500000 0.006208 0.010960 0.000000 0.043820 2.583333 0.006208 0.011272 0.254292 0.043820 2.666667 0.006208 0.011567 0.703432 0.043820 2.750000 0.006208 0.011840 1.217555 0.043820 2.833333 0.006208 0.012078 1.683468 0.043820 2.916667 0.006208 0.012303 2.013084 0.043820 3.000000 0.006208 0.012516 2.203335 0.043820 3.083333 0.006208 0.012724 2.405570 0.043820 3.166667 0.006208 0.012931 2.571662 0.043820 3.250000 0.006208 0.013139 2.727660 0.043820 3.333333 0.006208 0.013346 2.875206 0.043820 3.416667 0.006208 0.013553 3.015541 0.043820 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes) *** 0.000000 0.003903 0.000000 0.000000 0.000000 PMW-Arlington 10/22/2017 5:30:50 PM Page 20 0.022222 0.003903 0.000087 0.000000 0.027546 0.044444 0.003903 0.000173 0.000000 0.027546 0.066667 0.003903 0.000260 0.000000 0.027546 0.088889 0.003903 0.000347 0.000000 0.027546 0.111111 0.003903 0.000434 0.000000 0.027546 0.133333 0.003903 0.000520 0.000000 0.027546 0.155556 0.003903 0.000607 0.000000 0.027546 0.177778 0.003903 0.000694 0.000000 0.027546 0.200000 0.003903 0.000781 0.000000 0.027546 0.222222 0.003903 0.000867 0.000000 0.027546 0.244444 0.003903 0.000954 0.000000 0.027546 0.266667 0.003903 0.001041 0.000000 0.027546 0.288889 0.003903 0.001127 0.000000 0.027546 0.311111 0.003903 0.001214 0.000000 0.027546 0.333333 0.003903 0.001301 0.000000 0.027546 0.355556 0.003903 0.001388 0.000000 0.027546 0.377778 0.003903 0.001474 0.000000 0.027546 0.400000 0.003903 0.001561 0.000000 0.027546 0.422222 0.003903 0.001648 0.000000 0.027546 0.444444 0.003903 0.001735 0.000000 0.027546 0.466667 0.003903 0.001821 0.000000 0.027546 0.488889 0.003903 0.001908 0.000000 0.027546 0.511111 0.003903 0.001995 0.000000 0.027546 0.533333 0.003903 0.002081 0.000000 0.027546 0.555556 0.003903 0.002168 0.000000 0.027546 0.577778 0.003903 0.002255 0.000000 0.027546 0.600000 0.003903 0.002342 0.000000 0.027546 0.622222 0.003903 0.002428 0.000000 0.027546 0.644444 0.003903 0.002515 0.000000 0.027546 0.666667 0.003903 0.002602 0.000000 0.027546 0.688889 0.003903 0.002689 0.000000 0.027546 0.711111 0.003903 0.002775 0.000000 0.027546 0.733333 0.003903 0.002862 0.000000 0.027546 0.755556 0.003903 0.002949 0.000000 0.027546 0.777778 0.003903 0.003035 0.000000 0.027546 0.800000 0.003903 0.003122 0.000000 0.027546 0.822222 0.003903 0.003209 0.000000 0.027546 0.844444 0.003903 0.003296 0.000000 0.027546 0.866667 0.003903 0.003382 0.000000 0.027546 0.888889 0.003903 0.003469 0.000000 0.027546 0.911111 0.003903 0.003556 0.000000 0.027546 0.933333 0.003903 0.003642 0.000000 0.027546 0.955556 0.003903 0.003729 0.000000 0.027546 0.977778 0.003903 0.003816 0.000000 0.027546 1.000000 0.003903 0.003903 0.000000 0.027546 1.022222 0.003903 0.003989 0.000000 0.027546 1.044444 0.003903 0.004076 0.000000 0.027546 1.066667 0.003903 0.004163 0.000000 0.027546 1.088889 0.003903 0.004250 0.000000 0.027546 1.111111 0.003903 0.004336 0.000000 0.027546 1.133333 0.003903 0.004423 0.000000 0.027546 1.155556 0.003903 0.004510 0.000000 0.027546 1.177778 0.003903 0.004596 0.000000 0.027546 1.200000 0.003903 0.004683 0.000000 0.027546 1.222222 0.003903 0.004770 0.000000 0.027546 1.244444 0.003903 0.004857 0.000000 0.027546 1.266667 0.003903 0.004943 0.000000 0.027546 1.288889 0.003903 0.005030 0.000000 0.027546 1.311111 0.003903 0.005117 0.000000 0.027546 1.333333 0.003903 0.005204 0.000000 0.027546 1.355556 0.003903 0.005290 0.000000 0.027546 1.377778 0.003903 0.005377 0.000000 0.027546 1.400000 0.003903 0.005464 0.000000 0.027546 1.422222 0.003903 0.005550 0.000000 0.027546 1.444444 0.003903 0.005637 0.000000 0.027546 1.466667 0.003903 0.005724 0.000000 0.027546 1.488889 0.003903 0.005811 0.000000 0.027546 1.511111 0.003903 0.005897 0.000000 0.027546 1.533333 0.003903 0.005984 0.000000 0.027546 1.555556 0.003903 0.006071 0.000000 0.027546 PMW-Arlington 10/22/2017 5:30:50 PM Page 21 1.577778 0.003903 0.006158 0.000000 0.027546 1.600000 0.003903 0.006244 0.000000 0.027546 1.622222 0.003903 0.006331 0.000000 0.027546 1.644444 0.003903 0.006418 0.000000 0.027546 1.666667 0.003903 0.006504 0.000000 0.027546 1.688889 0.003903 0.006591 0.000000 0.027546 1.711111 0.003903 0.006678 0.000000 0.027546 1.733333 0.003903 0.006765 0.000000 0.027546 1.755556 0.003903 0.006851 0.000000 0.027546 1.777778 0.003903 0.006938 0.000000 0.027546 1.800000 0.003903 0.007025 0.000000 0.027546 1.822222 0.003903 0.007112 0.000000 0.027546 1.844444 0.003903 0.007198 0.000000 0.027546 1.866667 0.003903 0.007285 0.000000 0.027546 1.888889 0.003903 0.007372 0.000000 0.027546 1.911111 0.003903 0.007458 0.000000 0.027546 1.933333 0.003903 0.007545 0.000000 0.027546 1.955556 0.003903 0.007632 0.000000 0.027546 1.977778 0.003903 0.007719 0.000000 0.027546 2.000000 0.003903 0.007805 0.000000 0.027546 2.022222 0.003903 0.007892 0.035147 0.027546 END FTABLE 2 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1010 FLOW ENGL REPL RCHRES 2 HYDR 0 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 2 HYDR 0 2 1 1 WDM 1013 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN PMW-Arlington 10/22/2017 5:30:50 PM Page 22 Predeveloped HSPF Message File PMW-Arlington 10/22/2017 5:30:50 PM Page 23 Mitigated HSPF Message File PMW-Arlington 10/22/2017 5:30:50 PM Page 24 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com PMW-Arlington 10/22/2017 5:30:50 PM Page 25 -^-,Terra Vista NW,«c Storm water Management Report Appendix A Geotechnical Report (170202)Lexus of Seattle—Parking Lot September 19,2017 :^—,Terra KSO NW,«c Storm water Management Report (170202)Lexus of Seattle—Parking Lot September 19,2017 MTC Materials Testing & Consulting, Inc. ` Geotechnical Engineering•Materials Testing•Special Inspection Environmental Consulting tldlrri•tl.1 c.lfnt;ti l�un.dl�tn„��. September 20, 2017 Carl and Dorothy Pearson Pearson Millwork Inc. 19311 59th Avenue NE Arlington, WA 98223 Cc: Eric Scott, P.E., Terra Vista NW, LLC Subject: Infiltration Assessment Pearson Millwork Building Addition 19311 59tb Avenue NE, Arlington, Washington MTC Project No.: 17B175 Dear Mr. and Mrs. Pearson and Mr. Scott, At your request, Materials Testing & Consulting, Inc. (MTC) has completed a targeted site characterization for general stormwater infiltration assessment at the above referenced site. The existing Pearson Millwork complex is planned for new development on the east side of the existing structure to provide an approximately 5900 SF building addition and associated utilities. MTC understands the client intends to construct a stormwater infiltration facility to the east of the proposed building addition under a newly proposed parking area. According to the project engineer, an assessment of on-site infiltration potential is needed to help guide final design. The client has requested this infiltration assessment be performed at a pre-determined site location where new stormwater facilities will be located and at potential depths of facility base. MTC has performed this infiltration feasibility assessment in general accordance with site characterization guidelines presented in the Washington Department of Ecology Stormwater Management Manual for Western Washington, 2012 edition (SMMWW, 2012/2014). A summary of MTC's field exploration findings, laboratory results, interpretations, and recommendations pertaining to infiltration design rates and potential facility location are provided herein. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our website: www.mtc-inc.net Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Site Exploration and Assessment Methodology: On August 31, 2017, an MTC Licensed Geologist visited the site to observe explorations for in-situ soil characterization and to collect soil samples for laboratory gradation analysis towards infiltration assessment. MTC personnel observed excavation of one test pit as determined by the project team and an MTC Staff Geologist during field work (Figure 2). Test pit TP-1 was excavated in the east-central area of the property in the general location of the new parking lot and infiltration facility, about 80 feet east of the existing Pearson Millwork building and 40 feet north of the south property line. Explorations were field located by the project team and arranged for optimum coverage of planned target locations for stormwater infiltration facilities. The test pit location was chosen to obtain the most accurate sampling of in-situ subsurface soils at the planned depths and location. The client provided excavation services with a Deere 35G rubber-track excavator. The excavator test pit was completed to a depth of approximately 7.5 feet below present grade (BPG), and was terminated at the maximum reach of equipment. Explorations were monitored by MTC personnel, who examined and classified the materials encountered in accordance with the Unified Soil Classification System (USCS) and ASTM D2487, obtained representative soil samples, and recorded pertinent information including soil stratigraphy, soil engineering characteristics, and indications of groundwater occurrences. Upon completion, the test pit was backfilled with soil tailings. Grab soil samples were collected from representative soil horizons during test pit excavations and at potential infiltration depths, as depicted on the attached logs. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to MTC's laboratory for analysis and storage. Samples will be retained for a minimum of 60 days from the date of collection. A site location and vicinity map is provided in Figure 1, Appendix Al. A portion of a client provided site plan with the approximate test location is shown in Figure 2, Appendix A2. Attached in Appendix B are photos of the site and explorations in progress. Exploration logs are presented in Appendix C, with a USCS classification chart provided as Figure 3. Results of laboratory analyses on soil samples collected during the field visit are attached in Appendix D. Site Conditions: The project study area is located along the east side of 59th Avenue NE on the east side of the existing Pearson Millwork building in Arlington, Washington. The project area generally extends about 100 feet from the existing building eastward to near the property boundary and are bounded north and south by the existing building width of approximately 100 feet. To the immediate north, east and south of the property are similar scale light-industrial and manufacturing facilities generally of one-story steel frame design, commonly known as PEBMs (Pre-engineered metal buildings). A wide variety of businesses are 2 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 found within this industrial complex. The Arlington Municipal Airport is located immediately west and across 59th Avenue from the subject parcel and encompasses the majority of the western boundary of 59th Avenue NE. The property and vicinity as a whole is generally flat in all directions, with dominantly crushed gravel surfacing driveways as observed within the proposed building area. The vicinity contains various fencing, driveways and industrial parking and loading facilities to the east of 59th Avenue NE. Sparse vegetation consisting of cottonwood and fir trees, low brush and scant grasses were observed within the general project vicinity. The street side of the Pearson Millwork building contains a landscaped frontage. The immediate project site contains no significant vegetation. Subsurface Soil Conditions: Subsurface soil conditions were observed and catalogued during test pit excavation. This section summarizes our general understanding of site soil conditions gained from completing field explorations and laboratory analyses. Identified typical units are summarized in Table 1 below, in order of increasing depth below present grade (BPG) for the targeted area of exploration. Table 1. Generalized Soil Stratigraphy SOIL UNIT DEPTH (BPG- feet) DESCRIPTION GRAVEL GRAVEL with SAND, crushed surface top course, medium SURFACING 0.0 - 0.2 dense,dry.GRAY GW NATIVE GRADE SAND with GRAVEL, medium dense, dry, strong oxidation. FILL 0.2-0.5 ORANGE BROWN SW UPPER SAND SAND, some gravel, medium dense, dry to damp, trace (SW-SP) 0.5-1.7 oxidation.ORANGE BROWN MIDDLE SAND SAND with GRAVEL, medium dense, damp, some oxidation. WITH GRAVEL 1.7—3.3 GRAY ORANGE SP LOWER SAND SAND, some gravel, loose to medium dense, damp, some (SP) 3.3-7.5 oxidation. GRAY BROWN to GRAY with depth. The site area tested contained only minimal gravel surfacing and native sandy fill before encountering native soil conditions to about 0.5 feet BPG. Native sands were encountered in varying proportions with gravels and are noted as consistent with regional geologic mapping as described below. The only notable 3 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 differences between units logged during test pit explorations were varying percentages of gravel and in general, the gravel percentages increased with depth. There is a notable lack of fines in all lab analyzed samples and a generally low moisture content as expected during the summer dry season. The most notable feature of all of the soils observed is a generally a light oxidation and lack of mottling evidence in the upper approximately four feet of native soils. This suggests that the site soils are subject to downward transmission of meteoric or other surface waters and that the seasonal high-water table does not appear to extend upward into the testing area. Geologic Literature Review: The Geologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washington published by the United States Geological Survey (Minard, 1985) indicates that surface geology of the entire project site is composed generally of Quaternary Vashon Drift of the Fraser Glaciation and is a subunit comprised specifically of the Marysville Sand Member (Unit Qvrm) of the Recessional Outwash (Unit Qvr). The Qvrm unit is a recessional outwash deposit that fills the broad and mostly flat Marysville Valley in a N-S trend. The deposit consists of well-drained and stratified to massive outwash sand, sparse gravel and some silt and clay beds. The sediments were deposited by meltwater flowing south from the stagnant and receding Vashon Glacier. The unit is estimated to be about 20 meters thick, yet has potential to be twice the thickness. Vashon Glacial Till, (Unit Qvt) underlies the Marysville Sand Member at depth as well as bounding the deposit on eastern and western segments. Vashon till is found within the hilly uplands within about 0.75 miles to the southeast of the project area (Minard, 1985). To the north and northwest of the project site along the modern Stillaguamish River drainage, Unit Qyal— Younger Alluvium (Holocene) is mapped within lower elevation topographic boundaries. This unit lies along stream and river channels near the present water table which can be subject seasonal flooding. The unit consists of mostly of stratified stream-deposited sediments, composed of sand and gravel, silt and clay and some organic matter. Clast composition is similar to that of the recessional outwash deposits (Unit Qvr) as described above (Minard, 1985). The United States Department of Agriculture NRCS Web Soils Survey maps the entire project area as Everett very gravelly sandy loam with zero to 8 percent slopes. The landform is eskers, kames and moraines with the parent material documented as sandy and gravelly glacial outwash. A typical profile consists of very gravelly sandy loam to 24 inches, very gravelly loamy sand to 35 inches, and extremely cobbly coarse sand to 60 inches depth. Depth to a restrictive feature and the regional water table are reported as more than 80 inches. The soil is somewhat excessively drained and has a high capacity to transmit water(Ksat). It is a member of Hydrologic Soil Group A. The unit has no frequency of ponding or flooding. No restrictive layers or conditions are noted. 4 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Soil conditions encountered in the field consist primarily of native medium dense sand, overlain locally by thin fill soils and cover soils. Native conditions are typical of glacial recessional outwash sediments, and are thus consistent with local geology sources. Underlying deposits of Vashon till were not encountered by the maximum exploration depth of approximately 7.5 feet BPG. Glacial till soils are interpreted to be present at an extent past the depth of consideration for this study. Surface and Subsurface Water Conditions: No natural surface water features were present at the study area at the time of this investigation. The closest major surface water feature is Portage Creek located approximately 2200 horizontal feet to the north. Portage Creek and its unnamed tributaries originate in the highlands east of the project site and generally drain to the northeast approaching the floor of the Stillaguamish River valley. The main channel of the Stillaguamish River is located about 2 miles north of the project site. No regional groundwater table was encountered during field explorations. No seepage or evidence of perched or saturated conditions were encountered during our site exploration in the summer dry season. No soil mottling or banding or evidence of high seasonal groundwater was encountered by termination depth in TP-1. Soils encountered above approximately 4.5 feet BPG did contain some evidence of oxidation. We interpret this phenomenon to be a product of surface and meteoric water migration downward through the soil column during periods of wetter weather or during the winter season and the interaction of oxygen and water with iron-rich sediments in the uppermost soil column. Research of regional well data as provided by the Washington State Department of Ecology Water Resources—Well Construction Reports indicate static water levels from nearby wells (such as the Arlington Airport) at similar elevations in the range of 28 to 34 feet below present grade. It is unclear in some reports (due to the report age and/or penmanship of the well driller) as to the time of year of the well construction, however MTC interprets these reported levels to be indicative of regional ground water levels to be far below the realm of concern for the nature of this report. MTC's scope of investigation did not include ongoing observation and monitoring of seasonal groundwater variations, conclusive measurement or documentation of groundwater elevations at the time of exploration, or determination of regional groundwater levels past the maximum depths explored. If a greater assurance of seasonal water conditions is required for final design, monitoring of water levels via shallow piezometers is advised over the winter wet season. Infiltration Assessment& Commentary: Gradation Analysis Method&Results During test pit excavations, MTC collected representative samples of soils among native strata at potential infiltration facility areas and depths. Target depths and locations were prescribed at the 5 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 beginning of field work, and range from 5 to 6 feet BPG,per request by the project engineer. Refinement of the design depths are to follow the results of this study. Laboratory gradation analyses were completed including sieve analysis for rate determination to supplement field observations. Results of laboratory testing are summarized below. The following discussion concentrates on the eastern project margin parking area below which proprietary Stormtech® Chamber infiltration system will be installed and as explored within the general confines of test pit TP-1. Laboratory results were interpreted to hydraulic conductivity (Ksat) values in accordance with methods of the Washington State Department of Ecology Stormwater Management Manual for Western Washington (SMMWW), 201212014. Standard correction factors were applied as noted in the reference documents. Data and Ksat values are summarized in Table 2. Gradation results were applied to the Massmann (2003) equation (1) to calculate Ksat representing the initial saturated hydraulic conductivity, as described in the 2012 DOE SMMWW Volume III 3.3.6.3. (1) log10(Ksat)= -1.57 + 1.90*D10+ 0.015*D60 - 0.013*D90 - 2.08*ff Table 2 reports for each sample the input laboratory values and calculated Ksat. Corrected Ksat values presented below are a product of the initial Ksat and correction factor CFT. For a generalized design situation, we have applied a conservative site variability factor of CFv= 0.33 along with typical values of CFt=0.4 (for the Grain Size Method) and CFm= 0.9 (assuming standard influent control). (2) CFT= CFvxCFtx CFm= 0.33 x 0.4 x 0.9 =0.12 Table 2. Results of Massmann Analysis TP # Depth USCS Dl0 D60 D90 Ff(%) Ksat Corrected Ksat (BPG) (inches/hour) (inches/hour) 1 3.8 SP 0.173 0.523 4.071 1.8 67.24 8.07 1 4.9 SP 0.202 1.428 10.292 1.9 65.07 7.81 1 6.5 SP 0.234 1 2.155 1 21.012 1.2 57.58 6.91 Infiltration Discussion MTC understands the stormwater facility will incorporate Stormtech® Chamber system of appropriate sizing that will be located under the new parking area to the east of the building addition footprint. At the time of field work, the planned depth for the base of the facility was 5 to 6 feet BPG. The stormwater management system will be fed by catch basins on the north and south margins of the new parking area will likely tie into storm drainage infrastructure on the building's north margins. 6 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Native soil conditions encountered within the eastern area of the property as explored at TP-1 are considered to be feasible for infiltration purposes as planned. Factors contributing to favorable conditions include: high percentage of non-cohesive soils with low fines content, lack of compaction by glaciers or others means such as heavy construction traffic, general lack of evidence of regional high winter groundwater or restrictive conditions and a generally high rate of infiltration as calculated herein. Grain Size analysis methods based on the 2012/2014 calculation criteria yielded Corrected Ksat values ranging from 6.91 to 8.07 inches per hour corresponding to the various native soil horizons present from approximately 3.8 feet BPG and extending to 6.5 feet BPG at explorations within TP-1. We interpret the soils between about 4 and 6 feet BPG to be related to recessional deposits not consolidated by glacial ice, and having adequate separation from the seasonal high water table, therefore eligible for rate determination by grain size methods per DoE SMMWW 2012/2014 criteria and standards. For a general design application of potential shallow infiltration facilities, we recommend a maximum design Ksat value of 7.0 inches/hour if stormwater facilities are designed within the lower sandy soils. This value represents the low end of calculated Ksat values within lower deposits from explorations at TP-1 in the anticipated location of stormwater facilities at the time of field exploration. The client can also elect to conduct Pilot Infiltration Test (PIT) methods at the actual infiltration facility location for final design confirmation. The results of in-situ PIT testing are typically considered more reliable than gradation methods, and thus a lesser degree of conservatism can be applied to the yielded rates for design application. The client should be aware PIT methods may be required by the local municipality in support of final design approval. MTC recommends the facility designer review the assumed correction factors per reference literature to ensure applicability with the proposed development, level of anticipated controls and long-term maintenance plan. The designer may make reasonable adjustments to correction factors and the resulting preliminary rate values based on these criteria to ensure design and operational intent is met. We recommend that we be contacted if substantial changes to the presented rates are considered. Treatment Suitability At the request of the facility designer, MTC subcontracted Cation Exchange Coefficient (CEC) testing for two representative samples of the native sandy soils from test pit TP-1 (4.9 and 6.5 feet BPG). Results are appended at the end of this report. Testing yielded a CEC of 3.1 and 1.9 milliequivalents per 100 grams of soil (meq/100g) at depths of 4.9 and 6.5 feet BPG in TP-1, respectively. CEC testing was not performed at other depths of exploration due to planned facility base as stated above. In our 7 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 experience with similar soils, these values appear typical for the soil types encountered and their respective fines contents. The Department of Ecology 2012 SMMWW, Volume III, Section 3.3.7 addresses minimum requirements for treatment soils under Site Suitability Criteria. According to SSC-6, soils with CECs of less than 5 meq/100g should typically not be used as treatment media without modification. The addition of soil amendments or the import of treatment-specific soil media may be used to achieve a higher CEC and produce a soil more suitable for treatment if required for design. Therefore, if treatment is required as part of this design, we anticipate either amendment of the lower sand soils or installation of a treatment blanket will be required if treatment is planned to occur at the infiltration site. Minimum depth for treatment-suitable soils is cited as 18 inches. If soils are amended or imported treatment media is installed, the LTIR of the facility must be adjusted accordingly if these modifications will negatively affect the infiltration rate cited above. 8 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Closing Remarks: MTC recommends that we be contacted to review final facility design, site preparation plans, and project specifications, to ensure they are consistent with the intent of the recommendations provided herein. If additional site exploration or in-situ testing is required for final design and approval, MTC will be pleased to provide these services. In addition, MTC recommends that we be contacted for construction phase testing, observation, and engineering consultation services as may be needed. Such services may include but are not limited to earthwork support consulting, facility subgrade infiltration verifications, laboratory materials analysis, and special inspections if required. Mr. and Mrs. Pearson and Mr. Scott, we trust this report presents the information you require. If you have questions,please do not hesitate to call. Respectfully Submitted; o{Washy Cl 7 <,. Geologist w �cN 3084 used GeO 9-20-2017 Kurt W. Parker Qol"I&-- - Kurt W. Parker, L.G. Senior Project Geologist Attached: Limitations and Use of this Report Appendix A1. Location and Vicinity Map Appendix A2. Site Plan with Test Locations Appendix B. Photos of Site Exploration Appendix C. Exploration Logs Appendix D. Laboratory Results 9 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Limitations and Use of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, MTC shall be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations shall also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, expressed or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard; they are not incorporated into it or"included by reference", as that latter term is used relative to contracts or other matters of law. This report may be used only by Pearson Millwork, Inc. and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. The recommendations of this report are based on the assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings, conclusion and recommendations of this report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Pearson Millwork or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Pearson Millwork agrees to defend, indemnify, and hold MTC harmless from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 10 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix At. Location and Vicinity Map N 0 Regional Vicinity Arlington ❑ Municipal g Airport 531 531 Site Vicinity Proiect Location 18Eth St N= Arlington Municipal Maps Source: Airport Google Imagery 2017 Materials Testing & Consulting, Inc. Site Location & Vicinity FIGURE 777 Chrysler Drive Pearson Millwork Infiltration 19311 59 Burlington, WA 98233 Avenue NE Arlington, WA 11 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix A2. Site Plan with Test Locations N I MTC Test Pit Location (Typical) �, P � .• ,lam h } - .. i. AREA TOBE - ^ib � PAVED BY AIRPORT _r �. ,._.., _,, .• SEPARATELY JAA HESE RED AMPLE s i 1 2 — 7'--- 11: NE- CO TYPE 2 C6 IE 1a6. 4O IE =97A0 RIM - 99.50 0 ( 99.90 IE = 97.00 e FlLfRA?OR F AT DENEND CAP TER CHAMBER I IE�� 9O fR EXISTING BLDG OUILD�NG ADDITION SEE OTE 2... FF=100.00 , 5915 SF 90 FF=100.00 ADSIS6-7.40 -- - TP-1 ST09WTECH CHAMBER I S-StCTI04S CO ADS TOP INLET IE - 97.00 ( F1EARTED END.CAP 6 SD 01.OX t. 2 C t RIM - 99.00 I I - 9&2 Source: Portion of Client Provided Plans III Overlay by MTC: KWP }� • 0 35 Terra Vista NW,LLC,2017 !! *Scale Is Approximate* SCALE (FEET) Not For Construction 1 inch-35 feet Materials Testing & Consulting, Inc. Site Plan with Test Locations FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 591h Avenue NE Arlington, WA 12 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix B. Photos of Site Exploration t 4, IM F i LW �A r Photo A: View facing south toward test pit TP-1 from near the northeast corner of the property. 13 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 41 ! y J e ` � I � r - -- - - - Photo B: Facing southeast toward test pit TP-1. Photo displays relatively level conditions, similar scale buildings and generally sparse vegetation within the area. 14 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Site Surface Fill& Upper Sand r Reworked Native Soil Q..a\ � -` 1 � '� - ' yr.:�,.�'„ •. -� J i Sand with Gravel Lower Sand Photo D: Test Pit TP-1 open excavation exposing observed soil stratigraphy. 15 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix C. Exploration Logs Unified Soil Classification System Chart Sampler Symbol Description Major Divisions Graph USCS Typical Description Coarse ° Well-graded Gravels,Gravel-Sand Mix- Standard Penetration Test(SPT) a'. o GW g Grained Soils Gravel o :p• tures Clean Gravels ® Shelby Tube More Than - GP Poorly-Graded Gravels,Gravel-Sand i 50%of ; ,• Mixtures ® Grab or Bulk Coarse Fmc- tion Retained GM Silty Gravels,Gravel-Sand-Silt Mixtures More Than 50% On No.4 O' O' B California(3.0"O.D.) Retained On Sieve Gravels With Fines No.200Sieve GC Clayey Gravels,Gravel-Sand-ClayMix- tures . Modified California(2.5"O.D.) SW Well-graded Sands,Gravelly Sands Sand Stratil4raphic Contact Clean Sands Distinct Snatigraphic Contact More Than SP Poorly-Graded Sands, Gravelly Sands Between Soil Strata 50%of Coarse Fmo- \ Gradual Change Between Soil tion Passing SM Silty Sands,Sand-Silt Mixtures Strata No.4 Sieve ...... Approximate location of Sands With Fines stratagraphic change SC Clayey Sands,Clay Mixtures Fine Grained ML Inorganic Silts,rock Flour,Clayey Silts 1 Groundwater observed at time of Soils With Low Plasticity exploration s Liquid Limit Less CL Inorganic Clays of Low To Medium Measured groundwater level in Silts&Clays W exploration,well,or piezome[er Than 50 Plasticity More Than 50% Perched water observed at time Passing The OL Organic Silts and Organic Silty Clays of ♦ of exploration No.200 Sieve Low Plasticity MH Inorganic Silts ofModerate Plasticity Modifiers Silts&Clays Liquid Limit CH Inorganic Clays of High Plasticity Description % Greater Than 50 Trace >5 ♦� ♦ OH Organic Clays And Silts ofMediumto Some 5-12 ♦ High Plasticity PT Peat,Humus,Soils with Predominantly With >12 Highly Organic Soils Organic Content Soil Consistency Grain Size Granular Soils Fine-grained Soils DESCRIPTION I SIEVE GRAIN SIZE APPROXIMATE SIZE SIZE Density SPT Consistency SPT BLnrcount Blowcount Boulders >12" >12" Larger than a basketball Very Loose 0-4 Very Soft 0-2 Cobbles 3-12" 3-12" Fist to basketball Loose 4-10 Soft 2-4 Coarse 3/4-3" 3/4-3" Thumb to fist Gravel Medium 10-30 Firm 4-8 Fine #4-3/4" 0.19-0.75" Pea to thumb Dense Dense 30-50 Stiff 8-15 Coarse #10-#4 0.079-0.19" Rock salt to pea Very Dense >50 Very Stiff 15-30 Sand Medium #40-#10 0.017-0.079" Sugar to rock salt Hard >30 Fine #200-#40 0.0029-0.017" Flour to Sugar Fines Passing <0.0029" Flour and smaller #200 Materials Testing & Consulting,Inc. Exploration Log Key FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE Arlington, WA 16 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Materials Testing and Consulting Logof Test Pit TP-1 755 Chrysler Drive Burlington,WA Pearson Millwork Infiltration Date Started :8/31/2017 19311 59th Avenue NE Date Completed :8/3 112 0 1 7 Arlington,WA Sampling Method :Grab Samples MTC Job#1713175 Location :East central property boundary Logged By :KWP 0 0 UL > L U C = J � � DESCRIPTION a c: o o_ U E 0 cc � t'7 3: to o a 0 GW FILL:GRAVEL with SAND,crushed,medium dense,dry,minor grasses.GRAY SW SAND with GRAVEL,medium dense,dry,some roots,native grade fill,strong oxidation.ORANGE BROWN SAND,some gravel,medium dense,dry to damp,some roots,trace oxidation. ORANGE BROWN S W-S P SAND with GRAVEL,medium dense,damp,trace roots,gravel to 2"subround, 2 some oxidation.GRAY ORANGE SP a SAND,some gravel,loose to medium dense,damp,trace roots,gravel to 1/2" d subround,some oxidation.GRAY BROWN 4 9.2%Gravel,89.0%Sand 1.8 4.3 0 3 Color change to GRAY. H g Soil slough as sidewall collapse,continues to TD. o 0 9 P 17.9/o Gravel,80.2/o Sand 1.9 3.7 Gravel content increases with depth. m SP d 6 U 0 30.4%Gravel,68.4%Sand 1.2 3.4 i� 0 T.D.7.5 BPG. m Excavation terminated at maximum reach of machinery. d 8 No groundwater observed during excavations. U H 'o o m N N V 10 17 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix D. Laboratory Results Sieve Report Project:Pearson Millwork Infiltration Date Received:31-Aug-17 ASTMD-2487 Unified Soils Classification System Project#: 17B175 Sampled By:K.Parker SP,Poorly graded Sand Client:Pearson Millwork,Inc. Date Tested:5-Sep-17 Sample Color: ACCREDITED Source:TP-1 @ 3.8' Tested By:A.Eifrig gray c.vol,i tram txaw Sam e#:B17-0917 ASTM D-2216,ASTM D-2419,ASTM D4318,ASTM D-5821 D151=0.137 mm %Gravel=9.2% Coeff.of Curvature,Cc=0.85 Specifications DPd)=0.173 mm %Sand=89.0% Coeff.of Uniformity,Cu=3.03 No Specs Dt15>=0.199 mm %Silt&Clay=1.8% Fineness Modulus=2.56 Sample Meets Specs 7 N/A Dt301=0.277 mm Liquid Limit=n/a Plastic Limit=n/a Dt50>=0.382 mm Plasticity Index=n/a Moisture%,as sampled=4.3% D1601=0.523 mm Sand Equivalent=n/a Req'd Sand Equivalent=PF 1)1901=4.071 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 2/65 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= JL AS TM C-136,AS TM D-6913 Actual Interpolated Greco Six Dist dbu[ion Cumulative Cumulative Sieve Size Percent Percent Specs Specs - Us Metric e m Passing Passing M Min 12.00" 300.00 100% 100.0% 0.0% r 'r I,. I III ••'""' 10.00" 250.00 100% 100.0% 0.0% I IIIII' I' 8.00" 200.00 100% 100.0% 0.0% var _ tWtt _;___ __ ___ 6.00" 150.00 100% 100.0% 0.0 4.00" 100.00 100% 100.0% 0.0 ' I I ^177 I I :IIIIII I I ' i'I I IIIII I I ";FF•T¢_�____ aooes 3.00" 75.00 100% 100.0% 0.0% IIIIII 111w I I 2.50" 63.00 100% 100.0% 0.0 2.00" 50.00 100% 100.0% 0.0% aar. -�---�` t-Y---'it""-'--'--•1 -- --- --- --- 1.75" 45.00 100% 100.0% 0.0% II 1.50" 37.50 100% 100.0% 0.0% 111 i I "I I '""'I I ' 1.25" 31.50 100% 100.0% 0.0% 60Y _r___!mrr -?---i-----i--i----i-- -?---j ------ ----- ooro 1.00" 25.00 100% 100% 100.0% 0.0% fli 3/4" 19.00 97% 97% 100.0% 0.0% _ _ \ I I !IIIIII �� i----5/8" 16.00 96% 100.0% 0.0% ----III II I I I I 1/2" 12.50 95% 95% 100.0% 0.0% I IHM1 I IIIIIII 3/8" 9.50 94% 94% 100.0% 0.0% 4m -r---:�r.,'-F-T---!STS.;-;--;---�;:;,'-: -T---?ImmF;-S-�---- ----- nou 1/4" 6.30 92% 100.0% 0.0% #4 4.75 91% 91% 100.0% 0.0% ! ! ! ! !!!!!!!1 ! !!!!!!!! ! !iii!i i #8 2.36 88% 100.0% 0.0% 3aro i::'r+++-;---- 3oor• #10 2.00 88% 88% 100.0% 0.0% 1� #16 1.18 72% 100.0% 0.0% I I I ;IIIIII I I #20 0.850 66% 100.0% 0.0 #30 0.600 61% 100.0% 0.0 #40 0.425 58% 58% 100.0% 0.0% �--iiti+ti-+--t---aiittl++-i---- poor. #50 0.300 34% 100.0% 0.0% :it!! #60 0.250 25% 100.0% 0.0% '�ri;Ii;; #80 0.180 11% 100.0% 0.0% of III III III Ij� o r loo.om lo.aoa -0 o.lao 0010" aml #100 0.150 6% 6% 100.0% 0.0% #140 0.106 3% 100.0% 0.0% Pa"`k cmml #170 0.090 3% 100.0% 0.0% #200 0.075 1.8% 1.8% 100.0% 0.0% Capyrig ht Spears Engineering&Technical Services PS,1996-9g All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,In reports are submitted as the confidential property of clients,end-thoriza[ion for publication o f statements,conclusions or extracts from or regard mg om reports is reserved pending om written approval. Comments: �1 a� d Reviewed by: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 3.8 FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE Arlington, WA 18 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Sieve Report Project:Pearson Millwork Infiltration Date Received:31-Aug-17 ASTMD-2487 Unified Soils Classification System Project#: 17B175 Sampled By:K.Parker SP,Poorly graded Sand with Gavel Client:Pearson Millwork,Inc. Date Tested:5-Sep-17 Sample Color: ACCNEDITED� Source:TP-1@4.9' Tested By:A.Eifrig gray c.rw.r,xem,>se oe Sam a#:B17-0918 66. ASTMD-2216,ASTMD-2419 ASTMD4318 ASTMD-5821 D,$)=0.157 mm %Gravel=17.9% Coeff.of Curvature,CG=0.51 Specifications D110}=0.202 man %Sand=80.2% Coeff.of Uniformity,CD=7.06 No Specs Dp51=0.247 mm %Silt&Clay=1.9% Fineness Modulus=3.40 Sample Meets Specs?N/A Dpia=0.382 mm Liquid Limit=n/a Plastic Limit=n/a D1501=1.031 mm Plasticity Index=n/a Moisture%,as sampled=3.7% D1601=1.428 mm Sand Equivalent=n/a Req'd Sand Equivalent= D<901=10.292 roan Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 3/55 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces=P' AS TM C-136,AS TM D-6913 Actual Interpolated Gain Sia Dist tibution Cumulative Cumulative Sieve Size Percent Percent Specs Specs - .wr m US Metric Passing Passing Max Min 'sy=r,.ir.y„�,ir;.�.t�riti,re,_ 12.00" 300.00 100% 100.0% 0.0% 10.00" 250.00 100% 100.0% 0.0% ��'�I ..II IIII I I I 100.0% 0.0 8.009a/ _i_-___riiiiii_r___ " 200.00 100% % 6.00" 150.00 100% 100.0% 0.0% illii i I I "I I :HIM 1 I II IIII I I I 4.00" 100.00 100% 100.0% 0.0% HM I "i i I i iiiii"' II""'' ' IIIII I liiiill liiir'111 � � 3.00" 75.00 100% 100.0% 0.0% }F{-F+- {{IF}F i--}----H1{ja-F-F-+---iWfl-t--F---�h1f.++-i---- aao% 2.50" 63.00 100% 100.0% 0.0 2.00" 50.00 100% 100.0% 0.0% var. -t---'ti't�' 700% 1.75" 45.00 100% 100.0% 0.0 1.50" 37.50 100% 100.0% 0.0 1.25" 31.50 100% 100.0% 0.0% ear. -r---''^'}}1-Y---'iTT^^--5- 44,44 i'-T---' ....---- ----- e0- 1.00" 25.00 100% 100% 100.0% 0.0% 3/4" 19.00 95% 95% 100.0% 0.0% iiiiiiii i !III III I I a ______ 5/8" 16.00 94% 100.0% 0.0% ■1 1/2" 12.50 92% 92% 100.0% 0.0% 'iiiiii - IIII' 3/8" 9.50 89% 89% 100.0% 0.0% 4ar. -�---�. � +--- --1- " ,' t-1---d ------ ----- 400% 1/4" 6.30 84% 100.0% 0.0% III #4 4.75 82% 82% 100.0% 0.0% 11'1" i iiii iii i t IIIIII I I IIIIIII I IIIIII l #8 2.36 75% 100.0% 0.0% 3ar {----F -F I F- ---iFHFFi-}--F---N1F14 -{---- 30oss #10 2.00 74% 74% 100.0% 0.0% ?! #16 1.18 54% 100.0% 0.0% I I I I #20 0.850 45% 100.0% 0.0% i #30 0.600 39% 100.0% 0.0% !I �i iiii i I #40 0.425 35% 35% 100.0% 0.0% la _}___}Ipµ__+___iifiliFiiHi_{__i___�i{!iifiii!_fi _if _ _iµiiii!ii_i__!---iF!#i ti ti _{____ l00% #50 0.300 21% 100.0% 0.0% � #60 0.250 15% 100.0% 0.0% #80 0.180 8% 100.0% 0.0% 0% " 0.0r t ro.oa0 l000o 1- 0,100 o.o1011 omt #100 0.150 4% 4% 100.0% 0.0% #140 0.106 3% 100.0% 0.0% rn"bb #170 0.090 2% 100.0% 0.0% #200 0.075 1.9% 1.9% 100.0% 0.0% + sevesxa - Max�eca -MbSpecs -.-severs�s"e� Copyri%ht Spears Engineering&F-h-.Iservi' PS,1996-99 All-Au apply-ly to artual locations and matenale leered.Asa--lp--ten to clenls 17, hl-. dourselven.nll reports aresub nirleA ns the conlidenr al preperryr 10-1,.and-ht iaron1.-pubte.a-t efnlalenerls,cu rclusio..-o e. aels I... .regard-rg our reports is reserved pending our written approval. Comments: Reviewed by: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 4.9' FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 591h Avenue NE Arlington, WA 19 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Sieve Report Project:Pearson Millwork Infiltration Date Received:31-Aug-17 ASTMD-2487 Unified Soils Classification System Project#: 17B175 Sampled By:K.Parker SP,Poorly graded Sand with Gravel Client:Pearson Millwork,hic. Date Tested:5-Sep-17 Sample Color: AC 01TED� Source:TP-1 @ 6.5' Tested By:A.Eifrig gray rya.1W. Wo? Sam a#:B17-0919 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 D15i=0.175 nun %Gravel=30.4% Coeff.of Curvature,Cc=0.73 Specifications D(1o{=0.234 man %Sand=68.4% Coeff.of Uniformity,Cu=9.20 No Specs D(15)=0.293 tutu %Silt&Clay=1.2% Fineness Modulus=4.17 Sample Meets Specs?N/A D(30)=0.608 tutu Liquid Limit-n/a Plastic Limit-n/a D(50)=1.554 tutu Plasticity Index=n/a Moisture%,as samp led=3.4% D(60)=2.155 turn Sand Equivalent=n/a Rcq'd Sand Equivalent= D(9o;=21.012 tutu Fracture%,1 Face=n/a Req'd Fracture%1 Face= Dust Ratio= 1/22 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= AS TM C-136,AS TM D-6913 Actual Interpolated Cmin Si.Disc abulion Cumulative Cumulative Sieve Size Percent Percent Specs Specs - tu!. o US Metric Passing Passing Max Mn Imr.a._.�.�s,+,e<•.:.c. � :�i.T�-ia,a,a.,ika�:3ii-. Iro.osx 12.00" 300.00 100% 100.0% 0.07/. 10.001, 250.00 100% 100.0% 0.0 8.001, 200.00 100% 100.0% 0.0% 90, - ---i!Wi i_ -------if1' `-�---' ------ ----- Sao% 6.00" 150.00 100% 100.0% 0.0% ;I; II;;; 4.00" 100.00 100% 100.0% 0.0% i � ^�� 8d/o 3.00" 75.00 100% 100.0% 0.0% -+---:fHa-F+-F-+ +��VH-a--{---;ii+ia-F-F-+--- --F----NitF+++-a 2.50" 63.00 100% 100.0% 0.0% 2.00" 50.00 100% 100.0% 0.0% ,�, _�___"'"L i_s___;iiil►: iiii : _ i. ao,, 1.75" 45.00 100% 100.0% 0.0 1.50" 37.50 100% 100.0% 0.0% ;I; ; II;; 1.25" 31.50 100% 100.0% 0.0% car h;I;� Ih; ;Al _ , -'- sao% 1.00" 25.00 100% 100% 100.0% 0.0 3/4" 19.00 85% 85% 100.0% 0.0% son 'i--- �-"t-i--- _;__:_ - --- - ---- ----- sao% 5/8" 16.00 83% 100.0% 0.0% 1/2" 12.50 80% 80% 100.0% 0.0% 3/8" 9.50 77% 77% 100.0% 0.0% con -r---!..�+'� T---;4T.4;-J--;--�" -- --- ------ ----- caoi HlTrrT1/4" 6.30 72% 100.0% 0.0% HM: �� ' ��HH ; II;;;I;; ; ;; ; ;;;;;I;; #4 4.75 70% 70% 100.0% 0.0% 1 �HW!1 1 �'� 1' 1 11111'1' ; }- 94+4_F_+___444Fi______�{i{-OFF_+___jµy}HM Fi_{__F____441 �; #8 2.36 61% 100.0% 0.0% awn - -- ::::.:k-i---- naoi #10 2.00 59% 59% 100.0% 0.0% #16 1.18 42% 100.0% 0.0% «-------------------:---- _ _ --- _-- _- #20 0.850 35% 100.0% 0.0% i ' HHH; IM I ; I #30 0.600 30% 100.0% 0.0% WHiI ; H I !?? #40 0.425 26% 26% 100.0% 0.0% {{{i --IIII;' A144+ -i---- Iaoi #50 0.300 16% 100.0% 0.0% -t- i�iaH_{__F____ ;ii;1 1 #60 0.250 11% 100.0% 0.0% #80 0.180 5% 100.0% 0.0% of II' 0.�� Ill Dail I.R. 10000 Lwo o.1ao a.o10 #100 0.150 3% 3% 100.0% 0.0% #140 0.106 2% 100.0% 0.0% P.- 1mm1 #170 0.090 2% 100.0% 0.0% #200 0.075 1.2% 1.2% 100.0% 0.0% r s<v<ss: -Ltex�«. -m n •-s<v<a<.9n Copyright Speer.Engineering&Technical Services PS,1996-98 All resnite apply only to actual locations end materiels reseed.As a mueuel prof--eo dim-,the public end ourselves,ell rep.-ere sub--d as the confidential property fdi-,,end eta horize[ion for publication of statements,co--ions or cxl reefs from or regarding ou reports is reserved pending our wrht-approve] Comments: Revievwdby: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 6.5' FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE Arlington, WA 20 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B175 sol test farm consultants, inc. 2016 as aq'n_a—. 'hr am -.w.uer — -F—Imlt m -a"ft nlw MATERIALS TESTING Date Received: 9/1/2017 77 CHRYSLER DR Grower: PEARSON MILLWORK INFILT Sampled BY: Burlington, WA 98233 Field: B17-0918-TP-14.9FT Laboratory#: S17-19278 Customer Account#: PROJECT 17B175 Customer Sample ID: Soil Test Results Cation Exchange CEC meq/100g 3.1 pH 1:1 E.C.1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 4.9' CEC FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE 7 Arlington, WA 21 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B175 X, soi Ites t farm consultants, inc. a.e.:aM+��u -ti.:iaprnmw -mµr«.gym MATERIALS TESTING Date Received: 9/1/2017 77 CHRYSLER DR Grower: PEARSON MILLWORK INFILT Sampled By: Burlington, WA 98233 Field: B17-0919-TP-1 6.5FT Laboratory#: 517-19279 Customer Account#: PROJECT 17B175 Customer Sample ID: Soil Test Results Cation Exchange CEC meq/100g 1.9 pH 1:1 E.C.1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 6.5' CEC FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Q Burlington, WA 98233 19311 59th Avenue NE U Arlington, WA 22 -^-,Terra Vista NW,«c Storm water Management Report Appendix B Operation and Maintenance (170202)Lexus of Seattle—Parking Lot September 19,2017 :^—,Terra KSO NW,«c Storm water Management Report (170202)Lexus of Seattle—Parking Lot September 19,2017 Terra Vista iV W,«c Operation and Maintenance Procedures Maintenance Standards—Catch Basins Maintenance Defect Conditions When Maintenance Is Needed Results Expected Component When Maintenance Is Performed General Trash and Debris Trash or debris which is located immediately No Trash or debris in front of the catch basin opening or is located immediately in blocking inletting capacity of the basin by front of catch basin or more than 10%. on grate opening. Trash or debris (in the basin)that exceeds 60 No trash or debris in percent of the sump depth as measured from the the bottom of basin to invert of the lowest catch basin. pipe into or out of the basin,but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes blocking more than 1/3 of its height. free of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present or dangerous gases (e.g.,methane). within the catch basin. Sediment Sediment(in the basin)that exceeds 60 No sediment in the percent of the sump depth as measured from catch basin the bottom of basin to invert of the lowest pipe into or out of the basin,but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. (170103)VCS Parking Lot Page B1 September 19,2017 Terra Vista iV W,«c Operation and Maintenance Procedures Maintenance Defect Conditions When Maintenance Is Needed Results Expected Component When Maintenance Is Performed Structure Damage Top slab has holes larger than 2 square Top slab is free of to Frame and/or inches or cracks wider than 1/4 inch holes Top Slab (Intent is to make sure no material is running and cracks into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush separation of more than 3/4 inch of the frame on the riser rings or top from the top slab. Frame not securely slab and firmly attached attached. Fractures or Cracks Maintenance person judges that structure is Basin replaced or in Basin unsound. repaired to design Walls/Bottom standards. Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or Misalignment function, or design problem. repaired to design standards. Vegetation Vegetation growing across and blocking No vegetation blocking more opening to basin. than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present six inches apart. (170103)VCS Parking Lot Page B2 September 19,2017 Terra Vista iV W,«c Operation and Maintenance Procedures Maintenance Defect Conditions When Maintenance Is Needed Results Expected Component When Maintenance Is Performed Contamination and See "Detention Ponds" (No. 1). No pollution present. Pollution Catch Basin Cover Not in Place Cover is missing or only partially in place. Catch basin cover is Cover Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism Not maintenance person with proper tools. Bolts proper tools. Working into frame have less than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid Cover can be removed Remove after applying normal lifting pressure. by one maintenance (Intent is keep cover from sealing off access person. to maintenance.) Ladder Latter Rungs Ladder is unsafe due to missing rungs,not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment,rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate Opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Debris Trash and debris that is blocking more than Grate free of trash and 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing grate. meets design standards. (170103)VCS Parking Lot Page B3 September 19,2017 Terra Vista Nlxr,«< Operation and Maintenance Procedures Maintenance Standards—Catch Basin Inserts Table V-4.5.2(18) Maintenance Standards-Catchbasin Inserts Maintenance Defect Conditions When Maintenance Is Results Expected When Component Needed Maintenance is Performed Sediment When sediment forms a cap over the No sediment cap on the insert Accumulation insert media of the insert and/or media and its unit. unit. Trash and Debris Trash and debris accumulates on Trash and debris removed Accumulation insert unit creating a from insert unit. Runoff freely blockage/restriction. flows into catch basin. Media Insert Not Effluent water from media insert has Effluent water from media Removing Oil a visible sheen. insert is free of oils and has no visible sheen. General Media Insert Water Catch basin insert is saturated with Remove and replace media insert. Saturated water and no longer has the capacity to absorb. Media Insert-Oil Media oil saturated due to Remove and replace media Saturated petroleum spill that drains into catch insert. basin. Media Insert Use Media has been used beyond the Remove and replace media at Beyond Normal typical average life of media insert regular intervals, depending on Product Life product. insert product. (170103)VCS Parking Lot Page B4 September 19,2017 Terra Vista NV/«< Operation and Maintenance Procedures Maintenance Standards—Oil/Water Separator Table V-4.5.2(16) Maintenance Standards- Baffle Oil/Water Separators(API Type) Maintenance Defect Condition When Maintenance Is Results Expected When Component Needed Maintenance is Performed Monitoring Inspection of discharge water for Effluent discharge from vault obvious signs of poor water should be clear without thick quality. visible sheen. Sediment Sediment depth in bottom of vault No sediment deposits on vault Accumulation exceeds 6-inches in depth. bottom that would impede flow through the vault and reduce separation efficiency. Trash and Debris Trash and debris accumulation in Trash and debris removed from Accumulation vault, or pipe inlet/outlet, vault, and inlet/outlet piping. floatables and non-floatables. Oil Accumulation Oil accumulations that exceed 1- Extract oil from vault by vactoring. General inch, at the surface of the water. Disposal in accordance with state and local rules and regulations. Damaged Pipes Inlet or outlet piping damaged or Pipe repaired or replaced. broken and in need of repair. Access Cover Cover cannot be opened, Cover repaired to proper working Damaged/Not corrosion/deformation of cover. specifications or replaced. Working Vault Structure Vault replaced or repairs made so Damage - Includes that vault meets design Cracks in Walls See "Catch Basins" (No. 5) specifications and is structurally Bottom, Damage to sound. (170103)VCS Parking Lot Page B5 September 19,2017 Terra KSL7 NVI«c Operation and Maintenance Procedures Frame and/or Top Cracks wider than 1/2-inch at the Vault repaired so that no cracks Slab joint of any inlet/outlet pipe or exist wider than 1/4-inch at the evidence of soil particles entering joint of the inlet/outlet pipe. through the cracks. Baffles Baffles corroding, cracking, Baffles repaired or replaced to warping and/or showing signs of specifications. failure as determined by maintenance/inspection person Access Ladder Ladder is corroded or Ladder replaced or repaired and Damaged deteriorated, not functioning meets specifications, and is safe properly, not securely attached to to structure wall, missing rungs, use as determined by inspection cracks, and misaligned. personnel. (170103)VCS Parking Lot Page B6 September 19,2017 ARLINGTON STANDARD GENERAL NOTES ARLINGTON STANDARD TESC NOTES LEGEND CONSTRUCTION DRAWING REVIEW ACKNKOWLEGEMENT UNLESS NOTES OTHERWISE UNLESS NOTES OTHERWISE 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL (TESC) *� SPOT ELEVATION THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR 99'90 WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STORM DRAINAGE DESIGN. TOPO SLOPE DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD I—, RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL CLEARING LIMITS __ APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW —— — COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE CONSTRUCTION. APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY _ _ _ _ PROPERTY LINE OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY MUST BE MAINTAINED ON—SITE AND BE READILY AVAILABLE TO THE OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO CITY INSPECTOR AT THEIR REQUEST. Sp STORM DRAIN (SD) ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS OBTAIN A GRADING PERMIT, RIGHT—OF—WAY PERMIT, AND UTILITY WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT CLEARING PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER 3. THE TESC SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO APPROVAL HPA, WSDOE NOTICE OF INTENT (N01), ANY CORP OF ENGINEERS FILL MANNER AS TO ENSURE THAT SEDIMENT—LADEN WATER DOES NOT AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A ---- so-- PERF STORM DRAIN (P PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. 3. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE PAVEMENT STRIPING APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPLACEMENT BY: , SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY. THE CITY ENGINEER CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION CONFERENCE AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE _-----___ GRADE BREAK i BY CALLING (360) 403-3500. PRIOR TO SCHEDULING, THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED DATE: CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC BY THE CITY. HMA PAVEMENT THIS APPROVAL VALID FOR 18 MONTHS CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR PERMITS, A COPY OF THE CONTRACTOR'S LICENSE, AND PROOF OF TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING INDEX- 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. SHEET I V D E/u\ JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM >"' IN APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THEP ms REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND OTHER APPROPRIATE PUBLIC AGENCIES. AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO 4 ` REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. S H T NO DESCRIPTION °"`""` 6 �r" 6. ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE s"a` PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24—HOUR EMERGENCY a§ AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED CONTACT PHONE NUMBER OF THE CONTRACTOR' CERTIFIED EROSION APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. C1 GENERAL NOTES AND LEGEND a• r. rH» RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR C2 SWPPP NOTES g ACCURACY OF ALL UTILITY LOCATIONS. AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND w 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND OPERATION. Cj SWPPP a SITE-, UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 8, BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO N UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE C4 PAVING PLAN AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. 8. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT ARE TO CcJ GRADING & DRAINAGE PLAN BE LEFT UNWORKED FOR MORE THAN SEVEN 7 DAYS SHALL BE , BY REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE O = CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. C6 DETAILS APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE g, SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, s"i°' '' °r N °^INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT PRE—TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON C7 DETAILS �'��""" s'" "� `_ �s�sm P DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT REACHING A DEPTH OF 12 INCHES. INSPECTION. 'M ! „e 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A awa +%sr ar my nor W 9. THE CONTRACTOR SHALL KEEP THE ON—SITE AND OFF—SITE STREETS TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY "' °'" rn rrwr 96 P!" $ z CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE PROJECT CONTACTS W Z TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS PRIOR APPROVAL FROM THE CITY INSPECTOR. 10. THE CONTRACTOR STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION OWNER u 5 SHALL MAINTAIN TWO (2) SETS OF "ASBUILT"PLANS SHOWING ALL FIELD AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A E CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER CONSTRUCTION TEMPORARY SETTLING BASIN. CARL PEARSON COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH COPIES OF PEARSON MILLWORK \/ T�/ ? RED—LINED PLANS TO THE CITY. 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, PO BOX 3246 V I C I N I I I MAP FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE 19311 59TH AVE NE, BLDG 115 THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN RATE OF 120 LBS PER ACRE. ARLINGTON, WA 98223 ENGINEER. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS (360) 435-9516 REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 CARLP®PEARSONMILLWORK.COM INCHES, OR 3,000 POUNDS PER ACRE. CONTRACTOR PROJECT SITE INFORMATION 3 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ALAN PERKES a ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY AXTHELM CONSTRUCTION SURVEY REFERENCE GROUND COVER BMP's SHALL OCCUR AT THE END OF EACH WORK 3610 CEDARDALE RD UNIT C BASE INFORMATION DERIVED FROM AERIAL PHOTO AND RECORD INFORMATION DAY. MOUNT VERNON, WA 98273 OBTAINED THROUGH A PUBLIC RECORDS REQUEST. TERRAVISTA NW ASSUMES NO g (360) 424-6848 RESPONSIBILITY FOR NOR WARRANTS THE THE ACCURACY OF THIS INFORMATION. 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE ALAN®AXTHELMCONSTRUCTION.COM BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF PARCEL NUMBER ic THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE ARCHITECT NA 3 THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PETER CARLETTI TOWNSHIP AND RANGE 2 PROJECT. CARLETTI ARCHITECTS 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL 116 E. FIR ST., SUITE A NW OF THE SE SECTION 15, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. a BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR MOUNT VERNON, WA 98273 WHEN THE TESC MEASURES BECOME DAMAGED. (360) 424-0394 ZONING PETEROCARLETTIARCHITECTS.COM GI—GENERAL INDUSTRIAL 16. UPON COMPLETION OF THE PROJECT, ALL BMP'S SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMP'S ARE REQUIRED TO CIVIL ENGINEER AIRPORT PROTECTION DISTRICT SUBDISTRICT: B a REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANGEMENTS FOR ERIC SCOTT — PRINCIPAL REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. TERRAVISTA NW CONSULTING ENGINEERS LOT Received F 3204 SMOKEY POINT DRIVE, SUITE 207 TOTAL SIZE: 38,482 SF (0.883 ACRES) NOV 02 2017 ARINGTON, WA 98223 (425) 422-0840 DEVEL IMPERVIOUS AREA: 0.767 ACRES (87%) w ERICS®TERRAVISTANW.COM E PLAN CHECK BY JDATE1 REFERENCE �RF A S-0T PEARSON MILLWORKS BUILDING ADDITION SHEET NO. erraVista NW ,,, 19311 59TH AVE NE, ARLINGTON, WA 98223 C1 z Consulting Engineers SHEET Q 36 GENERAL NOTES 1 DATE NO. REVISION BY 0 B 3204.£1/0.Y070N, WT 9RI kE 1207 0 a DESIGNED BY: DRAWN BY: 42s-4z2-oeeo Np ENV E. SCOTT E. SCOTT ##W)ERRWfSr4NJV6W 10fl47 PROJECT NO. 170602 SHEETS ELEMENTS OF CONSTRUCTION SWPPP LEGEND 1. PRESERVE VEGETATION / MARK CLEARING LIMITS DURING THE WET SEASON (OCTOBER 1 — APRIL 30): 2 DAYS. BMP's >C151: CONCRETE HANDLING BEFORE BEGINNING LAND DISTURBING ACTIVITIES, INCLUDING CLEARING AND STABILIZE SOILS AT THE END OF THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF C152: SAWCUTTING AND SURFACING POLLUTION PREVENTION > DENOTES MINIMUM REQUIRED GRADING, CLEARLY MARK ALL CLEARING LIMITS, SENSITIVE AREAS AND THEIR NEEDED BASED ON THE WEATHER FORECAST. STABILIZE SOIL STOCKPILES FROM C153: MATERIAL DELIVERY, STORAGE AND CONTAINMENT BMP's. AS SITE WORK BUFFERS, AND TREES THAT ARE TO BE PRESERVED WITHIN THE CONSTRUCTION EROSION, PROTECT WITH SEDIMENT TRAPPING MEASURES, AND WHERE POSSIBLE, >C154: CONCRETE WASHOUT AREA PROGRESSES, CONTRACTOR MAY AREA. BE LOCATED AWAY FROM STORM DRAIN INLETS, WATERWAYS, AND DRAINAGE C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT NEED TO INSTALL ADDITIONAL CHANNELS. MINIMIZE THE AMOUNT OF SOIL EXPOSED DURING CONSTRUCTION C251: CONSTRUCTION STORMWATER FILTRATION BMP's AS NEEDED. RETAIN THE DUFF LAYER, NATIVE TOP SOIL, AND NATURAL VEGETATION IN AN ACTIVITY. MINIMIZE THE DISTURBANCE OF STEEP SLOPES. C252: HIGH PH NEUTRALIZATION USING CO2 UNDISTURBED STATE TO THE MAXIMUM DEGREE PRACTICAL. IF IT IS NOT BMP's C120: TEMPORARY AND PERMANENT SEEDING C253: PH CONTROL FOR HIGH PH WATER PRACTICAL TO RETAIN THE DUFF LAYER IN PLACE, THEN STOCKPILE IT ON—SITE, COVER IT TO PREVENT EROSION, AND REPLACE IT IMMEDIATELY WHEN YOU FINISH C121: MULCHING 10. CONTROL DEWATERING DISTURBING THE SITE. C122: NETS AND BLANKETS C123: PLASTIC COVERING DISCHARGE CLEAN, NON—TURBID DE—WATERING WATER, SUCH AS WELL—POINT BMP's C101: PRESERVING NATURAL VEGETATION C124: SODDING GROUND WATER, TO SYSTEMS TRIBUTARY TO, OR DIRECTLY INTO SURFACE C102: BUFFER ZONES C125: TOPSOILING / COMPOSTING WATERS OF THE STATE, AS SPECIFIED IN ELEMENT #8, PROVIDED THE C103: HIGH VISIBILITY FENCE C126: POLYACRYLAMIDE PAM FOR SOIL EROSION PROTECTION DE—WATERING FLOW DOES NOT CAUSE EROSION OR FLOODING OF RECEIVING ( ) WATERS OR INTERFERE WITH THE OPERATION OF THE SYSTEM. HANDLE HIGHLY C233: SILT FENCE C130: SURFACE ROUGHENING TURBID OR CONTAMINATED DEWATERING WATER SEPARATELY FROM STORMWATER. C131: GRADIENT TERRACES 2. ESTABLISH CONSTRUCTION ACCESS >C140: DUST CONTROL BMP's C203: WATER BARS LIMIT CONSTRUCTION VEHICLE ACCESS AND EXIT TO ONE ROUTE, IF POSSIBLE. 6. PROTECT SLOPES C236: VEGETATIVE FILTRATION STABILIZE ACCESS POINTS WITH A PAD OF QUARRY SPALLS, CRUSHED ROCK, OR OTHER EQUIVALENT BMPS, TO MINIMIZE TRACKING SEDIMENT ONTO ROADS. DIVERT OFF—SITE STORMWATER (RUN—ON) OR GROUND WATER AWAY FROM 11. MAINTAIN BMP's LOCATE WHEEL WASH OR TIRE BATHS ON SITE, IF THE STABILIZED SLOPES AND DISTURBED AREAS WITH INTERCEPTOR DIKES, PIPES, AND/OR CONSTRUCTION ENTRANCE IS NOT EFFECTIVE IN PREVENTING TRACKING SEDIMENT / KEEP QUANTITIES OF EROSION PREVENTION AND SEDIMENT CONTROL MATERIALS ONTO ROADS. IF SEDIMENT IS TRACKED OFF SITE, CLEAN THE AFFECTED SWALES. OFF—SITE STORMWATER SHOULD BE MANAGED SEPARATELY FROM ON THE PROJECT SITE AT ALL TIMES TO BE USED FOR REGULAR MAINTENANCE ROADWAY THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY AS UPHILL STORMWATER GENERATED ON THE SITE. PLACE EXCAVATED MATERIAL ON THE AND EMERGENCY SITUATIONS SUCH AS UNEXPECTED HEAVY SUMMER RAINS. NECESSARY (FOR EXAMPLE, DURING WET WEATHER). REMOVE SEDIMENT FROM UPHILL SIDE OF TRENCHES, CONSISTENT WITH SAFETY AND SPACE MAINTAIN AND REPAIR ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT ROADS BY SHOVELING, SWEEPING, OR PICK UP AND TRANSPORT THE SEDIMENT CONSIDERATIONS. CONTROL BMPS AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR TO A CONTROLLED SEDIMENT DISPOSAL AREA. CONDUCT STREET WASHING ONLY INTENDED FUNCTION IN ACCORDANCE WITH BMP SPECIFICATIONS. REMOVE ALL AFTER SEDIMENT IS REMOVED IN ACCORDANCE WITH THE ABOVE BULLET. BMP's C120: TEMPORARY AND PERMANENT SEEDING TEMPORARY EROSION AND SEDIMENT CONTROL BMPS WITHIN 30 DAYS AFTER CONTROL STREET WASH WASTEWATER BY PUMPING BACK ON SITE OR OTHERWISE C121: MULCHING ACHIEVING FINAL SITE STABILIZATION OR AFTER THE TEMPORARY BMPS ARE NO PREVENTING IT FROM DISCHARGING INTO SYSTEMS TRIBUTARY TO WATERS OF THE C122: NETS AND BLANKETS LONGER NEEDED. PROVIDE PROTECTION TO ALL BMPS INSTALLED FOR THE STATE. MINIMIZE CONSTRUCTION SITE ACCESS POINTS ALONG LINEAR PROJECTS, C123: PLASTIC COVERING PERMANENT CONTROL OF STORMWATER FROM SEDIMENT AND COMPACTION. ALL SUCH AS ROADWAYS. STREET WASHING MAY REQUIRE LOCAL JURISDICTION C124: SODDING BMPS THAT ARE TO REMAIN IN PLACE FOLLOWING COMPLETION OF APPROVAL. CONSTRUCTION SHALL BE EXAMINED AND PLACED IN FULL OPERATING C130: SURFACE ROUGHENING CONDITIONS. IF SEDIMENT ENTERS THE BMPS DURING CONSTRUCTION, IT SHALL C131: GRADIENT TERRACES BE REMOVED AND THE FACILITY SHALL BE RETURNED TO THE CONDITIONS BMP's >C105: STABILIZE CONSTRUCTION ENTRANCE/EXIT C200: INTERCEPTOR DIKE AND SWALE SPECIFIED IN THE CONSTRUCTION DOCUMENTS. C106: WHEEL WASH C201: GRASS—LINED CHANNELS C107: CONSTRUCTION ROAD/PARKING AREA STABILIZATION C203: WATER BARS 12. MANAGE THE PROJECT C204: PIPE SLOPE DRAINS INSPECT, MAINTAIN, AND REPAIR ALL BMPS AS NEEDED TO ASSURE CONTINUED 3. CONTROL FLOW RATES C205: SUBSURFACE DRAINS PERFORMANCE OF THEIR INTENDED FUNCTION. CONDUCT SITE INSPECTIONS AND PROTECT PROPERTIES AND WATERWAYS DOWNSTREAM OF DEVELOPMENT SITES C206: LEVEL SPREADER MONITORING IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER GENERAL FROM EROSION AND THE ASSOCIATED DISCHARGE OF TURBID WATERS DUE TO C207: CHECK DAMS PERMIT OR LOCAL PLAN APPROVAL AUTHORITY. MAINTAIN, UPDATE, AND INCREASES IN THE VELOCITY AND PEAK VOLUMETRIC FLOW RATE OF STORMWATER C208: TRIANGULAR SILT DIKE (TSD)(GEOTEXTI LE—ENCASED CHECK IMPLEMENT THE SWPPP IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER RUNOFF FROM THE PROJECT SITE. WHERE NECESSARY, CONSTRUCT DAM) GENERAL PERMIT. ALL BMPS MUST BE INSPECTED, MAINTAINED, AND REPAIRED STORMWATER RETENTION OR DETENTION FACILITIES AS ONE OF THE FIRST STEPS AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED o IN GRADING. ASSURE THAT DETENTION FACILITIES FUNCTION PROPERLY BEFORE FUNCTION. SITE INSPECTIONS MUST BE CONDUCTED BY A PERSON z CONSTRUCTING SITE IMPROVEMENTS (E.G. IMPERVIOUS SURFACES). IF PERMANENT 7• PROTECT DRAIN INLETS KNOWLEDGEABLE IN THE PRINCIPLES AND PRACTICES OF EROSION AND SEDIMENT a INFILTRATION PONDS ARE USED FOR FLOW CONTROL DURING CONSTRUCTION, PROTECT ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SO CONTROL. PROTECT THESE FACILITIES FROM SILTATION DURING THE CONSTRUCTION PHASE. THAT STORMWATER RUNOFF DOES NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR TREATED TO REMOVE SEDIMENT. CLEAN OR REMOVE 13. PROTECT LOW IMPACT DEVELOPMENT BMP's C203: WATER BARS AND REPLACE INLET PROTECTION DEVICES WHEN SEDIMENT HAS FILLED z C207: CHECK DAMS ONE—THIRD OF THE AVAILABLE STORAGE (UNLESS A DIFFERENT STANDARD IS PROTECT ALL BIORETENTION AND RAIN GARDEN BMPS FROM SEDIMENTATION SPECIFIED BY THE PRODUCT MANUFACTURER . INLETS SHOULD BE INSPECTED C209: OUTLET PROTECTION WEEKLY AT A MINIMUM AND DAILY DURING STORM EVENTS. THROUGH INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL C235: WATTLES BMPS ON PORTIONS OF THE SITE THAT DRAIN INTO THE BIORETENTION AND/OR C240: SEDIMENT TRAP RAIN GARDEN BMPS. RESTORE THE BMPS TO THEIR FULLY FUNCTIONING C241: TEMPORARY SEDIMENT POND BMP's >C220: STORM DRAIN INLET PROTECTION CONDITION IF THEY ACCUMULATE SEDIMENT DURING CONSTRUCTION. RESTORING > THE BMP MUST INCLUDE REMOVAL OF SEDIMENT AND ANY SEDIMENT—LADEN di 4. INSTALL SEDIMENT CONTROLS 8. STABILIZE CHANNELS AND OUTFALLS BIORETENTION/RAIN GARDEN SOILS, AND REPLACING THE REMOVED SOILS WITH a CONSTRUCT AND STABILIZE ALL ON—SITE CONVEYANCE CHANNELS TO PREVENT SOILS MEETING THE DESIGN SPECIFICATION. INSTALL AND MAINTAIN EFFECTIVE EROSION CONTROLS AND SEDIMENT CONTROLS TO MINIMIZE THE DISCHARGE OF POLLUTANTS. CONSTRUCT SEDIMENT CONTROL EROSION. PROVIDE STABILIZATION, INCLUDING ARMORING MATERIAL, ADEQUATE TO PREVENT COMPACTING BIORETENTION AND RAIN GARDEN BMPS BY EXCLUDING n BMPS (SEDIMENT PONDS, TRAPS, FILTERS, ETC.) PRIOR TO GRADING. PREVENT EROSION OF OUTLETS, ADJACENT STREAMBANKS, SLOPES, AND CONSTRUCTION EQUIPMENT AND FOOT TRAFFIC. PROTECT COMPLETED LAWN AND DOWNSTREAM REACHES AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. LANDSCAPED AREAS FROM COMPACTION DUE TO CONSTRUCTION EQUIPMENT. STABILIZE CHANNEL BY PLACING BLANKET PRODUCT FIRST, THEN ADD CHECK BMP's C231: BRUSH BARRIER DAMS AS NECESSARY TO FUNCTION AS AN ANCHOR AND TO SLOW THE FLOW OF C232: GRAVEL FILTER BERM WATER. CONTROL EROSION AND AVOID INTRODUCING SEDIMENT FROM SURROUNDING LAND C233: SILT FENCE USES ONTO PERMEABLE PAVEMENTS. DO NOT ALLOW MUDDY CONSTRUCTION C234: VEGETATED STRIP BMP's C202: CHANNEL LINING EQUIPMENT ON THE BASE MATERIAL OR PAVEMENT. DO NOT ALLOW C235: WATTLES C122: NETS AND BLANKETS SEDIMENT—LADEN RUNOFF ONTO PERMEABLE PAVEMENTS. CONSTRUCTION DRAWING APPROVAL a C240: SEDIMENT TRAP C207: CHECK DAMS PAVEMENTS FOULED WITH SEDIMENTS OR NO LONGER PASSING AN INITIAL C241: TEMPORARY SEDIMENT POND C209: OUTLET PROTECTION INFILTRATION TEST MUST BE CLEANED USING PROCEDURES FROM THE LOCAL THIS PLAN SHEET HAS BEEN REVIEWED AND 8 C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT STORMWATER MANUAL OR THE MANUFACTURER'S PROCEDURES. APPROVED PER THE CONDITIONS ON THE TITLE SHEET. C251: CONSTRUCTION STORMWATER FILTRATION 9. CONTROL POLLUTANTS INSTALL, IMPLEMENT, AND MAINTAIN EFFECTIVE POLLUTION PREVENTION MEASURES KEEP ALL HEAVY EQUIPMENT OFF EXISTING SOILS UNDER LID FACILITIES THAT BY: 4>� 5. STABILIZE SOILS TO MINIMIZE THE DISCHARGE OF POLLUTANTS. HANDLE AND DISPOSE OF ALL HAVE BEEN EXCAVATED TO FINAL GRADE TO RETAIN THE INFILTRATION RATE OF Cm ENGINE:.CRY Of ARUNMN SOILS MUST NOT REMAIN EXPOSED AND UNWORKED FOR MORE THAN THE TIME POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS THAT OCCUR THE SOILS. PERIODS SET FORTH BELOW TO PREVENT EROSION. ON—SITE IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. DATEHIS APPROV AIJ(D FOR 1e MONTHS w DURING THE DRY SEASON (MAY 1 — SEPT. 30): 7 DAYS. E m PLAN CHECK BY JDATE1 A> j REFER NCE AS' C�j,S PEARSON MILLWORKS BUILDING ADDITION SH ET ENO. erraVista NW LIC ti 19311 59TH AVE NE, ARLINGTON, WA 98223 C2 Z Consulting Engineers A SHEET DATE NO. REVISION BY '� 36 SWPPP NOTES a J204 SWIOXFY PO/NT OR/YF, PO7 2 OF DESIGNED BY: DRAWN BY: .IRUNG70N /YA 9822J ANAL ENV a 425-422-0940 E. SCOTT E. SCOTT # 7FRRAWS7ANN'OW p( PROJECT NO. 170602 SHEETS W. I ;+ _ NOTES: 1. SEE SHEET C1 FOR GENERAL NOTES AND i i" ___•___ _._____ LEGEND x } 2. SEE SHEET C2 FOR ELEMENTS OF 0 20 40 CONSTRUCTION SWPPP. 3. THE 13 ELEMENTS SHOWN ON SHEET C2 MUST x T r 1 SST Scale in Feet BE CONSIDERED IN THE DEVELOPMENT OF THE ST 4 CONSTRUCTION SWPPP UNLESS SITE CONDITIONS RENDER THE ELEMENT x 19321 59TH x AVE NE UNNECESSARY. IF AN ELEMENT IS CONSIDERED * # n Y+i UNNECESSARY, THE CONSTRUCTION SWPPP ft' MUST PROVIDE THE JUSTIFICATION. BLDG 75 A —x x____ X __._x x ,_--ix-_ _ x______x xj 3 —- 4. THE SWPPP ELEMENTS COVER THE GENERAL ul WATER QUALITY PROTECTION STRATEGIES OF LIMITING SITE IMPACTS, PREVENTING EROSION ' AND SEDIMENTATION, AND MANAGING ACTIVITIES ! x f .'Jf, AND SOURCES. Z ! �a�0 `— 5. ADDITIONAL INFORMATION AND REQUIREMENTS A ARE OUTLINED WITHIN THE SWPPP NARRATIVE /I x C220 C220 C220 ( ^� .° INCLUDED WITH THE DRAINAGE REPORT. + /� w `. ._ — — — — — / �6'0 \ , ° 6 ARE MINIMUMTED BMP's REQUREMENTSOWN ON THE SHEET C2 W �wumw.w.rnr..uuuwu�.. ern�fw+.. , A I71� CONTRACTOR SHALL MAINTAIN AND UTILIZE ADDITIONAL BMP's AS NECESSARY. ADDITIONAL ....SS _ C105 INFORMATION ON EACH BMP CAN BE FOUND IN 1 Nf-755'18" E 284.49 �O�' ~ VOLUME II, CHAPTER 4 OF THE STORMWATER MANAGEMENT WASH NGTON. MANUAL OF WESTERN _ �. BMP LEGEND C220 -------- — X r ---- I y 'x" /r �l �, r��— �d� ROCK CONSTRUCTION ENTRANCE C6 N i 00,I r 193I IJ9TH AVE NE I np C120 TEMPORARY AND PERMANENT C220 I / SEEDING GO 3I __i -r BLDG 75 C140 DUST CONTROL w3: 10 60 LF INFILTRATOR t CLEARING LI O o� STORMWATER CHAMBER ,o � O ' . ! r C151 CONCRETE HANDLING EXISTING BLDG o l/ I( a FF=100,00 �+ ' ' C152 SAWCUTTING AND SURFACE C140 � o �"" I ! z tiA0 �. POLLUTION PREVENTION -4' I o C154 CONCRETE WASH AREA 4 00 C6 I/ f I C220 CATCH BASIN INSERT C6 e J 86 01 C220 � S84'48'06"W ° k u °� — _ '°T ?71z e 7 � � S84'48'06"W 290.0.3' � DRIVE THRU /. SS'.-. BLDG 77A f : � © _` .. _M•- I �> ST I N85°0134"E ° - - - - 0/30 m $ I 4V. CONSTRUCTION DRAWING APPROVAL p THIS PLAN SHEET HAS BEEN REVIEWED AND I O / APPROVED PER THE CONDITIONS ON THE TITLE i SHEET. 0 z ; BY: 19221 59TH AVE NE �_ V1 r` cm ENGINEER.cY o AR NGIDN 1 j1 DATE: J 113�f 7 THIS APPRRJAL VALID FOR 18 MONTHS 1 + DRIVE THRU 4 PLAN CHECK BY IDATE REFER NCE S PEARSON MILLWORKS BUILDING ADDITION SHEET E CQ NO. S VA T erraVista NW ,,, y 19311 59TH AVE NE, ARLINGTON, WA 98223 C3 Z Consulting Engineers SWPPP SHEET 1. DATE NO. REVISION BY 3204 SMaYEYPQNTOR/YE/207 'O 36 3 DESIGNED BY: DRAWN BY: ARCIN07ZN Wig 98223 pNAL ENS OF a f3 WIZ-RRWWSTA wcoM PROJECT NO. 170602 7 E. SCOTT E. SCOTT roI SHEETS _X.— '-Y-�'---X K" OTES. wi i�� -ter; �, - ,• ti, ` �` \ ' - �t��'i' � t) ¢-. m �� ___ _.'.--- __.. -_- - 1. SEE SHEET C1 FOR GENERAL NOTES x x V 0 20 40 Scale in Feet s t i ST X_ — o %� i. 7 / 19321 59TH AVE NE > x x f BLDG 75 A —x-----_—x—__--x__..._..._h —X 13 x W / 6010 W - �I. BARRIE _ ja ._ _ .r_- _ _ �. - - LACE E LO �,aK�.> 1 �e { -- r E REO LEAF MAPLE e�. 4 - N 85'55'18" E 284.49' ! _._ ... - .r �c-_..,.- - _ CER T1M ATROPURPUREUM') 2 HMA x PAVEMENT, Y �� i ! C6 •np is 0) I ST N o _ _ = 71 RUBBER IH05E COLLAR i x � MATCH EXIST PAVEMENT +'• .y L- -X C ECO GY CK BARRIER ./ I i �' ." f ,r' , /, - - ; •,' '.r. 4A f ' 12 6A, 6ALY- AIRES iv ° n • TIK15T TO T16HTEN 19311 59TH AVE NE 1 , i i 1-2"X2" CEDAR STAKE 0 /-/ZZZZ BLDG 75 B / +G —6° RIM BERM 60 LF INFILTRATOR �' BUILDING ADDITION oT r +�"— CK 5915 SF STORMWATER CHAMBER I of , �, FF=100.00 ' �••' <,/ FINISH 6RADE EL EXISTING BLDG I BLDG H = 18' FF=100.00 �, op REMOVE BURLAP FROM 1 J oti • � / TOP 1/3 OF ROOTBALL TOP5OIL 4 FERT I L I ZER TAP MENT; 2X RO24" EXI5TIN6 SUB6RADE a Z 1 C6 OR 24" - ATER OF T I / E j 1 t I J 'u�� U w m 1 t Y ° 7j N �' 5...�6'01 -- - - --_.. _; t ° TREE PLANTING S84"48'{7fi"W29001 00 x 30 3 t 0 SETBACK i wt !w I•�� ti 1. f rs^ C S ,ak - �- S IS DRIVE THRU - - BLDG 77ACL ST NBr ?®�4„E � i O O O - - — I r I t Q fl � � /� It • J CONSTRUCTION DRAWING APPROVAL I _ 0. THIS PLAN SHEET HAS BEEN REVIEWED AND i 1 " APPROVED PER THE CONDITIONS ON THE TITLE o Y SHEET. t o j b it BY: we _ 7 I l � cm ENGINEER.cm OF,wuNcroN DATE: 11 1'J �s APPROVALz w e i THIS APPROVAL FOR IS MONTHS 19221 59TH AVE NE 1-4 > 1 If REFERENCE PLAN CHECK BY DATE / \ ��o J S PEARSON MILLWORKS BUILDING ADDITION SHEET NO. C4 erraVista NW �1c 19311 59TH AVE NE, ARLINGTON, WA 98223 SHEET Consulting Engineers as PAVING PLAN 4 ooOF BY 3204-W6WEYP01NTOF/l-z/207 7 DATE N0. REVISION ARUN07aV, WA 98223 LANAI EN SHEETS o DESIGNED BY: DRAWN BY: 42.s-422-0840 PROJECT NO. 170602 a E. SCOTT #W.7EPaAWSTANKCM E. SCOTT Nor— ARLINGTON STANDARD DRAINAGE NOTES NOTES: UNLESS NOTES OTHERWISE IN X, 1. SEE SHEET C1 FOR GENERAL NOTES 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND 2. TYPE 1 CATCH BASIN SHALL SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE CONFORM TO CITY OF ARLINGTON STD 20 40Y PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER DETAIL SD-020. APPROPRIATE PUBLIC AGENCIES. 7 ST 3. OIL/WATER SEPARATOR CATCH BASIN T I'll x N Scale in Feet 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY SHALL CONFORM TO CITY OF 19321 59TH AVE NE STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM DRAINAGE PIPE ARLINGTON STD DETAIL SD-120. MATERIALS INCLUDE CONCRETE, PVC, HOPE, AND DUCTILE IRON. 4. STORM DRAIN (SD) PIPE SHALL BE CORRUGATED METAL PIPES (GALVANIZED ALUMINUM OR STEEL) ARE ADS N-12 PIPE. BLDG 75 A NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE 5. PERFORATED STORM DRAIN (PSD) CITY. PIPE SHALL BE SDR-35 PVC PIPE PER ASTM D3034, WITH TWO ROWS 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL OF DIAMETER HOLES AT 12- OC. FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING MATERIAL FOR 6. CLEANOUTS SHALL CONFORM TO COA DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITY'S STD DETAIL SS-080. ---------- STANDARDS AND SPECIFICATIONS (CHAPTER 4). 77 C3 0 0 70 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL j 0 0& LOADING SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM w 100 DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST w 90% OF MAXIMUM DRY DENSITY. SL PE TO DRAIN AREA-TO BE 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF _SS _ PAVED -S$ N 85.55'11 8" E 284.49' Y THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS zp UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKIFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT THE PIPE. 6. LOT DRAINAGE SYSTEMS, STUB BUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REeUIREB PRIOR Te SIDEWALK -I L GONSTRUBTION. STUB 9UTS S1 IAI=I= BE MARKEB WITI I A 2")(4" WIT'Al 7- 8 KL C AT 1.0% FEET Y t9E AND MARKEB "STORM". 1:96ATION AND 7777 77,777777777/7'/'// DEPT'' OF TI'ESE INSTALLATIONS 61 IAI=E BE 61 IOWN ON T-1 lE AS BU!L-T \-CB-1OIL/ ER S� TO THE 61-1.'. 19311 59TH AVE NE CO r, RIM 99,50 PARATOR TYPE 1 CB Co 9k). D! IE(6 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON IE =96.90 N 95.90 RIM = 99.50 BLDG 75 B IE(4"E). 96.80 THE PLANS AND APPROVED BY THE CITY. THE USE AND INSTALLATION IE = 97.00 OF INLETS IS DISCOURAGED. DS TOP INLET 60 LF INFILTRATOR] j �UILDING ADDITION )5'BRICATED Ep STORMWATER CHAMBER 5915 SIF IE = 9 .80 ,[_ 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET (RIM TO INVERT) OR FF=100.00 "60, GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4-INCH EXISTING BLOC BLDG H = 18' - INFILTRATION DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY FF=100.00 CSC q15' J-1- JTRENCIq PER COA STD STANDARD DETAILS. IPLAN SD-140, SIM, WITH 4- 5' WIDE TRENCH 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM - DUMP NO -1 P.ADS SC-740 POLLUTANTS". ALL SOLID COVER SHALL BE MARKED "DRAIN". ALL I I CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING STORMTECH CHAMBER MATCH EXIST GRADE ' FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. C7 8-SECTIONS 12% MAX TRANSITION SLOPE 'k57'x4.25 --ADS TOP INLET 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE (INLET AND CATCH CO 00 F E ABRICA95.8 0TE END CAP BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT LEVEL. IE 97.50 E = D 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL L o )A 1-- MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO S84*48'06"W - 7 UU GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. LO 8 -''SD 01.0 101 S84'48'06"W - --- - ----------- 290,03' �7 Ci RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN MATCH EXIST 600 12. ALL 0% MAX TRANS'# C6 ))) OIL;/ 1A R SEP�R TOR OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL CONSTRUCTION k NI SLOPE/ 3:1 RIM ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. 2 DRIVE THRU 97 13. E)E:FEP4:F'E)?4/'REFE?41'E)?4 PONBS WIT'' SIBE SLOPES STEEPER THAN 3. ,1 -1 , I =kg 80 z "IO(IMUM WER DEPT-11 GREATER THAN 3 FEET SHALL BE 134 L R -7 T7AU 7DR E f IV G x. -0 ENeLOSEB WIT-11 A YINYL GOArTED CHAIN LINK FE?4eE-. 3LD BLDG 77A -dob ' 9q400 ST '0 4"E N85'0 14. BIB FIFTRATIER4 SWALES ANB7z0R FIETER STRIPS SlIAEL BE BEDDED OR SEEBED ANE) IN OPERATION PRIOR TO, OR 3: )EB IN GONdUNISTION WITH, ASPHALT PAVING. THE YEGET-ArTION IN 2 T-1 IE 810 SWALE MUST BE WELL ESTABLISI IEB BEFORE PAYING BEGINS. /30 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE al 4V CONSTRUCTION DRAWING APPROVAL AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY THE DEVELOPER PRIOR TO THE CITY'S ACCEPTANCE OF THE PROJECT. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE Ilk 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SHEET. 2 SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE BY:-. -rla ---------------7- INFILTRATION AREA DURING CONSTRUCTION. CmENGINEER.CRY OF ARUNOTON 19221 59TH AVE NE \+ DATE 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS .3 4: THIS APPROVAL VAUD FOR 18 MOMS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY E INSPECTOR. PLAN CHECK BY DATE j REFERENCE A PEARSON MILLWORKS BUILDING ADDITION SHEET NO, TerraVista NWWILI - 19311 59TH AVE NE, ARLINGTON, WA 98223 C5 z Consulting Engineers DATE NO. REVISION BY 36 GRADING AND DRAINAGE PLAN SHEET J2,14 S&QkFr1'01NT,9,?1PF ,VO7 _7 9822J DESIGNED BY: DRAWN By: ARZINOTOV &A AL ENS OF E. SCOTT E. SCOTT Wft47 PROJECT NO. 170602 NOTES 1. Size the Below Inlet Grate Device(BIGD)for the storm water structure it R/vJ MIN.4'PERFORATED PIPE ROOF will service. IOD MIN INFILTRATION TRENCH INUIN 2, The BIGD shall have a built-in high-flow relief system(overflow bypass). (SEE NOTE 2) e'MAx, 3, The retrieval system must allow removal of the BIGD without spilling the collected material. 3 I % YARD DRAIN OM DRAINAGE GRATE- -TRIM TURNED DOWN ELBOW 4. Perform maintenance in accordance with Standard Specification 8-C1.3(15)- 2 PAN VIEW SOUO PIPE OR T'SECTION ROOF DRAIN GRATE FRAME-- _.- n. DRAINAGE GRATE RECTANGULAR GRATE SHOWN _.---RETRIEVAL SYSTEM(TYP.) L T4PIPE IXDIL E ON SEDIMENT AND DEBRIS fOVERFLOW BYPASS O p\ 6'MIN -t�� PLAN DBELOW INLET GRATE DEVICE +'.. 2'MIN IN PLUG RED OLE t�NtNWASHED ROC3/y 1 1/ IN CENTERED HOLE FINE MESH YARD DRAIN OR Ce 1 SCREEN SUMP W/SOLID Up FILTERED_/ RryV 3'MIN MA%100' 10'MIN--I WATER % z A 1 HIGH GROUNDWATER TABLE SEctiON VIEW o BELOW INLET GRATE DEVICE-J' `-OVERFLOW BYPASS(TYP) v NOTES: GEOTEXTILE COMPACTED 1. TRENCHES SHALL BE A MINIMUM EA 10'FROM 1 BACKflLL BUILDING,PROPERTY LINES,AND EASEMENTS. ASECTION N 2 PER 1,000 SQUARE THE FOULUMNGMIN(MUM FEET OF ROOFLENGTHLINEAR AREA BASED o P NOTES: —(—(— MIN.4' tut SOIL TYPE MAY ORATION USED FOR SIZING MIN.4'PERFORATED ON SOIL TYPE E MAY AEU TRENCHES. _N ly D PIPE COURSE SAND&COBBLES 20 LF PERMEABLE BALLAST PER WSDOT STD 9-03.9(2) 2 MIN WASHED ROCK MEDIUM SAND 30 LF ' n • • t'MIN FINE SAND,LOAMY SAND 75 LF ISOMETRIC VIEW Q2 SEE FIGURE 4.21N THE 2005 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON FOR SANDY LOAM 125 LF SECTION VIEW DETAILS.NOTE:THE MINIMUM 100LF OF ENTRANCE SHALL BE REDUCED TO THE MAXIMUM PRACTICABLE LOAM 90 LF NOT TO SCALE SIZE WHEN THEN SIZE OR CONFIGURATION OF THE SITE DOES NOT ALLOW THE FULL LENGTH(10OLF). 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH O3 EXISTING DRIVEWAY RAMP,OR SITE ACCESS ROAD 20'WIDE MIN.MATERIAL MUST BE EQUAL TO 2' WALLS MUST BE 6 FEET. OR BETTER THAN SPECIFIED IN NOTE 1. 4. ARNTRENCHES SHALL NOT BE BUILT ON STORM INLET PROTECTION Q A SEPARATION GEOTEXTILE SHALL BE PLACED UNDER THE SPACES TO PREVENT FINE SEDIMENT FROM SECTION A 1► SLaF+Es GREATER THAN 25 PERCENT. PUMPING UP INTO THE ROCK PAD.THE GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS: 5. SLOP G SLOPES GREATER THAN 25 PERCENT HAVE A NTS GRAB TENSILE STRENGTH(ASTM D4751) 200 PSI MIN. MINIMUM SETBACK OF 50'FOR INFILTRATION C GRAB TENSILE ELONGATION(ASTM D4632) 30%MAX. BENCHES MULLEN BURST STRENGTH(ASTM D3768-80A) 400 PSI MIN. y ars VV U`rMRNT OP PUBLIC 1r M ADS(ASTM D4751) 20-45(U.S.STANDARD SIEVE SIZE) 01T O♦ _ STANDARD DETAIL STANDARD DETAIL NUMBER RESIDENTIAL ROOF DRAIN INFILTRATION SD-140 3m Minimum Qr�• TRENCH Lath and flagging Straw bale 5 CONSTRUCTION ENTRANCE OO 0 on 3 sides 10 mil plastic lining Binding wire NTS Sandbag Staples Native material ll (2 per bale) (optional) Sam Sandbag Wood or Plywood 10 mil plastic lining metal stakes 1200 mm x 610 mm Wood post (2 per bale) painted white (89 mm x 89 mm Varies 0 At O q Lag screws x 2.4 m) CL �" PG64-22 HMA PORTLAND CEMENT inn Section B-B (12.5 mm) CONCRETE Black letters - ' : ° a .° a CONCRETE PAVEMENT F Berth I(WASHOUT 150 mm height e 0 915mm CRUSHED ° CRUSHED 0 O O O SURFACING PER a a' 4 E 10milpiasficlining Section A-A 915mm ` — — — WSDOT 9-03.9(3) ° SURFACING PER �� WSDOT 9-03.9(3) "5 Plan Notes: _ oo Stake(typ) 3m Minimum —III—I 1=1 =1 I I—III—III—III d' 1. Actual layout Concrete Washout Sign �• determined in the field SUBGRADE SUBGRADE Type"Below Grade" 2. A concrete washout — Detail(or equivalent) i—III—I I i—III—I I�_I i I—I I —� _ _ sign shall be installed • • • • -III=� �- I I' III—I I(—III—III—III—III—I I I within 10 m of the I 3m Minimum temporary concrete . • �_I I I I III—III I_'I I I—III—� =I washout facility. B , • B I—I((- dl Wood frame Varies �-•-50 mm g TB B securely fastened • (i —3.05 mm di around er with 2�mm I- steel wire n. perimeter with two • . ITN stakes 2 HOT MIX ASPHALT (HMA) 3 CONIC PAYMENT ° Varies 10 mil plastic lining Staple Detail a7. C4 NTS C4 NTS 10 mil plastic lining Notes: Straw bale 1. Actual layout 3 stake(typ.) (ryp,) determined the field. o CONSTRUCTION DRAWING APPROVAL Section B-B Plan 2. The concretea washout 10 mil plastic lining sign shall be installed a Two-stackedwithin 10 m ofthe THIS PLAN SHEET HAS BEEN REVIEWED AND 2x12 rough Plan temporary concrete washout facility. wood frame APPROVED PER THE CONDITIONS ON THE TITLE Type"Above Grade"with Wood Planks Type"Above Grade"with Straw Bales SHEET. .o NOT TO SCALE BY: yu >r 2 CITY ENGINEER.criYoF 4 CONCRETE WASH AREA DATE T: 111� 11 S AL IE VALM FGR is momim w C 2 NTS REFE PLAN CHECK BY DATE ^= �RF A co BUILDING ADDITION SHEETE NCE PEARSON MILLWORKS NO. S erraVista NW ILI 19311 59TH AVE NE, ARLINGTON, WA 98223 C6 > Consulting Engineers ;� 36 DETAILS SHEET DATE NO. REVISION BY J204 SNpYEYPGYNTOFYE/207 OF AAEINGIM WA AW22J ANAL ENS ao DESIGNED BY: DRAWN BY: 425-422-094a 7 E. SCOTT E. SCOTT #W7ERRAWSTANWLYM/ PROJECT NO. 170602 SHEETS FRAME AND GRATE(OR SOLID O p Do e�� STANQO,RDAR SEE D DEAPRILCABLE 4Q HMA PER DETAIL 2/C5 2'X4"X8'SOLID BRICK USED FOR FINAL ADJUSTMENT TO GRADE.6"HIGH MAX NOTES: 6"OR 6"PVC 1. CONCRETE INLET TO BE CONSTRUCTED IN FACTORY TEE 1"VENT HOLE WHEN 0 'P4• ACCORDANCE WITH ASTM C478&C89O f NOT CONNECTED TO SS UNLESS OTHERWISE SHOWN ON THE PLANS OR NOTED IN THE STANDARD SPECIFICATIONS.ALL CONCRETE SHALL BE CUSS 4000. _ tR� 2. REINFORCING SHALL BE EQUIVALENT TO 24" 6"OR 8" 5 WELDED WIRE FABRIC(WWF)HAVING A O PVC PLUG w -III-I Z MINIMUM AREA OF 012 SQUARE INCH PER FOOT.WWF SHALL� COMPLY TO ASTM A497. O -III- IIIbo - o KNOCKOUTS.NOT BE PLACED IN OCKOUTS. U I-� r- 6"CONCRETE RISER SECTION 2'MAXI.- I- 3. THE BOTTOM OF THE PRE-CAST BASE II ° O ° 0 ° ° ° ° SECTION MAY BE ROUNDED. - 4 O O O O O O O O O O 10 7y, 4. PRE-CAST BASES SHALL BE FURNISHED O°O°O°O°O°O°O Q O O O O O O O O O (- WITH CUTOUTS OR KNOCKOUTS. INLET• OUTLET CRUSHED _I o 0 0 0 0 0 0 0 _ KNOCKOUTS SHALL HAVE A WALL �N SURFACING PER o°o°o o°o°o°o° °o°o°o°0000°o _ THICKNESS IN C MIN.ALL PIPE SHALL BE 6I INSTALLED IN FACTORY PROVIDED 4 z ° Q O O O 0000 O KNOCKOUTS. TEDSIF KNOCKOUTS NEED WSDOT 9-03.9(3) = ° Q D O D O°O° O 0000 _ �E NOT DE GROUTED IF WALL IS LEFT INTACT. ADAPTOR T _ Q O Q O°O O O Q O°O°O°O°O° III- IE SD (SEE PLAN) PIPE JOINT p 5. KNOCKOUT OR CUTOUT HOLE SIZE IS O Q O O O ° EQUAL TO PIPE OUTSIDE DIAMETER PLUS EMBEDMENT STONE PER O O O O III-I CATCH BASIN WALL THICKNESS.KNOCKOUTS 6"OR 6"PVC PIPE .1 I I-I ° ° ° O O O _ 3 WSDOT SECTION 9-03.9(2) Q°Q°Q°Q° 0°000000 I to bs MAY BE ROUND OR'b"SHAPED AND MAY "PERMEABLE BALLAST" MilO O O O I- I I BE ON ALL 4 SIDES WITH MAXIMUM AC COLLAR -II ° ° ° ° O O O O L DIAMETER OF 28". OOOQ°°°Q°Qco 6 SIR EATO THEIMUM DEPTH PIPE INVE T ISE5'-O"S °°O°O°O TH III-III O O O _ °°°°°° I-III- ° ADS GEOSYNTH ETICS 601 T 0°Q°Q° o 0 0 W ]. THE TAPER AS THE SIDES OF THE III- (DO Q 0 0 III- PRE-CAST BASE SECTIONEXCEED AND RISER NON-WOVEN GEOTEXTILE O°O°o° / 6" RE UI PVC PIPE -III °°0000° ° I-III � SECTION SHAM NOT EXCEED 1 2"PER O FOOT. AS REQUIRED O ° X 8. FRAME AND GRATE SHALL BE IN 32" O°O°O _ r- TOP INLET ACCORDANCE WITH WSDOT/ TYPE 1L CB SPECIFICATIONS.MATING SURFACES SHALL = I= pp FABRICATED BE FINISHED TO ASSURE NON ROCKING FIT -III-III-III-III-III III-III- -III- I-III-WITH ANY COVER POSITION. END CAP 9. FRAME AND GRATE MAY BE INSTALLED WITH FOUNDATION STONE PER -I I I-I I I -� ,III-III-I I I III- . ^, FLANGE DOWN OR CAST INTO RISER. �- -1 �- 10.EDGE Of REDUCING SECTION OR BRICK WSDOT SECTION 9-03.9(2) -� 1=1 I I_ PRE-CAST BASE SECTION SHALL NOT BE MORE THAN 2"FROM (MEASUREMENT AT THE TOP OF THE BASE) VERTICAL EDGE OF CATCH BASIN WALL. PERMEABLE BALLAST" {y au[ DBPARIf�N'T OF PUBWC RDRH.4 yY ay.� DRPARTI�iT O!P_!ORBS 12" MIN O� Oy _ BTANDARD DETAIL Ol Op STANDARD DETAIL pn�ANo. STANDARD DETAIL NUMBER STANDARD DETAIL NUMBER SUBGRADE SEE NOTE 5 " CATCH BASIN TYPE 1L SD-�30 vptl�i STANDARD OIL/WATER SEPARATOR SD-12O SC-740 STORMTECH CHAMBER a Q D�o NOTES: " "�`Y W4,YNffiN 1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 7A "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL NOTES; STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FRAME AND GRATE(OR SOLID COVER), SEE APPLICABLE STANDARD DETAILS 1. CONCRETE INLET TO BE CONSTRUCTED IN FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION ACCORDANCE WITH ASTM C111&CHID 6'GASKETED CHAMBERS". rn UNLESS OTHERWISE SHOWN ON THE PLANS CAP OR NOTED IN THE STANDARD CAST IRON LOCKING FSPECIFICATIONS.ALL CONCRETE SHALL BE RING AND COVER w CLASS 4000. ONE SIZE LARGER 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 THAN PIPE DIA. 2. REINFORCING SHALL BE EQUIVALENT TO LABELED'SE ER' "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED (J WELDED WIRE FABRIC(WWF)HAVING A CUSS 4000 MINIMUM AREA OF 0,12 SQUARE INCH PER CONCRETE 30•SO PAVED WALL STORMWATER COLLECTION CHAMBERS". E FOOT.WWF SHALL COMPLY TO ASTM A497. 12* I__ WWF SHALL NOT BE PLACED IN KNOCKOUTS. 3. ALL STONE BACKFILL MUST BE CLEAN, CRUSHED, AND ANGULAR. I- Z 2'X4•%8"SOLID BRICK USED FOR FINAL 3 UNPAVED AREAS 4. SOILS SHALL BE COMPACTED TO 95% MODIFIED PROCTOR. ROLLER GROSS ADJUSTMENT TO GRADE,6•HIGH MAX. 3. THE BOTTOM OF THE PRE-CAST BASE s MAY BE ROUNDED. VEHICLE WEIGHT SHALL NOT EXCEED 12,000 LBS. DYNAMIC FORCE SHALL NOT 4. PRE-CAST $HST BASES SHALL FURNISHED MECHANICAL END J 1� WITH CUTOUTS OR KNOCKOUTS.a OF PIPE PLUG. OF 2-SHALL HAVE A WALL THICKNESS OF 2"MIN. WITH FIG. EXCEED 20,000 LBS. ALL PIPE SHALL BE INSTALLED IN FACTORY CHERNE TYPE PROVIDED KNOCKOUTS.UNUSED KNOCKOUTS GROUT 5. PLACE ADS GEOSYNTHETICS 315 WOVEN GEOTEXTILE OVER BEDDING STONE FOR 1 NEED NOT BE GROUTED IF WALL IS LEFT INTACT. HOME SCOUR PROTECTION AT PIPE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL (SEE NOTE 2) O 0 •s`' / TO PIPE OUTSIDE DIAMETER PLUS CATCH 10.5' FROM END CAP AND COVER CHAMBER FLOOR. FABRIC SHALL BE SECURED a `C BASIN WALL THICKNESS.KNOCKOUTS MAY TO THE CHAMBER TO PREVENT MOVEMENT OF FABRIC. BE ROUND OR'b"SHAPED AND MAY BE ED RISER SECTION} ON ALL d SIDES WITH MAXIMUM DIAMETER a TOF HxM". PAVED ARM 1 STORMTECH CHAMBER 6. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS 5'-0•.] � �� ANTS rn ^J,AN . THE TAPER ON THE SIDES OF THE PRE-CAST BASE SECTION AND RISER 1p^ SECTION SHALL NOT EXCEED 1/2"PER 20" FOOT, 3 B FRAME ND GR TE SHAM BE WSDO AP- 12"CAST IRON LOCKING RING AND COVER ACCORDCSPECIFICATIONS.MATING SURFACES SHALL OLYMPIC M1025 OR APPROVED EQUAL 0 BE FINISHED TO ASSURE NON-ROCKING FIT WITH NY COVER POSITION, 2 9. FRAME AND GRATE MAY BE INSTALLED WITH CONSTRUCTION DRAWING APPROVAL FLANGE DOWN OR CAST INTO RISER. NOTES: 0 10.EDGE OF RISER OR BRICK SHALL NOT BE 1. CLEAN-OUT PIPE AND FRTNGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. THIS PLAN SHEET HAS BEEN REVIEWED AND CATCH THAN 2WALL M VERTICAL EDGE OF APPROVED PER THE CONDITIONS ON THE TITLE 77 _ 2. A SANITARY TEE.SWEEP,OR STRAIGHT TEE IS NOT ACCEPTABLE. SHEET. ". 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO ` 1 n PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONFLICTS WITH OTHER UTILITIES WHEN SERVICE TO BY:^ %L a PRE-CAST BASE SECTION BUILDING IS ACCOMPLISHED. (MEASUREMENT AT THE TOP OF THE BASE) Z CITY ENGINM`CITY OF ARLINGM `�qy O♦ w". DRPARlYRN'f 0!PUBLIC WOR® STANDARD DETAIL OlSY Oy T ANDA OF PUBLIC 1TORA'M $TANOARD DETAIL STANDARD DETAIL NUMBER o.,< "mN"T STANDARD DETAIL NUMBER DATE: 1 13 � THIS APPROVAL VALID FOR IS MONTHS CATCH BASIN TYPE 1 SD-020 o+tl-Ot SEWER CLEANOUT SS-080 ILO E PLAN CHECK BY DATE REFERENCE J S� PEARSON MILLWORKS BUILDING ADDITION SHEET NO. erraVista NW LLC 19311 59TH AVE NE, ARLINGTON, WA 98223 C7 DATE NO. REVISION BY Consulting Engineers ;00 36 DETAILS SHEET .7204!,S1/OYEYPQTNT A4/l2;/207 7 0 DESIGNED BY: DRAWN BY: AR[/NCTGW, AV4 B6P22JCL ONgL ENS OF E. SCOTT E. SCOTT #W7a,4WSrANNaW PROJECT NO. 170602 7 SHEETS ARLINGTON STANDARD GENERAL NOTES ARLINGTON STANDARD TESC NOTES LEGEND CONSTRUCTION DRAWING REVIEW ACKNKOWLEGEMENT UNLESS NOTES OTHERWISE UNLESS NOTES OTHERWISE 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL (TESC) *� SPOT ELEVATION THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR 99'90 WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STORM DRAINAGE DESIGN. TOPO SLOPE DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD I—, RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL CLEARING LIMITS __ APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW —— — COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE CONSTRUCTION. APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY _ _ _ _ PROPERTY LINE OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY MUST BE MAINTAINED ON—SITE AND BE READILY AVAILABLE TO THE OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO CITY INSPECTOR AT THEIR REQUEST. Sp STORM DRAIN (SD) ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS OBTAIN A GRADING PERMIT, RIGHT—OF—WAY PERMIT, AND UTILITY WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT CLEARING PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER 3. THE TESC SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO APPROVAL HPA, WSDOE NOTICE OF INTENT (N01), ANY CORP OF ENGINEERS FILL MANNER AS TO ENSURE THAT SEDIMENT—LADEN WATER DOES NOT AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A ---- so-- PERF STORM DRAIN (P PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. 3. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE PAVEMENT STRIPING APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPLACEMENT BY: , SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY. THE CITY ENGINEER CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION CONFERENCE AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE _-----___ GRADE BREAK i BY CALLING (360) 403-3500. PRIOR TO SCHEDULING, THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED DATE: CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC BY THE CITY. HMA PAVEMENT THIS APPROVAL VALID FOR 18 MONTHS CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR PERMITS, A COPY OF THE CONTRACTOR'S LICENSE, AND PROOF OF TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING INDEX- 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. SHEET I V D E/u\ JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM >"' IN APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THEP ms REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND OTHER APPROPRIATE PUBLIC AGENCIES. AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO 4 ` REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. S H T NO DESCRIPTION °"`""` 6 �r" 6. ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE s"a` PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24—HOUR EMERGENCY a§ AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED CONTACT PHONE NUMBER OF THE CONTRACTOR' CERTIFIED EROSION APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. C1 GENERAL NOTES AND LEGEND a• r. rH» RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR C2 SWPPP NOTES g ACCURACY OF ALL UTILITY LOCATIONS. AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND w 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND OPERATION. Cj SWPPP a SITE-, UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 8, BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO N UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE C4 PAVING PLAN AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. 8. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT ARE TO CcJ GRADING & DRAINAGE PLAN BE LEFT UNWORKED FOR MORE THAN SEVEN 7 DAYS SHALL BE , BY REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE O = CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. C6 DETAILS APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE g, SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, s"i°' '' °r N °^INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT PRE—TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON C7 DETAILS �'��""" s'" "� `_ �s�sm P DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT REACHING A DEPTH OF 12 INCHES. INSPECTION. 'M ! „e 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A awa +%sr ar my nor W 9. THE CONTRACTOR SHALL KEEP THE ON—SITE AND OFF—SITE STREETS TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY "' °'" rn rrwr 96 P!" $ z CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE PROJECT CONTACTS W Z TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS PRIOR APPROVAL FROM THE CITY INSPECTOR. 10. THE CONTRACTOR STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION OWNER u 5 SHALL MAINTAIN TWO (2) SETS OF "ASBUILT"PLANS SHOWING ALL FIELD AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A E CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER CONSTRUCTION TEMPORARY SETTLING BASIN. CARL PEARSON COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH COPIES OF PEARSON MILLWORK \/ T�/ ? RED—LINED PLANS TO THE CITY. 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, PO BOX 3246 V I C I N I I I MAP FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE 19311 59TH AVE NE, BLDG 115 THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN RATE OF 120 LBS PER ACRE. ARLINGTON, WA 98223 ENGINEER. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS (360) 435-9516 REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 CARLP®PEARSONMILLWORK.COM INCHES, OR 3,000 POUNDS PER ACRE. CONTRACTOR PROJECT SITE INFORMATION 3 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ALAN PERKES a ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY AXTHELM CONSTRUCTION SURVEY REFERENCE GROUND COVER BMP's SHALL OCCUR AT THE END OF EACH WORK 3610 CEDARDALE RD UNIT C BASE INFORMATION DERIVED FROM AERIAL PHOTO AND RECORD INFORMATION DAY. MOUNT VERNON, WA 98273 OBTAINED THROUGH A PUBLIC RECORDS REQUEST. TERRAVISTA NW ASSUMES NO g (360) 424-6848 RESPONSIBILITY FOR NOR WARRANTS THE THE ACCURACY OF THIS INFORMATION. 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE ALAN®AXTHELMCONSTRUCTION.COM BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF PARCEL NUMBER ic THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE ARCHITECT NA 3 THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PETER CARLETTI TOWNSHIP AND RANGE 2 PROJECT. CARLETTI ARCHITECTS 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL 116 E. FIR ST., SUITE A NW OF THE SE SECTION 15, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. a BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR MOUNT VERNON, WA 98273 WHEN THE TESC MEASURES BECOME DAMAGED. (360) 424-0394 ZONING PETEROCARLETTIARCHITECTS.COM GI—GENERAL INDUSTRIAL 16. UPON COMPLETION OF THE PROJECT, ALL BMP'S SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMP'S ARE REQUIRED TO CIVIL ENGINEER AIRPORT PROTECTION DISTRICT SUBDISTRICT: B a REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANGEMENTS FOR ERIC SCOTT — PRINCIPAL REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. TERRAVISTA NW CONSULTING ENGINEERS LOT Received F 3204 SMOKEY POINT DRIVE, SUITE 207 TOTAL SIZE: 38,482 SF (0.883 ACRES) NOV 02 2017 ARINGTON, WA 98223 (425) 422-0840 DEVEL IMPERVIOUS AREA: 0.767 ACRES (87%) w ERICS®TERRAVISTANW.COM E PLAN CHECK BY JDATE1 REFERENCE �RF A S-0T PEARSON MILLWORKS BUILDING ADDITION SHEET NO. erraVista NW ,,, 19311 59TH AVE NE, ARLINGTON, WA 98223 C1 z Consulting Engineers SHEET Q 36 GENERAL NOTES 1 DATE NO. REVISION BY 0 B 3204.£1/0.Y070N, WT 9RI kE 1207 0 a DESIGNED BY: DRAWN BY: 42s-4z2-oeeo Np ENV E. SCOTT E. SCOTT ##W)ERRWfSr4NJV6W 10fl47 PROJECT NO. 170602 SHEETS ELEMENTS OF CONSTRUCTION SWPPP LEGEND 1. PRESERVE VEGETATION / MARK CLEARING LIMITS DURING THE WET SEASON (OCTOBER 1 — APRIL 30): 2 DAYS. BMP's >C151: CONCRETE HANDLING BEFORE BEGINNING LAND DISTURBING ACTIVITIES, INCLUDING CLEARING AND STABILIZE SOILS AT THE END OF THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF C152: SAWCUTTING AND SURFACING POLLUTION PREVENTION > DENOTES MINIMUM REQUIRED GRADING, CLEARLY MARK ALL CLEARING LIMITS, SENSITIVE AREAS AND THEIR NEEDED BASED ON THE WEATHER FORECAST. STABILIZE SOIL STOCKPILES FROM C153: MATERIAL DELIVERY, STORAGE AND CONTAINMENT BMP's. AS SITE WORK BUFFERS, AND TREES THAT ARE TO BE PRESERVED WITHIN THE CONSTRUCTION EROSION, PROTECT WITH SEDIMENT TRAPPING MEASURES, AND WHERE POSSIBLE, >C154: CONCRETE WASHOUT AREA PROGRESSES, CONTRACTOR MAY AREA. BE LOCATED AWAY FROM STORM DRAIN INLETS, WATERWAYS, AND DRAINAGE C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT NEED TO INSTALL ADDITIONAL CHANNELS. MINIMIZE THE AMOUNT OF SOIL EXPOSED DURING CONSTRUCTION C251: CONSTRUCTION STORMWATER FILTRATION BMP's AS NEEDED. RETAIN THE DUFF LAYER, NATIVE TOP SOIL, AND NATURAL VEGETATION IN AN ACTIVITY. MINIMIZE THE DISTURBANCE OF STEEP SLOPES. C252: HIGH PH NEUTRALIZATION USING CO2 UNDISTURBED STATE TO THE MAXIMUM DEGREE PRACTICAL. IF IT IS NOT BMP's C120: TEMPORARY AND PERMANENT SEEDING C253: PH CONTROL FOR HIGH PH WATER PRACTICAL TO RETAIN THE DUFF LAYER IN PLACE, THEN STOCKPILE IT ON—SITE, COVER IT TO PREVENT EROSION, AND REPLACE IT IMMEDIATELY WHEN YOU FINISH C121: MULCHING 10. CONTROL DEWATERING DISTURBING THE SITE. C122: NETS AND BLANKETS C123: PLASTIC COVERING DISCHARGE CLEAN, NON—TURBID DE—WATERING WATER, SUCH AS WELL—POINT BMP's C101: PRESERVING NATURAL VEGETATION C124: SODDING GROUND WATER, TO SYSTEMS TRIBUTARY TO, OR DIRECTLY INTO SURFACE C102: BUFFER ZONES C125: TOPSOILING / COMPOSTING WATERS OF THE STATE, AS SPECIFIED IN ELEMENT #8, PROVIDED THE C103: HIGH VISIBILITY FENCE C126: POLYACRYLAMIDE PAM FOR SOIL EROSION PROTECTION DE—WATERING FLOW DOES NOT CAUSE EROSION OR FLOODING OF RECEIVING ( ) WATERS OR INTERFERE WITH THE OPERATION OF THE SYSTEM. HANDLE HIGHLY C233: SILT FENCE C130: SURFACE ROUGHENING TURBID OR CONTAMINATED DEWATERING WATER SEPARATELY FROM STORMWATER. C131: GRADIENT TERRACES 2. ESTABLISH CONSTRUCTION ACCESS >C140: DUST CONTROL BMP's C203: WATER BARS LIMIT CONSTRUCTION VEHICLE ACCESS AND EXIT TO ONE ROUTE, IF POSSIBLE. 6. PROTECT SLOPES C236: VEGETATIVE FILTRATION STABILIZE ACCESS POINTS WITH A PAD OF QUARRY SPALLS, CRUSHED ROCK, OR OTHER EQUIVALENT BMPS, TO MINIMIZE TRACKING SEDIMENT ONTO ROADS. DIVERT OFF—SITE STORMWATER (RUN—ON) OR GROUND WATER AWAY FROM 11. MAINTAIN BMP's LOCATE WHEEL WASH OR TIRE BATHS ON SITE, IF THE STABILIZED SLOPES AND DISTURBED AREAS WITH INTERCEPTOR DIKES, PIPES, AND/OR CONSTRUCTION ENTRANCE IS NOT EFFECTIVE IN PREVENTING TRACKING SEDIMENT / KEEP QUANTITIES OF EROSION PREVENTION AND SEDIMENT CONTROL MATERIALS ONTO ROADS. IF SEDIMENT IS TRACKED OFF SITE, CLEAN THE AFFECTED SWALES. OFF—SITE STORMWATER SHOULD BE MANAGED SEPARATELY FROM ON THE PROJECT SITE AT ALL TIMES TO BE USED FOR REGULAR MAINTENANCE ROADWAY THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY AS UPHILL STORMWATER GENERATED ON THE SITE. PLACE EXCAVATED MATERIAL ON THE AND EMERGENCY SITUATIONS SUCH AS UNEXPECTED HEAVY SUMMER RAINS. NECESSARY (FOR EXAMPLE, DURING WET WEATHER). REMOVE SEDIMENT FROM UPHILL SIDE OF TRENCHES, CONSISTENT WITH SAFETY AND SPACE MAINTAIN AND REPAIR ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT ROADS BY SHOVELING, SWEEPING, OR PICK UP AND TRANSPORT THE SEDIMENT CONSIDERATIONS. CONTROL BMPS AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR TO A CONTROLLED SEDIMENT DISPOSAL AREA. CONDUCT STREET WASHING ONLY INTENDED FUNCTION IN ACCORDANCE WITH BMP SPECIFICATIONS. REMOVE ALL AFTER SEDIMENT IS REMOVED IN ACCORDANCE WITH THE ABOVE BULLET. BMP's C120: TEMPORARY AND PERMANENT SEEDING TEMPORARY EROSION AND SEDIMENT CONTROL BMPS WITHIN 30 DAYS AFTER CONTROL STREET WASH WASTEWATER BY PUMPING BACK ON SITE OR OTHERWISE C121: MULCHING ACHIEVING FINAL SITE STABILIZATION OR AFTER THE TEMPORARY BMPS ARE NO PREVENTING IT FROM DISCHARGING INTO SYSTEMS TRIBUTARY TO WATERS OF THE C122: NETS AND BLANKETS LONGER NEEDED. PROVIDE PROTECTION TO ALL BMPS INSTALLED FOR THE STATE. MINIMIZE CONSTRUCTION SITE ACCESS POINTS ALONG LINEAR PROJECTS, C123: PLASTIC COVERING PERMANENT CONTROL OF STORMWATER FROM SEDIMENT AND COMPACTION. ALL SUCH AS ROADWAYS. STREET WASHING MAY REQUIRE LOCAL JURISDICTION C124: SODDING BMPS THAT ARE TO REMAIN IN PLACE FOLLOWING COMPLETION OF APPROVAL. CONSTRUCTION SHALL BE EXAMINED AND PLACED IN FULL OPERATING C130: SURFACE ROUGHENING CONDITIONS. IF SEDIMENT ENTERS THE BMPS DURING CONSTRUCTION, IT SHALL C131: GRADIENT TERRACES BE REMOVED AND THE FACILITY SHALL BE RETURNED TO THE CONDITIONS BMP's >C105: STABILIZE CONSTRUCTION ENTRANCE/EXIT C200: INTERCEPTOR DIKE AND SWALE SPECIFIED IN THE CONSTRUCTION DOCUMENTS. C106: WHEEL WASH C201: GRASS—LINED CHANNELS C107: CONSTRUCTION ROAD/PARKING AREA STABILIZATION C203: WATER BARS 12. MANAGE THE PROJECT C204: PIPE SLOPE DRAINS INSPECT, MAINTAIN, AND REPAIR ALL BMPS AS NEEDED TO ASSURE CONTINUED 3. CONTROL FLOW RATES C205: SUBSURFACE DRAINS PERFORMANCE OF THEIR INTENDED FUNCTION. CONDUCT SITE INSPECTIONS AND PROTECT PROPERTIES AND WATERWAYS DOWNSTREAM OF DEVELOPMENT SITES C206: LEVEL SPREADER MONITORING IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER GENERAL FROM EROSION AND THE ASSOCIATED DISCHARGE OF TURBID WATERS DUE TO C207: CHECK DAMS PERMIT OR LOCAL PLAN APPROVAL AUTHORITY. MAINTAIN, UPDATE, AND INCREASES IN THE VELOCITY AND PEAK VOLUMETRIC FLOW RATE OF STORMWATER C208: TRIANGULAR SILT DIKE (TSD)(GEOTEXTI LE—ENCASED CHECK IMPLEMENT THE SWPPP IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER RUNOFF FROM THE PROJECT SITE. WHERE NECESSARY, CONSTRUCT DAM) GENERAL PERMIT. ALL BMPS MUST BE INSPECTED, MAINTAINED, AND REPAIRED STORMWATER RETENTION OR DETENTION FACILITIES AS ONE OF THE FIRST STEPS AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED o IN GRADING. ASSURE THAT DETENTION FACILITIES FUNCTION PROPERLY BEFORE FUNCTION. SITE INSPECTIONS MUST BE CONDUCTED BY A PERSON z CONSTRUCTING SITE IMPROVEMENTS (E.G. IMPERVIOUS SURFACES). IF PERMANENT 7• PROTECT DRAIN INLETS KNOWLEDGEABLE IN THE PRINCIPLES AND PRACTICES OF EROSION AND SEDIMENT a INFILTRATION PONDS ARE USED FOR FLOW CONTROL DURING CONSTRUCTION, PROTECT ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SO CONTROL. PROTECT THESE FACILITIES FROM SILTATION DURING THE CONSTRUCTION PHASE. THAT STORMWATER RUNOFF DOES NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR TREATED TO REMOVE SEDIMENT. CLEAN OR REMOVE 13. PROTECT LOW IMPACT DEVELOPMENT BMP's C203: WATER BARS AND REPLACE INLET PROTECTION DEVICES WHEN SEDIMENT HAS FILLED z C207: CHECK DAMS ONE—THIRD OF THE AVAILABLE STORAGE (UNLESS A DIFFERENT STANDARD IS PROTECT ALL BIORETENTION AND RAIN GARDEN BMPS FROM SEDIMENTATION SPECIFIED BY THE PRODUCT MANUFACTURER . INLETS SHOULD BE INSPECTED C209: OUTLET PROTECTION WEEKLY AT A MINIMUM AND DAILY DURING STORM EVENTS. THROUGH INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL C235: WATTLES BMPS ON PORTIONS OF THE SITE THAT DRAIN INTO THE BIORETENTION AND/OR C240: SEDIMENT TRAP RAIN GARDEN BMPS. RESTORE THE BMPS TO THEIR FULLY FUNCTIONING C241: TEMPORARY SEDIMENT POND BMP's >C220: STORM DRAIN INLET PROTECTION CONDITION IF THEY ACCUMULATE SEDIMENT DURING CONSTRUCTION. RESTORING > THE BMP MUST INCLUDE REMOVAL OF SEDIMENT AND ANY SEDIMENT—LADEN di 4. INSTALL SEDIMENT CONTROLS 8. STABILIZE CHANNELS AND OUTFALLS BIORETENTION/RAIN GARDEN SOILS, AND REPLACING THE REMOVED SOILS WITH a CONSTRUCT AND STABILIZE ALL ON—SITE CONVEYANCE CHANNELS TO PREVENT SOILS MEETING THE DESIGN SPECIFICATION. INSTALL AND MAINTAIN EFFECTIVE EROSION CONTROLS AND SEDIMENT CONTROLS TO MINIMIZE THE DISCHARGE OF POLLUTANTS. CONSTRUCT SEDIMENT CONTROL EROSION. PROVIDE STABILIZATION, INCLUDING ARMORING MATERIAL, ADEQUATE TO PREVENT COMPACTING BIORETENTION AND RAIN GARDEN BMPS BY EXCLUDING n BMPS (SEDIMENT PONDS, TRAPS, FILTERS, ETC.) PRIOR TO GRADING. PREVENT EROSION OF OUTLETS, ADJACENT STREAMBANKS, SLOPES, AND CONSTRUCTION EQUIPMENT AND FOOT TRAFFIC. PROTECT COMPLETED LAWN AND DOWNSTREAM REACHES AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. LANDSCAPED AREAS FROM COMPACTION DUE TO CONSTRUCTION EQUIPMENT. STABILIZE CHANNEL BY PLACING BLANKET PRODUCT FIRST, THEN ADD CHECK BMP's C231: BRUSH BARRIER DAMS AS NECESSARY TO FUNCTION AS AN ANCHOR AND TO SLOW THE FLOW OF C232: GRAVEL FILTER BERM WATER. CONTROL EROSION AND AVOID INTRODUCING SEDIMENT FROM SURROUNDING LAND C233: SILT FENCE USES ONTO PERMEABLE PAVEMENTS. DO NOT ALLOW MUDDY CONSTRUCTION C234: VEGETATED STRIP BMP's C202: CHANNEL LINING EQUIPMENT ON THE BASE MATERIAL OR PAVEMENT. DO NOT ALLOW C235: WATTLES C122: NETS AND BLANKETS SEDIMENT—LADEN RUNOFF ONTO PERMEABLE PAVEMENTS. CONSTRUCTION DRAWING APPROVAL a C240: SEDIMENT TRAP C207: CHECK DAMS PAVEMENTS FOULED WITH SEDIMENTS OR NO LONGER PASSING AN INITIAL C241: TEMPORARY SEDIMENT POND C209: OUTLET PROTECTION INFILTRATION TEST MUST BE CLEANED USING PROCEDURES FROM THE LOCAL THIS PLAN SHEET HAS BEEN REVIEWED AND 8 C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT STORMWATER MANUAL OR THE MANUFACTURER'S PROCEDURES. APPROVED PER THE CONDITIONS ON THE TITLE SHEET. C251: CONSTRUCTION STORMWATER FILTRATION 9. CONTROL POLLUTANTS INSTALL, IMPLEMENT, AND MAINTAIN EFFECTIVE POLLUTION PREVENTION MEASURES KEEP ALL HEAVY EQUIPMENT OFF EXISTING SOILS UNDER LID FACILITIES THAT BY: 4>� 5. STABILIZE SOILS TO MINIMIZE THE DISCHARGE OF POLLUTANTS. HANDLE AND DISPOSE OF ALL HAVE BEEN EXCAVATED TO FINAL GRADE TO RETAIN THE INFILTRATION RATE OF Cm ENGINE:.CRY Of ARUNMN SOILS MUST NOT REMAIN EXPOSED AND UNWORKED FOR MORE THAN THE TIME POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS THAT OCCUR THE SOILS. PERIODS SET FORTH BELOW TO PREVENT EROSION. ON—SITE IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. DATEHIS APPROV AIJ(D FOR 1e MONTHS w DURING THE DRY SEASON (MAY 1 — SEPT. 30): 7 DAYS. E m PLAN CHECK BY JDATE1 A> j REFER NCE AS' C�j,S PEARSON MILLWORKS BUILDING ADDITION SH ET ENO. erraVista NW LIC ti 19311 59TH AVE NE, ARLINGTON, WA 98223 C2 Z Consulting Engineers A SHEET DATE NO. REVISION BY '� 36 SWPPP NOTES a J204 SWIOXFY PO/NT OR/YF, PO7 2 OF DESIGNED BY: DRAWN BY: .IRUNG70N /YA 9822J ANAL ENV a 425-422-0940 E. SCOTT E. SCOTT # 7FRRAWS7ANN'OW p( PROJECT NO. 170602 SHEETS W. I ;+ _ NOTES: 1. SEE SHEET C1 FOR GENERAL NOTES AND i i" ___•___ _._____ LEGEND x } 2. SEE SHEET C2 FOR ELEMENTS OF 0 20 40 CONSTRUCTION SWPPP. 3. THE 13 ELEMENTS SHOWN ON SHEET C2 MUST x T r 1 SST Scale in Feet BE CONSIDERED IN THE DEVELOPMENT OF THE ST 4 CONSTRUCTION SWPPP UNLESS SITE CONDITIONS RENDER THE ELEMENT x 19321 59TH x AVE NE UNNECESSARY. IF AN ELEMENT IS CONSIDERED * # n Y+i UNNECESSARY, THE CONSTRUCTION SWPPP ft' MUST PROVIDE THE JUSTIFICATION. BLDG 75 A —x x____ X __._x x ,_--ix-_ _ x______x xj 3 —- 4. THE SWPPP ELEMENTS COVER THE GENERAL ul WATER QUALITY PROTECTION STRATEGIES OF LIMITING SITE IMPACTS, PREVENTING EROSION ' AND SEDIMENTATION, AND MANAGING ACTIVITIES ! x f .'Jf, AND SOURCES. Z ! �a�0 `— 5. ADDITIONAL INFORMATION AND REQUIREMENTS A ARE OUTLINED WITHIN THE SWPPP NARRATIVE /I x C220 C220 C220 ( ^� .° INCLUDED WITH THE DRAINAGE REPORT. + /� w `. ._ — — — — — / �6'0 \ , ° 6 ARE MINIMUMTED BMP's REQUREMENTSOWN ON THE SHEET C2 W �wumw.w.rnr..uuuwu�.. ern�fw+.. , A I71� CONTRACTOR SHALL MAINTAIN AND UTILIZE ADDITIONAL BMP's AS NECESSARY. ADDITIONAL ....SS _ C105 INFORMATION ON EACH BMP CAN BE FOUND IN 1 Nf-755'18" E 284.49 �O�' ~ VOLUME II, CHAPTER 4 OF THE STORMWATER MANAGEMENT WASH NGTON. MANUAL OF WESTERN _ �. BMP LEGEND C220 -------- — X r ---- I y 'x" /r �l �, r��— �d� ROCK CONSTRUCTION ENTRANCE C6 N i 00,I r 193I IJ9TH AVE NE I np C120 TEMPORARY AND PERMANENT C220 I / SEEDING GO 3I __i -r BLDG 75 C140 DUST CONTROL w3: 10 60 LF INFILTRATOR t CLEARING LI O o� STORMWATER CHAMBER ,o � O ' . ! r C151 CONCRETE HANDLING EXISTING BLDG o l/ I( a FF=100,00 �+ ' ' C152 SAWCUTTING AND SURFACE C140 � o �"" I ! z tiA0 �. POLLUTION PREVENTION -4' I o C154 CONCRETE WASH AREA 4 00 C6 I/ f I C220 CATCH BASIN INSERT C6 e J 86 01 C220 � S84'48'06"W ° k u °� — _ '°T ?71z e 7 � � S84'48'06"W 290.0.3' � DRIVE THRU /. SS'.-. BLDG 77A f : � © _` .. _M•- I �> ST I N85°0134"E ° - - - - 0/30 m $ I 4V. CONSTRUCTION DRAWING APPROVAL p THIS PLAN SHEET HAS BEEN REVIEWED AND I O / APPROVED PER THE CONDITIONS ON THE TITLE i SHEET. 0 z ; BY: 19221 59TH AVE NE �_ V1 r` cm ENGINEER.cY o AR NGIDN 1 j1 DATE: J 113�f 7 THIS APPRRJAL VALID FOR 18 MONTHS 1 + DRIVE THRU 4 PLAN CHECK BY IDATE REFER NCE S PEARSON MILLWORKS BUILDING ADDITION SHEET E CQ NO. S VA T erraVista NW ,,, y 19311 59TH AVE NE, ARLINGTON, WA 98223 C3 Z Consulting Engineers SWPPP SHEET 1. DATE NO. REVISION BY 3204 SMaYEYPQNTOR/YE/207 'O 36 3 DESIGNED BY: DRAWN BY: ARCIN07ZN Wig 98223 pNAL ENS OF a f3 WIZ-RRWWSTA wcoM PROJECT NO. 170602 7 E. SCOTT E. SCOTT roI SHEETS _X.— '-Y-�'---X K" OTES. wi i�� -ter; �, - ,• ti, ` �` \ ' - �t��'i' � t) ¢-. m �� ___ _.'.--- __.. -_- - 1. SEE SHEET C1 FOR GENERAL NOTES x x V 0 20 40 Scale in Feet s t i ST X_ — o %� i. 7 / 19321 59TH AVE NE > x x f BLDG 75 A —x-----_—x—__--x__..._..._h —X 13 x W / 6010 W - �I. BARRIE _ ja ._ _ .r_- _ _ �. - - LACE E LO �,aK�.> 1 �e { —— r E REO LEAF MAPLE e�. 4 — N 85'55'18" E 284.49' ! _._ ... - .r �c-_..,.- - _ CER T1M ATROPURPUREUM') 2 HMA x PAVEMENT, Y �� i ! C6 •np is 0) I ST N o _ _ = 71 RUBBER IH05E COLLAR i x � MATCH EXIST PAVEMENT +'• .y L- -X C ECO GY CK BARRIER ./ I i �' ." f ,r' , /, - - ; •,' '.r. 4A f ' 12 6A, 6ALY- AIRES iv ° n • TIK15T TO T16HTEN 19311 59TH AVE NE 1 , i i 1-2"X2" CEDAR STAKE 0 /-/ZZZZ BLDG 75 B / +G —6° RIM BERM 60 LF INFILTRATOR �' BUILDING ADDITION oT r +�"— CK 5915 SF STORMWATER CHAMBER I of , �, FF=100.00 ' �••' <,/ FINISH 6RADE EL EXISTING BLDG I BLDG H = 18' FF=100.00 �, op REMOVE BURLAP FROM 1 J oti • � / TOP 1/3 OF ROOTBALL TOP5OIL 4 FERT I L I ZER TAP MENT; 2X RO24" EXI5TIN6 SUB6RADE a Z 1 C6 OR 24" - ATER OF T I / E j 1 t I J 'u�� U w m 1 t Y ° 7j N �' 5...�6'01 -- - - --_.. _; t ° TREE PLANTING S84"48'{7fi"W29001 00 x 30 3 t 0 SETBACK i wt !w I•�� ti 1. f rs^ C S ,ak - �- S IS DRIVE THRU - - BLDG 77ACL ST NBr ?®�4„E � i O O O - - — I r I t Q fl � � /� It • J CONSTRUCTION DRAWING APPROVAL I _ 0. THIS PLAN SHEET HAS BEEN REVIEWED AND i 1 " APPROVED PER THE CONDITIONS ON THE TITLE o Y SHEET. t o j b it BY: we _ 7 I l � cm ENGINEER.cm OF,wuNcroN DATE: 11 13 I 1'J z w e 19221 59TH AVE NE i n,�siaaawK�u,n FOR IS wormrs > 1 If REFERENCE PLAN CHECK BY DATE / \ ��o J S PEARSON MILLWORKS BUILDING ADDITION SHEET NO. C4 erraVista NW �1c 19311 59TH AVE NE, ARLINGTON, WA 98223 SHEET Consulting Engineers as PAVING PLAN 4 ooOF BY 3204-W6WEYP01NTOF/l-z/207 7 DATE N0. REVISION ARUN07aV, WA 98223 LANAI EN SHEETS o DESIGNED BY: DRAWN BY: 42.s-422-0840 PROJECT NO. 170602 a E. SCOTT #W.7EPaAWSTANKCM E. SCOTT Nor— ARLINGTON STANDARD DRAINAGE NOTES NOTES: UNLESS NOTES OTHERWISE IN X, 1. SEE SHEET C1 FOR GENERAL NOTES 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND 2. TYPE 1 CATCH BASIN SHALL SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE CONFORM TO CITY OF ARLINGTON STD 20 40Y PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER DETAIL SD-020. APPROPRIATE PUBLIC AGENCIES. 7 ST 3. OIL/WATER SEPARATOR CATCH BASIN T I'll x N Scale in Feet 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY SHALL CONFORM TO CITY OF 19321 59TH AVE NE STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM DRAINAGE PIPE ARLINGTON STD DETAIL SD-120. MATERIALS INCLUDE CONCRETE, PVC, HOPE, AND DUCTILE IRON. 4. STORM DRAIN (SD) PIPE SHALL BE CORRUGATED METAL PIPES (GALVANIZED ALUMINUM OR STEEL) ARE ADS N-12 PIPE. BLDG 75 A NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE 5. PERFORATED STORM DRAIN (PSD) CITY. PIPE SHALL BE SDR-35 PVC PIPE PER ASTM D3034, WITH TWO ROWS 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL OF DIAMETER HOLES AT 12- OC. FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING MATERIAL FOR 6. CLEANOUTS SHALL CONFORM TO COA DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITY'S STD DETAIL SS-080. ---------- STANDARDS AND SPECIFICATIONS (CHAPTER 4). 77 C3 0 0 70 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL j 0 0& LOADING SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM w 100 DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST w 90% OF MAXIMUM DRY DENSITY. SL PE TO DRAIN AREA-TO BE 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF _SS _ PAVED -S$ N 85.55'11 8" E 284.49' Y THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS zp UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKIFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT THE PIPE. 6. LOT DRAINAGE SYSTEMS, STUB BUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REeUIREB PRIOR Te SIDEWALK -I L GONSTRUBTION. STUB 9UTS S1 IAI=I= BE MARKEB WITI I A 2")(4" WIT'Al 7- 8 KL C AT 1.0% FEET Y t9E AND MARKEB "STORM". 1:96ATION AND 7777 77,777777777/7'/'// DEPT'' OF TI'ESE INSTALLATIONS 61 IAI=E BE 61 IOWN ON T-1 lE AS BU!L-T \-CB-1OIL/ ER S� TO THE 61-1.'. 19311 59TH AVE NE CO r, RIM 99,50 PARATOR TYPE 1 CB Co 9k). D! IE(6 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON IE =96.90 N 95.90 RIM = 99.50 BLDG 75 B IE(4"E). 96.80 THE PLANS AND APPROVED BY THE CITY. THE USE AND INSTALLATION IE = 97.00 OF INLETS IS DISCOURAGED. DS TOP INLET 60 LF INFILTRATOR] j �UILDING ADDITION )5'BRICATED Ep STORMWATER CHAMBER 5915 SIF IE = 9 .80 ,[_ 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET (RIM TO INVERT) OR FF=100.00 "60, GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4-INCH EXISTING BLOC BLDG H = 18' - INFILTRATION DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY FF=100.00 CSC q15' J-1- JTRENCIq PER COA STD STANDARD DETAILS. IPLAN SD-140, SIM, WITH 4- 5' WIDE TRENCH 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM - DUMP NO -1 P.ADS SC-740 POLLUTANTS". ALL SOLID COVER SHALL BE MARKED "DRAIN". ALL I I CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING STORMTECH CHAMBER MATCH EXIST GRADE ' FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. C7 8-SECTIONS 12% MAX TRANSITION SLOPE 'k57'x4.25 --ADS TOP INLET 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE (INLET AND CATCH CO 00 F E ABRICA95.8 0TE END CAP BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT LEVEL. IE 97.50 E = D 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL L o )A 1-- MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO S84*48'06"W - 7 UU GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. LO 8 -''SD 01.0 101 S84'48'06"W - --- - ----------- 290,03' �7 Ci RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN MATCH EXIST 600 12. ALL 0% MAX TRANS'# C6 ))) OIL;/ 1A R SEP�R TOR OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL CONSTRUCTION k NI SLOPE/ 3:1 RIM ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. 2 DRIVE THRU 97 13. E)E:FEP4:F'E)?4/'REFE?41'E)?4 PONBS WIT'' SIBE SLOPES STEEPER THAN 3. ,1 -1 , I =kg 80 z "IO(IMUM WER DEPT-11 GREATER THAN 3 FEET SHALL BE 134 L R -7 T7AU 7DR E f IV G x. -0 ENeLOSEB WIT-11 A YINYL GOArTED CHAIN LINK FE?4eE-. 3LD BLDG 77A -dob ' 9q400 ST '0 4"E N85'0 14. BIB FIFTRATIER4 SWALES ANB7z0R FIETER STRIPS SlIAEL BE BEDDED OR SEEBED ANE) IN OPERATION PRIOR TO, OR 3: )EB IN GONdUNISTION WITH, ASPHALT PAVING. THE YEGET-ArTION IN 2 T-1 IE 810 SWALE MUST BE WELL ESTABLISI IEB BEFORE PAYING BEGINS. /30 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE al 4V CONSTRUCTION DRAWING APPROVAL AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY THE DEVELOPER PRIOR TO THE CITY'S ACCEPTANCE OF THE PROJECT. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE Ilk 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SHEET. 2 SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE BY:-. -rla ---------------7- INFILTRATION AREA DURING CONSTRUCTION. CmENGINEER.CRY OF ARUNOTON 19221 59TH AVE NE \+ DATE 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS .3 4: THIS APPROVAL VAUD FOR 18 MOMS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY E INSPECTOR. PLAN CHECK BY DATE j REFERENCE A PEARSON MILLWORKS BUILDING ADDITION SHEET NO, TerraVista NWWILI - 19311 59TH AVE NE, ARLINGTON, WA 98223 C5 z Consulting Engineers DATE NO. REVISION BY 36 GRADING AND DRAINAGE PLAN SHEET J2,14 S&QkFr1'01NT,9,?1PF ,VO7 _7 9822J DESIGNED BY: DRAWN By: ARZINOTOV &A AL ENS OF E. SCOTT E. SCOTT Wft47 PROJECT NO. 170602 NOTES 1. Size the Below Inlet Grate Device(BIGD)for the storm water structure it R/vJ MIN.4'PERFORATED PIPE ROOF will service. IOD MIN INFILTRATION TRENCH INUIN 2, The BIGD shall have a built-in high-flow relief system(overflow bypass). (SEE NOTE 2) e'MAx, 3, The retrieval system must allow removal of the BIGD without spilling the collected material. 3 I % YARD DRAIN OM DRAINAGE GRATE- -TRIM TURNED DOWN ELBOW 4. Perform maintenance in accordance with Standard Specification 8-C1.3(15)- 2 PAN VIEW SOUO PIPE OR T'SECTION ROOF DRAIN GRATE FRAME-- _.- n. DRAINAGE GRATE RECTANGULAR GRATE SHOWN _.---RETRIEVAL SYSTEM(TYP.) L T4PIPE IXDIL E ON SEDIMENT AND DEBRIS fOVERFLOW BYPASS O p\ 6'MIN -t�� PLAN DBELOW INLET GRATE DEVICE +'.. 2'MIN IN PLUG RED OLE t�NtNWASHED ROC3/y 1 1/ IN CENTERED HOLE FINE MESH YARD DRAIN OR Ce 1 SCREEN SUMP W/SOLID Up FILTERED_/ RryV 3'MIN MA%100' 10'MIN--I WATER % z A 1 HIGH GROUNDWATER TABLE SEctiON VIEW o BELOW INLET GRATE DEVICE-J' `-OVERFLOW BYPASS(TYP) v NOTES: GEOTEXTILE COMPACTED 1. TRENCHES SHALL BE A MINIMUM EA 10'FROM 1 BACKflLL BUILDING,PROPERTY LINES,AND EASEMENTS. ASECTION N 2 PER 1,000 SQUARE THE FOULUMNGMIN(MUM FEET OF ROOFLENGTHLINEAR AREA BASED o P NOTES: —(—(— MIN.4' tut SOIL TYPE MAY ORATION USED FOR SIZING MIN.4'PERFORATED ON SOIL TYPE E MAY AEU TRENCHES. _N ly D PIPE COURSE SAND&COBBLES 20 LF PERMEABLE BALLAST PER WSDOT STD 9-03.9(2) 2 MIN WASHED ROCK MEDIUM SAND 30 LF ' n • • t'MIN FINE SAND,LOAMY SAND 75 LF ISOMETRIC VIEW Q2 SEE FIGURE 4.21N THE 2005 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON FOR SANDY LOAM 125 LF SECTION VIEW DETAILS.NOTE:THE MINIMUM 100LF OF ENTRANCE SHALL BE REDUCED TO THE MAXIMUM PRACTICABLE LOAM 90 LF NOT TO SCALE SIZE WHEN THEN SIZE OR CONFIGURATION OF THE SITE DOES NOT ALLOW THE FULL LENGTH(10OLF). 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH O3 EXISTING DRIVEWAY RAMP,OR SITE ACCESS ROAD 20'WIDE MIN.MATERIAL MUST BE EQUAL TO 2' WALLS MUST BE 6 FEET. OR BETTER THAN SPECIFIED IN NOTE 1. 4. ARNTRENCHES SHALL NOT BE BUILT ON STORM INLET PROTECTION Q A SEPARATION GEOTEXTILE SHALL BE PLACED UNDER THE SPACES TO PREVENT FINE SEDIMENT FROM SECTION A 1► SLaF+Es GREATER THAN 25 PERCENT. PUMPING UP INTO THE ROCK PAD.THE GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS: 5. SLOP G SLOPES GREATER THAN 25 PERCENT HAVE A NTS GRAB TENSILE STRENGTH(ASTM D4751) 200 PSI MIN. MINIMUM SETBACK OF 50'FOR INFILTRATION C GRAB TENSILE ELONGATION(ASTM D4632) 30%MAX. BENCHES MULLEN BURST STRENGTH(ASTM D3768-80A) 400 PSI MIN. y ars VV U`rMRNT OP PUBLIC 1r M ADS(ASTM D4751) 20-45(U.S.STANDARD SIEVE SIZE) 01T O♦ _ STANDARD DETAIL STANDARD DETAIL NUMBER RESIDENTIAL ROOF DRAIN INFILTRATION SD-140 3m Minimum Qr�• TRENCH Lath and flagging Straw bale 5 CONSTRUCTION ENTRANCE OO 0 on 3 sides 10 mil plastic lining Binding wire NTS Sandbag Staples Native material ll (2 per bale) (optional) Sam Sandbag Wood or Plywood 10 mil plastic lining metal stakes 1200 mm x 610 mm Wood post (2 per bale) painted white (89 mm x 89 mm Varies 0 At O q Lag screws x 2.4 m) CL �" PG64-22 HMA PORTLAND CEMENT inn Section B-B (12.5 mm) CONCRETE Black letters - ' : ° a .° a CONCRETE PAVEMENT F Berth I(WASHOUT 150 mm height e 0 915mm CRUSHED ° CRUSHED 0 O O O SURFACING PER a a' 4 E 10milpiasficlining Section A-A 915mm ` — — — WSDOT 9-03.9(3) ° SURFACING PER �� WSDOT 9-03.9(3) "5 Plan Notes: _ oo Stake(typ) 3m Minimum —III—I 1=1 =1 I I—III—III—III d' 1. Actual layout Concrete Washout Sign �• determined in the field SUBGRADE SUBGRADE Type"Below Grade" 2. A concrete washout — Detail(or equivalent) i—III—I I i—III—I I�_I i I—I I —� _ _ sign shall be installed • • • • -III=� �- I I' III—I I(—III—III—III—III—I I I within 10 m of the I 3m Minimum temporary concrete . • �_I I I I III—III I_'I I I—III—� =I washout facility. B , • B I—I((- dl Wood frame Varies �-•-50 mm g TB B securely fastened • (i —3.05 mm di around er with 2�mm I- steel wire n. perimeter with two • . ITN stakes 2 HOT MIX ASPHALT (HMA) 3 CONIC PAYMENT ° Varies 10 mil plastic lining Staple Detail a7. C4 NTS C4 NTS 10 mil plastic lining Notes: Straw bale 1. Actual layout 3 stake(typ.) (ryp,) determined the field. o CONSTRUCTION DRAWING APPROVAL Section B-B Plan 2. The concretea washout 10 mil plastic lining sign shall be installed a Two-stackedwithin 10 m ofthe THIS PLAN SHEET HAS BEEN REVIEWED AND 2x12 rough Plan temporary concrete washout facility. wood frame APPROVED PER THE CONDITIONS ON THE TITLE Type"Above Grade"with Wood Planks Type"Above Grade"with Straw Bales SHEET. .o NOT TO SCALE BY: yu >r 2 CITY ENGINEER.criYoF 4 CONCRETE WASH AREA DATE T: 111� 11 S AL IE VALM FGR is momim w C 2 NTS REFE PLAN CHECK BY DATE ^= �RF A co BUILDING ADDITION SHEETE NCE PEARSON MILLWORKS NO. S erraVista NW ILI 19311 59TH AVE NE, ARLINGTON, WA 98223 C6 > Consulting Engineers ;� 36 DETAILS SHEET DATE NO. REVISION BY J204 SNpYEYPGYNTOFYE/207 OF AAEINGIM WA AW22J ANAL ENS ao DESIGNED BY: DRAWN BY: 425-422-094a 7 E. SCOTT E. SCOTT #W7ERRAWSTANWLYM/ PROJECT NO. 170602 SHEETS FRAME AND GRATE(OR SOLID O p Do e�� STANQO,RDAR SEE D DEAPRILCABLE 4Q HMA PER DETAIL 2/C5 2'X4"X8'SOLID BRICK USED FOR FINAL ADJUSTMENT TO GRADE.6"HIGH MAX NOTES: 6"OR 6"PVC 1. CONCRETE INLET TO BE CONSTRUCTED IN FACTORY TEE 1"VENT HOLE WHEN 0 'P4• ACCORDANCE WITH ASTM C478&C89O f NOT CONNECTED TO SS UNLESS OTHERWISE SHOWN ON THE PLANS OR NOTED IN THE STANDARD SPECIFICATIONS.ALL CONCRETE SHALL BE CUSS 4000. _ tR� 2. REINFORCING SHALL BE EQUIVALENT TO 24" 6"OR 8" 5 WELDED WIRE FABRIC(WWF)HAVING A O PVC PLUG w -III-I Z MINIMUM AREA OF 012 SQUARE INCH PER FOOT.WWF SHALL� COMPLY TO ASTM A497. O -III- IIIbo - o KNOCKOUTS.NOT BE PLACED IN OCKOUTS. U I-� r- 6"CONCRETE RISER SECTION 2'MAXI.- I- 3. THE BOTTOM OF THE PRE-CAST BASE II ° O ° 0 ° ° ° ° SECTION MAY BE ROUNDED. - 4 O O O O O O O O O O 10 7y, 4. PRE-CAST BASES SHALL BE FURNISHED O°O°O°O°O°O°O Q O O O O O O O O O (- WITH CUTOUTS OR KNOCKOUTS. INLET• OUTLET CRUSHED _I o 0 0 0 0 0 0 0 _ KNOCKOUTS SHALL HAVE A WALL �N SURFACING PER o°o°o o°o°o°o° °o°o°o°0000°o _ THICKNESS IN C MIN.ALL PIPE SHALL BE 6I INSTALLED IN FACTORY PROVIDED 4 z ° Q O O O 0000 O KNOCKOUTS. TEDSIF KNOCKOUTS NEED WSDOT 9-03.9(3) = ° Q D O D O°O° O 0000 _ �E NOT DE GROUTED IF WALL IS LEFT INTACT. ADAPTOR T _ Q O Q O°O O O Q O°O°O°O°O° III- IE SD (SEE PLAN) PIPE JOINT p 5. KNOCKOUT OR CUTOUT HOLE SIZE IS O Q O O O ° EQUAL TO PIPE OUTSIDE DIAMETER PLUS EMBEDMENT STONE PER O O O O III-I CATCH BASIN WALL THICKNESS.KNOCKOUTS 6"OR 6"PVC PIPE .1 I I-I ° ° ° O O O _ 3 WSDOT SECTION 9-03.9(2) Q°Q°Q°Q° 0°000000 I to bs MAY BE ROUND OR'b"SHAPED AND MAY "PERMEABLE BALLAST" MilO O O O I- I I BE ON ALL 4 SIDES WITH MAXIMUM AC COLLAR -II ° ° ° ° O O O O L DIAMETER OF 28". OOOQ°°°Q°Qco 6 SIR EATO THEIMUM DEPTH PIPE INVE T ISE5'-O"S °°O°O°O TH III-III O O O _ °°°°°° I-III- ° ADS GEOSYNTH ETICS 601 T 0°Q°Q° o 0 0 W ]. THE TAPER AS THE SIDES OF THE III- (DO Q 0 0 III- PRE-CAST BASE SECTIONEXCEED AND RISER NON-WOVEN GEOTEXTILE O°O°o° / 6" RE UI PVC PIPE -III °°0000° ° I-III � SECTION SHAM NOT EXCEED 1 2"PER O FOOT. AS REQUIRED O ° X 8. FRAME AND GRATE SHALL BE IN 32" O°O°O _ r- TOP INLET ACCORDANCE WITH WSDOT/ TYPE 1L CB SPECIFICATIONS.MATING SURFACES SHALL = I= pp FABRICATED BE FINISHED TO ASSURE NON ROCKING FIT -III-III-III-III-III III-III- -III- I-III-WITH ANY COVER POSITION. END CAP 9. FRAME AND GRATE MAY BE INSTALLED WITH FOUNDATION STONE PER -I I I-I I I -� ,III-III-I I I III- . ^, FLANGE DOWN OR CAST INTO RISER. �- -1 �- 10.EDGE Of REDUCING SECTION OR BRICK WSDOT SECTION 9-03.9(2) -� 1=1 I I_ PRE-CAST BASE SECTION SHALL NOT BE MORE THAN 2"FROM (MEASUREMENT AT THE TOP OF THE BASE) VERTICAL EDGE OF CATCH BASIN WALL. PERMEABLE BALLAST" {y au[ DBPARIf�N'T OF PUBWC RDRH.4 yY ay.� DRPARTI�iT O!P_!ORBS 12" MIN O� Oy _ BTANDARD DETAIL Ol Op STANDARD DETAIL pn�ANo. STANDARD DETAIL NUMBER STANDARD DETAIL NUMBER SUBGRADE SEE NOTE 5 " CATCH BASIN TYPE 1L SD-�30 vptl�i STANDARD OIL/WATER SEPARATOR SD-12O SC-740 STORMTECH CHAMBER a Q D�o NOTES: " "�`Y W4,YNffiN 1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 7A "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL NOTES; STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FRAME AND GRATE(OR SOLID COVER), SEE APPLICABLE STANDARD DETAILS 1. CONCRETE INLET TO BE CONSTRUCTED IN FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION ACCORDANCE WITH ASTM C111&CHID 6'GASKETED CHAMBERS". rn UNLESS OTHERWISE SHOWN ON THE PLANS CAP OR NOTED IN THE STANDARD CAST IRON LOCKING FSPECIFICATIONS.ALL CONCRETE SHALL BE RING AND COVER w CLASS 4000. ONE SIZE LARGER 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 THAN PIPE DIA. 2. REINFORCING SHALL BE EQUIVALENT TO LABELED'SE ER' "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED (J WELDED WIRE FABRIC(WWF)HAVING A CUSS 4000 MINIMUM AREA OF 0,12 SQUARE INCH PER CONCRETE 30•SO PAVED WALL STORMWATER COLLECTION CHAMBERS". E FOOT.WWF SHALL COMPLY TO ASTM A497. 12* I__ WWF SHALL NOT BE PLACED IN KNOCKOUTS. 3. ALL STONE BACKFILL MUST BE CLEAN, CRUSHED, AND ANGULAR. I- Z 2'X4•%8"SOLID BRICK USED FOR FINAL 3 UNPAVED AREAS 4. SOILS SHALL BE COMPACTED TO 95% MODIFIED PROCTOR. ROLLER GROSS ADJUSTMENT TO GRADE,6•HIGH MAX. 3. THE BOTTOM OF THE PRE-CAST BASE s MAY BE ROUNDED. VEHICLE WEIGHT SHALL NOT EXCEED 12,000 LBS. DYNAMIC FORCE SHALL NOT 4. PRE-CAST $HST BASES SHALL FURNISHED MECHANICAL END J 1� WITH CUTOUTS OR KNOCKOUTS.a OF PIPE PLUG. OF 2-SHALL HAVE A WALL THICKNESS OF 2"MIN. WITH FIG. EXCEED 20,000 LBS. ALL PIPE SHALL BE INSTALLED IN FACTORY CHERNE TYPE PROVIDED KNOCKOUTS.UNUSED KNOCKOUTS GROUT 5. PLACE ADS GEOSYNTHETICS 315 WOVEN GEOTEXTILE OVER BEDDING STONE FOR 1 NEED NOT BE GROUTED IF WALL IS LEFT INTACT. HOME SCOUR PROTECTION AT PIPE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL (SEE NOTE 2) O 0 •s`' / TO PIPE OUTSIDE DIAMETER PLUS CATCH 10.5' FROM END CAP AND COVER CHAMBER FLOOR. FABRIC SHALL BE SECURED a `C BASIN WALL THICKNESS.KNOCKOUTS MAY TO THE CHAMBER TO PREVENT MOVEMENT OF FABRIC. BE ROUND OR'b"SHAPED AND MAY BE ED RISER SECTION} ON ALL d SIDES WITH MAXIMUM DIAMETER a TOF HxM". PAVED ARM 1 STORMTECH CHAMBER 6. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS 5'-0•.] � �� ANTS rn ^J,AN . THE TAPER ON THE SIDES OF THE PRE-CAST BASE SECTION AND RISER 1p^ SECTION SHALL NOT EXCEED 1/2"PER 20" FOOT, 3 B FRAME ND GR TE SHAM BE WSDO AP- 12"CAST IRON LOCKING RING AND COVER ACCORDCSPECIFICATIONS.MATING SURFACES SHALL OLYMPIC M1025 OR APPROVED EQUAL 0 BE FINISHED TO ASSURE NON-ROCKING FIT WITH NY COVER POSITION, 2 9. FRAME AND GRATE MAY BE INSTALLED WITH CONSTRUCTION DRAWING APPROVAL FLANGE DOWN OR CAST INTO RISER. NOTES: 0 10.EDGE OF RISER OR BRICK SHALL NOT BE 1. CLEAN-OUT PIPE AND FRTNGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. THIS PLAN SHEET HAS BEEN REVIEWED AND CATCH THAN 2WALL M VERTICAL EDGE OF APPROVED PER THE CONDITIONS ON THE TITLE 77 _ 2. A SANITARY TEE.SWEEP,OR STRAIGHT TEE IS NOT ACCEPTABLE. SHEET. ". 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO ` 1 n PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONFLICTS WITH OTHER UTILITIES WHEN SERVICE TO BY:^ %L a PRE-CAST BASE SECTION BUILDING IS ACCOMPLISHED. (MEASUREMENT AT THE TOP OF THE BASE) Z CITY ENGINM`CITY OF ARLINGM `�qy O♦ w". DRPARlYRN'f 0!PUBLIC WOR® STANDARD DETAIL OlSY Oy T ANDA OF PUBLIC 1TORA'M $TANOARD DETAIL STANDARD DETAIL NUMBER o.,< "mN"T STANDARD DETAIL NUMBER DATE: 1 13 � THIS APPROVAL VALID FOR IS MONTHS CATCH BASIN TYPE 1 SD-020 o+tl-Ot SEWER CLEANOUT SS-080 ILO E PLAN CHECK BY DATE REFERENCE J S� PEARSON MILLWORKS BUILDING ADDITION SHEET NO. erraVista NW LLC 19311 59TH AVE NE, ARLINGTON, WA 98223 C7 DATE NO. REVISION BY Consulting Engineers ;00 36 DETAILS SHEET .7204!,S1/OYEYPQTNT A4/l2;/207 7 0 DESIGNED BY: DRAWN BY: AR[/NCTGW, AV4 B6P22JCL ONgL ENS OF E. SCOTT E. SCOTT #W7a,4WSrANNaW PROJECT NO. 170602 7 SHEETS i AXTHE-1 OP ID: ED CERTIFICATE OF LIABILITY INSURANCE DATE 7 17 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Phone: 360-755-0631 NAME:cr Wallace&Associates NAME: P.O.Box 4051200 Fairhaven Fax:360-755-9389 P41CHONE. Ex A/C No Burlington,WA 98233 E-MAIL Eric Dykstra ADDRESS: INSURER 5 AFFORDING COVERAGE NAIC q INSURER A:Ohio Security Insurance Co INSURED Axthelrn Box 29 nstruction Inc INSURER B: Mount Vernon,WA 98273 INSURER C: INSURER D INSURER E INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INTR TYPE OF INSURANCE DDL UBR POLICY NUMBER MMLDDIIYEYYY MMIDDY� LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,00 A X COMMERCIAL GENERAL LIABILITY X X BKS57541986 12/31/2016 12/31/2017 DAMAGE 0 PREMISES Roccurrence $ 100,00 CLAIMS-MADE ENTE I OCCUR MED EXP(Any one person) $ 5,00 X Stop Gap PERSONAL&ADV INJURY $ 1,000,00 GENERAL AGGREGATE $ 2,000,00 GENI AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OPAGG $ 2,000,00 POLICY X PRO M LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT 10 Ea accident , 00,00 A X ANY AUTO BAW57541986 12/31/2016 12/31/2017 BODILY INJURY(Per person) $ ALL OWNED SCHEDULED AUTOS AUTOS BODILY INJURY(Per accident) $ X HIRED AUTOS Ix NON-OWNED PROPERTY DAMAGE $ AUTOS Per accident X UMBRELLA LIAB OCCUR EACH OCCURRENCE $ 1,000,00 X A EXCESS LIAB CLAIMS-MADE US057541986 12/31/2016 12/31/2017 AGGREGATE $ 1,000,00 DED I X I RETENTION$ 10,000 $ WORKERS COMPENSATION STATU- X OTH- AND EMPLOYERS'LIABILITY TORWC Y LIMIT PER A ANY PROPRIETOR/PARTNER/EXECUTIVE YIN N/A BKS57541986 12/31/2016 12/31/2017 E.L.EACH ACCIDENT $ 1,000,00 D?OFFICER/MEMBER EXCLUDE (Mandatory In NH) E.L.DISEASE-EA EMPLOYEd$ 1,000,00 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 2,000,00 A Inland Marine BKS57541986 12/3112016 12131/2017 Leased Equipment 100,00 DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space Is required) Pearson Millwork Inc, 59th Holdings LLC and Heritage Bank NW listed as Primary and Non Contributory Additional Insured to include Waiver of Subrogation as required by written agreement per attached CG8810. CERTIFICATE HOLDER CANCELLATION PEARSON SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Millwork Inc THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Pearson M PO Box 3246 illACCORDANCE WITH THE POLICY PROVISIONS. Arlington,WA 98223 AUTHORIZED REPRESENTATIVE ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05) The ACORD name and logo are registered marks of ACORD I. COMMERCIAL GENERAL LIABILITY CG 88 10 04 13 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. COMMERCIAL GENERAL LIABILITY EXTENSION This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART INDEX SUBJECT PAGE NON-OWNED AIRCRAFT 2 NON-OWNED WATERCRAFT 2 PROPERTY DAMAGE LIABILITY -ELEVATORS 2 EXTENDED DAMAGE TO PROPERTY RENTED TO YOU (Tenant's Property Damage) 2 MEDICAL PAYMENTS EXTENSION 3 EXTENSION OF SUPPLEMENTARY PAYMENTS -COVERAGES A AND B 3 ADDITIONAL INSUREDS -BY CONTRACT, AGREEMENT OR PERMIT 3 PRIMARY AND NON-CONTRIBUTORY- ADDITIONAL INSURED EXTENSION 5 ADDITIONAL INSUREDS - EXTENDED PROTECTION OF YOUR "LIMITS OF INSURANCE" 6 WHO IS AN INSURED -INCIDENTAL MEDICAL ERRORSIMALPRACTICE AND WHO IS AN INSURED -FELLOW EMPLOYEE EXTENSION -MANAGEMENT EMPLOYEES 6 NEWLY FORMED OR ADDITIONALLY ACQUIRED ENTITIES 7 FAILURE TO DISCLOSE HAZARDS AND PRIOR OCCURRENCES 7 KNOWLEDGE OF OCCURRENCE, OFFENSE,CLAIM OR SUIT 7 LIBERALIZATION CLAUSE 7 BODILY INJURY REDEFINED 7 EXTENDED PROPERTY DAMAGE 8 WAIVER OF TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US - 8 WHEN REQUIRED IN A CONTRACT OR AGREEMENT WITH YOU © 2013 Liberty Mutual Insurance CG 88 10 04 13 Includes copyrighted material of Insurance Services Office,Inc.,with its permission. Page 1 of 8 With respect to coverage afforded by this endorsement, the provisions of the policy apply unless modified by the endorsement. A. NON-OWNED AIRCRAFT Under Paragraph 2. Exclusions of Section I - Coverage A - Bodily Injury And Property Damage Liability, exclusion g.Aircraft, Auto Or Watercraft does not apply to an aircraft provided: 1. It is not owned by any insured; 2. It is hired, chartered or loaned with a trained paid crew; 3. The pilot in command holds a currently effective certificate, issued by the duly constituted authority of the United States of America or Canada, designating her or him a commercial or airline pilot; and 4. It is not being used to carry persons or property for a charge. >� However, the insurance afforded by this provision does not apply if there is available to the insured other valid and collectible insurance, whether primary, excess'(other than insurance written to apply specifically -— in excess of this policy), contingent or on any other basis, that would also apply to the loss covered under this provision. B. NON-OWNED WATERCRAFT -- Under Paragraph 2. Exclusions of Section I-Coverage A-Bodily Injury And Property Damage Liability, 8 — Subparagraph (2) of exclusion g. Aircraft, Auto Or Watercraft is replaced by the following: This exclusion does not apply to: (2) A watercraft you do not own that is: (a) Less than 52 feet long; and (b) Not being used to carry persons or property for a charge. C. PROPERTY DAMAGE LIABILITY-ELEVATORS 1. Under Paragraph 2. Exclusions of Section I - Coverage A- Bodily Injury And Property Damage Liabil- ity, Subparagraphs (3), (4) and (6) of exclusion J. Damage To Property do not apply if such "property damage" results from the use of elevators. For the purpose of this provision, elevators do not include vehicle lifts. Vehicle lifts are lifts or hoists used in automobile service or repair operations. 2. The following is added to Section IV - Commercial General Liability Conditions, Condition 4. Other Insurance, Paragraph b. Excess Insurance: The insurance afforded by this provision of this endorsement is excess over any property insurance, whether primary, excess, contingent or on any other basis. D. EXTENDED DAMAGE TO PROPERTY RENTED TO YOU (Tenant's Property Damage) If Damage To Premises Rented To You is not otherwise excluded from this Coverage Part: 1. Under Paragraph 2. Exclusions of Section I-Coverage A-Bodily Injury and Property Damage Liability: a. The fourth from the last paragraph of exclusion j. Damage To Property is replaced by the follow- ing: Paragraphs (1), (3) and (4) of this exclusion do not apply to "property damage" (other than damage by fire, lightning, explosion, smoke, or leakage from an automatic fire protection system) to: (i) Premises rented to you for a period of 7 or fewer consecutive days; or (it) Contents that you rent or lease as part of a premises rental or lease agreement for a period of more than 7 days. Paragraphs (1), (3) and (4) of this exclusion do not apply to "property damage" to contents of premises rented to you for a period of 7 or fewer consecutive days. A separate limit of Insurance applies to this coverage as described in Section III - Limits of Insurance. © 2013 Liberty Mutual Insurance CG 88 10 04 13 Includes copyrighted material of Insurance Services Office,Inc„with its permission. Page 2 of 8 b. The last paragraph of subsection 2. Exclusions is replaced by the following: Exclusions c. through n. do not apply to damage by fire, lightning, explosion, smoke or leakage from automatic fire protection systems to premises while rented to you or temporarily occupied by you with permission of the owner. A separate limit of insurance applies to Damage To Premises Rented To You as described in Section III -Limits Of Insurance. 2. Paragraph 6.under Section III -Limits Of Insurance is replaced by the following: 6. Subject to Paragraph 5. above, the Damage To Premises Rented To You Limit is the most we will pay under Coverage A for damages because of "property damage" to: a. Any one premise: (1) While rented to you; or (2) While rented to you or temporarily occupied by you with permission of the owner for damage by fire, lightning, explosion, smoke or leakage from automatic protection sys- tems; or b. Contents that you rent or lease as part of a premises rental or lease agreement. 3. As regards coverage provided by this provision D. EXTENDED DAMAGE TO PROPERTY RENTED TO YOU (Tenant's Property Damage) -Paragraph 9.a. of Definitions is replaced with the following: 9.a. A contract for a lease of premises. However, that portion of the contract for a lease of premises that indemnifies any person or organization for damage by fire, lightning, explosion, smoke, or leakage from automatic fire protection systems to premises while rented to you or temporarily occupied by you with the permission of the owner, or for damage to contents of such premises that are included in your premises rental or lease agreement, is not an "insured contract'. E. MEDICAL PAYMENTS EXTENSION If Coverage C Medical Payments is not otherwise excluded, the Medical Payments provided by this policy are amended as follows: Under Paragraph 1. Insuring Agreement of Section I -Coverage C -Medical Payments, Subparagraph (b)of Paragraph a. is replaced by the following: (b) The expenses are incurred and reported within three years of the date of the accident; and F. EXTENSION OF SUPPLEMENTARY PAYMENTS -COVERAGES A AND B 1. Under Supplementary Payments -Coverages A and B, Paragraph 1.b. is replaced by the following: b. Up to $3,000 for cost of bail bonds required because of accidents or traffic law violations arising out of the use of any vehicle to which the Bodily Injury Liability Coverage applies. We do not have to furnish these bonds. 2. Paragraph 1.d. is replaced by the following: d. All reasonable expenses incurred by the insured at our request to assist us in the investigation or defense of the claim or "suit', including actual loss of earnings up to $500 a day because of time off from work. G. ADDITIONAL INSUREDS -BY CONTRACT, AGREEMENT OR PERMIT 1. Paragraph 2. under Section Il -Who Is An Insured is amended to include as an insured any person or organization whom you have agreed to add as an additional insured in a written contract, written agreement or permit. Such person or organization is an additional insured but only with respect to liability for "bodily injury", "property damage" or "personal and advertising injury" caused in whole or in part by: a. Your acts or omissions, or the acts or omissions of those acting on your behalf, in the performance of your on going operations for the additional insured that are the subject of the written contract or written agreement provided that the "bodily injury" or "property damage" occurs, or the "per- sonal and advertising injury" is committed, subsequent to the signing of such written contract or written agreement; or m 2013 Liberty Mutual Insurance CG 88 10 04 13 Includes copyrighted material of Insurance Services Office,Inc.,with its permission. Page 3 of 8 b. Premises or facilities rented by you or used by you; or C. The maintenance, operation or use by you of equipment rented or leased to you by such person or organization; or d. Operations performed by you or on your behalf for which the state or political subdivision has issued a permit subject to the following additional provisions: (1) This insurance does not apply to "bodily injury", "property damage", or "personal and ad- vertising injury" arising out of the operations performed for the state or political subdivision; (2) This insurance does not apply to "bodily injury" or "property damage" included within the "completed operations hazard". (3) Insurance applies to premises you own, rent, or control but only with respect to the following hazards: (a) The existence, maintenance, repair, construction, erection, or removal of advertising R signs, awnings, canopies, cellar entrances, coal holes, driveways, manholes, marquees, A — hoist away openings, sidewalk vaults, street banners, or decorations and similar expo- sures; or (b) The construction, erection, or removal of elevators; or a (c) The ownership, maintenance, or use of any elevators covered by this insurance. However: 1. The insurance afforded to such additional insured only applies to the extent permitted by law; and 2. If coverage provided to the additional insured is required by a contract or agreement, the insur- ance afforded to such additional insured will not be broader than that which you are required by the contract or agreement to provide for such additional insured. With respect to Paragraph 1.a. above, a person's or organization's status as an additional insured under this endorsement ends when: (1) All work, including materials, parts or equipment furnished in connection with such work, on the project (other than service, maintenance or repairs) to be performed by or on behalf of the additional insured(s) at the location of the covered operations has been completed; or (2) That portion of "your work" out of which the injury or damage arises has been put to its intended use by any person or organization other than another contractor or subcontractor engaged in performing operations for a principal as a part of the same project. With respect to Paragraph 1.b. above, a person's or organization's status as an additional insured under this endorsement ends when their written contract or written agreement with you for such premises or facilities ends. With respects to Paragraph 1.c. above, this insurance does not apply to any "occurrence" which takes place after the equipment rental or lease agreement has expired or you have returned such equipment to the lessor. The insurance provided by this endorsement applies only if the written contract or written agreement is signed prior to the "bodily injury" or "property damage". We have no duty to defend an additional insured under this endorsement until we receive written notice of a "suit" by the additional insured as required in Paragraph b. of Condition 2. Duties In the Event Of Occurrence, Offense, Claim Or Suit under Section IV - Commercial General Liability Condi- tions. © 2013 Liberty Mutual Insurance CG 88 10 04 13 Includes copyrighted material of Insurance Services Office,Inc.,with Its permission. Page 4 of 8 2. With respect to the insurance provided by this endorsement, the following are added to Paragraph 2. Exclusions under Section 1 -Coverage A-Bodily Injury And Property Damage Liability: This insurance does not apply to: a. "Bodily injury" or "property damage" arising from the sole negligence of the additional insured, b. "Bodily injury" or "property damage" that occurs prior to you commencing operations at the location where such "bodily injury" or "property damage" occurs. c. "Bodily injury", "property damage" or "personal and advertising injury" arising out of the render- ing of, or the failure to render, any professional architectural, engineering or surveying services, including: (1) The preparing, approving, or failing to prepare or approve, maps, shop drawings, opinions, reports, surveys, field orders, change orders or drawings and specifications; or (2) Supervisory, inspection, architectural or engineering activities. This exclusion applies even if the claims against any insured allege negligence or other wrongdoing in the supervision, hiring, employment, training or monitoring of others by that insured, if the "occur- rence" which caused the "bodily injury" or "property damage", or the offense which caused the "personal and advertising injury", involved the rendering of, or the failure to render, any professional architectural, engineering or surveying services. d. "Bodily injury" or "property damage" occurring after: (1) All work, including materials, parts or equipment furnished in connection with such work, on the project (other than service, maintenance or repairs) to be performed by or on behalf of the additional insured(s) at the location of the covered operations has been completed; or (2) That portion of "your work" out of which the injury or damage arises has been put to its intended use by any person or organization other than another contractor or subcontractor engaged in performing operations for a principal as a part of the same project. e. Any person or organization specifically designated as an additional insured for ongoing operations by a separate ADDITIONAL INSURED -OWNERS, LESSEES OR CONTRACTORS endorsement is- sued by us and made a part of this policy. 3. With respect to the insurance afforded to these additional insureds, the following is added to Section III -Limits Of Insurance: If coverage provided to the additional insured is required by a contract or agreement, the most we will pay on behalf of the additional insured is the amount of insurance: a. Required by the contract or agreement; or b. Available under the applicable Limits of Insurance shown in the Declarations; whichever is less. This endorsement shall not increase the applicable Limits of Insurance shown in the Declaratio ns. H. PRIMARY AND NON-CONTRIBUTORY ADDITIONAL INSURED EXTENSION This provision applies to any person or organization who qualifies as an additional insured under any form or endorsement under this policy. Condition 4. Other Insurance of SECTION IV -COMMERCIAL GENERAL LIABILITY CONDITIONS is amend- ed as follows: a. The following is added to Paragraph a. Primary Insurance: If an additional insured's policy has an Other Insurance provision making its policy excess, and you have agreed in a written contract or written agreement to provide the additional insured coverage on a primary and noncontributory basis, this policy shall be primary and we will not seek contribution from the additional insured's policy for damages we cover. © 2013 Liberty Mutual Insurance CG 88 10 04 13 Includes copyrighted material of Insurance Services Office,Inc.,with its permission. Page 5 of 8 b. The following is added to Paragraph b. Excess Insurance: When a written contract or written agreement, other than a premises lease, facilities rental contract or agreement, an equipment rental or lease contract or agreement, or permit issued by a state or political subdivision between you and an additional insured does not require this insurance to be primary or primary and non-contributory, this insurance is excess over any other insurance for which the addi- tional insured is designated as a Named Insured. Regardless of the written agreement between you and an additional insured, this insurance is excess over any other insurance whether primary, excess, contingent or on any other basis for which the additional insured has been added as an additional insured on other policies. Imp I. ADDITIONAL INSUREDS -EXTENDED PROTECTION OF YOUR "LIMITS OF INSURANCE" This provision applies to any person or organization who qualifies as an additional insured under any form or endorsement under this policy, 1. The following is added to Condition 2. Duties In The Event Of Occurrence, Offense, Claim or Suit: An additional insured under this endorsement will as soon as practicable: a. Give written notice of an 'occurrence" or an offense that may result in a claim or "suit" under this insurance to us; s b. Tender the defense and indemnity of any claim or "suit" to all insurers whom also have insurance available to the additional insured; and c. Agree to make available any other insurance which the additional insured has for a loss we cover under this Coverage Part. d. We have no duty to defend or indemnify an additional insured under this endorsement until we receive written notice of a"suit" by the additional insured. 2. The limits of insurance applicable to the additional insured are those specified in a written contract or written agreement or the limits of insurance as stated in the Declarations of this policy and defined in Section III - Limits of Insurance of this policy, whichever are less. These limits are inclusive of and not in addition to the limits of insurance available under this policy. J. WHO IS AN INSURED -INCIDENTAL MEDICAL ERRORS 1 MALPRACTICE WHO IS AN INSURED -FELLOW EMPLOYEE EXTENSION -MANAGEMENT EMPLOYEES Paragraph 2.a.(1) of Section II -Who Is An Insured is replaced with the following: (1) 'Bodily injury" or "personal and advertising injury": (a) To you, to your partners or members (if you are a partnership or joint venture), to your members (if you are a limited liability company), to a co-"employee" while in the course of his or her employ- ment or performing duties related to the conduct of your business, or to your other "volunteer workers" while performing duties related to the conduct of your business; (b) To the spouse, child, parent, brother or sister of that co-"employee" or "volunteer worker" as a consequence of Paragraph (1) (a) above; (c) For which there is any obligation to share damages with or repay someone else who must pay damages because of the injury described in Paragraphs (1) (a) or (b) above; or (d) Arising out of his or her providing or failing to provide professional health care services. However, if you are not in the business of providing professional health care services or providing profes- sional health care personnel to others, or if coverage for providing professional health care ser- vices is not otherwise excluded by separate endorsement, this provision (Paragraph (d))does not apply. Paragraphs (a) and (b) above do not apply to "bodily injury" or "personal and advertising injury" caused by an "employee" who is acting In a supervisory capacity for you. Supervisory capacity as used herein means the "employee's" job responsibilities assigned by you, includes the direct supervision of other "employ- ees" of yours. However, none of these "employees" are insureds for "bodily injury" or "personal and © 2013 Liberty Mutual Insurance CG 88 10 04 13 Includes copyrighted material of Insurance Services Office,Inc.,with its permission. Page 6 of 8 advertising injury" arising out of their willful conduct, which is defined as the purposeful or willful intent to cause "bodily injury" or "personal and advertising injury", or caused in whole or in part by their intoxica- tion by liquor or controlled substances. The coverage provided by provision J. is excess over any other valid and collectable insurance available to your "employee". K. NEWLY FORMED OR ADDITIONALLY ACQUIRED ENTITIES Paragraph 3.of Section II -Who Is An Insured is replaced by the following: 3. Any organization you newly acquire or form and over which you maintain ownership or majority interest, will qualify as a Named Insured if there is no other similar insurance available to that organization. However: a. Coverage under this provision is afforded only until the expiration of the policy period in which the entity was acquired or formed by you; b. Coverage A does not apply to "bodily injury" or "property damage" that occurred before you acquired or formed the organization; and c. Coverage B does not apply to "personal and advertising injury" arising out of an offense committed before you acquired or formed the organization. d. Records and descriptions of operations must be maintained by the first Named Insured. No person or organization is an insured with respect to the conduct of any current or past partnership, joint venture or limited liability company that is not shown as a Named Insured in the Declarations or qualifies as an insured under this provision. L. FAILURE TO DISCLOSE HAZARDS AND PRIOR OCCURRENCES Under Section IV -Commercial General Liability Conditions, the following is added to Condition 6. Repre- sentations: Your failure to disclose all hazards or prior 'occurrences" existing as of the inception date of the policy shall not prejudice the coverage afforded by this policy provided such failure to disclose all hazards or prior 'occurrences" is not intentional. M. KNOWLEDGE OF OCCURRENCE, OFFENSE, CLAIM OR SUIT Under Section IV - Commercial General Liability Conditions, the following is added to Condition 2. Duties In The Event of Occurrence, Offense, Claim Or Suit: Knowledge of an 'occurrence", offense, claim or "suit" by an agent, servant or "employee" of any insured shall not in itself constitute knowledge of the insured unless an insured listed under Paragraph 1. of Section II -Who Is An Insured or a person who has been designated by them to receive reports of "occurrences", offenses, claims or "suits" shall have received such notice from the agent, servant or "employee". N. LIBERALIZATION CLAUSE If we revise this Commercial General Liability Extension Endorsement to provide more coverage without additional premium charge, your policy will automatically provide the coverage as of the day the revision is $ effective in your state. O. BODILY INJURY REDEFINED Under Section V -Definitions, Definition 3. is replaced by the following: 3. 'Bodily Injury" means physical injury, sickness or disease sustained by a person. This includes mental anguish, mental injury, shock, fright or death that results from such physical injury, sick- ness or disease. © 2013 Liberty Mutual Insurance CG 88 10 04 13 Includes copyrighted material of Insurance Services Office,Inc.,with its permission. Page 7 of 8 P. EXTENDED PROPERTY DAMAGE Exclusion a. of COVERAGE A. BODILY INJURY AND PROPERTY DAMAGE LIABILITY is replaced by the following: a. Expected Or Intended Injury "Bodily injury" or "property damage" expected or intended from the standpoint of the insured. This exclusion does not apply to "bodily injury" or "property damage" resulting from the use of reasonable force to protect persons or property. Q. WAIVER OF TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US - WHEN REQUIRED IN A CONTRACT OR AGREEMENT WITH YOU 3� Under Section IV - Commercial General Liability Conditions, the following is added to Condition 8. Trans- fer Of Rights Of Recovery Against Others To Us: We waive any right of recovery we may have against a person or organization because of payments we make for injury or damage arising out of your ongoing operations or "your work" done under a contract with that person or organization and included in the "products-completed operations hazard" provided: 1. You and that person or organization have agreed in writing in a contract or agreement that you waive such rights against that person or organization; and s 2. The injury or damage occurs subsequent to the execution of the written contract or written agree- ment. N O © 2013 Liberty Mutual Insurance CG 88 10 04 13 Includes copyrighted material of Insurance Services Office,Inc.,with its permission. Page 8 of 8 Civil File Checklist Performance Bond Required: No Amount: Describe: Maintenance Bond Required: No Amount: Describe: As-built required: Yes-storm Bill of Sale required: No W/S/SS ROW Permit: No ROW Dedication: No AFN: Easement: No AFN: Action Date Comments Sent Notes Intake Submittal 9/25/2017 10/6/2017 2nd Round Submittal 10/24/2017 10/27/2017 3rd Round Submittal 11/2/2017 Performance Bond Request N/A Performance Bond Received N/A Material Submittals N/A Contractor Business License Yes Contractor Proof of Insurance DOE Stormwater Permit N/A CESCL N/A ROW Permit Issued N/A Construction Plans Approved 11/3/2017 Pre-Construction Meeting 11/6/2017 No As-built Review Construction Complete Easement Dedication Required Request CAD File Send PDF's &CAD to GIS Maintenance Bond Request Maintenance Bond Received Performance Bond Released As-built Review Construction Complete Easement Dedication Required N/A As-built Review Bills of Sale As-built for storm only Dedications Easements Draft As-built Resubmittal As-built Plans Signed Request AutoCAD Files Dedications Easements Recorded Prepare Bills of Sale for Notary Final Bill of Sales to Finance&GIS Send PDF's &CAD to GIS Maintenance Bond Released Page 11 7/17REV Civil File Checklist Page 12 7/17REV i PRE-CONSTRUCTION MEETING AGENDA Community & Economic Development City of Arlington • 18204 59th Avenue NE • Arlington, WA 98223 • Phone (360)403 3551 Project Name: Pearson Millworks Project No.: PWD1131 Date: 11/6/2017 1) Submittal Documents Contractor contacts and 24 hr emergency numbers Proof of insurance listing the City of Arlington as additional insured N/A Performance Bond must be on file On file Contractor's License N/A Drafts of easements and dedications must be in for review N/A Copies of other agency permits or proof that the application is in progress N/A One week prior to the pre-construction meeting. Submittals for all materials and subcontractor approvals N/A Department of Ecology General Construction Stormwater Permit N/A CESCL Name: CESCL# 2) N/A Right of Way Permits 3) Call for locates 811 4) Inspection scheduling and frequency 5) Online Copy of the City of Arlington Design and Construction Standards and Specifications or show proof of ownership. (Available online) 6) Inspections shall include, but are not be limited to: General Inspections - Kevin Olander - 360-913-5546 Traffic Control and Drainage/Erosion (TESC) Curb/Gutter/Sidewalk/Driveway Installation Methods Grade compaction, preparation and approval Staking Requirements Staking requirements Bedding Curb ramp location approval Suitability of native backfill & compaction Source/Mix Design/Truck Tickets requirements Workmanship Materials Testing (if required) Will CDF be required? Protection from weather and vandalism Lamping and videotaping if required Grade compaction, preparation and approval Suitability of native backfill & compaction requirements Irrigation Roadway Materials Subgrade preparation, approval & compaction Approval prior to backfill results Top course requirements, approval & compaction Revised 10/2016 results Blue tops (if required) Source/Mix Design/Truck Tickets ATB & CL. B installation requirements & approval Workmanship & protection until cured Landscaping Striping, Signage and Permanent Barricades Planting schedule and methods Paint/Thermoplastics/RPM's Approve changes, additions and/or deletions Workmanship & protection until cured Onsite inspection prior to and during planting MUTCD Required • Verify root barrier installation Posts and installation requirements • Planting methods & before planting mulch Sign duplicates installation Monumentation • Staking & top mulch installation Inspect final grade for lawn installation (Hydro seed/sod) Inspect miscellaneous landscape items Final Inspection Lighting Fencing Sewer Inspections - 360-403-3508 or Jay Lemke 425-754-7443 Installation methods Materials Staking requirements Will CDF be required? Bedding Testing Suitability of native backfill & compaction requirements Water Inspections - Gary Schlagel 360-403-3529 or 360-403-3526 Installation methods Materials FDC/Fire Department Connection (F) Thrust blocks Staking requirements Testing & Purity Bedding (if required) Hydrant RPM's • Water/Sewer connection fees must be paid prior to meter installation and side sewer inspection. Call the Permit Center for more information • Bulk hydrant use contact 360-403-3526 • Inspections may be charged at $127.00 per hour, '/z hour minimum PLEASE BE ADVISED! FAILURE TO CALL FOR INSPECTION MAY RESULT IN WORK BEING LEFT EXPOSED AND/OR REMOVED AND RECONSTRUCTED It is the responsibility of the Owner, Developer and Contractor to call and arrange for appropriate inspections. Onsite tailgate meetings with each individual inspector prior to installation of their related facilities are MANDATORY. Those persons who are actually performing the work are required to attend. Revised 10/2016 PRE-CONSTRUCTION MEETING AGENDA a Community& Economic Development City of Arlington • 18204 59"'Avenue NE • Arlington, WA 98223 Phone (360)403 3551 Project Name: Pearson Millworks Project No.: PWD1131 Date: 11/6/2017 1) Submittal Docume D Contractor contacts and 24 hr emergency numbers Proof of insurance listing the City of Arlington as additional insured N/A Performance Bond must be on file On file Contractor's License N/A Drafts of easements and dedications must be in for review N/A Copies of other agency permits or proof that the application is in progress N/A One week prior to the pre-construction meeting. Submittals for all materials and subcontractor approvals N/A Department of Ecology General Construction Stormwater Permit N/A CESCL Name: CESCL# 2) N/A Right of Way Permits 3) Call for locates 811 4) Inspection scheduling and frequency 5) Online Copy of the City of Arlington Design and Construction Standards and Specifications or show proof of ownership. (Available online) 6) Inspections shall include, but are not be limited to: General Inspections -Kevin Olander-360-913-5546 Traffic Control and Drainage/Erosion (TESC) Curb/Gutter/Sidewalk/Driveway Installation Methods ff CAI Grade compaction, preparation and approval Staking Requirements _. Staking requirements Bedding ` Curb ramp location approval Suitability of native backfill & compaction Source/Mix Design/Truck Tickets requirements �a _ k�`„'�d Workmanship Materials (�`- Testing (if required) Will CDF be required? Mb yq ' Protection from weather and vandalism Lamping and videotaping if required , Grade compaction, preparation and approval Suitability of native backfill & compaction requirements Irrigation Roadway Materials Subgrade preparation, approval & compaction Approval prior to backfill results Top course requirements, approval & compactio ice^ 1� W� ev sed l 1 v� V results ✓ A n Blue tops required) Source/Mix Design/Truck Tickets ` J ATB & CL. B installation requirements & approval Workmanship & protection until cured "11 Or' r 1 n� iC+rrnrnn Cinn� n nnA Dnr nnnn4 R�rricades �nrJ�r�nin '1 ' Sv VpJGr g11VgV 411M I 411r11GII�i11L YCi111VM�i Planting schedule and methods Paint/Thermoplastics/RPM's Approve changes, additions and/or deletions Workmanship & protection until cured Onsite inspection prior to and during piaritirig iviuTCD Required • Verify root barrier installation I Posts and installation requirements • Planting methods & before planting mulch` Sign duplicates installation \ Monumentation • Staking &top mulch installation Inspect final grade for lawn installation (Hydro seed/sod) Inspect miscellaneous landscape items Final Inspection Lighting Fencing Sewer Inspections -360-403-3508 or Jay Lemke 425-764-7443 Installation methods Materials Staking requirements Will CDF be required? Bedding Testing Suitability of native backfill & compaction requirements Water Inspections -Gary Schlagel 360-403-3529 or 360-403-3526 Installation methods Materials FDC/Fire Department Connection (F) Thrust blocks Staking requirements Testing & Purity Bedding (if required) Hydrant RPM's • Water/Sewer connection fees must be paid prior to meter installation and side sewer inspection. Call the Permit Center for more information • Bulk hydrant use contact 360-403-3526 • Inspections may be charged at$127.00 per hour, Yz hour minimum PLEASE BE ADVISED! FAILURE TO CALL FOR INSPECTION MAY RESULT IN WORK BEING LEFT EXPOSED AND/OR REMOVED AND RECONSTRUCTED It is the responsibility of the Owner, Developer and Contractor to call and arrange for appropriate inspections. Onsite tailgate meetings with each individual inspector prior to installation of their related facilities are MANDATORY. Those persons who are actually performing the work are required to attend. r Revised 10/2016 r .Y O ,vC,;J Inspector's Daily Report IDR Sheet of Sheets Contract SR Nos. D Da Pilot Travel Center, #1103 (l�' C_, Weather(See Instructions) AM v '`1 PM #JN Prime Contractor Representative/Title A Pilot - John Irons Subcontractor or Lower Tier Sub A r'd DBE Representative/Title B. C. D. E. Work Activity Summa Pay Note Made Today? Description and Location ❑ No-Work not complete. Will complete 14 TAP,C(C P r✓ -LC� �a u� -,T2`M p� . Paynote on completion or at estimte cutoff, ❑No-LS Item. Work is not completed. Will complete paynote on completion or percentage at estimate cutoff. NOTE:An 'No-below will be explained in Diary. Required Backup Samples Taken Malls Documentation Approved Item, Descri tion, and Location of Work (No,rE:.Any"NO"is to be explained in Diary) Matis Source Approved Item No. Contract Rem Description Location YIN YIN YIN YIN Contractor's Equipment Operating Contractor's ID A-E,see above No. Equipment-ID No.and Description O r Stdby Down Idle Contractor's Workforce Operating Contractor's ID A-E, see above Number I Total Hours Number Laborers Carpenters Operators Teamsters Ironworkers Masons Flaggers Electricians Male Female I Appr Tmee Traffic Control Was Traffic Control Required Today? ❑Yes ❑No Was WZTC according to approved TCP? ❑Yes ❑No Photos/Videos taken Today? El Yes El No Do all Flaggers and Spotters have current flagging card? ❑Yes ❑No Inspector's On Site Hours A 1.0- From Ins�e,tor To Reviewed By i `>Y O '?QNG;�z Inspector's Daily Report IDR Sheet of Sheets Contract SR Nos. Pilot Travel Center, #1103 ,�} 'C Date Weather(See Instructions) AM PM Prime Contractor Representative/Title A Pilot - John Irons Subcontractor or Lower Tier Sub Apped DBE Representative/Title B. C. D. E. Work Activity Summary Pay Note Made Today? Description and Location ❑No-Work not complete. Will complete _T 61A/V40 7�k)S P -7= P-,- Paynote on completion or at estimte cutoff. ❑No-LS Item. Work is not completed. uS C T3 1 (1 'Z Z Z'Sir-- EX rvWV0,N!,_ Will complete paynote on completion or percentage at estimate cutoff. 73y�HS� Gv[R Tla� /1/4 ex% NOTE:An 'No"below will be explained in Diary. �O S Ctv��►Z Lf F� �Ti o �- Required Backup Samples Taken Matls Documentation Approved Item, Descri tion, and Location of Work (NOTE Any"NO"is to be explained in Diary) 1matis Source Approved Item No. Contract Item Description Location YIN YIN YIN YIN Contractor's Equipment Operating Contractor's ID A-E, see above No. Equipment-ID No.and Description O r Stdby Down Idle Contractor's Workforce Operating Contractor's ID A-E, see above Number/Total Hours Number Laborers Carpenters' Operators Teamsters lronworkersi Masons Flaggers Electricians Male Female Appr Tmee Traffic Control Was Traffic Control Required Today? ❑Yes ❑No Was WZTC according to approved TCP? ❑Yes ❑No Photos/Videos taken Today? El Yes ❑No Do all Flaggers and Spotters have current flagging card? ❑Yes ❑No Inspector's On Site Hours From Inspector To pt 2 Reviewed By 'fauna Peterson From: Nova Heaton Sent: Monday, December 17, 2018 11:47 AM To: Brandon Parks; Patrick Deptula; 'John Irons' Cc: Ross Shaver; Marc Hayes; Kevin Olander; Launa Peterson; Kristin Foster, Raelynn Jones Subject: RE: [External] - Paving Attachments: 12-17-2018 Approved TCP SmPtBlvd.pdf Brandon, Dealing with the outfall of Pilot working without a permit on Saturday has taken the majority of my morning,which has caused delay to other projects, submitted on time and through proper procedure. You are asking me to push aside the other applications I have on my desk to prioritize Pilot due to a lack of planning and disregard for procedure on Pilot's part. The City of Arlington tries to accommodate construction in order to keep things moving, and has been accommodating to Pilot throughout the review and construction process, including reviewing water and storm field changes in a matter of hours. We understand how important it is to the schedule and the budget. At this point,that accommodation is being taken advantage of, and instead of properly planning Pilot has been relying on the City to make special arrangement for their schedule and as demonstrated on Friday and Saturday has disregarded our permitting process completely. This is the last time I will prioritize a Pilot submittal, in the future ensure proper procedure and timeliness is followed. Submittals shall be directed to Launa Peterson, Kristin Foster,or Raelynn Jones,the permit technicians who take in all submittals and process them. Attached is the TCP, reviewed and approved with conditions by the City of Arlington. Conditions; Traffic control may only be in place between 9 am and 4 pm Mon—Sat. All traffic control devices,etc. shall be off the road by 4 pm daily. This approval is for the paving of the approach only. Any other work will need to be submitted separately. This approval is only for Smokey Point Blvd,the work done on SR 530 previously was done without a permit. Nova Nova Heaton, P.E.-Development Services Manager nheaton@arlingtonwa.gov Phone 360.403.3437 City of Arlington-Community and Economic Development 18204 59th Ave NE Arlington Wa 98223 www.arlin_gtonwa.gov -----Original Message----- From: Brandon Parks [mailto:Bra ndon.Parks@pilottravelcenters.com] Sent: Monday, December 17, 2018 11:06 AM To: Nova Heaton<N Heaton @a rlingtonwa.gov>; Patrick Deptula <Patrick.Deptula@pilottravelcenters.com> Cc: Ross Shaver<Ross.Shaver@pilottravelcenters.com>; Marc Hayes<mhayes@arlingtonwa.gov>; Kevin Olander <kolander@arlingtonwa.gov> Subject: RE: [External] - Paving 1 Nova, As discussed, I first want to apologize for the lack of planning that had occurred in the instance this weekend. The remaining work on the SE side entrance consists of the final lift of asphalt. I agree the comments that had been stated by John are unacceptable are being addressed internally. We currently have cones identifying the separation of the off- site and our entrance apron ( I presume that is acceptable). We respectfully request your review and approval of the traffic control plan so that we can finish the final lift of paving. We will be paving today at noon up to the public ROW. Thanks Brandon Parks Director,Construction Operations mailto:brandon.parks@pilottravelcenters.com cell: (865) 567-6122 1 office: (865)474-3973 efax: (865) 297-0533 5508 Lonas Drive/Knoxville,TN 37909 CONFIDENTIAL This e-mail message and all corresponding e-mail messages, including all attachments, are intended solely for the individual(s) named above.They contain confidential and/or proprietary information. Do not forward, copy,distribute or otherwise relay the messages or their content to any individual without first contacting the PTC LLC Law Department. If you have received this e-mail message in error,do not read,forward, copy or distribute it or any of its content to anyone. In addition, please notify the sender that you have received this message immediately by return e-mail and delete it. -----Original Message----- From: Nova Heaton <N Heaton @a rlingtonwa.gov> Sent: Monday, December 17, 2018 12:50 PM To: Patrick Deptula <Patrick.Deptula@pilottravelcenters.com> Cc: Brandon Parks<Brandon.Parks@pilottravelcenters.com>; Ross Shaver<Ross.S have r@ pilottravelcenters.com>; Marc Hayes<mhayes@arlingtonwa.gov>; Kevin Olander<kolander@arlingtonwa.gov> Subject: RE: [External] -Paving Patrick and Brandon, Kevin Olander,the inspector for the City of Arlington was just onsite on the Pilot project,where he verified that paving at the entrance on SR 530 was completed on Saturday without an approved traffic control plan and where he was told that Mr. Irons would be paving at noon with or without an approved traffic control plan to close down a lane of Smokey Point Boulevard. He told Kevin,that I had the TCP and he was going to pave regardless and let his bosses deal with it. Mr. Irons does not have the right to dictate our schedule through the city. His consistent lack of planning and following of procedure is not an excuse to force our review times. This kind of disrespect for our processes and timelines is completely unacceptable. We work very hard to review any traffic control plan within 7 days, and expecting us to make acceptations based on threats is out of the question. Any action on Smokey Point Boulevard without an approved TCP will result in an immediate stop work on the project. Mr. Irons is demonstrating a complete lack of respect for the City's authority in this matter, please deal with this issue immediately. 2 Nova Nova Heaton, P.E.- Development Services Manager nheaton@arlingtonwa.gov Phone 360.403.3437 City of Arlington -Community and Economic Development 18204 59th Ave NE Arlington Wa 98223 www.arlingtonwa.gov -----Original Message----- From: Patrick Deptula [mailto:Patrick.Deptula@pilottravelcenters.com] Sent:Saturday, December 1S,2018 10:41 AM To: Nova Heaton<N Heaton @a rlingtonwa.gov> Cc: Brandon Parks<Brandon.Parks@pilottravelcenters.com>; Ross Shaver<Ross.Shaver@pilottrave Ice nters.com> Subject: [External] - Paving Nova, I apologize but I do not have your cell number.Will you please call me at your earliest convenience 865-207-3256. 1 believe that our permits properly address paving but John indicated you had an issue this morning? Patrick Deptula Patrick Deptula Vice President of Construction and Design mailto:patrick.deptula@pilottravelcenters.com cell: (865)207-3256 1 office: (865)474-2995 efax: (865) 297-1403 5508 Lonas Drive/ Knoxville,TN 37909 CONFIDENTIAL This e-mail message and all corresponding e-mail messages, including all attachments,are intended solely for the individual(s) named above.They contain confidential and/or proprietary information. Do not forward, copy, distribute or otherwise relay the messages or their content to any individual without first contacting the PTC LLC Law Department. If you have received this e-mail message in error, do not read,forward,copy or distribute it or any of its content to anyone. In addition, please notify the sender that you have received this message immediately by return e-mail and delete it. 3 1 ' I 1 - - TCR: 20600 Smokey Point BLVD All Signs & Spacing to conform to the MUTCD SPEED www.in,arion.com LIMIT _ 4 �I -_z 0 � Scale: �-100 ft---] Manifest Legend 20 x Cone 3 x W20-1 road work ahead Work Area 2 x W20-7a Aagger 2 x W20.4 one lane road ahead Cone flagger Class B Sign \l ss MM x ,arMAx SMOKEY POINT BLVD B DEVICE MIN X X Ot �/ R4aD N. WaR11 SMOKEY POINT BLVD \ x- x x <9> x O1 Z IT ITCity of Arlington Public Works Engineering Division —Approved Denied Approved WE Conditions Dater 1 By: L No changes authorized unless BUFFER DATA approved by the LONGItUDWAL BUFFER SPACE City Engineer or designee SPEED IMPM 25 ]0 ]% lS m fb 5 .ua:rH Fri cs iao 2b PROTECTIVE VEHICLE WITH TI A ROLLAHEAD DISTANCE TYPIcALPwTEcmE T`m PRo mnn"- VEHCIEttPE IWITH Tw)LWDED l46GRTE OPERATION L.1 n.n YID OVMP TRNIIOC r E PIM 'MIN CETR 1 ED.ETC. wrSlri-TyyA 100 MAX RTx104Krdiava ROLLAHEAD STOPPING DISTANCE A33MVW Pr+twAWOV ' APROhI V6reCLEO R1004aSmo REGAA0.1"11 ♦iw D WALH{L P NOTY441 UMA TK MOTELTNE VEnr:y£ 'HALL It ".ATEaa:ALIY LDC4TEDY1 Tla$EBLD TO .m a RA7.K6Ra4ANDRQt/J4/-0OUrNiF 56P6Ca60 EPE roc-TER Ta/aGAAOdndl' xOrI4AT1pN IZ/l5r SIGN SPACWCNx(FEETJ III CHANNELONG DEVICE SPACING(FEET) FREEWAY6 a EXPRESSWAYS %aria MPH —troRAa Date:12114/2018 Author:Anthony Stordahl,TCS#010394 Exp 713112020 Phone:(206)372-1452 PER MUTCD MPH TAPER TANGENT RURAL HIGNOMYS 60165 MPH Boo-! SOlIO 40 80 Email:antstordahl@yahoo.com Anthony Stordahl Consulting,LLC:. RUMFIOAD% 45155MPH 500Y 35145 1 30 60 A Comments: RURAL.ROADS A URBAN ARTERIALS 351AO MPH 3MY& _ 25130 20 9�/��/�� _ LAM RURAL ROADS,URBAN ARTERIALS 25130MPH 200'3 rJ Work hoursidays:Mon-SakS'8e**-5*8 PM— a•� 1 // ` RESIDENTREETS IN[S501STR7C15 (2) L _ MINIMUM TAPER LENGTSpeed FEET 0 ��0 URBAN STREETS 25 MPH OR LESS 100'f(2) Lane Pasted Speed(mph) Type of work tobe done:Sawcutting&asphalt paving for store entry Contact Info: ALL SIGNS ARE48"X""BLACK ON ORANGE UNLESS OTHERWISE yFeet 25 30 35 40 45 60 65 fig 66 70 > BARRICADE CO. �� ` DESIGNATED. 10 +05 +60 206 265 450 50^0 1550 AiL L L_ 5 R£ Site:Nick Chase 425-422-8485 (1)All spacing maybe adjusted to accommodate interchange ramps, — /-� a J iE0 �� /�r Y� 7 at-grade intersections,and driveways.gigm 11 1+5 ,fi5 2?5 205 495 550-WS 660 y Office:KimberlyBaar 425-319-9525 (2J The spacing may be reduced In urban areas to fit roadway conditions 12 125 ,6D 245 1 320 1 64o 6500 660 720 1 780 80 2R ,yr •y .f W�WEDEN ENGINEERING.m- Civil Engineering•Planning•Pec[roj Managrmeitt � ,✓ -14;lw O 20, 40( 2635 NuUaero Rd,F—dale,WA 99M (360)3B41363 (360)3643615 Fx 1 email:info Nwecenen0neeringw 1C�17 ,d I SCALE: 1"= 20' I 7!t 1 .P a 6 SIR 530 I - - cB-6.1 1 8-8.0 V) TYPE I TYPE I RIM=48.15 e RIM=48.27 7tdV�5=4b. -INV-SE-45.5 / o °S DS _ `. ,a <. 1 EX 36 UL ERT 0 �C M- -- ,- i INV =40. r- _ \\ -'- M_— ul �y ' ,- z 04 � `sd'o \ \ rOA ° ! ti FH 1 �, LL J LLI 0 N30" CULVERT -�' 71 1 0 Z z y LU H Q INSTALL a X_ J� - X � X S t`—aas X tip' �� Q V 03 TRASH RACK )( � "S-- (Is—Sd;as =as a �( - �� ! �° zz J cc X�• a , ,_ as as— asD-SD RING b -/- 1_ -` _-! . - a\ �`-- 0a z CULVERT _ , x t a�1_ J LU w 0 X CB-7.0' I' 3" 'E C. X BOP=44.94, 8" D i '�/�;1, \ \ �� QO > PROTECTION - - i " -7YP� I TOP=43,05, 30" CO UIT w /j ` • RA E AS RE HIRED / 9i ��-- W cj Q (D ��v RIM=49:45 F `TO PROVIDE POSITIVE / N \ CC J Q � z `3 tF INV NW=45.22 DRAINAGE TO CULVERT / / /J �. O Im W J Q INV SE=45.22 III a y- i� END p �// // ct(3 H 0 OC pg g _ py / / 1 _ Oo � Q "D-WA XING J 0 `— - a:;:_- _ SOP-44.06, 8" WIL TOP=43.05, 30" SD — — / s � f1 P.�� EALIG •& R GRAD o �102 LF 30" D 0/T ITCH, 4' MIN WIDTH D-SD XING PIV 0.3 — OP=45.05, 8" SD 30 CULV R SD 0-SS XING 1NV=40.3TOP=43.05, 30" - SDC A TYPE-2 54" 1 D BOP=40.05, 30" SD INSTALL T� - f �21 =50.10, SOLID LID `STOP=39;86, 6" SS -� ACK & CULVERTS' INV E=40.30, 30" ° 0 EC Q INVINW=40.30, 30" I CONTRACTOR TO INSTALL TRASH 1 S / RACK Al CULVERT ENDS_ —6.0 D / CONTRACTOR TO INSTALL RIP-R �� JIIIi -48 (( AT CULVERT ENDS FOR CULVERTTYPE 2 R0caN RIM=50.04 - INV N=45.04 / SDCUL-3.0,30" o c- I INV NW=44.89 N 436,266.055 �r! 0 I E 1,307.936.953' g INV SE=44.89 ti D ---------------- -- -------------------------- cuL-5.1 SDCB—A.TYPE-2 BAN 436,244.673• 6 1 %/ 0 E 1,307,999.175• CI �S o SDCUL-31,30" E 1308104.142' 4 � \ I - /► 1 >l�tt na�w Know behre YOU harsCall m.dlg STORM MAIN REALIGNMENT FROMSDCUL-3.0 TO SDCUL-3.1 0 4 SOUTH OF LIFT STATION aL Y �� CONTRUCTION PLAN REVIEW & INSPECTION FEE WORKSHEET ��lINGS�� Community&Economic Development Department City of Arlington . 18204 59th Avenue NE . Arlington WA 98223 . (360)403-3551 This form is to be completed and submitted with Type I , Type 11 Type III Construction Permit Application. 1) Based on permit type requested (Type I,Type II or Type III), complete the form as follows: . Type I permits complete all sections. . Type 11 permits complete as follows: - Grading Only-Complete Temporary Erosion and Sediment Control (TESC). - Stormwater Drainage Only-Complete the Temporary Erosion and Sediment Control and Stormwater Drainage Section for Public or Private . Type III permits complete the Temporary Erosion and Sediment Control (TESC). 2) The developer shall enter the quantities shown on the construction drawings into the Construction Calculation Worksheet. This document is used to determine the amount of plan reivew and inspection fees due to the city. 3) Excel will auto-calculate the relevant fields and subtotals throughout the document. Only the'Quantity'columns should be completed. 4) The summary page calculates the fees due at intake for Civil and Stormwater Drainage construction permits only. This does not include fees for Grading or those required by other departments or agencies. Grading fees are based on Cubic Yard Quantity and shall be calculated at time of permit submittal. Grading fees shall be paid at permit submittal. 5) If an item that is part of your project does not exist in the spreadsheet complete the Write-In-Items section with the item, quantity and associated unit cost. There are a few unit prices that are blank, please complete them accordingly. 6) Inspection fees shall be calculated for Private Development during the review process and shall be paid upon permit issuance. PROJECT COSTS PUBLIC TOTAL PRIVATE TOTAL TOTAL PROJECT COST $ 221.88 $ 45,706.25 1 $ 45,928.13 Verify formula, totals do not match PLAN REVIEW& INSPECTION FEES PLAN REVIEW&INSPECTION FEE (6%of Project Value) $ 2,755.69 GRADING FEE(4) (Cubic Yard ) $ - Review fees due at time of submittal Total Review Fees Due $ 2,755.69 An Assurance Device such as a Performance Bond or Assignment of Funds needs to be on file with the City of Arlington prior to permit issuance. The Assurance Device shall be 150% of the Construction Calculation Worksheet which are as follows: Road and Alley (Public) Stormwater Drainage and Grading (Public) Utilities (Public) Temporary Erosion and Sediment Control (Public and Private) ASSURANCE DEVICE Base Calculation of Performance Device $ 221.88 PERFORMANCE DEVICE 150% Amount Due $ 332.81 Base Calculation of Maintenance Device $ - MAINTENANCE DEVICE 20% Amount Due $ - 1 Rev 7/2017 CONSTRUCTION PERMIT APPLICATION Community& Economic Development City of Arlington • 18204 59"'Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551 CIVIL (TYPE 1) GRADING/PAVING/DRAINAGE(TYPE II) D RIGHT OF WAY(TYPE III) 71 TYPE I &11 ONLY NEW DEVELOPMENT REDEVELOPMENT 0 Project Name: Pearson Millwork, Metal Building Addition Snohomish County Tax Parcel I.D.#: 0130286 Project Address/Location:19311 59th Ave NE, Arlington, WA 98223 Description of Project:65'x91'x18'h, 5,915 sf new pre engineered steel bldg, addition for warehouse, sprinkled OWNER Name:59th Holdings, LLC Address: 19311 59th AVe NE, City:Arlin ton State:WA Zi :98223 Phone:360.435.9516 Email:Kirsteni@PearsonMillwork.com APPLICANT Name:Alan Perkes - Axthelm Construction, Inc. Address:PO Box 2947 City: Mount Vernon State WA Zi :98273 Phone 360.424.6848 C: 360.391.2800 Email: Ala n@AxtheImConstruction.com ENGINEER Name: Terra Vista NW AddressSmokey Pt. Dr. #207 City:Arlington State:WA Zip:98223 Phone:425.422,0840 Email:EricS@TerraVistaNW.com License#:3527 Expiration: 6/30/2018 CONTRACTOR Name: Axthelm Construction, Inc. Address:PO Box 2947 City: Mount Vernon _ State WA Zio-98273 Phone360.424.6848 Email:Alan@AxthelmConstruction.com License#AXTHEC109DU Ex iration:3/31/2019 I,hereby certify that I have d and examined this a lica'on, City of Arlington Municipal Code, Standard Plan&Specifications. Performance of the proposed work shall follow all pplicable law and r ulati s. The owner/applicant shall assume full and complete responsibility for said work and shall be responsible for t e a uisil n and c mplian of I applicable permils and/or authorizations which may include,but not limited to, Right of Way Permit, WSDW H rauli Pr ct Appr al (HP ), W DO Notice of Intent (NOI), National Pollutant Discharge Elimination System (NPDES), Army Corp.of Engine s Per Zte requfr is o he nda ered Species Act,and the Forest Practices Application(FPA). Signature Print Name: f7L�� /U t��l2�G�S Date: Z l Page I 1 celved REVISED 10i2013 )F p 9 I` 0 1 a CONSTRUCTION PERMIT APPLICATION Community& Economic Development City of Arlington • 18204 59"'Avenue NE • Arlington, WA 98223 • Phone(360) 403-3551 Complete package constitutes all items. Only complete submittals will be accepted. Civil -Submittal Requirements, Type I: ® Complete Application; O Construction Plans including cut/fill quantities; • 3 full size plan sets 22"x 34" • PDF file of the complete plan set 1 full size set of landscape plans 22"x 34" O Marysville Utility plans if applicable (2 sets); O Drainage Analysis including calculations and downstream analysis(3 sets) and (PDF file); O Geotechnical Report(3 sets) and (PDF file); O SEPA is required if 500 or more cubic yards of cut/fill is proposed (not required if included with a Land Use Permit); Grading cut/fill quantity: _. ; 0 Drafts of easement(s)dedication(s), and/or CAPE(s)for review; O Construction Calculation Worksheet; 0 NPDES Permit(if required); See Storm Water Drainage Report, New or Redevelopment Flowcharts O Assurance Device will be required prior to Permit Issuance(Bond or Assignment of Funds); O Plan Check Fee due at time of permit submittal. Grading /Paving / Drainage Submittal Requirements, Type II: In Complete Application; 0 Construction Plans including import/export quantities; • 3 full size plan sets 22"x 34" ■ PDF file of the complete plan set 0 Drainage Analysis including calculations and downstream analysis (3 sets) and(PDF file); 0 Geotechnical Report(3 sets) and (PDF file); O SEPA is required if 500 or more cubic yards of cut/fill is proposed(not required if included with a Land Use Permit); Grading cut/fill quantity: O Construction Calculation Worksheet; O NPDES Permit (if required); See Storm Water Drainage Report, New or Redevelopment Flowcharts 0 Plan Check Fee due at time of permit submittal. Right of Way Submittal Requirements, Type III: 0 Complete Application; O Construction Plans; O Traffic Control Plan; O Road Closure Request; O Temporary Erosion & Sediment Control (TESC) Plan; O Certificate of Insurance with the City of Arlington named as Additional Insured; O Assurance Device will be required prior to Permit Issuance (Bond or Assignment of Funds); O Engineers Estimated Cost of Construction; $ _ O Permit fee due at time of permit issuance. Page12 REVISED 10i2013 Stormwater Management Report September 19, 2017 Pearson Millwork Building Expansion Prepared for: Carl and Dorothy Pearson Pearson Millwork PO Box 3246 19311 59th Ave NE, Bldg 115 Arlington, WA 98223 (360) 435-9516 Prepared by: WA y C0 Q O*b ' 04 AL TE��G��``. Terra Vis to N W L L C Consulting Engineers 3204 Smokey Point Drive www.TerraVistaNW.com Suite 207 Arlington, WA 98223 (425) 422-0840 Terra KSO NW,«c Stormw,7ter Management Report Table of Contents ProjectOverview................................................................................................................................................2 SiteLocation..................................................................................................................................................2 CodeCompliance...........................................................................................................................................3 ExecutiveSummary...........................................................................................................................................3 ExistingConditions............................................................................................................................................3 Description.....................................................................................................................................................3 Pervious/Impervious Area............................................................................................................................3 Soils................................................................................................................................................................3 DevelopedConditions........................................................................................................................................3 Description.....................................................................................................................................................3 Pervious/Impervious Area............................................................................................................................3 Minimum Stormwater Management Requirements...........................................................................................4 Overview of Minimum Requirements............................................................................................................4 1-Preparation of Stormwater Site Plans.........................................................................................................5 2-Construction Stormwater Pollution Prevention Plan (SWPPP)..................................................................5 3-Source Control of Pollution........................................................................................................................5 4-Preservation of Natural Drainage Systems and Outfalls.............................................................................5 5-Onsite Stormwater Management.................................................................................................................6 6-Runoff Treatment........................................................................................................................................9 7-Flow Control...............................................................................................................................................9 8-Wetland Protection......................................................................................................................................9 9-Operation and Maintenance........................................................................................................................9 AppendixA.......................................................................................................................................................A GeotechnicalReport......................................................................................................................................A AppendixB .......................................................................................................................................................A Operationand Maintenance ..........................................................................................................................A (170602)Pearson Millwork Building Expansion Page 1 September 19,2017 ^�Ten-aVista wu'r,//C Storm water Management Report Project Overview Site Location Project is located at 19311 59th Ave NE, Bldg 115, Arlington, WA 98223,Arlington,WA 98223 �o - 30} E Hi Y T a L 2C 208th St Ne1D cu ensen St 9 `c b ` o 106 ° t a 2041h St Ne StN z 203rd P/Ne 204th P�Ne z z y d204th St Nc ,o 4 201 st (Ne is 2 C 199th StIve ?00th PI Ne+ z a `'6 --etery Rd m Rd 199thStiye Q a 196th PI Ne - Z 197th St Ne n u d d 9 z ¢> N Q c 1g3tyP1 N¢� i c eh z z C ry y q 192nd St Ne y 189`�P�Ne G " v 191 st PI W 189th PI N � ° 188th St Ne 188th St Ne 'O z - �1881hSlNe Q 186th PI Ne 188th St Ne Dr W J/Dr ,Wt9h L P r m u o` , a a 182nd St Ne ��Oc apt N �n 4�r 180th St Ne /ey z jz 179th PI Ne o' > > 0 1'9tltSrNe 178tJP1Ne 178th4 la BoveeLn a ZQ ZP r/ingl° 4unicip.�� "' up/�'o, 0 d 11 �P/Ne r 0�s ° pry s ti8t a 4l� 176th P1/ve CO 176th 176th PI Ne entry tob 4i n�16th PI Ne " 1791h PI Ne 179th PI Ne d a 174th PI Ne7j4Ih PI Nc 1 z i�I t vpP O 174t 5311 a 531 + ^ yS/6 171stPIN < u a 53 a 2 ' �169th PI Ne 1169th PI Ne 01 " oz (170602)Pearson Millwork Building Expansion Page 2 September 19,2017 Terra Vista N lXr,«c Storm water Management Report Code Compliance The project will comply with Arlington Design and Construction Standards, dated July 2008, and the Arlington Municipal Code(AMC). Arlington has adopted the 2012/14 Stormwater Management Manual for Western Washington(SWMMWW) as the Stormwater Guidelines. Executive Summary The project includes expansion of the existing building and providing a pavement apron at each loading door for the new addition. Soils in this area have a high infiltration capacity,therefore 100%of the onsite stormwater will be infiltrated. The drainage system will consist of catch basins and a Stormtech Chamber. To reduce the amount of sediment and oils entering the chamber, City of Arlington standard oil/water separators will be used as pretreatment prior to the connection to the chamber. Existing Conditions Description The existing site is developed with an industrial manufacturing building, as well as associated parking and paved/gravel areas. Pervious / Impervious Area Pervious Area...................0.106 acres Building............................0.392 acres Site Impervious..................0.385 acres TOTAL 0.883 acres Soils A soils report was prepared by MTC, and is included in Appendix A. Developed Conditions Description Proposed improvements will include expanding the building and replacing gravel areas with paving. Pervious / Impervious Area Pervious Area.....................0.116 acres Exist Building.......................0.392 acres New Building.....................0.136 acres (5,915 sf) New PGIS........................0.115 acres (4,990 sf) Site Impervious..................0.124 acres TOTAL 0.883 acres (170602)Pearson Millwork Building Expansion Page 3 September 19,2017 Terra VISta N Ixr,«c Storm water Management Report Minimum Stormwater Management Requirements Overview of Minimum Requirements Minimum requirements 1-5 shall apply to the project. Does the project result in 2,000 square feet,or more,of new plus replaced hard surface area? OR Do and disturbing activity total 7,000 square feet or greater? Yes No Minimum Requir 1 through#5 apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land disturbed. Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR Convert ra awes or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes No :;II Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the related project? CNo� converted vegetation areas. Yes Does the project add 5,000 square feet or more of new hard surfaces? Yef Np Is the total of new plus replaced hard surtace� Do the new hard 5,000 square feet or more, surfaces add 50%or No No additiona No AND more to the existing d the value of the proposed improvements hard surfaces within requirements. -including interior improvements-exceed the project limits? 50%of the assessed value(or replacement value)of the existing site improvements? Yes All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. Yes Figure 1-2.4.2 im Flow Chart for Determining Requirements for Redevelopment DEPARTMENT OF Revised June 2315 ECOLOGYPiece we t,,V jw„,,,.,,y wa_govJcopyngtht.hhnf for copyright notice including permissions. State of Washington limitation or liability,and disclaimer_ (170602)Pearson Millwork Building Expansion Page 4 September 19,2017 Terra Vista N lXr,«c Storm water Management Report 1-Preparation of Stormwater Site Plans Stormwater site plans were prepared in accordance with Volume I, Chapter 3 of the SWMMWW. 2-Construction Stormwater Pollution Prevention Plan (SWPPPI A SWPPP narrative has been prepared and is included in the plan set. 3-Source Control of Pollution The project will not pose any source of pollution for the site. The site is not considered a high use site. The SWPPP provided will address the source control of pollution during the construction phase. 4-Preservation of Natural Drainage Systems and Outfalls Existing onsite drainage flows to infiltration systems. Drainage will continue to flow to the onsite storm drain systems,therefore,preservation of natural drainage systems and outfall is being met. (170602)Pearson Millwork Building Expansion Page 5 September 19,2017 Terra Vista NW«c Storm water Management Report 5-Onsite Stormwater Management Does the project discharge to Flow Control Exempt Waters(per Minimum Requirement(MR)it Yes REQUIRED:Implement the following BMPs where feasible: • BMP T5.13:Post-Constnxxion Soil Quality IF NO(the and Depth Does the project project BMP T5.10A,B.or C:Downspout Ful I bigger only MRs#1- trigger Infiltration.Downspout Dispersion #5?(Per Figure 3.2 or only MR#2) Systems,or Perforated Stub-out Figure 3-3 in Appendix No additional Connections 1 of the 2013-2018 requirements BMP T5.11 or T5.12:Concentrated Flow W WA Phase II Pem rt Dispersion or Sheet Flow Dispersion &Phase I Permit)_ NOT REQUIRED-Achievement of the LID NO(the project triggered Performance Standard-Applying the other Yet only MRs#1-#®) BM Ps in List#1 or List#2. IF Is the project inside the UGA? Did the project developer choose to meet NO the LID Performar►ce Standard? Yes Is the project on a parcel NO of 5 acres or larger? REQUIRED:For each Did the prof developer NO Yef surface.consider the choose to meet the LID BMPs n the order Performance Standard? REQUIRED Meet the LID listed in List#1 for that Performance Standard through type of surface.Use Yes the use of any BMP(s)in the the first BMP that is 2014 SWM�WW except for considered�ie Yes No Rain Gardens(the use of + Bloretentlon is aooeptable). NOT REQUIRED: ' Achievement of the LID IF If the project can't meet the Performance Standard- REQUIRED:For each LID Performance Standard,it surface,consider the BMPs must seek and be granted an pEQUIRED:Meet the LID Pena Wince in the order listed in List#2 exceptionivanance. andard through the use of any BMP(s)in for that type of surface-Use 2D14 SWMMWW except for Rain Gardens the first BMP that is REQUIRED Apply BMP T5.13 -e use of bioretention is acceptable). considered feasible. Post-Construction Soil Quality and Depth- REQUIRED for Projects Trgwervw MR#1-g'= NOT REQUIRED- Apply BMP T5.13 Post Construction Sod Achievement of the LID NOT REQUIRED:Applying the Quail and Dept Performance Standard. BMPs in List#1 or List#2 OT REQUIRED Applying the BMPs in List or List#2' 'Recommended by Ecology for projects triggering MRs-1 -#'_ imFigure 1-2.5.1 Flo,,v Chart for Determining LID MR #5 Requirements Revised June 2015 ECOLOGYPlease we„t1p,,w„%,ec wa gov.,copright htynl for copyngh'notice including permissions. State of Washingto- limitation of liability,and disclaimer_ (170602)Pearson Millwork Building Expansion Page 6 September 19,2017 Terra Vista N IX/,«c Storm water Management Report The project will infiltrate 100%of the stormwater utilizing a Stormtech Chamber, therefore the LID standard is being met. The infiltration system was modeled using just the new impervious area of the site that is tributary to the facility. The facility is designed to infiltrate 100% of the stormwater, a predeveloped basin was not necessary for program input, as there will not be a compliance comparison with predeveloped flows. M Basin 1 Mitigated Subbasin Name: Basin 1 I- Designate as Bypass for POC: Surface Interflow Groundwater Flows To : StormTech 1 StormTech 1 Area in Basin r SIB II;;I Or I}I'=elected Available Pervious Acres Available Impervious Acres r AIB,Forest,Flat 0 r ROADS/FLAT -1 1.115 r A/B,Forest,Mod 0 r ROADS/MOD 10 r AIB,Forest,Steep 0 r ROADS/STEE 10 r A/B,Pasture,Flat 0 r ROOF TOPS/FLAT .130 r AIB,Pasture,Mod 0 F- DRIVEWAYS/FLAT 0 r A/B,Pasture,Steep 0 F- DRIVEWAYS/MOD 0 r A/B,Lawn,Flat 0 F- DRIVEWAYS/S 10 r A/B,Lawn,Mod 0 F- SIDEWALKS/FLAT 10 r A/B,Lawn,Steep 0 F- SIDEWALKS/MOD 10 r C,Forest,Flat 0 F- SIDEWALKS/STEEP 0 r C,Forest,Mod 0 F- PARKINGNI-AT 10 r C,Forest,Steep 0 I-' PARKING/MOD 10 r C,Pasture,Flat 0 F- PARKING/STE 10 r C,Pasture,Mod 0 (- POND 10 r C,Pasture,Steep 0 I- Porous Paveme 10 r C,Lawn,Flat 0 r C,Lawn,Mod 0 r C,Lawn,Steep 0 r SAT,Forest,Flat 0 r SAT,Forest,Mod 0 r SAT,Forest,Steep 0 Pervious Total 0 Acres Impervious Total 0.251 Acres Basin Total 0.251 Acres Deselect Zero Select By (170602)Pearson Millwork Building Expansion Page 7 September 19,2017 Terra Vista NW«c Storm water Management Report A Stormtech 740 chamber was modeled using the WWHM2012 software, and the result are presented below. Eight chambers will be required to achieve 100% infiltration. The output screen indicates that 99.84%of the stormwater infiltrates,which is technically less than 100%. However, it is statistically insignificant. Additionally,the facility length would have to double in size to result in the WWHM2012 program registering 100% infiltration; which is a 100% increase in a facility size for only a 0.16% increase in infiltration. It is presumed to be a quirk of the WWHM program, and again statistically insignificant for the facility. n StormTech 1 Mitigated Facility Name Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 10 0 Auto Chamber I Quick Chamber Chamber Model # 7q0 Flew,,Length I.ftI 50 Outlet Structure Data Number of Charrlber=: ® Riser Height(ft) 2.5 Number of Endcap:_ ® Riker Diarneter(in) 12 0 Riser Type Flat -d T p Stor e Depth I.ir 6 Eottorn Stone Depth(inj © Notch Type Infiltration Yes --j Orifice Diameter Height Measured Infiltration Rate(inlhr) F7—.J Number (in) {ft) Reduction Factor(infilt'factor) r-J 1 ,_H r DIKYC Use Wetted Surface Area(sidewalls) Np J 2 Fo H Fo H Total Volume Infiltrated(ac-ft) 48.412 3 Total Volume Through Riser(ac-ft) 0.078 Total Volume Through Facility(ac-ft) 48.49 StormTech Volume at Riser Head I.a_-ftj .011 Percent Infiltrated 99.84 Show StormTech Opener Initial Stage (0.) All StormTech storage systems require end caps for each row of units. More information about StormTech www.stormtech.com (170602)Pearson Millwork Building Expansion Page 8 September 19,2017 ^�Terra Vista NW,«c Storm water Management Report Pretreatment for the infiltration system will include a City of Arlington standard oil/water separator to remove floatables, debris, and grit prior to discharge to the infiltration media. 6-Runoff Treatment The amount of new PGIS being added to the project is less than 5,000 sf, therefore runoff treatment is not required. 7-Flow Control This is being met with 100% infiltration of the stormwater onsite. 8-Wetland Protection No wetlands are present on the site or within the adjacent downstream area. 9-012eration and Maintenance Operation and maintenance procedures are included in Appendix A. (170602)Pearson Millwork Building Expansion Page 9 September 19,2017 �-Terra Vista N W,«< Storm water Management Report (170602)Pearson Millwork Building Expansion Page 10 September 19,2017 �-Terra Vista N W,«< Storm water Management Report Appendix A Geotechnical Report (170202)Lexus of Seattle—Parking Lot September 19,2017 �-Terra Vista N W,«< Storm water Management Report (170202)Lexus of Seattle—Parking Lot September 19,2017 MTC Materials Testing & Consulting, Inc. ` Geotechnical Engineering•Materials Testing•Special Inspection Environmental Consulting tldlrri•tl.1 c.lfnt;ti l�un.dl�tn„��. September 20, 2017 Carl and Dorothy Pearson Pearson Millwork Inc. 19311 59th Avenue NE Arlington, WA 98223 Cc: Eric Scott, P.E., Terra Vista NW, LLC Subject: Infiltration Assessment Pearson Millwork Building Addition 19311 59tb Avenue NE, Arlington, Washington MTC Project No.: 17B175 Dear Mr. and Mrs. Pearson and Mr. Scott, At your request, Materials Testing & Consulting, Inc. (MTC) has completed a targeted site characterization for general stormwater infiltration assessment at the above referenced site. The existing Pearson Millwork complex is planned for new development on the east side of the existing structure to provide an approximately 5900 SF building addition and associated utilities. MTC understands the client intends to construct a stormwater infiltration facility to the east of the proposed building addition under a newly proposed parking area. According to the project engineer, an assessment of on-site infiltration potential is needed to help guide final design. The client has requested this infiltration assessment be performed at a pre-determined site location where new stormwater facilities will be located and at potential depths of facility base. MTC has performed this infiltration feasibility assessment in general accordance with site characterization guidelines presented in the Washington Department of Ecology Stormwater Management Manual for Western Washington, 2012 edition (SMMWW, 2012/2014). A summary of MTC's field exploration findings, laboratory results, interpretations, and recommendations pertaining to infiltration design rates and potential facility location are provided herein. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our website: www.mtc-inc.net Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Site Exploration and Assessment Methodology: On August 31, 2017, an MTC Licensed Geologist visited the site to observe explorations for in-situ soil characterization and to collect soil samples for laboratory gradation analysis towards infiltration assessment. MTC personnel observed excavation of one test pit as determined by the project team and an MTC Staff Geologist during field work (Figure 2). Test pit TP-1 was excavated in the east-central area of the property in the general location of the new parking lot and infiltration facility, about 80 feet east of the existing Pearson Millwork building and 40 feet north of the south property line. Explorations were field located by the project team and arranged for optimum coverage of planned target locations for stormwater infiltration facilities. The test pit location was chosen to obtain the most accurate sampling of in-situ subsurface soils at the planned depths and location. The client provided excavation services with a Deere 35G rubber-track excavator. The excavator test pit was completed to a depth of approximately 7.5 feet below present grade (BPG), and was terminated at the maximum reach of equipment. Explorations were monitored by MTC personnel, who examined and classified the materials encountered in accordance with the Unified Soil Classification System (USCS) and ASTM D2487, obtained representative soil samples, and recorded pertinent information including soil stratigraphy, soil engineering characteristics, and indications of groundwater occurrences. Upon completion, the test pit was backfilled with soil tailings. Grab soil samples were collected from representative soil horizons during test pit excavations and at potential infiltration depths, as depicted on the attached logs. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to MTC's laboratory for analysis and storage. Samples will be retained for a minimum of 60 days from the date of collection. A site location and vicinity map is provided in Figure 1, Appendix Al. A portion of a client provided site plan with the approximate test location is shown in Figure 2, Appendix A2. Attached in Appendix B are photos of the site and explorations in progress. Exploration logs are presented in Appendix C, with a USCS classification chart provided as Figure 3. Results of laboratory analyses on soil samples collected during the field visit are attached in Appendix D. Site Conditions: The project study area is located along the east side of 59th Avenue NE on the east side of the existing Pearson Millwork building in Arlington, Washington. The project area generally extends about 100 feet from the existing building eastward to near the property boundary and are bounded north and south by the existing building width of approximately 100 feet. To the immediate north, east and south of the property are similar scale light-industrial and manufacturing facilities generally of one-story steel frame design, commonly known as PEBMs (Pre-engineered metal buildings). A wide variety of businesses are 2 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 found within this industrial complex. The Arlington Municipal Airport is located immediately west and across 59th Avenue from the subject parcel and encompasses the majority of the western boundary of 59th Avenue NE. The property and vicinity as a whole is generally flat in all directions, with dominantly crushed gravel surfacing driveways as observed within the proposed building area. The vicinity contains various fencing, driveways and industrial parking and loading facilities to the east of 59th Avenue NE. Sparse vegetation consisting of cottonwood and fir trees, low brush and scant grasses were observed within the general project vicinity. The street side of the Pearson Millwork building contains a landscaped frontage. The immediate project site contains no significant vegetation. Subsurface Soil Conditions: Subsurface soil conditions were observed and catalogued during test pit excavation. This section summarizes our general understanding of site soil conditions gained from completing field explorations and laboratory analyses. Identified typical units are summarized in Table 1 below, in order of increasing depth below present grade (BPG) for the targeted area of exploration. Table 1. Generalized Soil Stratigraphy SOIL UNIT DEPTH (BPG- feet) DESCRIPTION GRAVEL GRAVEL with SAND, crushed surface top course, medium SURFACING 0.0 - 0.2 dense,dry.GRAY GW NATIVE GRADE SAND with GRAVEL, medium dense, dry, strong oxidation. FILL 0.2-0.5 ORANGE BROWN SW UPPER SAND SAND, some gravel, medium dense, dry to damp, trace (SW-SP) 0.5-1.7 oxidation.ORANGE BROWN MIDDLE SAND SAND with GRAVEL, medium dense, damp, some oxidation. WITH GRAVEL 1.7—3.3 GRAY ORANGE SP LOWER SAND SAND, some gravel, loose to medium dense, damp, some (SP) 3.3-7.5 oxidation. GRAY BROWN to GRAY with depth. The site area tested contained only minimal gravel surfacing and native sandy fill before encountering native soil conditions to about 0.5 feet BPG. Native sands were encountered in varying proportions with gravels and are noted as consistent with regional geologic mapping as described below. The only notable 3 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 differences between units logged during test pit explorations were varying percentages of gravel and in general, the gravel percentages increased with depth. There is a notable lack of fines in all lab analyzed samples and a generally low moisture content as expected during the summer dry season. The most notable feature of all of the soils observed is a generally a light oxidation and lack of mottling evidence in the upper approximately four feet of native soils. This suggests that the site soils are subject to downward transmission of meteoric or other surface waters and that the seasonal high-water table does not appear to extend upward into the testing area. Geologic Literature Review: The Geologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washington published by the United States Geological Survey (Minard, 1985) indicates that surface geology of the entire project site is composed generally of Quaternary Vashon Drift of the Fraser Glaciation and is a subunit comprised specifically of the Marysville Sand Member (Unit Qvrm) of the Recessional Outwash (Unit Qvr). The Qvrm unit is a recessional outwash deposit that fills the broad and mostly flat Marysville Valley in a N-S trend. The deposit consists of well-drained and stratified to massive outwash sand, sparse gravel and some silt and clay beds. The sediments were deposited by meltwater flowing south from the stagnant and receding Vashon Glacier. The unit is estimated to be about 20 meters thick, yet has potential to be twice the thickness. Vashon Glacial Till, (Unit Qvt) underlies the Marysville Sand Member at depth as well as bounding the deposit on eastern and western segments. Vashon till is found within the hilly uplands within about 0.75 miles to the southeast of the project area (Minard, 1985). To the north and northwest of the project site along the modern Stillaguamish River drainage, Unit Qyal— Younger Alluvium (Holocene) is mapped within lower elevation topographic boundaries. This unit lies along stream and river channels near the present water table which can be subject seasonal flooding. The unit consists of mostly of stratified stream-deposited sediments, composed of sand and gravel, silt and clay and some organic matter. Clast composition is similar to that of the recessional outwash deposits (Unit Qvr) as described above (Minard, 1985). The United States Department of Agriculture NRCS Web Soils Survey maps the entire project area as Everett very gravelly sandy loam with zero to 8 percent slopes. The landform is eskers, kames and moraines with the parent material documented as sandy and gravelly glacial outwash. A typical profile consists of very gravelly sandy loam to 24 inches, very gravelly loamy sand to 35 inches, and extremely cobbly coarse sand to 60 inches depth. Depth to a restrictive feature and the regional water table are reported as more than 80 inches. The soil is somewhat excessively drained and has a high capacity to transmit water(Ksat). It is a member of Hydrologic Soil Group A. The unit has no frequency of ponding or flooding. No restrictive layers or conditions are noted. 4 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Soil conditions encountered in the field consist primarily of native medium dense sand, overlain locally by thin fill soils and cover soils. Native conditions are typical of glacial recessional outwash sediments, and are thus consistent with local geology sources. Underlying deposits of Vashon till were not encountered by the maximum exploration depth of approximately 7.5 feet BPG. Glacial till soils are interpreted to be present at an extent past the depth of consideration for this study. Surface and Subsurface Water Conditions: No natural surface water features were present at the study area at the time of this investigation. The closest major surface water feature is Portage Creek located approximately 2200 horizontal feet to the north. Portage Creek and its unnamed tributaries originate in the highlands east of the project site and generally drain to the northeast approaching the floor of the Stillaguamish River valley. The main channel of the Stillaguamish River is located about 2 miles north of the project site. No regional groundwater table was encountered during field explorations. No seepage or evidence of perched or saturated conditions were encountered during our site exploration in the summer dry season. No soil mottling or banding or evidence of high seasonal groundwater was encountered by termination depth in TP-1. Soils encountered above approximately 4.5 feet BPG did contain some evidence of oxidation. We interpret this phenomenon to be a product of surface and meteoric water migration downward through the soil column during periods of wetter weather or during the winter season and the interaction of oxygen and water with iron-rich sediments in the uppermost soil column. Research of regional well data as provided by the Washington State Department of Ecology Water Resources—Well Construction Reports indicate static water levels from nearby wells (such as the Arlington Airport) at similar elevations in the range of 28 to 34 feet below present grade. It is unclear in some reports (due to the report age and/or penmanship of the well driller) as to the time of year of the well construction, however MTC interprets these reported levels to be indicative of regional ground water levels to be far below the realm of concern for the nature of this report. MTC's scope of investigation did not include ongoing observation and monitoring of seasonal groundwater variations, conclusive measurement or documentation of groundwater elevations at the time of exploration, or determination of regional groundwater levels past the maximum depths explored. If a greater assurance of seasonal water conditions is required for final design, monitoring of water levels via shallow piezometers is advised over the winter wet season. Infiltration Assessment& Commentary: Gradation Analysis Method&Results During test pit excavations, MTC collected representative samples of soils among native strata at potential infiltration facility areas and depths. Target depths and locations were prescribed at the 5 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 beginning of field work, and range from 5 to 6 feet BPG,per request by the project engineer. Refinement of the design depths are to follow the results of this study. Laboratory gradation analyses were completed including sieve analysis for rate determination to supplement field observations. Results of laboratory testing are summarized below. The following discussion concentrates on the eastern project margin parking area below which proprietary Stormtech® Chamber infiltration system will be installed and as explored within the general confines of test pit TP-1. Laboratory results were interpreted to hydraulic conductivity (Ksat) values in accordance with methods of the Washington State Department of Ecology Stormwater Management Manual for Western Washington (SMMWW), 201212014. Standard correction factors were applied as noted in the reference documents. Data and Ksat values are summarized in Table 2. Gradation results were applied to the Massmann (2003) equation (1) to calculate Ksat representing the initial saturated hydraulic conductivity, as described in the 2012 DOE SMMWW Volume III 3.3.6.3. (1) log10(Ksat)= -1.57 + 1.90*D10+ 0.015*D60 - 0.013*D90 - 2.08*ff Table 2 reports for each sample the input laboratory values and calculated Ksat. Corrected Ksat values presented below are a product of the initial Ksat and correction factor CFT. For a generalized design situation, we have applied a conservative site variability factor of CFv= 0.33 along with typical values of CFt=0.4 (for the Grain Size Method) and CFm= 0.9 (assuming standard influent control). (2) CFT= CFvxCFtx CFm= 0.33 x 0.4 x 0.9 =0.12 Table 2. Results of Massmann Analysis TP # Depth USCS Dl0 D60 D90 Ff(%) Ksat Corrected Ksat (BPG) (inches/hour) (inches/hour) 1 3.8 SP 0.173 0.523 4.071 1.8 67.24 8.07 1 4.9 SP 0.202 1.428 10.292 1.9 65.07 7.81 1 6.5 SP 0.234 1 2.155 1 21.012 1.2 57.58 6.91 Infiltration Discussion MTC understands the stormwater facility will incorporate Stormtech® Chamber system of appropriate sizing that will be located under the new parking area to the east of the building addition footprint. At the time of field work, the planned depth for the base of the facility was 5 to 6 feet BPG. The stormwater management system will be fed by catch basins on the north and south margins of the new parking area will likely tie into storm drainage infrastructure on the building's north margins. 6 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Native soil conditions encountered within the eastern area of the property as explored at TP-1 are considered to be feasible for infiltration purposes as planned. Factors contributing to favorable conditions include: high percentage of non-cohesive soils with low fines content, lack of compaction by glaciers or others means such as heavy construction traffic, general lack of evidence of regional high winter groundwater or restrictive conditions and a generally high rate of infiltration as calculated herein. Grain Size analysis methods based on the 2012/2014 calculation criteria yielded Corrected Ksat values ranging from 6.91 to 8.07 inches per hour corresponding to the various native soil horizons present from approximately 3.8 feet BPG and extending to 6.5 feet BPG at explorations within TP-1. We interpret the soils between about 4 and 6 feet BPG to be related to recessional deposits not consolidated by glacial ice, and having adequate separation from the seasonal high water table, therefore eligible for rate determination by grain size methods per DoE SMMWW 2012/2014 criteria and standards. For a general design application of potential shallow infiltration facilities, we recommend a maximum design Ksat value of 7.0 inches/hour if stormwater facilities are designed within the lower sandy soils. This value represents the low end of calculated Ksat values within lower deposits from explorations at TP-1 in the anticipated location of stormwater facilities at the time of field exploration. The client can also elect to conduct Pilot Infiltration Test (PIT) methods at the actual infiltration facility location for final design confirmation. The results of in-situ PIT testing are typically considered more reliable than gradation methods, and thus a lesser degree of conservatism can be applied to the yielded rates for design application. The client should be aware PIT methods may be required by the local municipality in support of final design approval. MTC recommends the facility designer review the assumed correction factors per reference literature to ensure applicability with the proposed development, level of anticipated controls and long-term maintenance plan. The designer may make reasonable adjustments to correction factors and the resulting preliminary rate values based on these criteria to ensure design and operational intent is met. We recommend that we be contacted if substantial changes to the presented rates are considered. Treatment Suitability At the request of the facility designer, MTC subcontracted Cation Exchange Coefficient (CEC) testing for two representative samples of the native sandy soils from test pit TP-1 (4.9 and 6.5 feet BPG). Results are appended at the end of this report. Testing yielded a CEC of 3.1 and 1.9 milliequivalents per 100 grams of soil (meq/100g) at depths of 4.9 and 6.5 feet BPG in TP-1, respectively. CEC testing was not performed at other depths of exploration due to planned facility base as stated above. In our 7 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 experience with similar soils, these values appear typical for the soil types encountered and their respective fines contents. The Department of Ecology 2012 SMMWW, Volume III, Section 3.3.7 addresses minimum requirements for treatment soils under Site Suitability Criteria. According to SSC-6, soils with CECs of less than 5 meq/100g should typically not be used as treatment media without modification. The addition of soil amendments or the import of treatment-specific soil media may be used to achieve a higher CEC and produce a soil more suitable for treatment if required for design. Therefore, if treatment is required as part of this design, we anticipate either amendment of the lower sand soils or installation of a treatment blanket will be required if treatment is planned to occur at the infiltration site. Minimum depth for treatment-suitable soils is cited as 18 inches. If soils are amended or imported treatment media is installed, the LTIR of the facility must be adjusted accordingly if these modifications will negatively affect the infiltration rate cited above. 8 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Closing Remarks: MTC recommends that we be contacted to review final facility design, site preparation plans, and project specifications, to ensure they are consistent with the intent of the recommendations provided herein. If additional site exploration or in-situ testing is required for final design and approval, MTC will be pleased to provide these services. In addition, MTC recommends that we be contacted for construction phase testing, observation, and engineering consultation services as may be needed. Such services may include but are not limited to earthwork support consulting, facility subgrade infiltration verifications, laboratory materials analysis, and special inspections if required. Mr. and Mrs. Pearson and Mr. Scott, we trust this report presents the information you require. If you have questions,please do not hesitate to call. Respectfully Submitted; o{Washy Cl 7 <,. Geologist w �cN 3084 used GeO 9-20-2017 Kurt W. Parker Qol"I&-- - Kurt W. Parker, L.G. Senior Project Geologist Attached: Limitations and Use of this Report Appendix A1. Location and Vicinity Map Appendix A2. Site Plan with Test Locations Appendix B. Photos of Site Exploration Appendix C. Exploration Logs Appendix D. Laboratory Results 9 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Limitations and Use of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, MTC shall be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations shall also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, expressed or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard; they are not incorporated into it or"included by reference", as that latter term is used relative to contracts or other matters of law. This report may be used only by Pearson Millwork, Inc. and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. The recommendations of this report are based on the assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings, conclusion and recommendations of this report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Pearson Millwork or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Pearson Millwork agrees to defend, indemnify, and hold MTC harmless from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 10 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix At. Location and Vicinity Map N 0 Regional Vicinity Arlington ❑ Municipal g Airport 531 531 Site Vicinity Proiect Location 18Eth St N= Arlington Municipal Maps Source: Airport Google Imagery 2017 Materials Testing & Consulting, Inc. Site Location & Vicinity FIGURE 777 Chrysler Drive Pearson Millwork Infiltration 19311 59 Burlington, WA 98233 Avenue NE Arlington, WA 11 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix A2. Site Plan with Test Locations N I MTC Test Pit Location (Typical) �, P � .• ,lam h } - .. i. AREA TOBE - ^ib � PAVED BY AIRPORT _r �. ,._.., _,, .• SEPARATELY JAA HESE RED AMPLE s i 1 2 — 7'--- 11: NE- CO TYPE 2 C6 IE 1a6. 4O IE =97A0 RIM - 99.50 0 ( 99.90 IE = 97.00 e FlLfRA?OR F AT DENEND CAP TER CHAMBER I IE�� 9O fR EXISTING BLDG OUILD�NG ADDITION SEE OTE 2... FF=100.00 , 5915 SF 90 FF=100.00 ADSIS6-7.40 -- - TP-1 ST09WTECH CHAMBER I S-StCTI04S CO ADS TOP INLET IE - 97.00 ( F1EARTED END.CAP 6 SD 01.OX t. 2 C t RIM - 99.00 I I - 9&2 Source: Portion of Client Provided Plans III Overlay by MTC: KWP }� • 0 35 Terra Vista NW,LLC,2017 !! *Scale Is Approximate* SCALE (FEET) Not For Construction 1 inch-35 feet Materials Testing & Consulting, Inc. Site Plan with Test Locations FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 591h Avenue NE Arlington, WA 12 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix B. Photos of Site Exploration t 4, IM F i LW �A r Photo A: View facing south toward test pit TP-1 from near the northeast corner of the property. 13 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 41 ! y J e ` � I � r - -- - - - Photo B: Facing southeast toward test pit TP-1. Photo displays relatively level conditions, similar scale buildings and generally sparse vegetation within the area. 14 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Site Surface Fill& Upper Sand r Reworked Native Soil Q..a\ � -` 1 � '� - ' yr.:�,.�'„ •. -� J i Sand with Gravel Lower Sand Photo D: Test Pit TP-1 open excavation exposing observed soil stratigraphy. 15 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix C. Exploration Logs Unified Soil Classification System Chart Sampler Symbol Description Major Divisions Graph USCS Typical Description Coarse ° Well-graded Gravels,Gravel-Sand Mix- Standard Penetration Test(SPT) a'. o GW g Grained Soils Gravel o :p• tures Clean Gravels ® Shelby Tube More Than - GP Poorly-Graded Gravels,Gravel-Sand i 50%of ; ,• Mixtures ® Grab or Bulk Coarse Fmc- tion Retained GM Silty Gravels,Gravel-Sand-Silt Mixtures More Than 50% On No.4 O' O' B California(3.0"O.D.) Retained On Sieve Gravels With Fines No.200Sieve GC Clayey Gravels,Gravel-Sand-ClayMix- tures . Modified California(2.5"O.D.) SW Well-graded Sands,Gravelly Sands Sand Stratil4raphic Contact Clean Sands Distinct Snatigraphic Contact More Than SP Poorly-Graded Sands, Gravelly Sands Between Soil Strata 50%of Coarse Fmo- \ Gradual Change Between Soil tion Passing SM Silty Sands,Sand-Silt Mixtures Strata No.4 Sieve ...... Approximate location of Sands With Fines stratagraphic change SC Clayey Sands,Clay Mixtures Fine Grained ML Inorganic Silts,rock Flour,Clayey Silts 1 Groundwater observed at time of Soils With Low Plasticity exploration s Liquid Limit Less CL Inorganic Clays of Low To Medium Measured groundwater level in Silts&Clays W exploration,well,or piezome[er Than 50 Plasticity More Than 50% Perched water observed at time Passing The OL Organic Silts and Organic Silty Clays of ♦ of exploration No.200 Sieve Low Plasticity MH Inorganic Silts ofModerate Plasticity Modifiers Silts&Clays Liquid Limit CH Inorganic Clays of High Plasticity Description % Greater Than 50 Trace >5 ♦� ♦ OH Organic Clays And Silts ofMediumto Some 5-12 ♦ High Plasticity PT Peat,Humus,Soils with Predominantly With >12 Highly Organic Soils Organic Content Soil Consistency Grain Size Granular Soils Fine-grained Soils DESCRIPTION I SIEVE GRAIN SIZE APPROXIMATE SIZE SIZE Density SPT Consistency SPT BLnrcount Blowcount Boulders >12" >12" Larger than a basketball Very Loose 0-4 Very Soft 0-2 Cobbles 3-12" 3-12" Fist to basketball Loose 4-10 Soft 2-4 Coarse 3/4-3" 3/4-3" Thumb to fist Gravel Medium 10-30 Firm 4-8 Fine #4-3/4" 0.19-0.75" Pea to thumb Dense Dense 30-50 Stiff 8-15 Coarse #10-#4 0.079-0.19" Rock salt to pea Very Dense >50 Very Stiff 15-30 Sand Medium #40-#10 0.017-0.079" Sugar to rock salt Hard >30 Fine #200-#40 0.0029-0.017" Flour to Sugar Fines Passing <0.0029" Flour and smaller #200 Materials Testing & Consulting,Inc. Exploration Log Key FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE Arlington, WA 16 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Materials Testing and Consulting Logof Test Pit TP-1 755 Chrysler Drive Burlington,WA Pearson Millwork Infiltration Date Started :8/31/2017 19311 59th Avenue NE Date Completed :8/3 112 0 1 7 Arlington,WA Sampling Method :Grab Samples MTC Job#1713175 Location :East central property boundary Logged By :KWP 0 0 UL > L U C = J � � DESCRIPTION a c: o o_ U E 0 cc � t'7 3: to o a 0 GW FILL:GRAVEL with SAND,crushed,medium dense,dry,minor grasses.GRAY SW SAND with GRAVEL,medium dense,dry,some roots,native grade fill,strong oxidation.ORANGE BROWN SAND,some gravel,medium dense,dry to damp,some roots,trace oxidation. ORANGE BROWN S W-S P SAND with GRAVEL,medium dense,damp,trace roots,gravel to 2"subround, 2 some oxidation.GRAY ORANGE SP a SAND,some gravel,loose to medium dense,damp,trace roots,gravel to 1/2" d subround,some oxidation.GRAY BROWN 4 9.2%Gravel,89.0%Sand 1.8 4.3 0 3 Color change to GRAY. H g Soil slough as sidewall collapse,continues to TD. o 0 9 P 17.9/o Gravel,80.2/o Sand 1.9 3.7 Gravel content increases with depth. m SP d 6 U 0 30.4%Gravel,68.4%Sand 1.2 3.4 i� 0 T.D.7.5 BPG. m Excavation terminated at maximum reach of machinery. d 8 No groundwater observed during excavations. U H 'o o m N N V 10 17 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix D. Laboratory Results Sieve Report Project:Pearson Millwork Infiltration Date Received:31-Aug-17 ASTMD-2487 Unified Soils Classification System Project#: 17B175 Sampled By:K.Parker SP,Poorly graded Sand Client:Pearson Millwork,Inc. Date Tested:5-Sep-17 Sample Color: ACCREDITED Source:TP-1 @ 3.8' Tested By:A.Eifrig gray c.vol,i tram txaw Sam e#:B17-0917 ASTM D-2216,ASTM D-2419,ASTM D4318,ASTM D-5821 D151=0.137 mm %Gravel=9.2% Coeff.of Curvature,Cc=0.85 Specifications DPd)=0.173 mm %Sand=89.0% Coeff.of Uniformity,Cu=3.03 No Specs Dt15>=0.199 mm %Silt&Clay=1.8% Fineness Modulus=2.56 Sample Meets Specs 7 N/A Dt301=0.277 mm Liquid Limit=n/a Plastic Limit=n/a Dt50>=0.382 mm Plasticity Index=n/a Moisture%,as sampled=4.3% D1601=0.523 mm Sand Equivalent=n/a Req'd Sand Equivalent=PF 1)1901=4.071 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 2/65 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= JL AS TM C-136,AS TM D-6913 Actual Interpolated Greco Six Dist dbu[ion Cumulative Cumulative Sieve Size Percent Percent Specs Specs - Us Metric e m Passing Passing M Min 12.00" 300.00 100% 100.0% 0.0% r 'r I,. I III ••'""' 10.00" 250.00 100% 100.0% 0.0% I IIIII' I' 8.00" 200.00 100% 100.0% 0.0% var _ tWtt _;___ __ ___ 6.00" 150.00 100% 100.0% 0.0 4.00" 100.00 100% 100.0% 0.0 ' I I ^177 I I :IIIIII I I ' i'I I IIIII I I ";FF•T¢_�____ aooes 3.00" 75.00 100% 100.0% 0.0% IIIIII 111w I I 2.50" 63.00 100% 100.0% 0.0 2.00" 50.00 100% 100.0% 0.0% aar. -�---�` t-Y---'it""-'--'--•1 -- --- --- --- 1.75" 45.00 100% 100.0% 0.0% II 1.50" 37.50 100% 100.0% 0.0% 111 i I "I I '""'I I ' 1.25" 31.50 100% 100.0% 0.0% 60Y _r___!mrr -?---i-----i--i----i-- -?---j ------ ----- ooro 1.00" 25.00 100% 100% 100.0% 0.0% fli 3/4" 19.00 97% 97% 100.0% 0.0% _ _ \ I I !IIIIII �� i----5/8" 16.00 96% 100.0% 0.0% ----III II I I I I 1/2" 12.50 95% 95% 100.0% 0.0% I IHM1 I IIIIIII 3/8" 9.50 94% 94% 100.0% 0.0% 4m -r---:�r.,'-F-T---!STS.;-;--;---�;:;,'-: -T---?ImmF;-S-�---- ----- nou 1/4" 6.30 92% 100.0% 0.0% #4 4.75 91% 91% 100.0% 0.0% ! ! ! ! !!!!!!!1 ! !!!!!!!! ! !iii!i i #8 2.36 88% 100.0% 0.0% 3aro i::'r+++-;---- 3oor• #10 2.00 88% 88% 100.0% 0.0% 1� #16 1.18 72% 100.0% 0.0% I I I ;IIIIII I I #20 0.850 66% 100.0% 0.0 #30 0.600 61% 100.0% 0.0 #40 0.425 58% 58% 100.0% 0.0% �--iiti+ti-+--t---aiittl++-i---- poor. #50 0.300 34% 100.0% 0.0% :it!! #60 0.250 25% 100.0% 0.0% '�ri;Ii;; #80 0.180 11% 100.0% 0.0% of III III III Ij� o r loo.om lo.aoa -0 o.lao 0010" aml #100 0.150 6% 6% 100.0% 0.0% #140 0.106 3% 100.0% 0.0% Pa"`k cmml #170 0.090 3% 100.0% 0.0% #200 0.075 1.8% 1.8% 100.0% 0.0% Capyrig ht Spears Engineering&Technical Services PS,1996-9g All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,In reports are submitted as the confidential property of clients,end-thoriza[ion for publication o f statements,conclusions or extracts from or regard mg om reports is reserved pending om written approval. Comments: �1 a� d Reviewed by: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 3.8 FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE Arlington, WA 18 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Sieve Report Project:Pearson Millwork Infiltration Date Received:31-Aug-17 ASTMD-2487 Unified Soils Classification System Project#: 17B175 Sampled By:K.Parker SP,Poorly graded Sand with Gavel Client:Pearson Millwork,Inc. Date Tested:5-Sep-17 Sample Color: ACCNEDITED� Source:TP-1@4.9' Tested By:A.Eifrig gray c.rw.r,xem,>se oe Sam a#:B17-0918 66. ASTMD-2216,ASTMD-2419 ASTMD4318 ASTMD-5821 D,$)=0.157 mm %Gravel=17.9% Coeff.of Curvature,CG=0.51 Specifications D110}=0.202 man %Sand=80.2% Coeff.of Uniformity,CD=7.06 No Specs Dp51=0.247 mm %Silt&Clay=1.9% Fineness Modulus=3.40 Sample Meets Specs?N/A Dpia=0.382 mm Liquid Limit=n/a Plastic Limit=n/a D1501=1.031 mm Plasticity Index=n/a Moisture%,as sampled=3.7% D1601=1.428 mm Sand Equivalent=n/a Req'd Sand Equivalent= D<901=10.292 roan Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 3/55 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces=P' AS TM C-136,AS TM D-6913 Actual Interpolated Gain Sia Dist tibution Cumulative Cumulative Sieve Size Percent Percent Specs Specs - .wr m US Metric Passing Passing Max Min 'sy=r,.ir.y„�,ir;.�.t�riti,re,_ 12.00" 300.00 100% 100.0% 0.0% 10.00" 250.00 100% 100.0% 0.0% ��'�I ..II IIII I I I 100.0% 0.0 8.009a/ _i_-___riiiiii_r___ " 200.00 100% % 6.00" 150.00 100% 100.0% 0.0% illii i I I "I I :HIM 1 I II IIII I I I 4.00" 100.00 100% 100.0% 0.0% HM I "i i I i iiiii"' II""'' ' IIIII I liiiill liiir'111 � � 3.00" 75.00 100% 100.0% 0.0% }F{-F+- {{IF}F i--}----H1{ja-F-F-+---iWfl-t--F---�h1f.++-i---- aao% 2.50" 63.00 100% 100.0% 0.0 2.00" 50.00 100% 100.0% 0.0% var. -t---'ti't�' 700% 1.75" 45.00 100% 100.0% 0.0 1.50" 37.50 100% 100.0% 0.0 1.25" 31.50 100% 100.0% 0.0% ear. -r---''^'}}1-Y---'iTT^^--5- 44,44 i'-T---' ....---- ----- e0- 1.00" 25.00 100% 100% 100.0% 0.0% 3/4" 19.00 95% 95% 100.0% 0.0% iiiiiiii i !III III I I a ______ 5/8" 16.00 94% 100.0% 0.0% ■1 1/2" 12.50 92% 92% 100.0% 0.0% 'iiiiii - IIII' 3/8" 9.50 89% 89% 100.0% 0.0% 4ar. -�---�. � +--- --1- " ,' t-1---d ------ ----- 400% 1/4" 6.30 84% 100.0% 0.0% III #4 4.75 82% 82% 100.0% 0.0% 11'1" i iiii iii i t IIIIII I I IIIIIII I IIIIII l #8 2.36 75% 100.0% 0.0% 3ar {----F -F I F- ---iFHFFi-}--F---N1F14 -{---- 30oss #10 2.00 74% 74% 100.0% 0.0% ?! #16 1.18 54% 100.0% 0.0% I I I I #20 0.850 45% 100.0% 0.0% i #30 0.600 39% 100.0% 0.0% !I �i iiii i I #40 0.425 35% 35% 100.0% 0.0% la _}___}Ipµ__+___iifiliFiiHi_{__i___�i{!iifiii!_fi _if _ _iµiiii!ii_i__!---iF!#i ti ti _{____ l00% #50 0.300 21% 100.0% 0.0% � #60 0.250 15% 100.0% 0.0% #80 0.180 8% 100.0% 0.0% 0% " 0.0r t ro.oa0 l000o 1- 0,100 o.o1011 omt #100 0.150 4% 4% 100.0% 0.0% #140 0.106 3% 100.0% 0.0% rn"bb #170 0.090 2% 100.0% 0.0% #200 0.075 1.9% 1.9% 100.0% 0.0% + sevesxa - Max�eca -MbSpecs -.-severs�s"e� Copyri%ht Spears Engineering&F-h-.Iservi' PS,1996-99 All-Au apply-ly to artual locations and matenale leered.Asa--lp--ten to clenls 17, hl-. dourselven.nll reports aresub nirleA ns the conlidenr al preperryr 10-1,.and-ht iaron1.-pubte.a-t efnlalenerls,cu rclusio..-o e. aels I... .regard-rg our reports is reserved pending our written approval. Comments: Reviewed by: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 4.9' FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 591h Avenue NE Arlington, WA 19 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Sieve Report Project:Pearson Millwork Infiltration Date Received:31-Aug-17 ASTMD-2487 Unified Soils Classification System Project#: 17B175 Sampled By:K.Parker SP,Poorly graded Sand with Gravel Client:Pearson Millwork,hic. Date Tested:5-Sep-17 Sample Color: AC 01TED� Source:TP-1 @ 6.5' Tested By:A.Eifrig gray rya.1W. Wo? Sam a#:B17-0919 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 D15i=0.175 nun %Gravel=30.4% Coeff.of Curvature,Cc=0.73 Specifications D(1o{=0.234 man %Sand=68.4% Coeff.of Uniformity,Cu=9.20 No Specs D(15)=0.293 tutu %Silt&Clay=1.2% Fineness Modulus=4.17 Sample Meets Specs?N/A D(30)=0.608 tutu Liquid Limit-n/a Plastic Limit-n/a D(50)=1.554 tutu Plasticity Index=n/a Moisture%,as samp led=3.4% D(60)=2.155 turn Sand Equivalent=n/a Rcq'd Sand Equivalent= D(9o;=21.012 tutu Fracture%,1 Face=n/a Req'd Fracture%1 Face= Dust Ratio= 1/22 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= AS TM C-136,AS TM D-6913 Actual Interpolated Cmin Si.Disc abulion Cumulative Cumulative Sieve Size Percent Percent Specs Specs - tu!. o US Metric Passing Passing Max Mn Imr.a._.�.�s,+,e<•.:.c. � :�i.T�-ia,a,a.,ika�:3ii-. Iro.osx 12.00" 300.00 100% 100.0% 0.07/. 10.001, 250.00 100% 100.0% 0.0 8.001, 200.00 100% 100.0% 0.0% 90, - ---i!Wi i_ -------if1' `-�---' ------ ----- Sao% 6.00" 150.00 100% 100.0% 0.0% ;I; II;;; 4.00" 100.00 100% 100.0% 0.0% i � ^�� 8d/o 3.00" 75.00 100% 100.0% 0.0% -+---:fHa-F+-F-+ +��VH-a--{---;ii+ia-F-F-+--- --F----NitF+++-a 2.50" 63.00 100% 100.0% 0.0% 2.00" 50.00 100% 100.0% 0.0% ,�, _�___"'"L i_s___;iiil►: iiii : _ i. ao,, 1.75" 45.00 100% 100.0% 0.0 1.50" 37.50 100% 100.0% 0.0% ;I; ; II;; 1.25" 31.50 100% 100.0% 0.0% car h;I;� Ih; ;Al _ , -'- sao% 1.00" 25.00 100% 100% 100.0% 0.0 3/4" 19.00 85% 85% 100.0% 0.0% son 'i--- �-"t-i--- _;__:_ - --- - ---- ----- sao% 5/8" 16.00 83% 100.0% 0.0% 1/2" 12.50 80% 80% 100.0% 0.0% 3/8" 9.50 77% 77% 100.0% 0.0% con -r---!..�+'� T---;4T.4;-J--;--�" -- --- ------ ----- caoi HlTrrT1/4" 6.30 72% 100.0% 0.0% HM: �� ' ��HH ; II;;;I;; ; ;; ; ;;;;;I;; #4 4.75 70% 70% 100.0% 0.0% 1 �HW!1 1 �'� 1' 1 11111'1' ; }- 94+4_F_+___444Fi______�{i{-OFF_+___jµy}HM Fi_{__F____441 �; #8 2.36 61% 100.0% 0.0% awn - -- ::::.:k-i---- naoi #10 2.00 59% 59% 100.0% 0.0% #16 1.18 42% 100.0% 0.0% «-------------------:---- _ _ --- _-- _- #20 0.850 35% 100.0% 0.0% i ' HHH; IM I ; I #30 0.600 30% 100.0% 0.0% WHiI ; H I !?? #40 0.425 26% 26% 100.0% 0.0% {{{i --IIII;' A144+ -i---- Iaoi #50 0.300 16% 100.0% 0.0% -t- i�iaH_{__F____ ;ii;1 1 #60 0.250 11% 100.0% 0.0% #80 0.180 5% 100.0% 0.0% of II' 0.�� Ill Dail I.R. 10000 Lwo o.1ao a.o10 #100 0.150 3% 3% 100.0% 0.0% #140 0.106 2% 100.0% 0.0% P.- 1mm1 #170 0.090 2% 100.0% 0.0% #200 0.075 1.2% 1.2% 100.0% 0.0% r s<v<ss: -Ltex�«. -m n •-s<v<a<.9n Copyright Speer.Engineering&Technical Services PS,1996-98 All resnite apply only to actual locations end materiels reseed.As a mueuel prof--eo dim-,the public end ourselves,ell rep.-ere sub--d as the confidential property fdi-,,end eta horize[ion for publication of statements,co--ions or cxl reefs from or regarding ou reports is reserved pending our wrht-approve] Comments: Revievwdby: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 6.5' FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE Arlington, WA 20 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B175 sol test farm consultants, inc. 2016 as aq'n_a—. 'hr am -.w.uer — -F—Imlt m -a"ft nlw MATERIALS TESTING Date Received: 9/1/2017 77 CHRYSLER DR Grower: PEARSON MILLWORK INFILT Sampled BY: Burlington, WA 98233 Field: B17-0918-TP-14.9FT Laboratory#: S17-19278 Customer Account#: PROJECT 17B175 Customer Sample ID: Soil Test Results Cation Exchange CEC meq/100g 3.1 pH 1:1 E.C.1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 4.9' CEC FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE 7 Arlington, WA 21 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B175 X, soi Ites t farm consultants, inc. a.e.:aM+��u -ti.:iaprnmw -mµr«.gym MATERIALS TESTING Date Received: 9/1/2017 77 CHRYSLER DR Grower: PEARSON MILLWORK INFILT Sampled By: Burlington, WA 98233 Field: B17-0919-TP-1 6.5FT Laboratory#: 517-19279 Customer Account#: PROJECT 17B175 Customer Sample ID: Soil Test Results Cation Exchange CEC meq/100g 1.9 pH 1:1 E.C.1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 6.5' CEC FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Q Burlington, WA 98233 19311 59th Avenue NE U Arlington, WA 22 �-Terra Vista N W,«< Storm water Management Report Appendix B Operation and Maintenance (170202)Lexus of Seattle—Parking Lot September 19,2017 �-Terra Vista N W,«< Storm water Management Report (170202)Lexus of Seattle—Parking Lot September 19,2017 Terra Vista NW,«c Operation and Maintenance Procedures Maintenance Standards—Catch Basins Maintenance Defect Conditions When Maintenance Is Needed Results Expected Component When Maintenance Is Performed General Trash and Debris Trash or debris which is located immediately No Trash or debris in front of the catch basin opening or is located immediately in blocking inletting capacity of the basin by front of catch basin or more than 10%. on grate opening. Trash or debris (in the basin)that exceeds 60 No trash or debris in percent of the sump depth as measured from the the bottom of basin to invert of the lowest catch basin. pipe into or out of the basin,but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes blocking more than 1/3 of its height. free of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present or dangerous gases (e.g., methane). within the catch basin. Sediment Sediment(in the basin)that exceeds 60 No sediment in the percent of the sump depth as measured from catch basin the bottom of basin to invert of the lowest pipe into or out of the basin,but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. (170103)VCS Parking Lot Page B1 September 19,2017 Terra Vista NW,«c Operation and Maintenance Procedures Maintenance Defect Conditions When Maintenance Is Needed Results Expected Component When Maintenance Is Performed Structure Damage Top slab has holes larger than 2 square Top slab is free of to Frame and/or inches or cracks wider than 1/4 inch holes Top Slab (Intent is to make sure no material is running and cracks into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush separation of more than 3/4 inch of the frame on the riser rings or top from the top slab. Frame not securely slab and firmly attached attached. Fractures or Cracks Maintenance person judges that structure is Basin replaced or in Basin unsound. repaired to design Walls/Bottom standards. Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or Misalignment function, or design problem. repaired to design standards. Vegetation Vegetation growing across and blocking No vegetation blocking more opening to basin. than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present six inches apart. (170103)VCS Parking Lot Page B2 September 19,2017 Terra Vista NW,«c Operation and Maintenance Procedures Maintenance Defect Conditions When Maintenance Is Needed Results Expected Component When Maintenance Is Performed Contamination and See "Detention Ponds" (No. 1). No pollution present. Pollution Catch Basin Cover Not in Place Cover is missing or only partially in place. Catch basin cover is Cover Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism Not maintenance person with proper tools. Bolts proper tools. Working into frame have less than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid Cover can be removed Remove after applying normal lifting pressure. by one maintenance (Intent is keep cover from sealing off access person. to maintenance.) Ladder Latter Rungs Ladder is unsafe due to missing rungs,not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment,rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate Opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Debris Trash and debris that is blocking more than Grate free of trash and 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing grate. meets design standards. (170103)VCS Parking Lot Page B3 September 19,2017 _—L,Terra Vista Al W,«c Operation and Maintenance Procedures Maintenance Standards—Catch Basin Inserts Table V-4.5.2(18) Maintenance Standards-Catchbasin Inserts Maintenance Defect Conditions When Maintenance Is Results Expected When Component Needed Maintenance is Performed Sediment When sediment forms a cap over the No sediment cap on the insert Accumulation insert media of the insert and/or media and its unit. unit. Trash and Debris Trash and debris accumulates on Trash and debris removed Accumulation insert unit creating a from insert unit. Runoff freely blockage/restriction. flows into catch basin. Media Insert Not Effluent water from media insert has Effluent water from media Removing Oil a visible sheen. insert is free of oils and has no visible sheen. General Media Insert Water Catch basin insert is saturated with Remove and replace media insert. Saturated water and no longer has the capacity to absorb. Media Insert-Oil Media oil saturated due to Remove and replace media Saturated petroleum spill that drains into catch insert. basin. Media Insert Use Media has been used beyond the Remove and replace media at Beyond Normal typical average life of media insert regular intervals, depending on Product Life product. insert product. (170103)VCS Parking Lot Page B4 September 19,2017 _—L,Terra lAlsta Al W,«c Operation and Maintenance Procedures Maintenance Standards—Oil/Water Separator Table V-4.5.2(16) Maintenance Standards- Baffle Oil/Water Separators(API Type) Maintenance Defect Condition When Maintenance Is Results Expected When Component Needed Maintenance is Performed Monitoring Inspection of discharge water for Effluent discharge from vault obvious signs of poor water should be clear without thick quality. visible sheen. Sediment Sediment depth in bottom of vault No sediment deposits on vault Accumulation exceeds 6-inches in depth. bottom that would impede flow through the vault and reduce separation efficiency. Trash and Debris Trash and debris accumulation in Trash and debris removed from Accumulation vault, or pipe inlet/outlet, vault, and inlet/outlet piping. floatables and non-floatables. Oil Accumulation Oil accumulations that exceed 1- Extract oil from vault by vactoring. General inch, at the surface of the water. Disposal in accordance with state and local rules and regulations. Damaged Pipes Inlet or outlet piping damaged or Pipe repaired or replaced. broken and in need of repair. Access Cover Cover cannot be opened, Cover repaired to proper working Damaged/Not corrosion/deformation of cover. specifications or replaced. Working Vault Structure Vault replaced or repairs made so Damage - Includes that vault meets design Cracks in Walls See "Catch Basins" (No. S) specifications and is structurally Bottom, Damage to sound. (170103)VCS Parking Lot Page B5 September 19,2017 Terra Vista NW,«c Operation and Maintenance Procedures Frame and/or Top Cracks wider than 1/2-inch at the Vault repaired so that no cracks Slab joint of any inlet/outlet pipe or exist wider than 1/4-inch at the evidence of soil particles entering joint of the inlet/outlet pipe. through the cracks. Baffles Baffles corroding, cracking, Baffles repaired or replaced to warping and/or showing signs of specifications. failure as determined by maintenance/inspection person Access Ladder Ladder is corroded or Ladder replaced or repaired and Damaged deteriorated, not functioning meets specifications, and is safe properly, not securely attached to to structure wall, missing rungs, use as determined by inspection cracks, and misaligned. personnel. (170103)VCS Parking Lot Page B6 September 19,2017 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Pearson Millworks Permit No.: PWD1131 Review Date: 10/6/2017 Contact: Alan Perkes Phone No.: 360-424-6848 Review Phase: Report Date: Reviewing Dept.: CED Applicant:Axthelm Construction DWG Issue Date: # Rev. Dwg. or Add'1 Ref. Comment Response/Resolution City Spec. Ref. Approved L NEH C5 Need enough spot elevations to define slope Existing spot elevations added to plans of grading. 2. NEH C5 Need to show length and width of stormtech Length and width added to sheet trench. 3. NEH C5 Provide CB or clean out at each connection CO's added to all bends or bend in the mainline storm system. 4. NEH C5 Provide lengths,types, and slopes on all Lengths added to pipe callouts. Plan is pipes. too dense to add pipe types to all pipe callouts, however, material reference is included in the notes on the sheet. 5. NEH C5 Provide type on all CB's; write out oil water Changes made separator. 6. NEH C6 WSDOT has updated their standard plan for Changes made construction entrance to use Permeable Ballast instead of quarry spalls because of issues with the large rock getting stuck between the dual tires of the dump trucks. Please update your detail accordingly. 7. NEH C7 Show elevations for the stormtech chamber, Non-applicable dimensions removed. specific to this site. Invert elevations are shown on the plan sheets. Dimensions between invert and bottom of facility are shown in the detail. Additional callouts added to reference the plan sheet. Detail matches actual conditions. Page 1 of 3 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Pearson Millworks Permit No.: PWD1131 Review Date: 10/6/2017 Contact: Alan Perkes Phone No.: 360-424-6848 Review Phase: Report Date: Reviewing Dept.: CED Applicant:Axthelm Construction DWG Issue Date: # Rev. Dwg. or Add'1 Ref. Comment Response/Resolution City Spec. Ref. Approved 8. NEH DR Figure I-2.5.1 - project triggers MR's 1-9 Changes made (second question, final result is the same) please update. 9. NEH DR Report must show 100% infiltration (try Infiltration trench added as suggested. sending your outlet structure to a small 100% infiltration achieved. infiltration trench,this has worked for me in the past to fix the quirk). 10. NEH DR Include full output from WWHM for my Output included in the report. review. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. Page 2 of 3 • 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Pearson Millworks Permit No.: PWD1131 Review Date: 10/6/2017 Contact: Alan Perkes Phone No.: 360-424-6848 Review Phase: Report Date: Reviewing Dept.: CED Applicant:Axthelm Construction DWG Issue Date: # Rev. Dwg. or Add'l Ref. Comment Response/Resolution City Spec. Ref. Approved Page 3 of 3 ARLINGTON STANDARD GENERAL NOTES ARLINGTON STANDARD TESC NOTES LEGEND CONSTRUCTION DRAWING REVIEW UNLESS NOTES OTHERWISE UNLESS NOTES OTHERWISE ACKNKOWLEGEMENT 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL (TESC) *_�_ 90 99 SPOT ELEVATION THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR . WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STORM DRAINAGE DESIGN. TOPO SLOPE DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL _____ CLEARING LIMITS APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE CONSTRUCTION. APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY _ _ _ _ PROPERTY LINE OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY MUST BE MAINTAINED ON—SITE AND BE READILY AVAILABLE TO THE OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO CITY INSPECTOR AT THEIR REQUEST. So STORM DRAIN (SD) ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS OBTAIN A GRADING PERMIT, RIGHT—OF—WAY PERMIT, AND UTILITY WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER 3. THE TESC BMP'S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO APPROVAL HPA, WSDOE NOTICE OF INTENT N01 , ANY CORP OF ENGINEERS FILL MANNER AS TO ENSURE THAT SEDIMENT—LADEN WATER DOES NOT AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A -----Pso— PERF STORM DRAIN (P APPRO PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. 3. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE PAVEMENT STRIPING SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY. THE APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPLACEMENT, BY: --- CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION CONFERENCE AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE _----____ GRADE BREAK CITY ENGINEER BY CALLING 360 403-3500. PRIOR TO SCHEDULING, THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED ( ) ------- CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC BY THE CITY. DATE: ------THIS APPROVAL VALID FOR 18 MONTHS CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC HMA PAVEMENT CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR PERMITS, A COPY OF THE CONTRACTOR'S LICENSE, AND PROOF OF TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. THE DURATION OF THE CONSTRUCTION PROJECT. SHEET INDEX 0 0 N. / &c n 2%PI e EN n 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM ° Q ^Yi% , APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THE m a °�" MeM$" CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED zo8mStNe" REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, � AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO a ms%ste 3 g AND OTHER APPROPRIATE PUBLIC AGENCIES. REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. S H T NO DESCRIPTION s onlhslNe "° ° 20PIP/rye loam P� �194lM1 St rve u 6. ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24—HOUR EMERGENCY _ s PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM 201e,z,N, AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED CONTACT PHONE NUMBER OF THE CONTRACTOR' CERTIFIED EROSION \ e 99MStNe ca e,e Ra 1,,tI,PI Nee APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. Ci GENERAL NOTES AND LEGEND tee, 1 RE 199N St Ne RESPONSIBILITY ESP NSBIACY OF ALL TIE CONTRACTOR TO INDEPENDENTLY VERIFY THE 7, THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR C2 SWPPP NOTES ® 196M PI Ne � �1-P t,N 9 ACCUAND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND OPERATION. C3 SWPPP q,,6P,N¢ SITE---,. a UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 8, BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO v1 e s i a a 1992,dStNe z 1 UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE C4 PAVING PLAN 09`„189tM1 PIN¢' 19 st PIN° AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. I ,991h91Ne 99°,""e a b 188M St Ne 8. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT ARE TO 1860tPINe ° 99hSINe s BY REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE BE LEFT UNWORKED FOR MORE THAN SEVEN (7) DAYS SHALL BE C5 GRADING & DRAINAGE PLAN &woo. W ry £ = 3 y CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. C6^ DETAILS APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE g, SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, ` lnzod St rve INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT PRE—TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON ^1801hSt"e 179thPIN., DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT C7 DETAILS 179th&,Ne , 178M1q N°°ea6n R INSPECTION. REACHING A DEPTH OF 12 INCHES. PINe a4 Pn rvP�6 fa 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A a' 16m Ne 176thPIN, nc`°°o`a 1T8 u 9. THE CONTRACTOR SHALL KEEP THE ON—SITE AND OFF—SITE STREETS TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY u 1]smP'"e i SNPINe fiMPINe o CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE ® 61hPINe 4M111Ne f as 1] z TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS PROJECT CONTACTS a �`a w PRIOR APPROVAL FROM THE CITY INSPECTOR. 10. THE CONTRACTOR 99 STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION 171 It P"Ne a SHALL MAINTAIN TWO (2) SETS OF "ASBUILT"PLANS SHOWING ALL FIELD AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A 1691hP1rve ,69,hP,Ne CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER CONSTRUCTION TEMPORARY SETTLING BASIN. CARL PEARSON COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH COPIES OF PEARSON MILLWORK T�/ ? RED—LINED PLANS TO THE CITY. 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, PO BOX 3246 VI C I N I I I MAP FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE 19311 59TH AVE NE, BLDG 115 THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN RATE OF 120 LBS PER ACRE. ARLINGTON, WA 98223 ENGINEER. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS (360) 435-9516 CARLP®PEARSONMILLWORK.COM REUINCHES, 3,00 POUNDS PER ACRE IS, OR 1 APPLIED T A MINIMUM THICKNESS OF 3 CONTRACTOR PROJECT SITE INFORMATION 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ALAN PERKES a ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY AXTHELM CONSTRUCTION SURVEY REFERENCE GROUND COVER BMP's SHALL OCCUR AT THE END OF EACH WORK 3610 CEDARDALE RD UNIT C BASE INFORMATION DERIVED FROM AERIAL PHOTO AND RECORD INFORMATION a DAY. MOUNT VERNON, WA 98273 OBTAINED THROUGH A PUBLIC RECORDS REQUEST. TERRAVISTA NW ASSUMES NO (360) 424-6848 RESPONSIBILITY FOR NOR WARRANTS THE THE ACCURACY OF THIS INFORMATION. 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE ALAN®AXTH ELM CONSTRUCTION.COM a BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF PARCEL NUMBER THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE ARCHITECT NA THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PETER CARLETTI TOWNSHIP AND RANGE CARLETTI ARCHITECTS 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL 116 E. FIR ST., SUITE A NW j OF THE SE SECTION 15, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. a BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR MOUNT VERNON, WA 98273 WHEN THE TESC MEASURES BECOME DAMAGED. (360) 424-0394 ZONING PETER®CARLETTIARCHITECTS.COM GI—GENERAL INDUSTRIAL 16. UPON COMPLETION OF THE PROJECT, ALL BMP'S SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMP'S ARE REQUIRED TO CIVIL ENGINEER AIRPORT PROTECTION DISTRICT SUBDISTRICT: B a REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANGEMENTS FOR ERIC SCOTT — PRINCIPAL Z REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. TERRAVISTA NW CONSULTING ENGINEERS LOT > 3204 SMOKEY POINT DRIVE, SUITE 207 TOTAL SIZE: 38,482 SF (0.883 ACRES) ARINGTON, WA 98223 (425) 422-0840 DEVEL IMPERVIOUS AREA: 0.767 ACRES (87%) ERICS®TERRAVISTANW.COM e PLAN CHECK BY DATE REFERENCE ^� �9- AS PEARSON MILLWORKS BUILDING ADDITION SHEET NO. C1 erraVista NW uc � 19311 59TH AVE NE, ARLINGTON, WA 98223 o Consulting Engineers o _ GENERAL NOTES SHEET 36 DATE N0. REVISION BY 3204 SUMEY RO/NT 9R/tE Z207 OF DESIGNED BY: DRAWN BY: ARUNOrON, W14.98223 ONq� ENS a 425-422-0940 7 E. SCOTT E. SCOTT WWW7ERRANSTANWOO,N PROJECT NO. 170602 SHEETS ELEMENTS OF CONSTRUCTION SWPPP LEGEND 1. PRESERVE VEGETATION / MARK CLEARING LIMITS DURING THE WET SEASON (OCTOBER 1 — APRIL 30): 2 DAYS. BMP's >C151: CONCRETE HANDLING BEFORE BEGINNING LAND DISTURBING ACTIVITIES, INCLUDING CLEARING AND STABILIZE SOILS AT THE END OF THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF C152: SAWCUTTING AND SURFACING POLLUTION PREVENTION > DENOTES MINIMUM REQUIRED GRADING, CLEARLY MARK ALL CLEARING LIMITS, SENSITIVE AREAS AND THEIR NEEDED BASED ON THE WEATHER FORECAST. STABILIZE SOIL STOCKPILES FROM C153: MATERIAL DELIVERY, STORAGE AND CONTAINMENT BMP's. AS SITE WORK BUFFERS, AND TREES THAT ARE TO BE PRESERVED WITHIN THE CONSTRUCTION EROSION, PROTECT WITH SEDIMENT TRAPPING MEASURES, AND WHERE POSSIBLE, >C154: CONCRETE WASHOUT AREA PROGRESSES, CONTRACTOR MAY BE LOCATED AWAY FROM STORM DRAIN INLETS, WATERWAYS, AND DRAINAGE NEED TO INSTALL ADDITIONAL AREA. CHANNELS. MINIMIZE THE AMOUNT OF SOIL EXPOSED DURING CONSTRUCTION C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT BMP's AS NEEDED. ACTIVITY. MINIMIZE THE DISTURBANCE OF STEEP SLOPES. C251: CONSTRUCTION STORMWATER FILTRATION RETAIN THE DUFF LAYER, NATIVE TOP SOIL, AND NATURAL VEGETATION IN AN C252: HIGH PH NEUTRALIZATION USING CO2 UNDISTURBED STATE TO THE MAXIMUM DEGREE PRACTICAL. IF IT IS NOT BMP's C120: TEMPORARY AND PERMANENT SEEDING C253: PH CONTROL FOR HIGH PH WATER PRACTICAL TO RETAIN THE DUFF LAYER IN PLACE, THEN STOCKPILE IT ON—SITE, COVER IT TO PREVENT EROSION, AND REPLACE IT IMMEDIATELY WHEN YOU FINISH C121: MULCHING 10. CONTROL DEWATERING DISTURBING THE SITE. C122: NETS AND BLANKETS C123: PLASTIC COVERING DISCHARGE CLEAN, NON—TURBID DE—WATERING WATER, SUCH AS WELL—POINT BMP's C101: PRESERVING NATURAL VEGETATION C124: SODDING GROUND WATER, TO SYSTEMS TRIBUTARY TO, OR DIRECTLY INTO SURFACE C102: BUFFER ZONES C125: TOPSOILING / COMPOSTING WATERS OF THE STATE, AS SPECIFIED IN ELEMENT #8, PROVIDED THE PAM FOR SOIL EROSION PROTECTION DE—WATERING FLOW DOES NOT CAUSE EROSION OR FLOODING OF RECEIVING C103: HIGH VISIBILITY FENCE C126: POLYACRYLAMIDE ( ) WATERS OR INTERFERE WITH THE OPERATION OF THE SYSTEM. HANDLE HIGHLY C233: SILT FENCE C130: SURFACE ROUGHENING TURBID OR CONTAMINATED DEWATERING WATER SEPARATELY FROM STORMWATER. C131: GRADIENT TERRACES 2. ESTABLISH CONSTRUCTION ACCESS >C140: DUST CONTROL BMP's C203: WATER BARS LIMIT CONSTRUCTION VEHICLE ACCESS AND EXIT TO ONE ROUTE, IF POSSIBLE. C236: VEGETATIVE FILTRATION STABILIZE ACCESS POINTS WITH A PAD OF QUARRY SPALLS, CRUSHED ROCK, OR 6. PROTECT SLOPES OTHER EQUIVALENT BMPS, TO MINIMIZE TRACKING SEDIMENT ONTO ROADS. DIVERT OFF—SITE STORMWATER (RUN—ON) OR GROUND WATER AWAY FROM 11. MAINTAIN BMP's LOCATE WHEEL WASH OR TIRE BATHS ON SITE, IF THE STABILIZED OR AND PIPES, CONSTRUCTION ENTRANCE IS NOT EFFECTIVE IN PREVENTING TRACKING SEDIMENT SLOPES AND DISTURBED AREAS WITH INTERCEPTOR DIKES, / KEEP QUANTITIES OF EROSION PREVENTION AND SEDIMENT CONTROL MATERIALS SITE STORMWATER SHOULD BE MANAGED SEPARATELY FROM OFF— ONTO ROADS. IF SEDIMENT IS TRACKED OFF SITE, CLEAN THE AFFECTED SWALES. ON THE PROJECT SITE AT ALL TIMES TO BE USED FOR REGULAR MAINTENANCE ROADWAY THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY AS STORMWATER GENERATED ON THE SITE. PLACE EXCAVATED MATERIAL ON THE AND EMERGENCY SITUATIONS SUCH AS UNEXPECTED HEAVY SUMMER RAINS. NECESSARY (FOR EXAMPLE, DURING WET WEATHER). REMOVE SEDIMENT FROM UPHILL SIDE OF TRENCHES, CONSISTENT WITH SAFETY AND SPACECONSIDERATIONS MAINTAIN AND REPAIR ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT . ROADS BY SHOVELING, SWEEPING, OR PICK UP AND TRANSPORT THE SEDIMENT CONTROL BMPS AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR TO A CONTROLLED SEDIMENT DISPOSAL AREA. CONDUCT STREET WASHING ONLY INTENDED FUNCTION IN ACCORDANCE WITH BMP SPECIFICATIONS. REMOVE ALL AFTER SEDIMENT IS REMOVED IN ACCORDANCE WITH THE ABOVE BULLET. BMP's C120: TEMPORARY AND PERMANENT SEEDING TEMPORARY EROSION AND SEDIMENT CONTROL BMPS WITHIN 30 DAYS AFTER CONTROL STREET WASH WASTEWATER BY PUMPING BACK ON SITE OR OTHERWISE C121: MULCHING ACHIEVING FINAL SITE STABILIZATION OR AFTER THE TEMPORARY BMPS ARE NO PREVENTING IT FROM DISCHARGING INTO SYSTEMS TRIBUTARY TO WATERS OF THE C122: NETS AND BLANKETS LONGER NEEDED. PROVIDE PROTECTION TO ALL BMPS INSTALLED FOR THE STATE. MINIMIZE CONSTRUCTION SITE ACCESS POINTS ALONG LINEAR PROJECTS, PERMANENT CONTROL OF STORMWATER FROM SEDIMENT AND COMPACTION. ALL SUCH AS ROADWAYS. STREET WASHING MAY REQUIRE LOCAL JURISDICTION C123: PLASTIC COVERING BMPS THAT ARE TO REMAIN IN PLACE FOLLOWING COMPLETION OF APPROVAL. C124: SODDING CONSTRUCTION SHALL BE EXAMINED AND PLACED IN FULL OPERATING C130: SURFACE ROUGHENING CONDITIONS. IF SEDIMENT ENTERS THE BMPS DURING CONSTRUCTION, IT SHALL BMP's >C105: STABILIZE CONSTRUCTION ENTRANCE/EXIT C131: GRADIENT TERRACES BE REMOVED AND THE FACILITY SHALL BE RETURNED TO THE CONDITIONS C106: WHEEL WASH C200: INTERCEPTOR DIKE AND SWALE SPECIFIED IN THE CONSTRUCTION DOCUMENTS. C107: CONSTRUCTION ROAD/PARKING AREA STABILIZATION C201: GRASS—LINED CHANNELS C203: WATER BARS 12. MANAGE THE PROJECT C204: PIPE SLOPE DRAINS INSPECT, MAINTAIN, AND REPAIR ALL BMPS AS NEEDED TO ASSURE CONTINUED 3. CONTROL FLOW RATES C205: SUBSURFACE DRAINS PERFORMANCE OF THEIR INTENDED FUNCTION. CONDUCT SITE INSPECTIONS AND PROTECT PROPERTIES AND WATERWAYS DOWNSTREAM OF DEVELOPMENT SITES C206: LEVEL SPREADER MONITORING IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER GENERAL FROM EROSION AND THE ASSOCIATED DISCHARGE OF TURBID WATERS DUE TO C207: CHECK DAMS PERMIT OR LOCAL PLAN APPROVAL AUTHORITY. MAINTAIN, UPDATE, AND INCREASES IN THE VELOCITY AND PEAK VOLUMETRIC FLOW RATE OF STORMWATER C208: TRIANGULAR SILT DIKE (TS D)(GEOTEXTI LE—ENCASED CHECK IMPLEMENT THE SWPPP IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER RUNOFF FROM THE PROJECT SITE. WHERE NECESSARY, CONSTRUCT DAM) GENERAL PERMIT. ALL BMPS MUST BE INSPECTED, MAINTAINED, AND REPAIRED STORMWATER RETENTION OR DETENTION FACILITIES AS ONE OF THE FIRST STEPS AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED IN GRADING. ASSURE THAT DETENTION FACILITIES FUNCTION PROPERLY BEFORE FUNCTION. SITE INSPECTIONS MUST BE CONDUCTED BY A PERSON ° CONSTRUCTING SITE IMPROVEMENTS (E.G. IMPERVIOUS SURFACES). IF PERMANENT 7. PROTECT DRAIN INLETS KNOWLEDGEABLE IN THE PRINCIPLES AND PRACTICES OF EROSION AND SEDIMENT a INFILTRATION PONDS ARE USED FOR FLOW CONTROL DURING CONSTRUCTION, PROTECT ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SO CONTROL. PROTECT THESE FACILITIES FROM SILTATION DURING THE CONSTRUCTION PHASE. THAT STORMWATER RUNOFF DOES NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR TREATED TO REMOVE SEDIMENT. CLEAN OR REMOVE 13. PROTECT LOW IMPACT DEVELOPMENT BMP's C203: WATER BARS AND REPLACE INLET PROTECTION DEVICES WHEN SEDIMENT HAS FILLED Z C207: CHECK DAMS ONE—THIRD OF THE AVAILABLE STORAGE (UNLESS A DIFFERENT STANDARD IS PROTECT ALL BIORETENTION AND RAIN GARDEN BMPS FROM SEDIMENTATION C209: OUTLET PROTECTION SPECIFIED BY THE PRODUCT MANUFACTURER). INLETS SHOULD BE INSPECTED THROUGH INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL C235: WATTLES WEEKLY AT A MINIMUM AND DAILY DURING STORM EVENTS. BMPS ON PORTIONS OF THE SITE THAT DRAIN INTO THE BIORETENTION AND/OR C240: SEDIMENT TRAP RAIN GARDEN BMPS. RESTORE THE BMPS TO THEIR FULLY FUNCTIONING C241: TEMPORARY SEDIMENT POND BMP's >C220: STORM DRAIN INLET PROTECTION CONDITION IF THEY ACCUMULATE SEDIMENT DURING CONSTRUCTION. RESTORING THE BMP MUST INCLUDE REMOVAL OF SEDIMENT AND ANY SEDIMENT—LADEN d 4. INSTALL SEDIMENT CONTROLS 8. STABILIZE CHANNELS AND OUTFALLS BIORETENTION/RAIN GARDEN SOILS, AND REPLACING THE REMOVED SOILS WITH a CONSTRUCT AND STABILIZE ALL ON—SITE CONVEYANCE CHANNELS TO PREVENT SOILS MEETING THE DESIGN SPECIFICATION. INSTALL AND MAINTAIN EFFECTIVE EROSION CONTROLS AND SEDIMENT CONTROLS TO MINIMIZE THE DISCHARGE OF POLLUTANTS. CONSTRUCT SEDIMENT CONTROL EROSION. PROVIDE STABILIZATION, INCLUDING ARMORING MATERIAL, ADEQUATE TO PREVENT COMPACTING BIORETENTION AND RAIN GARDEN BMPS BY EXCLUDING a BMPS (SEDIMENT PONDS, TRAPS, FILTERS, ETC.) PRIOR TO GRADING. PREVENT EROSION OF OUTLETS, ADJACENT STREAMBANKS, SLOPES, AND CONSTRUCTION EQUIPMENT AND FOOT TRAFFIC. PROTECT COMPLETED LAWN AND STABILIZE CHANNEL BY PLACING BLANKET PRODUCT FIRST, THEN ADD CHECK DOWNSTREAM REACHES THE OUTLETS OF ALL CONVEYANCE SYSTEMS. LANDSCAPED AREAS FROM COMPACTION DUE TO CONSTRUCTION EQUIPMENT. BMP's C231: BRUSH BARRIER DAMS AS NECESSARY TO FUNCTION AS AN ANCHOR AND TO SLOW THE FLOW OF a C232: GRAVEL FILTER BERM WATER. CONTROL EROSION AND AVOID INTRODUCING SEDIMENT FROM SURROUNDING LAND 3 C233: SILT FENCE USES ONTO PERMEABLE PAVEMENTS. DO NOT ALLOW MUDDY CONSTRUCTION C234: VEGETATED STRIP BMP's C202: CHANNEL LINING EQUIPMENT ON THE BASE MATERIAL OR PAVEMENT. DO NOT ALLOW C235: WATTLES C122: NETS AND BLANKETS SEDIMENT—LADEN RUNOFF ONTO PERMEABLE PAVEMENTS. CONSTRUCTION DRAWING APPROVAL a C240: SEDIMENT TRAP C207: CHECK DAMS C241: TEMPORARY SEDIMENT POND C209: OUTLET PROTECTION PAVEMENTS FOULED WITH SEDIMENTS OR NO LONGER PASSING AN INITIAL THIS PLAN SHEET HAS BEEN REVIEWED AND C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT INFILTRATION TEST MUST BE CLEANED USING PROCEDURES FROM THE LOCAL APPROVED PER THE CONDITIONS ON THE TITLE C251: CONSTRUCTION STORMWATER FILTRATION STORMWATER MANUAL OR THE MANUFACTURER'S PROCEDURES. SHEET. 9. CONTROL POLLUTANTS a INSTALL, IMPLEMENT, AND MAINTAIN EFFECTIVE POLLUTION PREVENTION MEASURES KEEP ALL HEAVY EQUIPMENT OFF EXISTING SOILS UNDER LID FACILITIES THAT BY:--------------- � 5. STABILIZE SOILS TO MINIMIZE THE DISCHARGE OF POLLUTANTS. HANDLE AND DISPOSE OF ALL HAVE BEEN EXCAVATED TO FINAL GRADE TO RETAIN THE INFILTRATION RATE OF CRY ENGINEER,CRY OF ARLINGTON SOILS MUST NOT REMAIN EXPOSED AND UNWORKED FOR MORE THAN THE TIME POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS THAT OCCUR THE SOILS. DATE: PERIODS SET FORTH BELOW TO PREVENT EROSION. ON—SITE IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. THIS APPROVAL VAUD FOR ie MOWHS - DURING THE DRY SEASON (MAY 1 — SEPT. 30): 7 DAYS. E PLAN CHECK BY DATE REFERENCE ^� �9- As PEARSON MILLWORKS BUILDING ADDITION SHEET NO. C2 erraVista NW ,,, 19311 59TH AVE NE, ARLINGTON, WA 98223 o Consulting Engineers N _ SHEET �0 36 DATE N0. REVISION BY SWPPP NOTES 23204 SMOKEYPO/NTOR/kE Z207 OF DESIGNED BY: DRAWN BY: ARUNOrON, W.98223 ONq� ENS m 425-422-0940 7 E. SCOTT E. SCOTT KWK ERRANSTANWCOM PROJECT NO. 170602 SHEETS - - - - - s .7 -- x--x- x - - - - - - NOTES: �3' ___ ------- 1. SEE SHEET C1 FOR GENERAL NOTES AND ------ \x x LEGEND " 7� 3 2. SEE SHEET C2 FOR ELEMENTS OF }4 `` 0 20 40 CONSTRUCTION SWPPP. x - x 3. THE 13 ELEMENTS SHOWN ON SHEET C2 MUST is, Scale in Feet ` ST ST j I CONSTTRUCTIONDSWPPP IN EUN UNLESS SMENT OF THE "' 10 x 19321 59TH AVE NE x CONDITIONS RENDER THE ELEMENT x UNNECESSARY. IF AN ELEMENT IS CONSIDERED UNNECESSARY, THE CONSTRUCTION SWPPP MUST PROVIDE THE JUSTIFICATION. BLDG 75 A x x x----x x x x x x x - 4. THE SWPPP ELEMENTS COVER THE GENERAL LEI ` WATER QUALITY PROTECTION STRATEGIES OF LIMITING SITE IMPACTS, PREVENTING EROSION AND SEDIMENTATION, AND MANAGING ACTIVITIES z \ '� AND SOURCES. - O 5. ADDITIONAL INFORMATION AND REQUIREMENTS W { / / / /// ARE OUTLINED WITHIN THE SWPPP NARRATIVE Cr x C220 C220 _ C220 - INCLUDED WITH THE DRAINAGE REPORT. 6. THE HIGHLIGHTED BMP's SHOWN ON SHEET C2 Z ! Gip W ARE MINIMUM REQUIREMENTS. THE W \ f / \ CONTRACTOR SHALL MAINTAIN AND UTILIZE - -+ -- --- _.�._ TIONAL AS / .. C105 ! .., NDFOIRMATIONBONs EACH NBMP CAN BEAD FOUND NAN Q i ""SS S pg VOLUME II, CHAPTER 4 OF THE STORMWATER r _ - N 85'55'18' E 284.49' - - — 10 1p - - -- -- -- --_ -- -- _ - - +- \ MANAGEMENT MANUAL OF WESTERN WASHINGTON. - C220 C151 � + I ST / to I ® c22o ---_-----_-_ c1s4 BMP LEGEND - � / i x C - I L —x / ' �p0 - - - C105 ROCK CONSTRUCTION ENTRANCE e ' M 7 19311 59TH AVE NE ' C120 TEMPORARY AND PERMANENT rn �I C220 / LEAR`NyC-LIMITS SEEDING 3 BLDG 75 B DUST CONTROL 60 LF INFILTRATOR -� of STORMWATER CHAMBER ! I �. ' ' j C151 CONCRETE HANDLING I b I EXISTING BLDG � o C140 p C152 SAWCUTTING AND SURFACE FF=100.00 Z `LOp Op T I V71pp-9 POLLUTION PREVENTION j +1 li C154 CONCRETE WASH AREA C6 4 y 1 , a + i C220 CATCH BASIN INSERTe E „z '4-, i S 86'01 / - - 20 100 S84'48'06"W S84'48'06"W 290.03' o —-—--�—— `' 0 DRIVE THRU /. S$ p I e f -- -- z 77/ BLDG 77A -- - ST N85°07'34'E - �. . . - . So + ` 3 30' { ( r I �7X 40.pCONSTRUCTION DRAWING APPROVAL a p THIS PLAN SHEET HAS BEEN REVIEWED AND ro ' ( APPROVED PER THE CONDITIONS ON THE TITLE ( \ ' SHEET. 19221 59TH AVE NE BY:_--___--_-_GTON CITY ENGINEER,CITY OF ARLING70N F \ DATE: ------------- THIS APPROVAL VALID FOR 18 MONTHS E DRIVE THRU i f PLAN CHECK BY DA REFERENCE ASN�o PEARSON MILLWORKS BUILDING ADDITION SHEET NO. ` "T� C3 IN erraVista NW LLc 19311 59TH AVE NE, ARLINGTON, WA 98223 o Consulting Engineers N _ SHEET DATE NO. REVISION BY0 36 SWPPP 3 m .T204 SUMEY POINT ORItE,Z207 OF DESIGNED BY: DRAWN BY: ARuacron wA B922J OVAL ENS a 425-422-OB40 E. SCOTT E. SCOTT #WWTERRANSTANWOOM PROJECT NO. 170602 SHEETS —X x---x- x- x x x x x /�3. NOTES: _ x ------- �X-'-- - `� I Y 1. SEE SHEET C1 FOR GENERAL NOTES 1 I ' 0 20 40 „ I t i t x x x Scale in Feet ST FST x 19321 59TH AVE NE x III � tr' III I BLDG 75 A --x x---x--- x x� x x x x d � x uLd W ;' x z \ z x / \ ICP- \ r..._ \ W — - -- — — -- — _ _ 1. LACE E OLOGY K BARRIE —SS — Q (r —OOHS 108' —� —— — N 85'55'18" E 284.49' N E RED' LEAF MAPLE x 4rHMA fACER AL ATYM 'ATROPURPUR�UM') �. I 2 PAVEMENT, Y J/ ST C6 TYP 7 L ® MATCH EXIST PAVEMENT a. y • AJ m _ 1/2" REINFORCED 77/77777-77, RUBBER H05E COLLAR iv P C ECO GY B�l.00K BARRIER I �I 19311 59TH AVE NE DO v 12 6A. 6ALV. AIRE5 TWI5T TO TI6HTEN 3 — BLDG 75 B �1-2"X2" CEDAR 5TAKE UO) of 60 LF INFILTRATOR BUILDING ADDITION O I STORMWATER CHAMBER 5915 SF o. I _ fib" RIM BERM FINISH 6RADE EXISTING BLDG FF=100.00 j // // 1 �r BLDG H = 18' N 0 FF=100.00 0 zl O g /// \/ REMOVE BURLAP FROM TOP 1/B OF ROOTBALL / n TOP50I L 8 z 3 CONC / FERTILIZER PAVEMENT, MIN. 24" OR -H cYi oTMP I 2X ROOTBALL EXI5TIN6 SUBGRADE OR 24" Z `� ATER OFAe T o s ss of _ _ S84°48'06 . S84°48'06"W 290.03' � 02 a 00 30.a't 1 TREE PLANTING a ; ,_ _ - - / « SET- LW/ t \ —— NITS 3 - -------- DRIVE THRtJ ,�o _ SS y ° s BLDG 77Ait ST / N85°07'34"E I H 30� �I_ s CONSTRUCTION DRAWING APPROVAL a 1 - 44.. o THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. o } d \ i / �� N , — CITY ENGINEER,CITY OF ARLINGTON 19221 59TH AVE NE % I N DATE: ` ------------------- THIS APPROVAL VALID FOR 18 MONTHS 1 ` � � t E M PLAN CH CK BY DATE REFERENCE A Sao PEARSON MILLWORKS BUILDING ADDITION SHEET NO. N A erraVista NW LLc e T 19311 59TH AVE NE, ARLINGTON, WA 98223 C4 o Consulting Engineers PAVING PLAN SHEET DATE NO. REVISION BY 36 4 0 3204 AR(N,976W WA 9622-1 Q NV OF a DESIGNED BY: DRAWN BY: e2s-s22-oew AL E 7 E. SCOTT E. SCOTT #W.7ERRA WSTANWCOW 101147 PROJECT NO. 170602 SHEETS ARLINGTON STANDARD DRAINAGE NOTES NOTES: -------------- UNLESS NOTES OTHERWISE 1. SEE SHEEP C1 FOR GENERAL NOTES -- x 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND 2• CONTRACTOR SHALL GRADE ADJACENT SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE AREA TO DRAIN TO EXISTING 0 20 40 PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER DRAINAGE DEPRESSION TO THE EAST, x APPROPRIATE PUBLIC AGENCIES. AWAY FROM PROPOSED DEVELOPMENT. / ST ROAD BASE REMOVED FROM AREA Scale in Feet SHALL BE STOCKPILED ALONG ST I 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY 19321 59TH AVE NE x Q\ STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM DRAINAGE PIPE EASTERN FENCE WHERE INDICATED BY I MATERIALS INCLUDE CONCRETE, PVC, HOPE, AND DUCTILE IRON. AIRPORT AUTHORITY. CORRUGATED METAL PIPES (GALVANIZED ALUMINUM OR STEEL) ARE 3. TYPE 1 CATCH BASIN SHALL NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS CONFORM TO CITY OF ARLINGTON STD BLDG 75 A x X--X---X X X X X-- AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE DETAIL SD-020. _ CITY. 4. OIL/WATER SEPARATOR CATCH BASIN \ SHALL CONFORM TO CITY OF 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING MATERIAL FOR ARLINGTON STD DETAIL SD-120. DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITY'S 5. STORM DRAIN (SD) PIPE SHALL BE / / M �. STANDARDS AND SPECIFICATIONS (CHAPTER 4). ADS N-12 PIPE. F_Z_Zzzl�� ❑- ❑ ❑ - .y,i - 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL 6. PERFORATED STORM DRAIN (PSD) - - - - _ LOADING SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM PIPE SHALL BE SDR-35 PVC PIPE W > A�l \ DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST PER ASTM D3034, WITH TWO ROWS 90% OF MAXIMUM DRY DENSITY. OF J" DIAMETER HOLES AT 12" OC. SLOPE TO DRAIN�AREA TO BE - -- -" -- 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF 7. CLEANOUTS SHALL CONFORM TO COA -SS �- p-- PAVED BY AIRPORT SIS \ THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS STD DETAIL SS-080. N 85'55'18" E 284.49' C$- SEPARATELY ��,(_ pp5 �p UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND --s- - �-�-\ �'f \ BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT THE PIPE. 6. EDT DRAINAGE SYSTEMS, STUB E)UTS AND ANY E)RAINS BE'1INB TI IE SIDEWALK MUST 13E INSTALLED AS REOUIREB PR OR TO SIB-PIAIIALK El- . o / g �' 8 L ,1. p C " 1 1pp� 1 1 LF 6'�SD AT 1.0% FEET YISIBLE ABBYE GRADE AND LE)DAT18N AND / / � �� _ lc III -2 DEPTH OF THESE INSTALLIkTIONS SHALL BE 81 I8WP ON THE AS RI IIET OIL/WATER ER SEPARATOR 19311 59TH AVE NE TYPE 1 CB �0 CO I RIM = 99.50 7, ALL,CATCH BASINS TSHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON CoIE =96.90 RIM = 99.50 99.90 IE(6"N S) . 95.90 THE PLANS AND APPROVED BY THE CITY. THE USE AND INSTALLATION IE = 97.00 IE(LET I=96.80 OF INLETS IS DISCOURAGED. BLDG 75 � I ADS TOP INLET 60 LF INFILTRATOR BUILDING ADDITION tO rn FABRICATED EN CAP 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET (RIM TO INVERT) OR STORMWATER CHAMBER FF9 100. 0 f I IE = 95.80 GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4-INCH EXISTING BLDG BLDG H = 18' 15' N I 68 LF INFILTRATION DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY FF=100.00 q TRENCH PER COA STD STANDARD DETAILS. PLAN $D-140, SIM, WITH 2.5' W DE TRENCH 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM - DUMP NO -- + 99.90 POLLUTANTS". ALL SOLID COVER SHALL BE MARKED 'DRAIN". ALL ADS SC-740 I CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING Z STORMTECH CHAMBER a I SEE NOTE 2� FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. C7 8-SECTIONS I? 5Tx4.25') J I ADS TOP INLET 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE (INLET AND CATCH CO I 5pp I FABRICATED END CAP _X_ BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT LEVEL. IE = 97.50 I IE = 95.80 z io 99.90 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL 'VJ 324 53 ' /////////�/////////////// I -- - - MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO _ 70 r ( S84'48'06"W 80 LF 6" SD ®1.0% I Q) GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. S84`48'06"W - 00 CB-3 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OIL/WATER SEP RATOR OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL CONSTRUCTION 9 0 % Ni RIM = 99.50 ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. 3:1DRIVE THRU 1° " IE(s"N/S) = 96170 \ �. rJJr IE( "E)- 6.80 13. OETC-NTIDN/RETC-NT a BLDG 77A / /. __ - - / - .. _..______ ...... ;3 FEET SI lAII BE .. ....._ __...-- -.....N LINK INK DR WIT'I A MAXIMUM WATER DEPTI I GREATER TI - z r- . ST / N85°07'34"E -14. 1. . I - - - --- - - - -ITER -STRIPS SHALL BE 3 ^ -HE BID SWALE MUST BE WELL ESTABLISHED BEFORE P ING 30' '` \ �s 15 AND CASTORM WCHEBASINS SHA LRETENTIODBEEFLUSHEDCANDEC, STORMLEANED B YTHEAINAGEPIPE CONSTRUCTION DRAWING APPROVAL a X DEVELOPER PRIOR TO THE CITY'S ACCEPTANCE OF THE PROJECT. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE (' 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SHEET. SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN / THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE BY:---------__---- a - -.----T" CRY ENGINEER,CRY OF ARLINGTON � , � INFILTRATION AREA DURING CONSTRUCTION. Z 19221 59TH AVE NE [\\ _ F ' '. 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DATE:IS APPROVAL VALID FOR 18 MONTHS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY E INSPECTOR. PLAN CHECK BY DATE REFERENCE WA PEARSON MILLWORKS BUILDING ADDITION SHEET NO. "T� C5 erraVista NW ,,, 19311 59TH AVE NE, ARLINGTON, WA 98223 o Consulting Engineers o _ GRADING AND DRAINAGE PLAN SHEET 36 DATE N0. REVISION BY -1204 SMOKEYPO/NTOR/kE Z207 OF DESIGNED BY: DRAWN BY: ARUN67av WA.9a223 ONgL ENS a 425-422-0940 7 E. SCOTT E. SCOTT I I WWW1YRRANSTANWCO,N PROJECT NO. 170602 SHEETS NOTES 1. Size the Below Inlet Grate Device(BIGD)for the storm water structure it RAN MIN.4"PERFORATED PIPE Will Service. ROOF 100'MIN DRAIN INFILTRATION TRENCH 2. The BIGD shall have abuilt-in high-flow relief System(overflow bypass). (SEE NOTE 2) -' ----'�I 5"I'm 3. The retrieval system must allow removal of the BIGD without spilling the ____I YARD DRAIN collected matenal. 3 TURNED DOWN ELBOW DRAINAGE GRATE TRIM PLAN VIEW SOUD PIPE OR'7°SECTION 4. Perform maintenance in accordance with Standard Specification B-01.3(15). z GRATE FRAME ROOF DRAIN __— n-a DRAINAGE GRATE l RECTANGULAR GEOTEXTILE ON GRATE SHOWN RETRIEVAL SYSTEM(TYP.)p \ SEDIMENT AND DEBRIS 70,A TOP AND 1 PERFORATE SIDES, f OVERFLOW BYPASS 6"MIN 4' f e TEE .....—. v p BELOW INLET GRATE DEVICE 2'MIN 1 MIN PLUG WITH 1/2- v PLAN WASHED ROCK FILTERED J v —1 1/2" v 1'MIN CENTERED HOLE FINE MESH SUMP W/SOLID UO SCREEN WATER RNV 3'MIN MAX 100' 10'MIN z A _L_�HIGH GROUNDWATER TABLE SECTION VIEW BELOW INLET GRATE DEVICE OVERFLOW BYPASS(TYP.) // NOTES: GEOTE*N3/4--l COMPACTED 1. TRENCHES SHALL BE A MINIMUM OF 10'FROM ACKHLL BUILDING,PROPERTY LINES,AND EASEMENTS. o o .._.. 2. THE FOLLOWING MINIMUM LENGTH(LINEAR FEET) SECTION �+ PER OIL T SQUARE FEET E ROOF AREA BASED t, D t, �' NOTES' PERFORATED DOWNSPOUT INFILTRATION TRENCHES. MIN.4" ON SOIL TYPE MAY BE USED FOR SIZING PIPE DO 0 PERMEABLE BALLAST PER WSDOT STD 9-03.9(2) 2'MINWASHED ROCK A DUMESAND SAND&COBBLES 30 LF " 1 1/2" FINE SAND.LOAMY SAND 75 LF SECTION VIEW ISOMETRIC VIEW Q SEE FIGURE 4.2 IN THE 2005 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON FOR SANDY LOAM 125 LF DETAILS.NOTE:THE MINIMUM 10OLF OF ENTRANCE SHALL BE REDUCED TO THE MAXIMUM PRACTICABLE LOAM 190 LF NOT TO SCALE SIZE WHEN THEN SIZE OR CONFIGURATION OF THE SITE DOES NOT ALLOW THE FULL LENGTH(10OLF). 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH EXISTING DRIVEWAY RAMP,OR SITE ACCESS ROAD 20'WIDE MIN.MATERIAL MUST BE EQUAL TO WALLS MUST BE 6 FEET. STORM INLET PROTECTION OR BETTER THAN SPECIFIED IN NOTE 1 4 S INFILTRATION TRENCHES SHALL NOT. BUILT ON 1 ® A SEPARATION GEOTEXTILE SHALL BE PLACED UNDER THE SPALLS TO PREVENT FINE SEDIMENT FROM SECTION A-A SLOPES GREATER THAN 25 PERCENT. PUMPING UP INTO THE ROCK PAD.THE GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS: 5. SLOPES GREATER THAN 25 PERCENT HAVE A C 2 NTS GRAB TENSILE STRENGTH(ASTM D4751) 200 PSI MIN. MINIMUM SETBACK OF 50'FOR INFILTRATION GRAB TENSILE ELONGATION(ASTM D4632) 30%MAX. TRENCHES. MULLEN BURST STRENGTH(ASTM D3786-80A) 400 PSI IN. AOS(ASTM D4751) 20-45(U.S.STANDARD SIEVE SIZE) CtiTY pA ou,: nsPABreeNr or Pusuc IroBxs STANDARD DETAIL •n�i•• STANDARD DETAIL NUMBER 3m Minimum RESIDENTIAL ROOF DRAIN INFILTRATION SD-140 <lNG't Lath and flagging Straw bale 5 CONSTRUCTION ENTRANCE O NCH O 0 999 on 3 sides LNati-material astic lining Binding wire NTS Sandbag Staplesl• (2 per bale) l) Berm Sandbag 10 mil plastic lining Wood or Plywood metal stakes 1200 mm x 610 mm Wood post Varies O A 0 A (2 per bale) painted white (89 mm x 89 mm Lag screws ( m) CL PG64-22 HMA Section B-B (12.5mm) iCONCRETEi1 Blackletters a a a PORTLAND CEMENT F O m Berm WASHOUT 150 mm height • ° a CONCRETE PAVEMENT 0 915mm CRUSHED r0 a a O O O O SURFACING PER 44 a a CRUSHED v 915 mm O O O O a SURFACING PER E 10mi1 plastic Section A-A WSDOT 9-03.9 3 P 9 � WSDOT 9-03.9(3) F. Plan Notes: 1. Actual layout 3m Minimum Concrete Washout Sign a determined it the field Stake(typ) III—III—_III—III—III—_III—I I I— Type"Below Grade" 2. A concrete washout Detail(or equivalent) O I— ITI—I 1=� SUBGRADE — — — — — — — SUBGRADE sign shall be installed within 10 m of the III III III III III III j3m Minimum temporary concrete 9 washout facility. B , , B —III I I I III III Wood frame Varies 50 mm a B B securelyfastened • • n_—3.05 mm dia. around entire • • 200 I— steel wire a perimeter with two • • Varies stakes ,Dmil 2 Staple Detail HOT MIX ASPHALT (HMA) 3 CONIC PAYMENTstic� plastic lining ape eta C 4 NTS C 4 NTS 0 10 mil plastic lining Notes: 3 Stake(typ.) Straw bale 1. Actual layout (Typ) determined in the field. Section B-B Plan 2. The concrete washout 10 mil plastic lining sign shall be installed CONSTRUCTION DRAWING APPROVAL li Two-stacked within 10 m of the a 2x12rough Plan temporary concrete THIS PLAN SHEET HAS BEEN REVIEWED AND o wood frame washout facility. APPROVED PER THE CONDITIONS ON THE TITLE Type"Above Grade"with Wood Planks Type"Above Grade"with Straw Bales SHEET. NOT TO SCALE BY:--------------------- a CITY ENGINEER,CITY OF ARDNGTON 4 CONCRETE WASH AREA DATE: H THIS APPROVAL VAUD FOR 18 MONTHS W C 2 NTS E M PLAN CHECK BY DATE REFERENCE AS�o PEARSON MILLWORKS BUILDING ADDITION SHEET NO. N erraVista NW LLc e � TA 19311 59TH AVE NE, ARLINGTON, WA 98223 C6 o Consulting Engineers DETAILS SHEET DATE NO. REVISION BYPOIN7 36 6 0 3204 AR(NCTGYV, WA.98229�07 Q NV OF a DESIGNED BY: DRAWN BY: 425_422_oew NAL E 7 E. SCOTT E. SCOTT OW.7ERRA 14S7ANW6W p7+1 PROJECT NO. 170602 SHEETS FRAME AND GRATE(OR SOLID Q Q 0 D COVER),SEE APPLICABLE STANDARD DETAILS HMA PER DETAIL 2 C5 2"'X4"X8"SOLD BRICK USED FOR FINAL ADJUSTMENT TO GRADE,6"HIGH MAX NOTES: 6"OR 8"PVC 1. CONCRETE INLET TO BE CONSTRUCTED IN FACTORY TEE 1"VENT HOLE WHEN ,LO ?s+ ACCORDANCE WITH ASTM C478&C890 f NOT CONNECTED TO SS - UNLESS OTHERWISE SHOWN ON THE PLANS OR NOTED IN THE STANDARD SPECIFICATIONS.ALL CONCRETE SHALL BE CLASS 4000. Z X ,Nypl 2. REINFORCING SHALL BE EQUIVALENT TO 24" 6"OR B" _ Q 5 l WELDED WIRE FABRIC(ME)HAVING A PVC PLUG - - MINIM A OF 0,12 SUARE INC PER FOOT.WWSHALL NOT BE PIACQD ONASTM HA497. u p0 WWF 6"CONCRETE RISER SECTION O KNOCKOUTS. - a., 2•MAX I 3. THE BOTTOM OF THE PRE-CAST BASE ,; q: O O O O O O 0 0 0 O O O O O 0 O O O SECTION MAY BE ROUNDED. Q Q Q Q Q Q 0 0 Q Q Q Q Q Q Q Q Q Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 7. 4, PRE-CAST BASES SHALL BE FURNISHED CRUSHED - 0 Q O 0 O Q 0 Q O Q 0 0 0 0 0 0 0 WITH CUTOUTS OR KNOCKOUTS. INLET OUTLET O O O O O O 0 0 0 0 0 0 0 NN KNOCKOUTS SHALL HAVE A WALL SURFACING PER 0 0 0 0 0 0 0 0 0 0 0 0 = 0 M'� THICKNESS OF 2"MIN.ALL PIPE SHALL BE O 0 0 O 0 0 O 0 0 0 INSTALLED IN FACTORY PROVIDED - WSDOT 9-03,9 3 O O O O O 0 0 0 o O _ KNOCKOUTS.UNUSED KNOCKOUTS NEED - QOQOQ000 0000000000 III- IE SD (SEE PLAN) NOT BE GROUTED IF WALL IS LEFT INTACT. ADAPTOR OR PIPE JOINT _ OQOQOQOQOQ 0 O O O I 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EMBEDMENT STONE PER o 0 0 0 0 0 0 0 0 0 EQUAL TO PIPE OUTSIDE DIAMETER PLUS .II I- CATCH BASIN WALL THICKNESS.KNOCKOUTS 6"OR 8"PVC PIPE WSDOT SECTION 9-03.9(2) Q Q Q Q Q Q Q Q Q O Q O Q Q Q Q _ 0 MAY BE ROUND OR"D'SHAPED AND MAY _ 1 J2+ BE ON ALL 4 SIDES WITH MAXIMUM -III O O O O 0 0 0 O AC COLLAR "PERMEABLE BALLAST" o 0 0 0 0 0 0 DIAMETER OF 28". - o O O O 0 O 0 O ® Q O Q O Q o Q III-III a� S. THE MAXIMUM DEPTH FROM THE FINISHED III 0 0 0 0 O Q O Q O Q O -III- 0 GRADE TO THE PIPE INVERT IS 5'-0". 0 0 0 0 0 0 ADS GEOSYNTHETICS 601T -III- o 0 0 0 0 o III- 7. THE TAPER ON THE SIDES OF THE NON-WOVEN GEOTEXTILE 0 Q O Q O Q 0 Q O Q o Q PRE-CAST BASE SECTION AND RISER 6"OR 8"PVC PIPE -III 0 0 0 0 -III Lf7 FOOT.ON SHALL NOT EXCEED 1/2"PER AS REQUIRED 0 O 0 0 O 0 O B. FRAME AND GRATE SHALL BE IN 32 TOP INLET ACCORDANCE WITH WSDOT/APWA TYPE 1L CBJ -III Q7 APECIFICATONS.MATING SURFACES SHALL FABRICATED= -_ BE FINISHED TO ASSURE NON-ROCKING FIT END CAP -III-I _ WITH ANY COVER POSITION. -III-III III-III- III-III- -III- -III- - 9 FRAME FLANGEAND DOWNRATE MAY BE OR CAST INTO RISER. FOUNDATION WITH FOUNDATION STONE PER -III-III -III -III -III III-III - 10.EDGE OF REDUCING SECTION OR BRICK WSDOT SECTION 9-03.9(2) - PRE-CAST BASE SECTION VERTICALO BE MORE TCH THAN BASINFROM "PERMEABLE BALLAST" (MEASUREMENT AT THE TOP OF THE BASE) `1"Ry O+ auL DBPABTBBNP OP PUBLIC B➢BN8 STANDARD DETAIL G1Ty O 01A' DBPARTYBNT OP PUBLIC yDR54 STANDARD DETAIL SEE NOTE 5 1 2" MIN -A,- STANDARD DETAIL NUMBER "n�rAw STANDARD DETAIL NUMBER SUBGRADE CATCH BASIN TYPE IL SD-030 'P,p®ot " STANDARD OIL/WATER SEPARATOR SD-120 SC-740 STORMTECH CHAMBER tIt104 <I.yO'� a Q p�o NOTES: 1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL NOTES: STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FRAME AND GRATE(OR SOLID COVER), FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION SEE APPLICABLE STANDARD DETAILS 1. CONCRETE INLET TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C4 8&C890 6"GASKETED CHAMBERS". O UNLESS OTHERWISE SHOWN ON THE PLANS CAP OR NOTED 11 J SPECIR H CATIONS.ALLL CONCRETE SHALL BE RING ANDD CAST COVER LOCKING COVER 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 ONE SIZE ARGER Q CLASS 4000. THAN PIPE WA. "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED 2. REINFORCING SHALL BE EQUIVALENT TO LABELED"SEWER" WELDED WIRE FABRIC(WWF)HAVING A cuss a000 ED WALL STORMWATER COLLECTION CHAMBERS". U CONCRETE 30"SO PAVED MINIMUM AREA OF 0.12 SQUARE INCH PER SURFACE ME SHALE SHALL COMPLY TO ASTM KNOCKOUTS. 1z"` 3. ALL STONE BACKFILL MUST BE CLEAN, CRUSHED, AND ANGULAR. E WWF SHALL NOT BE PLACED IN KNOCKOUTS. Z 2'X4"%8"SOLID BRICK USED FOR FlNAL 6 UNPAVED AREAS ADJUSTMENT To GRADE,6"HIGH MAX. 3. EME CTION�MAY BE ROUNDED. r BASE "- 4. SOILS SHALL BE COMPACTED TO 95% MODIFIED PROCTOR. ROLLER GROSS 4. PRE-CASs BASES SHALL BE FURNISHED MEQHANIQAL END VEHICLE WEIGHT SHALL HALL NOT EXCEED 12,000 LBS. DYNAMIC FORCE SHALL NOT 0 ?q+ WITH CUTOUTS OR KNOCKOUTS.KNOCKOUTS OF PIPE PLUG. EXCEED 2O,QDQ M1 SHALL HAVE A WALL THICKNESS OF 2"MIN. WITH FLGNE TPE WS ALL PIPE SHALL BE INSTALLED IN FACTORY \ PROVIDED KNOCKOUTS.UNUSED KNOCKOUTS 5. PLACE ADS GEOSYNTHETICS 315 WOVEN GEOTEXTILE OVER BEDDING STONE FOR NEED NOT BE GROUTED IF WALL IS LEFT GROUT 1 INTACT. w E SCOUR PROTECTION AT PIPE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND O_ s. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL SEE NOTE z> ee EQ 10.5' FROM END CAP AND COVER CHAMBER FLOOR. FABRIC SHALL BE SECURED ;k 9 TO PIPE OUTSIDE DIAMETER PLUS CATCH 3 BASIN WALL THICKNESS.KNOCKOUTS MAY TO THE CHAMBER TO PREVENT MOVEMENT OF FABRIC. d BE ROUND OR'D"SHAPED AND MAY BE RISER SECTION ON ALL 4 SIDES WITH MAXIMUM DAMETER ED y OF2D'. r STORMTECH CHAMBER D_ 6. THE MAXIMUM DEPTH FROM THE FINISHED PAVED AREAS tit z6+ GRADE TO THE PIPE INVERT IS 5'-0". C 4� ^MN 7. THE TAPER ON THE SIDES OF THE NTS p S�� PRE-CAST BASE SECTION AND RISER 12" Q SECTION SHALL NOT EXCEED 1/2"PER 20" FOOT. 3 8. FRAME AND GRATE SHALL BE IN 12"CAST IRON LOCKING RING AND COVER ACCORDANCE WITH WSDOT/APWA SPECIFICATIONS.MATING SURFACES SHALL OLYMPIC M1025 OR APPROVED EQUAL wRH ZANY COVER PosmoN NON-ROCKING FIT CONSTRUCTION DRAWING APPROVAL y 9. FRAME AND GRATE MAY BE INSTALLED WITH N FLANGE DOWN OR CAST INTO RISER. NOTES: THIS PLAN SHEET HAS BEEN REVIEWED AND 0 10.EDGE OF RISER OR BRICK SHALL NOT BE 1. CLEAN-OUT PIPE AND FITTINGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. MORE THAN 2"FROM VERTICAL EDGE OF MORE PER THE CONDITIONS ON THE TITLE CATCH BASIN WALL 2. A SANITARY TEE,SWEEP,OR STRAIGHT TEE IS NOT ACCEPTABLE. SHEET. N < 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONI'LICTS WITH OTHER UTIUTIES WHEN SERVICE TO PRE-CAST BASE SECTION BUILDING IS ACCOMPLISHED. BY:_____ _ ___ d (M-REMENT AT THE TOP OF THE BASE) CITY ENGINEER CITY OF ARLINGTON Z j2y O a,A DBPAB418Mf OF PUBLIC lIDR6'3 STANDARD DETAIL i'ty O 01^� DBPARTIBMf OP PUBLIC 1roR63 SiANDJDAII c . DATE: --------TANDARD DETAIL NUMBER "n�na" STANDARD DETAIL NUTHIS APPROVAL VAL1D FOR 18 MONTHS � CATCH BASIN TYPE 1SD-020SEWER CLEANOUT SS TNGC E M PLAN CHECK BY DATE REFERENCE AS�oT PEARSON MILLWORKS BUILDING ADDITION SHEET NO. N erraVista NW LLc e 19311 59TH AVE NE, ARLINGTON, WA 98223 C7 o Consulting Engineers DETAILS SHEET DATE NO. REVISION BY 36 7 07 0 3204 AR(NC76W #M 982_11 Q NV OF a DESIGNED BY: DRAWN BY: 425-422-CBfO NqL E 7 E. SCOTT E. SCOTT OW.7EWA WSTANN'COV fell PROJECT NO. 170602 SHEETS Stormwater Management Report October 20, 2017 Pearson Millwork Building Expansion Prepared for: Carl and Dorothy Pearson Pearson Millwork PO Box 3246 19311 59th Ave NE, Bldg 115 Arlington, WA 98223 (360) 435-9516 `1 C way 0 Prepared by: le rra Vis to / V W L L C Consulting Engineers 3204 Smokey Point Drive www.TerraVistaNW.com Suite 207 Arlington, WA 98223 (425) 422-0840 Terra Vista iv W,L I C Storm water Management Report Table of Contents ProjectOverview................................................................................................................................................2 SiteLocation..................................................................................................................................................2 CodeCompliance...........................................................................................................................................3 ExecutiveSummary...........................................................................................................................................3 ExistingConditions............................................................................................................................................3 Description.....................................................................................................................................................3 Pervious/Impervious Area............................................................................................................................3 Soils................................................................................................................................................................3 DevelopedConditions........................................................................................................................................3 Description.....................................................................................................................................................3 Pervious/Impervious Area............................................................................................................................3 Minimum Stormwater Management Requirements...........................................................................................4 Overview of Minimum Requirements............................................................................................................4 1-Preparation of Stormwater Site Plans.........................................................................................................5 2-Construction Stormwater Pollution Prevention Plan (SWPPP)..................................................................5 3-Source Control of Pollution........................................................................................................................5 4-Preservation of Natural Drainage Systems and Outfalls.............................................................................5 5-Onsite Stormwater Management.................................................................................................................6 6-Runoff Treatment........................................................................................................................................9 7-Flow Control...............................................................................................................................................9 8-Wetland Protection......................................................................................................................................9 9-Operation and Maintenance........................................................................................................................9 AppendixA.......................................................................................................................................................A GeotechnicalReport......................................................................................................................................A AppendixB .......................................................................................................................................................A Operation and Maintenance ..........................................................................................................................A (170602)Pearson Millwork Building Expansion Page 1 September 19,2017 Terra Vista A/W L I C Storm water Management Report Project Overview Site Location Project is located at 19311 59th Ave NE, Bldg 115,Arlington, WA 98223,Arlington,WA 98223 a� 30 33 $j u77� U n h PINe oLnU�u� EHi L _ m > �o w•/ensen St ¢ 2081h StNe � �. c o 1 0 6 a a 204th St Ne StN 3 o z 203rd P/Ne 204th- p\Ne u Q1 d2041h St Ne i H 201 st%t Ne C - O n " 199th St Ne _ z a Lemetery Rd % ?00th PI Ne2P riJ-Rd z 199thStA,, '� C j a 196di PI Ne o Z 197th St Ne ar i 9 m ° z C GZ1 I 1b1Q y vQ 1g3tyPIN � M Z Z [ D N y Ne Z Q r q 192nd St Ne �m v' 191stPINe 1SS'C G a > 189th PI N 4 z 188th St Ne 188th St Ne 188th St Ne w > 186thPINe 188thSINe Dr Ca a)a s Ct .. p N > Z -� z Q 9 O/Dr du9h P x @ t7 w 182nd St Ne q/ �' Vea� Nj 6Qc of /A ? �0\ z Z t99 180th St Ne 179th PI Ne �o' > i x 179tltS/Ne 178%P1Ne 178th,o Q Bovnei In n /% rlrn9tc �.fl.,;_;r. tW` D Ne r $ n stub Dt 178t � G lry Q I�I 176th PIN. CO 176th PI Ne 4 y �1T6th PI Ne 9" 175Pt�PI Ne 1751h PI Ne I $ N 7) Z 4, o 174th PI Ne 4lh PI Ne 174t m � 531d1 Z. 531 171SWOV I > u u 53 Q z ; e169th PI Ne �`I 169th PI Ne a v 0 z t Q OZ (170602)Pearson Millwork Building Expansion Page 2 September 19,2017 Terra Vista NW,«c Storm water Management Report Code Compliance The project will comply with Arlington Design and Construction Standards, dated July 2008, and the Arlington Municipal Code (AMC). Arlington has adopted the 2012/14 Stormwater Management Manual for Western Washington(SWMMWW) as the Stormwater Guidelines. Executive Summary The project includes expansion of the existing building and providing a pavement apron at each loading door for the new addition. Soils in this area have a high infiltration capacity, therefore 100% of the onsite stormwater will be infiltrated. The drainage system will consist of catch basins and a Stormtech Chamber. To reduce the amount of sediment and oils entering the chamber, City of Arlington standard oil/water separators will be used as pretreatment prior to the connection to the chamber. Existing Conditions Description The existing site is developed with an industrial manufacturing building, as well as associated parking and paved/gravel areas. Pervious / Impervious Area Pervious Area...................0.106 acres Building............................0.392 acres Site Impervious..................0.385 acres TOTAL 0.883 acres Soils A soils report was prepared by MTC, and is included in Appendix A. Developed Conditions Description Proposed improvements will include expanding the building and replacing gravel areas with paving. Pervious / Impervious Area Pervious Area.....................0.116 acres Exist Building.......................0.392 acres New Building.....................0.136 acres (5,915 sf) New PGIS........................0.115 acres (4,990 sf) Site Impervious..................0.124 acres TOTAL 0.883 acres (170602)Pearson Millwork Building Expansion Page 3 September 19,2017 Terra l/ista NW,«c Storm water Management Report Minimum Stormwater Management Requirements Overview of Minimum Requirements Minimum requirements 1-5 shall apply to the project. Does the project result in 2,000 square feet,or more, of new plus replaced hard surface area? OR Do and disturbing activity total 7,000 square feet or greater? Yes No Minimum Requir 1 through#5 apply to the new and replaced hard Minimum Requirement#l2 applies. surfaces and the land disturbed. Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR Convert?'s acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes No _) All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the related project? No converted vegetation areas. lVes Does the project add 5,000 square feet a more of new hard surfaces? Yes No Is the total of new plus replaced hard surfaces Do the new hard 5,000 square feet or more, surfaces add 50%or No AND NO No additions proposed improvements more��existing requirements. )ds the value of thehared surfaces within ncluding interior improvements-exceed the project limits? 50%of the assessed value(or replacement value)of the existing site improvements? All Minimum Requirements apply to the new and replaced Yet hard surfaces and converted vegetation areas. Yes Figure 1-2.4.2 im Flog,/ Chart for Determining Requirements for Redevelopment CEPARTMENT OF Revised June 2015 ECOLOGY -lease see httpJAv»w.ecy.wa.gov/copyright.htm1 for oopynght notice including permssions, State of Washington limitation of liability,and disclaimer_ (170602)Pearson Millwork Building Expansion Page 4 September 19,2017 Terra Vista NW,«c Storm water Management Report 1-Preparation of Stormwater Site Plans Stormwater site plans were prepared in accordance with Volume I, Chapter 3 of the SWMMWW. 2-Construction Stormwater Pollution Prevention Plan (SWPPPI A SWPPP narrative has been prepared and is included in the plan set. 3-Source Control of Pollution The project will not pose any source of pollution for the site. The site is not considered a high use site. The SWPPP provided will address the source control of pollution during the construction phase. 4-Preservation of Natural Drainage Systems and Outfalls Existing onsite drainage flows to infiltration systems. Drainage will continue to flow to the onsite storm drain systems, therefore,preservation of natural drainage systems and outfall is being met. (170602)Pearson Millwork Building Expansion Page 5 September 19,2017 Terra KSO NW,«c Storm water Management Report 5-Onsite Stormwater Management Does the project discharge to Flow Control Exempt Wafers(per Minimum Requirement(MR)#7)? Yes REQUIRED:Implement the fWowing BMPs D where feasible: • BMP T5.13:Post-Construction Soil Quality IF No(the and Depth Does the project project • BMP T5.10A,B.or C:Downspout Full trigger only MRs#1- triggered Infiltration,Downspout Dispersion #6?(Per Figure 3.2 or only MR#2) Systems,or Perforated Stub-out Figure 3-3 in Appendix No additional Connections 1 of the 2013-2018 requirements • BMP T5.11 or T5.12:Concentrated Flow WWA Phase II Permit Dispersion or Sheet Flow Dispersion &Phase I Perrtrt). NOT REQUI RED:Achievement of the LID No pray triggered Performance Standard_Applying the other Yes MRs#1-#®) BM Ps in List#1 or List#2. Is the project inside the UGA? Did the project developer choose to meet the LID Performance Standard? Yef,;` INNO Is the prohject an a parcel No of 5 acres or larger? REQUIRED:For each Did the prohjed developer No Yes surface.consider the choose to meet the LID BMPs in the order Perfi rr nce Standard' REQUIRED:Meet the LID listed in List#1 for that Performance Standard through type of surface.Use Yes j the use of arty BMP(s)in the the first BMP that is MM 2014 SWWW except for b considered ible Yes NO Bain Gardens(the use of %' Bioretention is acceptable). NOT REQUIRED: Achievement of the LID V If the project can't meet the Performance Standard. REQUIRED:For each LID Performhance Standard,it — � z surface,consider the BMPs must seek and be granted an ]UIRED.Meet the LID PerkxTnanoe in the order listed in List#2 exceptionlvariance_ ,ndard through the use off BMP(s)in for that type of surface_Use 2014 SWWW except for Rain Gardens the that e first BMP at is REQUIRED Apply BMP T5.13 Mu1 a use of bioretention is acceptable). considered feasible. Post-Constnxtion Soil Quality and Depth. REQUIRED for Projects Tnaaeryg MR#1-W: NOT REQUIRED= Apply BMP T5.13 Post Construction Soil Achieverrhent of the LID NOT REQUIRED:Applying the Quaity and Dept Performance Standard- BMPs in List#1 or List#2 OT REQUIRED:Applying the BMPs in List or List#2' 'Recommended by Ecology for projects tnggenng MRs#1 -#1- Figure 1-2.5.1 im Flo,,,,, Chart for Determining LID MR #5 Requirements DEPARTMENT OF Revised June 2015 ECOLOGYPlease see fNV.// ,,,,.ecy.wa-gov/copyright.htmIfor cepynght notice including permissions, State of Was^ ngton limitabon of liability,and disclaimer (170602)Pearson Millwork Building Expansion Page 6 September 19,2017 Terra Vista NW,«c Storm water Management Report The project will infiltrate 100% of the stormwater utilizing a Stormtech Chamber, therefore the LID standard is being met. The infiltration system was modeled using just the new impervious area of the site that is tributary to the facility. The facility is designed to infiltrate 100% of the stormwater, a predeveloped basin was not necessary for program input, as there will not be a compliance comparison with predeveloped flows. M Basin 1 Mitigated qu Subbasin Name: Basin 1 F- Designate as Bypass for POC: Surface Interflow Groundwater Flows To : St-or mTech 1 StormTech 1 Area in Basin Slol,,lOrl,l'=electel� Available Pervious Acres Available Impervious Acres r AIB,Forest,Flat I [ F,—, ROADS/FLAT 1.115 r AIB,Forest,Mod 0 r ROADS/MOD 10 r A/B,Forest,Steep 0 F ROADS/STEEP 10 F- A/B,Pasture,Flat 0 r ROOF TOPS/F 1.130 r AIB,Pasture,Mod 0 DRIVEWAYS/FLAT 0 r A/B,Pasture,Steep 0 DRIVEWAYS/M 10 r AIB,Lawn,Flat 0 — DRIVEWAYS/STEEP 0 r A/B,Lawn,Mod 0 SIDEWALKS/FLAT 10 F- AIB,Lawn,Steep 0 SIDEWALKS/MOD 10 r C,Forest,Flat 0 7 SIDEWALKS/STEE 10 r C,Forest,Mod 0 PARKING/FLAT 10 r C,Forest,Steep 0 PARKING/MOD 10 r C,Pasture,Flat 0 F— PARKING/STE 10 r C,Pasture,Mod 0 F- POND 10 r C,Pasture,Steep 0 Porous Paveme In (— C,Lawn,Flat 0 F- C,Lawn,Mod 0 I— C,Lawn,Steep 0 r SAT,Forest,Flat 0 r SAT,Forest,Mod 0 r SAT,Forest,Steep 0 Pervious Total 0 Acres Impera-iuu Total 0.251 Acres Basin TnIal 0.251 Acres Deselect Zero Select By:UL GO (170602)Pearson Millwork Building Expansion Page 7 September 19,2017 Terra Vista NIXI«c Storm water Management Report A Stormtech 740 chamber was modeled using the WWHM2012 software, and the result are presented below. Eight chambers will be required to achieve 99.84% infiltration. 1!� StormTech 1 Mitigated Facility Name Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 0 110 Auto Chamber Quick Chamber Chamber Model # 740 Row Length(ft) 50 Outlet Structure Data Number of Chambers ® Riser Height(ft) 2.5 Number of Endcaps 4 Riser Diameter(in) 12 Top Stone Depth(in) © Fli::er Type Flat Bottom Stone Depth(in) © Notch Type Infiltration Yes Orifice Diameter Height PA pa::_red Infiltration Rate(inlhr) F-J Number (in) (ft) Reduction Factor(infilt'factor) 1 �— r J Thirstyk Use Wetted Surface Area(sidewalls) NO -J 2 Fo--- Total Volume Infiltrated(ac-ft) 48.412 3 Fo--- Fo---J Total Volume Through Riser(ac-ft) 0.078 Total Volume Through Facility(ac-ft) 48.49 StormTech Volume at Riser Head(ac-ft) .011 Percent Infiltrated 99.84 Show StormTech Open Table Initial ,'t.ai_eft..I All StormTech storage systems require end caps for each row of units. More information about StormTech wvvw.stormtech.com I The remainder of volume to be infiltrated will be achieved through the use of a small infiltration trench alongside of the Stormtech chamber. The combination of infiltration facilities will achieve 100% infiltration. (170602)Pearson Millwork Building Expansion Page 8 September 19,2017 -�Terra Vista NIVI,«< Storm water Management Report E� E3 Facility Name JGrayell Trench Bed 1 Outlet 1 Outlet 2 Outlet 3 Downstream Connection 10 10 10 Facility Type Gravel TrenchlBed i Precipitation Applied to Facili(y Quick Trench E,,•aFrrati r r',pplied to Facility Facility Dimension Dinaram Facility Dimensions Outlet Structure Data Trench Length(ft) gg Trench Bottom Width(ft) 2 5 Riser Height(ft) �2 Effective Total Depth(ft) �— Riser Diameter(in) 12 ^! Top and bottom slope(HN) Riser Type Flat ^� Left Side Slope(HN) C Notch Type Right Side Slope(HN) Material Layers for Trench/Bed Layer 1 Thickness(ft) 1 Orifice Diameter Height Layer 1 porosity(0-1) C Number (i n) (ft) Layer 2 Thickness(ft) C 1 i0 —.1-1 F — Layer 2 porosity(0-1) 2 lu Layer 3 Thickness(ft) 0 3 Fo----t-1 Fo---J Layer 3 porosity(0-1) 0 Infiltration Y es Trench Volume at Riser Head(ac-ft) .008 Measured Infiltration Rate(inlhr) F7 J Reduction Factor(infilt'factor) F, Show Trench Open Table . r Use Wetted Surface Area(sidewalls) NO Initial Stage(ft) 0 Total Volume Infiltrated(ac-ft) 0.078 Total Volume Through Facrrty act 0.078 Total Volume Through Riser(ac-ft) 0 Percent Infiltrated 100 Pretreatment for the infiltration system will include a City of Arlington standard oil/water separator to remove floatables, debris, and grit prior to discharge to the infiltration media. 6-Runoff Treatment The amount of new PGIS being added to the project is less than 5,000 sf, therefore runoff treatment is not required. 7-Flow Control This is being met with 100% infiltration of the stormwater onsite. 8-Wetland Protection No wetlands are present on the site or within the adjacent downstream area. 9-Operation and Maintenance Operation and maintenance procedures are included in Appendix A. (170602)Pearson Millwork Building Expansion Page 9 September 19,2017 WWHM2012 PROJECT REPORT General Model Information Project Name: PMW - Arlington Site Name: SPD Site Address: 59th Ave City: Arlington Report Date: 10/22/2017 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.200 Version Date: 2016/11/23 Version: 4.2.13 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year PMW-Arlington 10/22/2017 5:30:48 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 0.283 Pervious Total 0.283 Impervious Land Use acre Impervious Total 0 Basin Total 0.283 Element Flows To: Surface I nterflow Groundwater PMW-Arlington 10/22/2017 5:30:48 PM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.115 ROOF TOPS FLAT 0.136 Impervious Total 0.251 Basin Total 0.251 Element Flows To: Surface Interflow Groundwater StormTech 1 StormTech 1 PMW-Arlington 10/22/2017 5:30:48 PM Page 4 Routing Elements Predeveloped Routing PMW-Arlington 10/22/2017 5:30:48 PM Page 5 Mitigated Routing StormTech 1 Chamber Model: 740 Dimensions Max Row Length: 50 Number of Chambers: 8 Number of Endcaps: 4 Top Stone Depth: 6 Bottom Stone Depth: 6 Infiltration On Infiltration rate: 7 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 48.412 Total Volume Through Riser (ac-ft.): 0.078 Total Volume Through Facility (ac-ft.): 48.49 Percent Infiltrated: 99.84 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed 1 StormTech Hydraulic Table Stage(feet) Area(ac.) Volume(ac-%) Discharge(cfs) Infilt(cfs) 2.0000 0.009 0.000 0.000 0.000 2.0444 0.009 0.000 0.000 0.064 2.0889 0.009 0.000 0.000 0.064 2.1333 0.009 0.001 0.000 0.064 2.1778 0.009 0.001 0.000 0.064 2.2222 0.009 0.002 0.000 0.064 2.2667 0.009 0.002 0.000 0.064 2.3111 0.009 0.002 0.000 0.064 2.3556 0.009 0.003 0.000 0.064 2.4000 0.009 0.003 0.000 0.064 2.4444 0.009 0.004 0.000 0.064 2.4889 0.009 0.004 0.000 0.064 2.5333 0.009 0.004 0.000 0.064 2.5778 0.009 0.005 0.000 0.064 2.6222 0.009 0.005 0.000 0.064 2.6667 0.009 0.006 0.000 0.064 2.7111 0.009 0.006 0.000 0.064 2.7556 0.009 0.006 0.000 0.064 2.8000 0.009 0.007 0.000 0.064 2.8444 0.009 0.007 0.000 0.064 2.8889 0.009 0.008 0.000 0.064 2.9333 0.009 0.008 0.000 0.064 2.9778 0.009 0.009 0.000 0.064 3.0222 0.009 0.009 0.000 0.064 3.0667 0.009 0.009 0.000 0.064 3.1111 0.009 0.010 0.000 0.064 3.1556 0.009 0.010 0.000 0.064 3.2000 0.009 0.011 0.000 0.064 PMW-Arlington 10/22/2017 5:30:48 PM Page 6 3.2444 0.009 0.011 0.000 0.064 3.2889 0.009 0.011 0.000 0.064 3.3333 0.009 0.012 0.000 0.064 3.3778 0.009 0.012 0.000 0.064 3.4222 0.009 0.013 0.000 0.064 3.4667 0.009 0.013 0.000 0.064 3.5111 0.009 0.013 0.000 0.064 3.5556 0.009 0.014 0.000 0.064 3.6000 0.009 0.014 0.000 0.064 3.6444 0.009 0.015 0.000 0.064 3.6889 0.009 0.015 0.000 0.064 3.7333 0.009 0.015 0.000 0.064 3.7778 0.009 0.016 0.000 0.064 3.8222 0.009 0.016 0.000 0.064 3.8667 0.009 0.017 0.000 0.064 3.9111 0.009 0.017 0.000 0.064 3.9556 0.009 0.018 0.000 0.064 4.0000 0.009 0.018 0.000 0.064 4.0444 0.009 0.018 0.000 0.064 4.0889 0.009 0.019 0.000 0.064 4.1333 0.009 0.019 0.000 0.064 4.1778 0.009 0.020 0.000 0.064 4.2222 0.009 0.020 0.000 0.064 4.2667 0.009 0.020 0.000 0.064 4.3111 0.009 0.021 0.000 0.064 4.3556 0.009 0.021 0.000 0.064 4.4000 0.009 0.022 0.000 0.064 4.4444 0.009 0.022 0.000 0.064 4.4889 0.009 0.022 0.000 0.064 4.5333 0.009 0.023 0.064 0.064 4.5778 0.009 0.023 0.229 0.064 4.6222 0.009 0.024 0.448 0.064 4.6667 0.009 0.024 0.703 0.064 4.7111 0.009 0.024 0.976 0.064 4.7556 0.009 0.025 1.251 0.064 4.8000 0.009 0.025 1.509 0.064 4.8444 0.009 0.026 1.736 0.064 4.8889 0.009 0.026 1.921 0.064 4.9333 0.009 0.026 2.060 0.064 4.9778 0.009 0.027 2.160 0.064 5.0222 0.009 0.027 2.276 0.064 5.0667 0.009 0.028 2.371 0.064 5.1111 0.009 0.028 2.462 0.064 5.1556 0.009 0.029 2.550 0.064 5.2000 0.009 0.029 2.635 0.064 5.2444 0.009 0.029 2.717 0.064 5.2889 0.009 0.030 2.797 0.064 5.3333 0.009 0.030 2.875 0.064 5.3778 0.009 0.031 2.950 0.064 5.4222 0.009 0.031 3.024 0.064 5.4667 0.009 0.031 3.096 0.064 5.5111 0.009 0.032 3.167 0.064 5.5556 0.009 0.032 3.235 0.064 5.6000 0.009 0.033 3.303 0.064 5.6444 0.009 0.033 3.369 0.064 5.6889 0.009 0.033 3.434 0.064 5.7333 0.009 0.034 3.497 0.064 5.7778 0.009 0.034 3.560 0.064 PMW-Arlington 10/22/2017 5:30:48 PM Page 7 5.8222 0.009 0.035 3.621 0.064 5.8667 0.009 0.035 3.682 0.064 5.9111 0.009 0.035 3.741 0.064 5.9556 0.009 0.036 3.799 0.064 6.0000 0.009 0.036 3.857 0.064 6.0444 0.009 0.037 3.914 0.064 6.0889 0.000 0.000 3.970 0.000 PMW-Arlington 10/22/2017 5:30:48 PM Page 8 Gravel Trench Bed 1 Bottom Length: 68.00 ft. Bottom Width: 2.50 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 0 Pour Space of material for first layer: 0 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 7 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 0.078 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 0.078 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.003 0.000 0.000 0.000 0.0222 0.003 0.000 0.000 0.027 0.0444 0.003 0.000 0.000 0.027 0.0667 0.003 0.000 0.000 0.027 0.0889 0.003 0.000 0.000 0.027 0.1111 0.003 0.000 0.000 0.027 0.1333 0.003 0.000 0.000 0.027 0.1556 0.003 0.000 0.000 0.027 0.1778 0.003 0.000 0.000 0.027 0.2000 0.003 0.000 0.000 0.027 0.2222 0.003 0.000 0.000 0.027 0.2444 0.003 0.001 0.000 0.027 0.2667 0.003 0.001 0.000 0.027 0.2889 0.003 0.001 0.000 0.027 0.3111 0.003 0.001 0.000 0.027 0.3333 0.003 0.001 0.000 0.027 0.3556 0.003 0.001 0.000 0.027 0.3778 0.003 0.001 0.000 0.027 0.4000 0.003 0.001 0.000 0.027 0.4222 0.003 0.001 0.000 0.027 0.4444 0.003 0.001 0.000 0.027 0.4667 0.003 0.001 0.000 0.027 0.4889 0.003 0.001 0.000 0.027 0.5111 0.003 0.002 0.000 0.027 0.5333 0.003 0.002 0.000 0.027 0.5556 0.003 0.002 0.000 0.027 PMW-Arlington 10/22/2017 5:30:48 PM Page 9 0.5778 0.003 0.002 0.000 0.027 0.6000 0.003 0.002 0.000 0.027 0.6222 0.003 0.002 0.000 0.027 0.6444 0.003 0.002 0.000 0.027 0.6667 0.003 0.002 0.000 0.027 0.6889 0.003 0.002 0.000 0.027 0.7111 0.003 0.002 0.000 0.027 0.7333 0.003 0.002 0.000 0.027 0.7556 0.003 0.002 0.000 0.027 0.7778 0.003 0.003 0.000 0.027 0.8000 0.003 0.003 0.000 0.027 0.8222 0.003 0.003 0.000 0.027 0.8444 0.003 0.003 0.000 0.027 0.8667 0.003 0.003 0.000 0.027 0.8889 0.003 0.003 0.000 0.027 0.9111 0.003 0.003 0.000 0.027 0.9333 0.003 0.003 0.000 0.027 0.9556 0.003 0.003 0.000 0.027 0.9778 0.003 0.003 0.000 0.027 1.0000 0.003 0.003 0.000 0.027 1.0222 0.003 0.004 0.000 0.027 1.0444 0.003 0.004 0.000 0.027 1.0667 0.003 0.004 0.000 0.027 1.0889 0.003 0.004 0.000 0.027 1.1111 0.003 0.004 0.000 0.027 1.1333 0.003 0.004 0.000 0.027 1.1556 0.003 0.004 0.000 0.027 1.1778 0.003 0.004 0.000 0.027 1.2000 0.003 0.004 0.000 0.027 1.2222 0.003 0.004 0.000 0.027 1.2444 0.003 0.004 0.000 0.027 1.2667 0.003 0.004 0.000 0.027 1.2889 0.003 0.005 0.000 0.027 1.3111 0.003 0.005 0.000 0.027 1.3333 0.003 0.005 0.000 0.027 1.3556 0.003 0.005 0.000 0.027 1.3778 0.003 0.005 0.000 0.027 1.4000 0.003 0.005 0.000 0.027 1.4222 0.003 0.005 0.000 0.027 1.4444 0.003 0.005 0.000 0.027 1.4667 0.003 0.005 0.000 0.027 1.4889 0.003 0.005 0.000 0.027 1.5111 0.003 0.005 0.000 0.027 1.5333 0.003 0.006 0.000 0.027 1.5556 0.003 0.006 0.000 0.027 1.5778 0.003 0.006 0.000 0.027 1.6000 0.003 0.006 0.000 0.027 1.6222 0.003 0.006 0.000 0.027 1.6444 0.003 0.006 0.000 0.027 1.6667 0.003 0.006 0.000 0.027 1.6889 0.003 0.006 0.000 0.027 1.7111 0.003 0.006 0.000 0.027 1.7333 0.003 0.006 0.000 0.027 1.7556 0.003 0.006 0.000 0.027 1.7778 0.003 0.006 0.000 0.027 1.8000 0.003 0.007 0.000 0.027 1.8222 0.003 0.007 0.000 0.027 1.8444 0.003 0.007 0.000 0.027 PMW-Arlington 10/22/2017 5:30:48 PM Page 10 1.8667 0.003 0.007 0.000 0.027 1.8889 0.003 0.007 0.000 0.027 1.9111 0.003 0.007 0.000 0.027 1.9333 0.003 0.007 0.000 0.027 1.9556 0.003 0.007 0.000 0.027 1.9778 0.003 0.007 0.000 0.027 2.0000 0.003 0.007 0.000 0.027 PMW-Arlington 10/22/2017 5:30:48 PM Page 11 Analysis Results POC 1 PMW-Arlington 10/22/2017 5:30:48 PM Page 12 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. PMW-Arlington 10/22/2017 5:30:49 PM Page 13 Appendix Predeveloped Schematic PMW-Arlington 10/22/2017 5:30:49 PM Page 14 Mitigated Schematic I PMW-Arlington 10/22/2017 5:30:49 PM Page 15 Predeveloped UC/ File PMW-Arlington 10/22/2017 5:30:50 PM Page 16 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 PMW - Arlington.wdm MESSU 25 MitPMW - Arlington.MES 27 MitPMW - Arlington.L61 28 MitPMW - Arlington.L62 30 POCPMW - Arlingtonl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 IMPLND 4 RCHRES 1 RCHRES 2 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Gravel Trench Bed 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PMW-Arlington 10/22/2017 5:30:50 PM Page 17 PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 4 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 4 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0. 1 0.1 4 400 0.01 0. 1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 PMW-Arlington 10/22/2017 5:30:50 PM Page 18 4 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** IMPLND 1 0.115 RCHRES 1 5 IMPLND 4 0.136 RCHRES 1 5 ******Routing****** RCHRES 1 1 RCHRES 2 7 RCHRES 1 COPY 1 17 RCHRES 2 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 StormTech 1 2 1 1 1 28 0 1 2 Gravel Trench Be-014 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 PMW-Arlington 10/22/2017 5:30:50 PM Page 19 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 2.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 42 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes) *** 0.000000 0.006208 0.000000 0.000000 0.000000 0.083333 0.006208 0.000207 0.000000 0.043820 0.166667 0.006208 0.000414 0.000000 0.043820 0.250000 0.006208 0.000622 0.000000 0.043820 0.333333 0.006208 0.000830 0.000000 0.043820 0.416667 0.006208 0.001037 0.000000 0.043820 0.500000 0.006208 0.001245 0.000000 0.043820 0.583333 0.006208 0.001695 0.000000 0.043820 0.666667 0.006208 0.002144 0.000000 0.043820 0.750000 0.006208 0.002591 0.000000 0.043820 0.833333 0.006208 0.003035 0.000000 0.043820 0.916667 0.006208 0.003477 0.000000 0.043820 1.000000 0.006208 0.003916 0.000000 0.043820 1.083333 0.006208 0.004351 0.000000 0.043820 1.166667 0.006208 0.004784 0.000000 0.043820 1.250000 0.006208 0.005212 0.000000 0.043820 1.333333 0.006208 0.005637 0.000000 0.043820 1.416667 0.006208 0.006057 0.000000 0.043820 1.500000 0.006208 0.006472 0.000000 0.043820 1.583333 0.006208 0.006884 0.000000 0.043820 1.666667 0.006208 0.007289 0.000000 0.043820 1.750000 0.006208 0.007689 0.000000 0.043820 1.833333 0.006208 0.008084 0.000000 0.043820 1.916667 0.006208 0.008471 0.000000 0.043820 2.000000 0.006208 0.008853 0.000000 0.043820 2.083333 0.006208 0.009228 0.000000 0.043820 2.166667 0.006208 0.009595 0.000000 0.043820 2.250000 0.006208 0.009951 0.000000 0.043820 2.333333 0.006208 0.010298 0.000000 0.043820 2.416667 0.006208 0.010635 0.000000 0.043820 2.500000 0.006208 0.010960 0.000000 0.043820 2.583333 0.006208 0.011272 0.254292 0.043820 2.666667 0.006208 0.011567 0.703432 0.043820 2.750000 0.006208 0.011840 1.217555 0.043820 2.833333 0.006208 0.012078 1.683468 0.043820 2.916667 0.006208 0.012303 2.013084 0.043820 3.000000 0.006208 0.012516 2.203335 0.043820 3.083333 0.006208 0.012724 2.405570 0.043820 3.166667 0.006208 0.012931 2.571662 0.043820 3.250000 0.006208 0.013139 2.727660 0.043820 3.333333 0.006208 0.013346 2.875206 0.043820 3.416667 0.006208 0.013553 3.015541 0.043820 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes) *** 0.000000 0.003903 0.000000 0.000000 0.000000 PMW-Arlington 10/22/2017 5:30:50 PM Page 20 0.022222 0.003903 0.000087 0.000000 0.027546 0.044444 0.003903 0.000173 0.000000 0.027546 0.066667 0.003903 0.000260 0.000000 0.027546 0.088889 0.003903 0.000347 0.000000 0.027546 0.111111 0.003903 0.000434 0.000000 0.027546 0.133333 0.003903 0.000520 0.000000 0.027546 0.155556 0.003903 0.000607 0.000000 0.027546 0.177778 0.003903 0.000694 0.000000 0.027546 0.200000 0.003903 0.000781 0.000000 0.027546 0.222222 0.003903 0.000867 0.000000 0.027546 0.244444 0.003903 0.000954 0.000000 0.027546 0.266667 0.003903 0.001041 0.000000 0.027546 0.288889 0.003903 0.001127 0.000000 0.027546 0.311111 0.003903 0.001214 0.000000 0.027546 0.333333 0.003903 0.001301 0.000000 0.027546 0.355556 0.003903 0.001388 0.000000 0.027546 0.377778 0.003903 0.001474 0.000000 0.027546 0.400000 0.003903 0.001561 0.000000 0.027546 0.422222 0.003903 0.001648 0.000000 0.027546 0.444444 0.003903 0.001735 0.000000 0.027546 0.466667 0.003903 0.001821 0.000000 0.027546 0.488889 0.003903 0.001908 0.000000 0.027546 0.511111 0.003903 0.001995 0.000000 0.027546 0.533333 0.003903 0.002081 0.000000 0.027546 0.555556 0.003903 0.002168 0.000000 0.027546 0.577778 0.003903 0.002255 0.000000 0.027546 0.600000 0.003903 0.002342 0.000000 0.027546 0.622222 0.003903 0.002428 0.000000 0.027546 0.644444 0.003903 0.002515 0.000000 0.027546 0.666667 0.003903 0.002602 0.000000 0.027546 0.688889 0.003903 0.002689 0.000000 0.027546 0.711111 0.003903 0.002775 0.000000 0.027546 0.733333 0.003903 0.002862 0.000000 0.027546 0.755556 0.003903 0.002949 0.000000 0.027546 0.777778 0.003903 0.003035 0.000000 0.027546 0.800000 0.003903 0.003122 0.000000 0.027546 0.822222 0.003903 0.003209 0.000000 0.027546 0.844444 0.003903 0.003296 0.000000 0.027546 0.866667 0.003903 0.003382 0.000000 0.027546 0.888889 0.003903 0.003469 0.000000 0.027546 0.911111 0.003903 0.003556 0.000000 0.027546 0.933333 0.003903 0.003642 0.000000 0.027546 0.955556 0.003903 0.003729 0.000000 0.027546 0.977778 0.003903 0.003816 0.000000 0.027546 1.000000 0.003903 0.003903 0.000000 0.027546 1.022222 0.003903 0.003989 0.000000 0.027546 1.044444 0.003903 0.004076 0.000000 0.027546 1.066667 0.003903 0.004163 0.000000 0.027546 1.088889 0.003903 0.004250 0.000000 0.027546 1.111111 0.003903 0.004336 0.000000 0.027546 1.133333 0.003903 0.004423 0.000000 0.027546 1.155556 0.003903 0.004510 0.000000 0.027546 1.177778 0.003903 0.004596 0.000000 0.027546 1.200000 0.003903 0.004683 0.000000 0.027546 1.222222 0.003903 0.004770 0.000000 0.027546 1.244444 0.003903 0.004857 0.000000 0.027546 1.266667 0.003903 0.004943 0.000000 0.027546 1.288889 0.003903 0.005030 0.000000 0.027546 1.311111 0.003903 0.005117 0.000000 0.027546 1.333333 0.003903 0.005204 0.000000 0.027546 1.355556 0.003903 0.005290 0.000000 0.027546 1.377778 0.003903 0.005377 0.000000 0.027546 1.400000 0.003903 0.005464 0.000000 0.027546 1.422222 0.003903 0.005550 0.000000 0.027546 1.444444 0.003903 0.005637 0.000000 0.027546 1.466667 0.003903 0.005724 0.000000 0.027546 1.488889 0.003903 0.005811 0.000000 0.027546 1.511111 0.003903 0.005897 0.000000 0.027546 1.533333 0.003903 0.005984 0.000000 0.027546 1.555556 0.003903 0.006071 0.000000 0.027546 PMW-Arlington 10/22/2017 5:30:50 PM Page 21 1.577778 0.003903 0.006158 0.000000 0.027546 1.600000 0.003903 0.006244 0.000000 0.027546 1.622222 0.003903 0.006331 0.000000 0.027546 1.644444 0.003903 0.006418 0.000000 0.027546 1.666667 0.003903 0.006504 0.000000 0.027546 1.688889 0.003903 0.006591 0.000000 0.027546 1.711111 0.003903 0.006678 0.000000 0.027546 1.733333 0.003903 0.006765 0.000000 0.027546 1.755556 0.003903 0.006851 0.000000 0.027546 1.777778 0.003903 0.006938 0.000000 0.027546 1.800000 0.003903 0.007025 0.000000 0.027546 1.822222 0.003903 0.007112 0.000000 0.027546 1.844444 0.003903 0.007198 0.000000 0.027546 1.866667 0.003903 0.007285 0.000000 0.027546 1.888889 0.003903 0.007372 0.000000 0.027546 1.911111 0.003903 0.007458 0.000000 0.027546 1.933333 0.003903 0.007545 0.000000 0.027546 1.955556 0.003903 0.007632 0.000000 0.027546 1.977778 0.003903 0.007719 0.000000 0.027546 2.000000 0.003903 0.007805 0.000000 0.027546 2.022222 0.003903 0.007892 0.035147 0.027546 END FTABLE 2 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1010 FLOW ENGL REPL RCHRES 2 HYDR 0 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 2 HYDR 0 2 1 1 WDM 1013 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN PMW-Arlington 10/22/2017 5:30:50 PM Page 22 Predeveloped HSPF Message File PMW-Arlington 10/22/2017 5:30:50 PM Page 23 Mitigated HSPF Message File PMW-Arlington 10/22/2017 5:30:50 PM Page 24 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com PMW-Arlington 10/22/2017 5:30:50 PM Page 25 -^-,Terra Vista NW,«c Storm water Management Report Appendix A Geotechnical Report (170202)Lexus of Seattle—Parking Lot September 19,2017 :^—,Terra KSO NW,«c Storm water Management Report (170202)Lexus of Seattle—Parking Lot September 19,2017 MTC Materials Testing & Consulting, Inc. ` Geotechnical Engineering•Materials Testing•Special Inspection Environmental Consulting tldlrri•tl.1 c.lfnt;ti l�un.dl�tn„��. September 20, 2017 Carl and Dorothy Pearson Pearson Millwork Inc. 19311 59th Avenue NE Arlington, WA 98223 Cc: Eric Scott, P.E., Terra Vista NW, LLC Subject: Infiltration Assessment Pearson Millwork Building Addition 19311 59tb Avenue NE, Arlington, Washington MTC Project No.: 17B175 Dear Mr. and Mrs. Pearson and Mr. Scott, At your request, Materials Testing & Consulting, Inc. (MTC) has completed a targeted site characterization for general stormwater infiltration assessment at the above referenced site. The existing Pearson Millwork complex is planned for new development on the east side of the existing structure to provide an approximately 5900 SF building addition and associated utilities. MTC understands the client intends to construct a stormwater infiltration facility to the east of the proposed building addition under a newly proposed parking area. According to the project engineer, an assessment of on-site infiltration potential is needed to help guide final design. The client has requested this infiltration assessment be performed at a pre-determined site location where new stormwater facilities will be located and at potential depths of facility base. MTC has performed this infiltration feasibility assessment in general accordance with site characterization guidelines presented in the Washington Department of Ecology Stormwater Management Manual for Western Washington, 2012 edition (SMMWW, 2012/2014). A summary of MTC's field exploration findings, laboratory results, interpretations, and recommendations pertaining to infiltration design rates and potential facility location are provided herein. Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont, Suite 5 • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our website: www.mtc-inc.net Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Site Exploration and Assessment Methodology: On August 31, 2017, an MTC Licensed Geologist visited the site to observe explorations for in-situ soil characterization and to collect soil samples for laboratory gradation analysis towards infiltration assessment. MTC personnel observed excavation of one test pit as determined by the project team and an MTC Staff Geologist during field work (Figure 2). Test pit TP-1 was excavated in the east-central area of the property in the general location of the new parking lot and infiltration facility, about 80 feet east of the existing Pearson Millwork building and 40 feet north of the south property line. Explorations were field located by the project team and arranged for optimum coverage of planned target locations for stormwater infiltration facilities. The test pit location was chosen to obtain the most accurate sampling of in-situ subsurface soils at the planned depths and location. The client provided excavation services with a Deere 35G rubber-track excavator. The excavator test pit was completed to a depth of approximately 7.5 feet below present grade (BPG), and was terminated at the maximum reach of equipment. Explorations were monitored by MTC personnel, who examined and classified the materials encountered in accordance with the Unified Soil Classification System (USCS) and ASTM D2487, obtained representative soil samples, and recorded pertinent information including soil stratigraphy, soil engineering characteristics, and indications of groundwater occurrences. Upon completion, the test pit was backfilled with soil tailings. Grab soil samples were collected from representative soil horizons during test pit excavations and at potential infiltration depths, as depicted on the attached logs. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to MTC's laboratory for analysis and storage. Samples will be retained for a minimum of 60 days from the date of collection. A site location and vicinity map is provided in Figure 1, Appendix Al. A portion of a client provided site plan with the approximate test location is shown in Figure 2, Appendix A2. Attached in Appendix B are photos of the site and explorations in progress. Exploration logs are presented in Appendix C, with a USCS classification chart provided as Figure 3. Results of laboratory analyses on soil samples collected during the field visit are attached in Appendix D. Site Conditions: The project study area is located along the east side of 59th Avenue NE on the east side of the existing Pearson Millwork building in Arlington, Washington. The project area generally extends about 100 feet from the existing building eastward to near the property boundary and are bounded north and south by the existing building width of approximately 100 feet. To the immediate north, east and south of the property are similar scale light-industrial and manufacturing facilities generally of one-story steel frame design, commonly known as PEBMs (Pre-engineered metal buildings). A wide variety of businesses are 2 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 found within this industrial complex. The Arlington Municipal Airport is located immediately west and across 59th Avenue from the subject parcel and encompasses the majority of the western boundary of 59th Avenue NE. The property and vicinity as a whole is generally flat in all directions, with dominantly crushed gravel surfacing driveways as observed within the proposed building area. The vicinity contains various fencing, driveways and industrial parking and loading facilities to the east of 59th Avenue NE. Sparse vegetation consisting of cottonwood and fir trees, low brush and scant grasses were observed within the general project vicinity. The street side of the Pearson Millwork building contains a landscaped frontage. The immediate project site contains no significant vegetation. Subsurface Soil Conditions: Subsurface soil conditions were observed and catalogued during test pit excavation. This section summarizes our general understanding of site soil conditions gained from completing field explorations and laboratory analyses. Identified typical units are summarized in Table 1 below, in order of increasing depth below present grade (BPG) for the targeted area of exploration. Table 1. Generalized Soil Stratigraphy SOIL UNIT DEPTH (BPG- feet) DESCRIPTION GRAVEL GRAVEL with SAND, crushed surface top course, medium SURFACING 0.0 - 0.2 dense,dry.GRAY GW NATIVE GRADE SAND with GRAVEL, medium dense, dry, strong oxidation. FILL 0.2-0.5 ORANGE BROWN SW UPPER SAND SAND, some gravel, medium dense, dry to damp, trace (SW-SP) 0.5-1.7 oxidation.ORANGE BROWN MIDDLE SAND SAND with GRAVEL, medium dense, damp, some oxidation. WITH GRAVEL 1.7—3.3 GRAY ORANGE SP LOWER SAND SAND, some gravel, loose to medium dense, damp, some (SP) 3.3-7.5 oxidation. GRAY BROWN to GRAY with depth. The site area tested contained only minimal gravel surfacing and native sandy fill before encountering native soil conditions to about 0.5 feet BPG. Native sands were encountered in varying proportions with gravels and are noted as consistent with regional geologic mapping as described below. The only notable 3 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 differences between units logged during test pit explorations were varying percentages of gravel and in general, the gravel percentages increased with depth. There is a notable lack of fines in all lab analyzed samples and a generally low moisture content as expected during the summer dry season. The most notable feature of all of the soils observed is a generally a light oxidation and lack of mottling evidence in the upper approximately four feet of native soils. This suggests that the site soils are subject to downward transmission of meteoric or other surface waters and that the seasonal high-water table does not appear to extend upward into the testing area. Geologic Literature Review: The Geologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washington published by the United States Geological Survey (Minard, 1985) indicates that surface geology of the entire project site is composed generally of Quaternary Vashon Drift of the Fraser Glaciation and is a subunit comprised specifically of the Marysville Sand Member (Unit Qvrm) of the Recessional Outwash (Unit Qvr). The Qvrm unit is a recessional outwash deposit that fills the broad and mostly flat Marysville Valley in a N-S trend. The deposit consists of well-drained and stratified to massive outwash sand, sparse gravel and some silt and clay beds. The sediments were deposited by meltwater flowing south from the stagnant and receding Vashon Glacier. The unit is estimated to be about 20 meters thick, yet has potential to be twice the thickness. Vashon Glacial Till, (Unit Qvt) underlies the Marysville Sand Member at depth as well as bounding the deposit on eastern and western segments. Vashon till is found within the hilly uplands within about 0.75 miles to the southeast of the project area (Minard, 1985). To the north and northwest of the project site along the modern Stillaguamish River drainage, Unit Qyal— Younger Alluvium (Holocene) is mapped within lower elevation topographic boundaries. This unit lies along stream and river channels near the present water table which can be subject seasonal flooding. The unit consists of mostly of stratified stream-deposited sediments, composed of sand and gravel, silt and clay and some organic matter. Clast composition is similar to that of the recessional outwash deposits (Unit Qvr) as described above (Minard, 1985). The United States Department of Agriculture NRCS Web Soils Survey maps the entire project area as Everett very gravelly sandy loam with zero to 8 percent slopes. The landform is eskers, kames and moraines with the parent material documented as sandy and gravelly glacial outwash. A typical profile consists of very gravelly sandy loam to 24 inches, very gravelly loamy sand to 35 inches, and extremely cobbly coarse sand to 60 inches depth. Depth to a restrictive feature and the regional water table are reported as more than 80 inches. The soil is somewhat excessively drained and has a high capacity to transmit water(Ksat). It is a member of Hydrologic Soil Group A. The unit has no frequency of ponding or flooding. No restrictive layers or conditions are noted. 4 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Soil conditions encountered in the field consist primarily of native medium dense sand, overlain locally by thin fill soils and cover soils. Native conditions are typical of glacial recessional outwash sediments, and are thus consistent with local geology sources. Underlying deposits of Vashon till were not encountered by the maximum exploration depth of approximately 7.5 feet BPG. Glacial till soils are interpreted to be present at an extent past the depth of consideration for this study. Surface and Subsurface Water Conditions: No natural surface water features were present at the study area at the time of this investigation. The closest major surface water feature is Portage Creek located approximately 2200 horizontal feet to the north. Portage Creek and its unnamed tributaries originate in the highlands east of the project site and generally drain to the northeast approaching the floor of the Stillaguamish River valley. The main channel of the Stillaguamish River is located about 2 miles north of the project site. No regional groundwater table was encountered during field explorations. No seepage or evidence of perched or saturated conditions were encountered during our site exploration in the summer dry season. No soil mottling or banding or evidence of high seasonal groundwater was encountered by termination depth in TP-1. Soils encountered above approximately 4.5 feet BPG did contain some evidence of oxidation. We interpret this phenomenon to be a product of surface and meteoric water migration downward through the soil column during periods of wetter weather or during the winter season and the interaction of oxygen and water with iron-rich sediments in the uppermost soil column. Research of regional well data as provided by the Washington State Department of Ecology Water Resources—Well Construction Reports indicate static water levels from nearby wells (such as the Arlington Airport) at similar elevations in the range of 28 to 34 feet below present grade. It is unclear in some reports (due to the report age and/or penmanship of the well driller) as to the time of year of the well construction, however MTC interprets these reported levels to be indicative of regional ground water levels to be far below the realm of concern for the nature of this report. MTC's scope of investigation did not include ongoing observation and monitoring of seasonal groundwater variations, conclusive measurement or documentation of groundwater elevations at the time of exploration, or determination of regional groundwater levels past the maximum depths explored. If a greater assurance of seasonal water conditions is required for final design, monitoring of water levels via shallow piezometers is advised over the winter wet season. Infiltration Assessment& Commentary: Gradation Analysis Method&Results During test pit excavations, MTC collected representative samples of soils among native strata at potential infiltration facility areas and depths. Target depths and locations were prescribed at the 5 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 beginning of field work, and range from 5 to 6 feet BPG,per request by the project engineer. Refinement of the design depths are to follow the results of this study. Laboratory gradation analyses were completed including sieve analysis for rate determination to supplement field observations. Results of laboratory testing are summarized below. The following discussion concentrates on the eastern project margin parking area below which proprietary Stormtech® Chamber infiltration system will be installed and as explored within the general confines of test pit TP-1. Laboratory results were interpreted to hydraulic conductivity (Ksat) values in accordance with methods of the Washington State Department of Ecology Stormwater Management Manual for Western Washington (SMMWW), 201212014. Standard correction factors were applied as noted in the reference documents. Data and Ksat values are summarized in Table 2. Gradation results were applied to the Massmann (2003) equation (1) to calculate Ksat representing the initial saturated hydraulic conductivity, as described in the 2012 DOE SMMWW Volume III 3.3.6.3. (1) log10(Ksat)= -1.57 + 1.90*D10+ 0.015*D60 - 0.013*D90 - 2.08*ff Table 2 reports for each sample the input laboratory values and calculated Ksat. Corrected Ksat values presented below are a product of the initial Ksat and correction factor CFT. For a generalized design situation, we have applied a conservative site variability factor of CFv= 0.33 along with typical values of CFt=0.4 (for the Grain Size Method) and CFm= 0.9 (assuming standard influent control). (2) CFT= CFvxCFtx CFm= 0.33 x 0.4 x 0.9 =0.12 Table 2. Results of Massmann Analysis TP # Depth USCS Dl0 D60 D90 Ff(%) Ksat Corrected Ksat (BPG) (inches/hour) (inches/hour) 1 3.8 SP 0.173 0.523 4.071 1.8 67.24 8.07 1 4.9 SP 0.202 1.428 10.292 1.9 65.07 7.81 1 6.5 SP 0.234 1 2.155 1 21.012 1.2 57.58 6.91 Infiltration Discussion MTC understands the stormwater facility will incorporate Stormtech® Chamber system of appropriate sizing that will be located under the new parking area to the east of the building addition footprint. At the time of field work, the planned depth for the base of the facility was 5 to 6 feet BPG. The stormwater management system will be fed by catch basins on the north and south margins of the new parking area will likely tie into storm drainage infrastructure on the building's north margins. 6 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Native soil conditions encountered within the eastern area of the property as explored at TP-1 are considered to be feasible for infiltration purposes as planned. Factors contributing to favorable conditions include: high percentage of non-cohesive soils with low fines content, lack of compaction by glaciers or others means such as heavy construction traffic, general lack of evidence of regional high winter groundwater or restrictive conditions and a generally high rate of infiltration as calculated herein. Grain Size analysis methods based on the 2012/2014 calculation criteria yielded Corrected Ksat values ranging from 6.91 to 8.07 inches per hour corresponding to the various native soil horizons present from approximately 3.8 feet BPG and extending to 6.5 feet BPG at explorations within TP-1. We interpret the soils between about 4 and 6 feet BPG to be related to recessional deposits not consolidated by glacial ice, and having adequate separation from the seasonal high water table, therefore eligible for rate determination by grain size methods per DoE SMMWW 2012/2014 criteria and standards. For a general design application of potential shallow infiltration facilities, we recommend a maximum design Ksat value of 7.0 inches/hour if stormwater facilities are designed within the lower sandy soils. This value represents the low end of calculated Ksat values within lower deposits from explorations at TP-1 in the anticipated location of stormwater facilities at the time of field exploration. The client can also elect to conduct Pilot Infiltration Test (PIT) methods at the actual infiltration facility location for final design confirmation. The results of in-situ PIT testing are typically considered more reliable than gradation methods, and thus a lesser degree of conservatism can be applied to the yielded rates for design application. The client should be aware PIT methods may be required by the local municipality in support of final design approval. MTC recommends the facility designer review the assumed correction factors per reference literature to ensure applicability with the proposed development, level of anticipated controls and long-term maintenance plan. The designer may make reasonable adjustments to correction factors and the resulting preliminary rate values based on these criteria to ensure design and operational intent is met. We recommend that we be contacted if substantial changes to the presented rates are considered. Treatment Suitability At the request of the facility designer, MTC subcontracted Cation Exchange Coefficient (CEC) testing for two representative samples of the native sandy soils from test pit TP-1 (4.9 and 6.5 feet BPG). Results are appended at the end of this report. Testing yielded a CEC of 3.1 and 1.9 milliequivalents per 100 grams of soil (meq/100g) at depths of 4.9 and 6.5 feet BPG in TP-1, respectively. CEC testing was not performed at other depths of exploration due to planned facility base as stated above. In our 7 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 experience with similar soils, these values appear typical for the soil types encountered and their respective fines contents. The Department of Ecology 2012 SMMWW, Volume III, Section 3.3.7 addresses minimum requirements for treatment soils under Site Suitability Criteria. According to SSC-6, soils with CECs of less than 5 meq/100g should typically not be used as treatment media without modification. The addition of soil amendments or the import of treatment-specific soil media may be used to achieve a higher CEC and produce a soil more suitable for treatment if required for design. Therefore, if treatment is required as part of this design, we anticipate either amendment of the lower sand soils or installation of a treatment blanket will be required if treatment is planned to occur at the infiltration site. Minimum depth for treatment-suitable soils is cited as 18 inches. If soils are amended or imported treatment media is installed, the LTIR of the facility must be adjusted accordingly if these modifications will negatively affect the infiltration rate cited above. 8 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Closing Remarks: MTC recommends that we be contacted to review final facility design, site preparation plans, and project specifications, to ensure they are consistent with the intent of the recommendations provided herein. If additional site exploration or in-situ testing is required for final design and approval, MTC will be pleased to provide these services. In addition, MTC recommends that we be contacted for construction phase testing, observation, and engineering consultation services as may be needed. Such services may include but are not limited to earthwork support consulting, facility subgrade infiltration verifications, laboratory materials analysis, and special inspections if required. Mr. and Mrs. Pearson and Mr. Scott, we trust this report presents the information you require. If you have questions,please do not hesitate to call. Respectfully Submitted; o{Washy Cl 7 <,. Geologist w �cN 3084 used GeO 9-20-2017 Kurt W. Parker Qol"I&-- - Kurt W. Parker, L.G. Senior Project Geologist Attached: Limitations and Use of this Report Appendix A1. Location and Vicinity Map Appendix A2. Site Plan with Test Locations Appendix B. Photos of Site Exploration Appendix C. Exploration Logs Appendix D. Laboratory Results 9 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Limitations and Use of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, MTC shall be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations shall also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, expressed or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard; they are not incorporated into it or"included by reference", as that latter term is used relative to contracts or other matters of law. This report may be used only by Pearson Millwork, Inc. and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. The recommendations of this report are based on the assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings, conclusion and recommendations of this report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Pearson Millwork or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Pearson Millwork agrees to defend, indemnify, and hold MTC harmless from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 10 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix At. Location and Vicinity Map N 0 Regional Vicinity Arlington ❑ Municipal g Airport 531 531 Site Vicinity Proiect Location 18Eth St N= Arlington Municipal Maps Source: Airport Google Imagery 2017 Materials Testing & Consulting, Inc. Site Location & Vicinity FIGURE 777 Chrysler Drive Pearson Millwork Infiltration 19311 59 Burlington, WA 98233 Avenue NE Arlington, WA 11 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix A2. Site Plan with Test Locations N I MTC Test Pit Location (Typical) �, P � .• ,lam h } - .. i. AREA TOBE - ^ib � PAVED BY AIRPORT _r �. ,._.., _,, .• SEPARATELY JAA HESE RED AMPLE s i 1 2 — 7'--- 11: NE- CO TYPE 2 C6 IE 1a6. 4O IE =97A0 RIM - 99.50 0 ( 99.90 IE = 97.00 e FlLfRA?OR F AT DENEND CAP TER CHAMBER I IE�� 9O fR EXISTING BLDG OUILD�NG ADDITION SEE OTE 2... FF=100.00 , 5915 SF 90 FF=100.00 ADSIS6-7.40 -- - TP-1 ST09WTECH CHAMBER I S-StCTI04S CO ADS TOP INLET IE - 97.00 ( F1EARTED END.CAP 6 SD 01.OX t. 2 C t RIM - 99.00 I I - 9&2 Source: Portion of Client Provided Plans III Overlay by MTC: KWP }� • 0 35 Terra Vista NW,LLC,2017 !! *Scale Is Approximate* SCALE (FEET) Not For Construction 1 inch-35 feet Materials Testing & Consulting, Inc. Site Plan with Test Locations FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 591h Avenue NE Arlington, WA 12 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix B. Photos of Site Exploration t 4, IM F i LW �A r Photo A: View facing south toward test pit TP-1 from near the northeast corner of the property. 13 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 41 ! y J e ` � I � r - -- - - - Photo B: Facing southeast toward test pit TP-1. Photo displays relatively level conditions, similar scale buildings and generally sparse vegetation within the area. 14 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Site Surface Fill& Upper Sand r Reworked Native Soil Q..a\ � -` 1 � '� - ' yr.:�,.�'„ •. -� J i Sand with Gravel Lower Sand Photo D: Test Pit TP-1 open excavation exposing observed soil stratigraphy. 15 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix C. Exploration Logs Unified Soil Classification System Chart Sampler Symbol Description Major Divisions Graph USCS Typical Description Coarse ° Well-graded Gravels,Gravel-Sand Mix- Standard Penetration Test(SPT) a'. o GW g Grained Soils Gravel o :p• tures Clean Gravels ® Shelby Tube More Than - GP Poorly-Graded Gravels,Gravel-Sand i 50%of ; ,• Mixtures ® Grab or Bulk Coarse Fmc- tion Retained GM Silty Gravels,Gravel-Sand-Silt Mixtures More Than 50% On No.4 O' O' B California(3.0"O.D.) Retained On Sieve Gravels With Fines No.200Sieve GC Clayey Gravels,Gravel-Sand-ClayMix- tures . Modified California(2.5"O.D.) SW Well-graded Sands,Gravelly Sands Sand Stratil4raphic Contact Clean Sands Distinct Snatigraphic Contact More Than SP Poorly-Graded Sands, Gravelly Sands Between Soil Strata 50%of Coarse Fmo- \ Gradual Change Between Soil tion Passing SM Silty Sands,Sand-Silt Mixtures Strata No.4 Sieve ...... Approximate location of Sands With Fines stratagraphic change SC Clayey Sands,Clay Mixtures Fine Grained ML Inorganic Silts,rock Flour,Clayey Silts 1 Groundwater observed at time of Soils With Low Plasticity exploration s Liquid Limit Less CL Inorganic Clays of Low To Medium Measured groundwater level in Silts&Clays W exploration,well,or piezome[er Than 50 Plasticity More Than 50% Perched water observed at time Passing The OL Organic Silts and Organic Silty Clays of ♦ of exploration No.200 Sieve Low Plasticity MH Inorganic Silts ofModerate Plasticity Modifiers Silts&Clays Liquid Limit CH Inorganic Clays of High Plasticity Description % Greater Than 50 Trace >5 ♦� ♦ OH Organic Clays And Silts ofMediumto Some 5-12 ♦ High Plasticity PT Peat,Humus,Soils with Predominantly With >12 Highly Organic Soils Organic Content Soil Consistency Grain Size Granular Soils Fine-grained Soils DESCRIPTION I SIEVE GRAIN SIZE APPROXIMATE SIZE SIZE Density SPT Consistency SPT BLnrcount Blowcount Boulders >12" >12" Larger than a basketball Very Loose 0-4 Very Soft 0-2 Cobbles 3-12" 3-12" Fist to basketball Loose 4-10 Soft 2-4 Coarse 3/4-3" 3/4-3" Thumb to fist Gravel Medium 10-30 Firm 4-8 Fine #4-3/4" 0.19-0.75" Pea to thumb Dense Dense 30-50 Stiff 8-15 Coarse #10-#4 0.079-0.19" Rock salt to pea Very Dense >50 Very Stiff 15-30 Sand Medium #40-#10 0.017-0.079" Sugar to rock salt Hard >30 Fine #200-#40 0.0029-0.017" Flour to Sugar Fines Passing <0.0029" Flour and smaller #200 Materials Testing & Consulting,Inc. Exploration Log Key FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE Arlington, WA 16 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Materials Testing and Consulting Logof Test Pit TP-1 755 Chrysler Drive Burlington,WA Pearson Millwork Infiltration Date Started :8/31/2017 19311 59th Avenue NE Date Completed :8/3 112 0 1 7 Arlington,WA Sampling Method :Grab Samples MTC Job#1713175 Location :East central property boundary Logged By :KWP 0 0 UL > L U C = J � � DESCRIPTION a c: o o_ U E 0 cc � t'7 3: to o a 0 GW FILL:GRAVEL with SAND,crushed,medium dense,dry,minor grasses.GRAY SW SAND with GRAVEL,medium dense,dry,some roots,native grade fill,strong oxidation.ORANGE BROWN SAND,some gravel,medium dense,dry to damp,some roots,trace oxidation. ORANGE BROWN S W-S P SAND with GRAVEL,medium dense,damp,trace roots,gravel to 2"subround, 2 some oxidation.GRAY ORANGE SP a SAND,some gravel,loose to medium dense,damp,trace roots,gravel to 1/2" d subround,some oxidation.GRAY BROWN 4 9.2%Gravel,89.0%Sand 1.8 4.3 0 3 Color change to GRAY. H g Soil slough as sidewall collapse,continues to TD. o 0 9 P 17.9/o Gravel,80.2/o Sand 1.9 3.7 Gravel content increases with depth. m SP d 6 U 0 30.4%Gravel,68.4%Sand 1.2 3.4 i� 0 T.D.7.5 BPG. m Excavation terminated at maximum reach of machinery. d 8 No groundwater observed during excavations. U H 'o o m N N V 10 17 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Appendix D. Laboratory Results Sieve Report Project:Pearson Millwork Infiltration Date Received:31-Aug-17 ASTMD-2487 Unified Soils Classification System Project#: 17B175 Sampled By:K.Parker SP,Poorly graded Sand Client:Pearson Millwork,Inc. Date Tested:5-Sep-17 Sample Color: ACCREDITED Source:TP-1 @ 3.8' Tested By:A.Eifrig gray c.vol,i tram txaw Sam e#:B17-0917 ASTM D-2216,ASTM D-2419,ASTM D4318,ASTM D-5821 D151=0.137 mm %Gravel=9.2% Coeff.of Curvature,Cc=0.85 Specifications DPd)=0.173 mm %Sand=89.0% Coeff.of Uniformity,Cu=3.03 No Specs Dt15>=0.199 mm %Silt&Clay=1.8% Fineness Modulus=2.56 Sample Meets Specs 7 N/A Dt301=0.277 mm Liquid Limit=n/a Plastic Limit=n/a Dt50>=0.382 mm Plasticity Index=n/a Moisture%,as sampled=4.3% D1601=0.523 mm Sand Equivalent=n/a Req'd Sand Equivalent=PF 1)1901=4.071 mm Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 2/65 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= JL AS TM C-136,AS TM D-6913 Actual Interpolated Greco Six Dist dbu[ion Cumulative Cumulative Sieve Size Percent Percent Specs Specs - Us Metric e m Passing Passing M Min 12.00" 300.00 100% 100.0% 0.0% r 'r I,. I III ••'""' 10.00" 250.00 100% 100.0% 0.0% I IIIII' I' 8.00" 200.00 100% 100.0% 0.0% var _ tWtt _;___ __ ___ 6.00" 150.00 100% 100.0% 0.0 4.00" 100.00 100% 100.0% 0.0 ' I I ^177 I I :IIIIII I I ' i'I I IIIII I I ";FF•T¢_�____ aooes 3.00" 75.00 100% 100.0% 0.0% IIIIII 111w I I 2.50" 63.00 100% 100.0% 0.0 2.00" 50.00 100% 100.0% 0.0% aar. -�---�` t-Y---'it""-'--'--•1 -- --- --- --- 1.75" 45.00 100% 100.0% 0.0% II 1.50" 37.50 100% 100.0% 0.0% 111 i I "I I '""'I I ' 1.25" 31.50 100% 100.0% 0.0% 60Y _r___!mrr -?---i-----i--i----i-- -?---j ------ ----- ooro 1.00" 25.00 100% 100% 100.0% 0.0% fli 3/4" 19.00 97% 97% 100.0% 0.0% _ _ \ I I !IIIIII �� i----5/8" 16.00 96% 100.0% 0.0% ----III II I I I I 1/2" 12.50 95% 95% 100.0% 0.0% I IHM1 I IIIIIII 3/8" 9.50 94% 94% 100.0% 0.0% 4m -r---:�r.,'-F-T---!STS.;-;--;---�;:;,'-: -T---?ImmF;-S-�---- ----- nou 1/4" 6.30 92% 100.0% 0.0% #4 4.75 91% 91% 100.0% 0.0% ! ! ! ! !!!!!!!1 ! !!!!!!!! ! !iii!i i #8 2.36 88% 100.0% 0.0% 3aro i::'r+++-;---- 3oor• #10 2.00 88% 88% 100.0% 0.0% 1� #16 1.18 72% 100.0% 0.0% I I I ;IIIIII I I #20 0.850 66% 100.0% 0.0 #30 0.600 61% 100.0% 0.0 #40 0.425 58% 58% 100.0% 0.0% �--iiti+ti-+--t---aiittl++-i---- poor. #50 0.300 34% 100.0% 0.0% :it!! #60 0.250 25% 100.0% 0.0% '�ri;Ii;; #80 0.180 11% 100.0% 0.0% of III III III Ij� o r loo.om lo.aoa -0 o.lao 0010" aml #100 0.150 6% 6% 100.0% 0.0% #140 0.106 3% 100.0% 0.0% Pa"`k cmml #170 0.090 3% 100.0% 0.0% #200 0.075 1.8% 1.8% 100.0% 0.0% Capyrig ht Spears Engineering&Technical Services PS,1996-9g All results apply only to actual locations and materials tested.As a mutual protection to clients,the public and ourselves,In reports are submitted as the confidential property of clients,end-thoriza[ion for publication o f statements,conclusions or extracts from or regard mg om reports is reserved pending om written approval. Comments: �1 a� d Reviewed by: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 3.8 FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE Arlington, WA 18 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Sieve Report Project:Pearson Millwork Infiltration Date Received:31-Aug-17 ASTMD-2487 Unified Soils Classification System Project#: 17B175 Sampled By:K.Parker SP,Poorly graded Sand with Gavel Client:Pearson Millwork,Inc. Date Tested:5-Sep-17 Sample Color: ACCNEDITED� Source:TP-1@4.9' Tested By:A.Eifrig gray c.rw.r,xem,>se oe Sam a#:B17-0918 66. ASTMD-2216,ASTMD-2419 ASTMD4318 ASTMD-5821 D,$)=0.157 mm %Gravel=17.9% Coeff.of Curvature,CG=0.51 Specifications D110}=0.202 man %Sand=80.2% Coeff.of Uniformity,CD=7.06 No Specs Dp51=0.247 mm %Silt&Clay=1.9% Fineness Modulus=3.40 Sample Meets Specs?N/A Dpia=0.382 mm Liquid Limit=n/a Plastic Limit=n/a D1501=1.031 mm Plasticity Index=n/a Moisture%,as sampled=3.7% D1601=1.428 mm Sand Equivalent=n/a Req'd Sand Equivalent= D<901=10.292 roan Fracture%,1 Face=n/a Req'd Fracture%,1 Face= Dust Ratio= 3/55 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces=P' AS TM C-136,AS TM D-6913 Actual Interpolated Gain Sia Dist tibution Cumulative Cumulative Sieve Size Percent Percent Specs Specs - .wr m US Metric Passing Passing Max Min 'sy=r,.ir.y„�,ir;.�.t�riti,re,_ 12.00" 300.00 100% 100.0% 0.0% 10.00" 250.00 100% 100.0% 0.0% ��'�I ..II IIII I I I 100.0% 0.0 8.009a/ _i_-___riiiiii_r___ " 200.00 100% % 6.00" 150.00 100% 100.0% 0.0% illii i I I "I I :HIM 1 I II IIII I I I 4.00" 100.00 100% 100.0% 0.0% HM I "i i I i iiiii"' II""'' ' IIIII I liiiill liiir'111 � � 3.00" 75.00 100% 100.0% 0.0% }F{-F+- {{IF}F i--}----H1{ja-F-F-+---iWfl-t--F---�h1f.++-i---- aao% 2.50" 63.00 100% 100.0% 0.0 2.00" 50.00 100% 100.0% 0.0% var. -t---'ti't�' 700% 1.75" 45.00 100% 100.0% 0.0 1.50" 37.50 100% 100.0% 0.0 1.25" 31.50 100% 100.0% 0.0% ear. -r---''^'}}1-Y---'iTT^^--5- 44,44 i'-T---' ....---- ----- e0- 1.00" 25.00 100% 100% 100.0% 0.0% 3/4" 19.00 95% 95% 100.0% 0.0% iiiiiiii i !III III I I a ______ 5/8" 16.00 94% 100.0% 0.0% ■1 1/2" 12.50 92% 92% 100.0% 0.0% 'iiiiii - IIII' 3/8" 9.50 89% 89% 100.0% 0.0% 4ar. -�---�. � +--- --1- " ,' t-1---d ------ ----- 400% 1/4" 6.30 84% 100.0% 0.0% III #4 4.75 82% 82% 100.0% 0.0% 11'1" i iiii iii i t IIIIII I I IIIIIII I IIIIII l #8 2.36 75% 100.0% 0.0% 3ar {----F -F I F- ---iFHFFi-}--F---N1F14 -{---- 30oss #10 2.00 74% 74% 100.0% 0.0% ?! #16 1.18 54% 100.0% 0.0% I I I I #20 0.850 45% 100.0% 0.0% i #30 0.600 39% 100.0% 0.0% !I �i iiii i I #40 0.425 35% 35% 100.0% 0.0% la _}___}Ipµ__+___iifiliFiiHi_{__i___�i{!iifiii!_fi _if _ _iµiiii!ii_i__!---iF!#i ti ti _{____ l00% #50 0.300 21% 100.0% 0.0% � #60 0.250 15% 100.0% 0.0% #80 0.180 8% 100.0% 0.0% 0% " 0.0r t ro.oa0 l000o 1- 0,100 o.o1011 omt #100 0.150 4% 4% 100.0% 0.0% #140 0.106 3% 100.0% 0.0% rn"bb #170 0.090 2% 100.0% 0.0% #200 0.075 1.9% 1.9% 100.0% 0.0% + sevesxa - Max�eca -MbSpecs -.-severs�s"e� Copyri%ht Spears Engineering&F-h-.Iservi' PS,1996-99 All-Au apply-ly to artual locations and matenale leered.Asa--lp--ten to clenls 17, hl-. dourselven.nll reports aresub nirleA ns the conlidenr al preperryr 10-1,.and-ht iaron1.-pubte.a-t efnlalenerls,cu rclusio..-o e. aels I... .regard-rg our reports is reserved pending our written approval. Comments: Reviewed by: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 4.9' FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 591h Avenue NE Arlington, WA 19 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B 175 Sieve Report Project:Pearson Millwork Infiltration Date Received:31-Aug-17 ASTMD-2487 Unified Soils Classification System Project#: 17B175 Sampled By:K.Parker SP,Poorly graded Sand with Gravel Client:Pearson Millwork,hic. Date Tested:5-Sep-17 Sample Color: AC 01TED� Source:TP-1 @ 6.5' Tested By:A.Eifrig gray rya.1W. Wo? Sam a#:B17-0919 ASTM D-2216,ASTM D-2419,ASTM D-4318,ASTM D-5821 D15i=0.175 nun %Gravel=30.4% Coeff.of Curvature,Cc=0.73 Specifications D(1o{=0.234 man %Sand=68.4% Coeff.of Uniformity,Cu=9.20 No Specs D(15)=0.293 tutu %Silt&Clay=1.2% Fineness Modulus=4.17 Sample Meets Specs?N/A D(30)=0.608 tutu Liquid Limit-n/a Plastic Limit-n/a D(50)=1.554 tutu Plasticity Index=n/a Moisture%,as samp led=3.4% D(60)=2.155 turn Sand Equivalent=n/a Rcq'd Sand Equivalent= D(9o;=21.012 tutu Fracture%,1 Face=n/a Req'd Fracture%1 Face= Dust Ratio= 1/22 Fracture%,2+Faces=n/a Req'd Fracture%,2+Faces= AS TM C-136,AS TM D-6913 Actual Interpolated Cmin Si.Disc abulion Cumulative Cumulative Sieve Size Percent Percent Specs Specs - tu!. o US Metric Passing Passing Max Mn Imr.a._.�.�s,+,e<•.:.c. � :�i.T�-ia,a,a.,ika�:3ii-. Iro.osx 12.00" 300.00 100% 100.0% 0.07/. 10.001, 250.00 100% 100.0% 0.0 8.001, 200.00 100% 100.0% 0.0% 90, - ---i!Wi i_ -------if1' `-�---' ------ ----- Sao% 6.00" 150.00 100% 100.0% 0.0% ;I; II;;; 4.00" 100.00 100% 100.0% 0.0% i � ^�� 8d/o 3.00" 75.00 100% 100.0% 0.0% -+---:fHa-F+-F-+ +��VH-a--{---;ii+ia-F-F-+--- --F----NitF+++-a 2.50" 63.00 100% 100.0% 0.0% 2.00" 50.00 100% 100.0% 0.0% ,�, _�___"'"L i_s___;iiil►: iiii : _ i. ao,, 1.75" 45.00 100% 100.0% 0.0 1.50" 37.50 100% 100.0% 0.0% ;I; ; II;; 1.25" 31.50 100% 100.0% 0.0% car h;I;� Ih; ;Al _ , -'- sao% 1.00" 25.00 100% 100% 100.0% 0.0 3/4" 19.00 85% 85% 100.0% 0.0% son 'i--- �-"t-i--- _;__:_ - --- - ---- ----- sao% 5/8" 16.00 83% 100.0% 0.0% 1/2" 12.50 80% 80% 100.0% 0.0% 3/8" 9.50 77% 77% 100.0% 0.0% con -r---!..�+'� T---;4T.4;-J--;--�" -- --- ------ ----- caoi HlTrrT1/4" 6.30 72% 100.0% 0.0% HM: �� ' ��HH ; II;;;I;; ; ;; ; ;;;;;I;; #4 4.75 70% 70% 100.0% 0.0% 1 �HW!1 1 �'� 1' 1 11111'1' ; }- 94+4_F_+___444Fi______�{i{-OFF_+___jµy}HM Fi_{__F____441 �; #8 2.36 61% 100.0% 0.0% awn - -- ::::.:k-i---- naoi #10 2.00 59% 59% 100.0% 0.0% #16 1.18 42% 100.0% 0.0% «-------------------:---- _ _ --- _-- _- #20 0.850 35% 100.0% 0.0% i ' HHH; IM I ; I #30 0.600 30% 100.0% 0.0% WHiI ; H I !?? #40 0.425 26% 26% 100.0% 0.0% {{{i --IIII;' A144+ -i---- Iaoi #50 0.300 16% 100.0% 0.0% -t- i�iaH_{__F____ ;ii;1 1 #60 0.250 11% 100.0% 0.0% #80 0.180 5% 100.0% 0.0% of II' 0.�� Ill Dail I.R. 10000 Lwo o.1ao a.o10 #100 0.150 3% 3% 100.0% 0.0% #140 0.106 2% 100.0% 0.0% P.- 1mm1 #170 0.090 2% 100.0% 0.0% #200 0.075 1.2% 1.2% 100.0% 0.0% r s<v<ss: -Ltex�«. -m n •-s<v<a<.9n Copyright Speer.Engineering&Technical Services PS,1996-98 All resnite apply only to actual locations end materiels reseed.As a mueuel prof--eo dim-,the public end ourselves,ell rep.-ere sub--d as the confidential property fdi-,,end eta horize[ion for publication of statements,co--ions or cxl reefs from or regarding ou reports is reserved pending our wrht-approve] Comments: Revievwdby: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 6.5' FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE Arlington, WA 20 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B175 sol test farm consultants, inc. 2016 as aq'n_a—. 'hr am -.w.uer — -F—Imlt m -a"ft nlw MATERIALS TESTING Date Received: 9/1/2017 77 CHRYSLER DR Grower: PEARSON MILLWORK INFILT Sampled BY: Burlington, WA 98233 Field: B17-0918-TP-14.9FT Laboratory#: S17-19278 Customer Account#: PROJECT 17B175 Customer Sample ID: Soil Test Results Cation Exchange CEC meq/100g 3.1 pH 1:1 E.C.1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 4.9' CEC FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Burlington, WA 98233 19311 59th Avenue NE 7 Arlington, WA 21 Pearson Millwork-Infiltration Assessment Materials Testing&Consulting,Inc. September 20,2017 17B175 X, soi Ites t farm consultants, inc. a.e.:aM+��u -ti.:iaprnmw -mµr«.gym MATERIALS TESTING Date Received: 9/1/2017 77 CHRYSLER DR Grower: PEARSON MILLWORK INFILT Sampled By: Burlington, WA 98233 Field: B17-0919-TP-1 6.5FT Laboratory#: 517-19279 Customer Account#: PROJECT 17B175 Customer Sample ID: Soil Test Results Cation Exchange CEC meq/100g 1.9 pH 1:1 E.C.1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs Acre Ammonium-N mg/kg Organic Matter W.B. % ENR: Other Tests: Materials Testing & Consulting, Inc. Lab Sample: TP-1 @ 6.5' CEC FIGURE 777 Chrysler Drive Pearson Millwork Infiltration Q Burlington, WA 98233 19311 59th Avenue NE U Arlington, WA 22 -^-,Terra Vista NW,«c Storm water Management Report Appendix B Operation and Maintenance (170202)Lexus of Seattle—Parking Lot September 19,2017 :^—,Terra KSO NW,«c Storm water Management Report (170202)Lexus of Seattle—Parking Lot September 19,2017 Terra Vista iV W,«c Operation and Maintenance Procedures Maintenance Standards—Catch Basins Maintenance Defect Conditions When Maintenance Is Needed Results Expected Component When Maintenance Is Performed General Trash and Debris Trash or debris which is located immediately No Trash or debris in front of the catch basin opening or is located immediately in blocking inletting capacity of the basin by front of catch basin or more than 10%. on grate opening. Trash or debris (in the basin)that exceeds 60 No trash or debris in percent of the sump depth as measured from the the bottom of basin to invert of the lowest catch basin. pipe into or out of the basin,but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes blocking more than 1/3 of its height. free of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present or dangerous gases (e.g.,methane). within the catch basin. Sediment Sediment(in the basin)that exceeds 60 No sediment in the percent of the sump depth as measured from catch basin the bottom of basin to invert of the lowest pipe into or out of the basin,but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. (170103)VCS Parking Lot Page B1 September 19,2017 Terra Vista iV W,«c Operation and Maintenance Procedures Maintenance Defect Conditions When Maintenance Is Needed Results Expected Component When Maintenance Is Performed Structure Damage Top slab has holes larger than 2 square Top slab is free of to Frame and/or inches or cracks wider than 1/4 inch holes Top Slab (Intent is to make sure no material is running and cracks into basin). Frame not sitting flush on top slab, i.e., Frame is sitting flush separation of more than 3/4 inch of the frame on the riser rings or top from the top slab. Frame not securely slab and firmly attached attached. Fractures or Cracks Maintenance person judges that structure is Basin replaced or in Basin unsound. repaired to design Walls/Bottom standards. Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or Misalignment function, or design problem. repaired to design standards. Vegetation Vegetation growing across and blocking No vegetation blocking more opening to basin. than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present six inches apart. (170103)VCS Parking Lot Page B2 September 19,2017 Terra Vista iV W,«c Operation and Maintenance Procedures Maintenance Defect Conditions When Maintenance Is Needed Results Expected Component When Maintenance Is Performed Contamination and See "Detention Ponds" (No. 1). No pollution present. Pollution Catch Basin Cover Not in Place Cover is missing or only partially in place. Catch basin cover is Cover Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism Not maintenance person with proper tools. Bolts proper tools. Working into frame have less than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid Cover can be removed Remove after applying normal lifting pressure. by one maintenance (Intent is keep cover from sealing off access person. to maintenance.) Ladder Latter Rungs Ladder is unsafe due to missing rungs,not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment,rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate Opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Debris Trash and debris that is blocking more than Grate free of trash and 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing grate. meets design standards. (170103)VCS Parking Lot Page B3 September 19,2017 Terra Vista Nlxr,«< Operation and Maintenance Procedures Maintenance Standards—Catch Basin Inserts Table V-4.5.2(18) Maintenance Standards-Catchbasin Inserts Maintenance Defect Conditions When Maintenance Is Results Expected When Component Needed Maintenance is Performed Sediment When sediment forms a cap over the No sediment cap on the insert Accumulation insert media of the insert and/or media and its unit. unit. Trash and Debris Trash and debris accumulates on Trash and debris removed Accumulation insert unit creating a from insert unit. Runoff freely blockage/restriction. flows into catch basin. Media Insert Not Effluent water from media insert has Effluent water from media Removing Oil a visible sheen. insert is free of oils and has no visible sheen. General Media Insert Water Catch basin insert is saturated with Remove and replace media insert. Saturated water and no longer has the capacity to absorb. Media Insert-Oil Media oil saturated due to Remove and replace media Saturated petroleum spill that drains into catch insert. basin. Media Insert Use Media has been used beyond the Remove and replace media at Beyond Normal typical average life of media insert regular intervals, depending on Product Life product. insert product. (170103)VCS Parking Lot Page B4 September 19,2017 Terra Vista NV/«< Operation and Maintenance Procedures Maintenance Standards—Oil/Water Separator Table V-4.5.2(16) Maintenance Standards- Baffle Oil/Water Separators(API Type) Maintenance Defect Condition When Maintenance Is Results Expected When Component Needed Maintenance is Performed Monitoring Inspection of discharge water for Effluent discharge from vault obvious signs of poor water should be clear without thick quality. visible sheen. Sediment Sediment depth in bottom of vault No sediment deposits on vault Accumulation exceeds 6-inches in depth. bottom that would impede flow through the vault and reduce separation efficiency. Trash and Debris Trash and debris accumulation in Trash and debris removed from Accumulation vault, or pipe inlet/outlet, vault, and inlet/outlet piping. floatables and non-floatables. Oil Accumulation Oil accumulations that exceed 1- Extract oil from vault by vactoring. General inch, at the surface of the water. Disposal in accordance with state and local rules and regulations. Damaged Pipes Inlet or outlet piping damaged or Pipe repaired or replaced. broken and in need of repair. Access Cover Cover cannot be opened, Cover repaired to proper working Damaged/Not corrosion/deformation of cover. specifications or replaced. Working Vault Structure Vault replaced or repairs made so Damage - Includes that vault meets design Cracks in Walls See "Catch Basins" (No. 5) specifications and is structurally Bottom, Damage to sound. (170103)VCS Parking Lot Page B5 September 19,2017 Terra KSL7 NVI«c Operation and Maintenance Procedures Frame and/or Top Cracks wider than 1/2-inch at the Vault repaired so that no cracks Slab joint of any inlet/outlet pipe or exist wider than 1/4-inch at the evidence of soil particles entering joint of the inlet/outlet pipe. through the cracks. Baffles Baffles corroding, cracking, Baffles repaired or replaced to warping and/or showing signs of specifications. failure as determined by maintenance/inspection person Access Ladder Ladder is corroded or Ladder replaced or repaired and Damaged deteriorated, not functioning meets specifications, and is safe properly, not securely attached to to structure wall, missing rungs, use as determined by inspection cracks, and misaligned. personnel. (170103)VCS Parking Lot Page B6 September 19,2017 ARLINGTON STANDARD GENERAL NOTES ARLINGTON STANDARD TESC NOTES LEGEND CONSTRUCTION DRAWING REVIEW UNLESS NOTES OTHERWISE UNLESS NOTES OTHERWISE ACKNKOWLEGEMENT 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL (TESC) *_�_ 90 99 SPOT ELEVATION THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR . WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STORM DRAINAGE DESIGN. TOPO SLOPE DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL _____ CLEARING LIMITS APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE CONSTRUCTION. APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY _ _ _ _ PROPERTY LINE OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY MUST BE MAINTAINED ON—SITE AND BE READILY AVAILABLE TO THE OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO CITY INSPECTOR AT THEIR REQUEST. So STORM DRAIN (SD) ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS OBTAIN A GRADING PERMIT, RIGHT—OF—WAY PERMIT, AND UTILITY WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER 3. THE TESC BMP'S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO APPROVAL HPA, WSDOE NOTICE OF INTENT N01 , ANY CORP OF ENGINEERS FILL MANNER AS TO ENSURE THAT SEDIMENT—LADEN WATER DOES NOT AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A -----PSD— PERF STORM DRAIN (P APPRO PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. 3. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE PAVEMENT STRIPING SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY. THE APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPLACEMENT, BY: --- CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION CONFERENCE AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE _----____ GRADE BREAK CITY ENGINEER BY CALLING 360 403-3500. PRIOR TO SCHEDULING, THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED ( ) ------- CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC BY THE CITY. DATE: ------THIS APPROVAL VALID FOR 18 MONTHS CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC HMA PAVEMENT CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR PERMITS, A COPY OF THE CONTRACTOR'S LICENSE, AND PROOF OF TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. THE DURATION OF THE CONSTRUCTION PROJECT. SHEET INDEX 0 0 N. / &c n 2%PI e EN n 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM ° Q ^Yi% , APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THE m a °�" MeM$" CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED zo8mStNe" REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, � AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO a ms%ste 3 g AND OTHER APPROPRIATE PUBLIC AGENCIES. REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. S H T NO DESCRIPTION s onlhslNe "° ° 20PIP/rye loam P� �194lM1 St rve u 6. ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24—HOUR EMERGENCY _ s PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM 201,,z,N, AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED CONTACT PHONE NUMBER OF THE CONTRACTOR' CERTIFIED EROSION \ c 99MStNe ca e,e Ra 1,,tI,PI Nee APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. Ci GENERAL NOTES AND LEGEND tee, 1 RE 199N St Ne RESPONSIBILITY ESP NSBIACY OF ALL TIE CONTRACTOR TO INDEPENDENTLY VERIFY THE 7, THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR C2 SWPPP NOTES ® 196M PI Ne � �1-P t,N 9 ACCUAND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND OPERATION. C3 SWPPP q,,6P,N¢ SITE---,. a UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 8, BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO v1 e s i a a 1992,dStNe z 1 UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE C4 PAVING PLAN 09`„189tM1 PIN¢' 19 st PIN° AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. I ,991h91Ne 99°,"rve a b 188M St Ne 8. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT ARE TO 1860tPINe ° 99hSINe s BY REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE BE LEFT UNWORKED FOR MORE THAN SEVEN (7) DAYS SHALL BE C5 GRADING & DRAINAGE PLAN &woo. W ry £ = 3 y CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. C6^ DETAILS APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE g, SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, ` lnzod St rve INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT PRE—TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON ^1801hStNe 179thPIN., DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT C7 DETAILS 179th&,Ne , 178M1q N°°ea6n R INSPECTION. REACHING A DEPTH OF 12 INCHES. PINe a4 Pn rvP�6 �P 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A a' 16m Ne 176thPIN, a Mtn°1°°o`a 1T8 9. THE CONTRACTOR SHALL KEEP THE ON—SITE AND OFF—SITE STREETS TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY - u 1>StPPIN,, 9' W ry i]SiF PI N< l-; ,,,PINe c CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE ® 61hPINe 4M111Ne fd a z TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PROJECT CONTACTS wo 11 w PRIOR APPROVAL FROM THE CITY INSPECTOR. 10. THE CONTRACTOR CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS _ a �`a 9 I? STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION 171It PINS a SHALL MAINTAIN TWO (2) SETS OF "ASBUILT"PLANS SHOWING ALL FIELD AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A OWNER 1691bP11e ,69,hP,Ne CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER CONSTRUCTION TEMPORARY SETTLING BASIN. CARL PEARSON COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH COPIES OF PEARSON MILLWORK? RED—LINED PLANS TO THE CITY. 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, PO BOX 3246 VICINITY MAP FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE 19311 59TH AVE NE, BLDG 115 THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN RATE OF 120 LBS PER ACRE. ARLINGTON, WA 98223 ENGINEER. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS (360) 435-9516 > REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 CARLP®PEARSONMILLWORK.COM a INCHES, OR 3,000 POUNDS PER ACRE. CONTRACTOR PROJECT SITE INFORMATION 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ALAN PERKES a ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY AXTHELM CONSTRUCTION SURVEY REFERENCE GROUND COVER BMP's SHALL OCCUR AT THE END OF EACH WORK 3610 CEDARDALE RD UNIT C BASE INFORMATION DERIVED FROM AERIAL PHOTO AND RECORD INFORMATION g DAY. MOUNT VERNON, WA 98273 OBTAINED THROUGH A PUBLIC RECORDS REQUEST. TERRAVISTA NW ASSUMES NO (360) 424-6848 RESPONSIBILITY FOR NOR WARRANTS THE THE ACCURACY OF THIS INFORMATION. 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE ALAN®AXTH ELM CONSTRUCTION.COM a BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF PARCEL NUMBER iE THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE ARCHITECT NA 3 THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PETER CARLETTI TOWNSHIP AND RANGE PROJECT. CARLETTI ARCHITECTS 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL 116 E. FIR ST., SUITE A NW OF THE SE SECTION 15, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. a BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR MOUNT VERNON, WA 98273 WHEN THE TESC MEASURES BECOME DAMAGED. (360) 424-0394 ZONING PETER®CARLETTIARCHITECTS.COM GI—GENERAL INDUSTRIAL 16. UPON COMPLETION OF THE PROJECT, ALL BMP'S SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMP'S ARE REQUIRED TO CIVIL ENGINEER AIRPORT PROTECTION DISTRICT SUBDISTRICT: B a` REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANGEMENTS FOR ERIC SCOTT — PRINCIPAL REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. LOT Z TERRAVISTA NW CONSULTING ENGINEERS 3204 SMOKEY POINT DRIVE, SUITE 207 TOTAL SIZE: 38,482 SF (0.883 ACRES) ARINGTON, WA 98223 w (425) 422-0840 DEVEL IMPERVIOUS AREA: 0.767 ACRES (87%) ERICS®TERRAVISTANW.COM E PLAN CHECK BY DATE REFERENCE ^� �9- AS PEARSON MILLWORKS BUILDING ADDITION SHEET NO. C1 erraVista NW ,,, 19311 59TH AVE NE, ARLINGTON, WA 98223 z Consulting Engineers �o _ GENERAL NOTES SHEET ss OF DATE N0. REVISION BY 3204 SUMEY RO/NT 9R/PE�207 DESIGNED BY: DRAWN BY: ARUNOrON, M.98223 ONq� ENS 1 1 a 425-422-0940 7 E. SCOTT E. SCOTT KWK ERRANSTANWCOM PROJECT N0. 170602 SHEETS ELEMENTS OF CONSTRUCTION SWPPP LEGEND 1. PRESERVE VEGETATION / MARK CLEARING LIMITS DURING THE WET SEASON (OCTOBER 1 — APRIL 30): 2 DAYS. BMP's >C151: CONCRETE HANDLING BEFORE BEGINNING LAND DISTURBING ACTIVITIES, INCLUDING CLEARING AND STABILIZE SOILS AT THE END OF THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF C152: SAWCUTTING AND SURFACING POLLUTION PREVENTION > DENOTES MINIMUM REQUIRED GRADING, CLEARLY MARK ALL CLEARING LIMITS, SENSITIVE AREAS AND THEIR NEEDED BASED ON THE WEATHER FORECAST. STABILIZE SOIL STOCKPILES FROM C153: MATERIAL DELIVERY, STORAGE AND CONTAINMENT BMP's. AS SITE WORK BUFFERS, AND TREES THAT ARE TO BE PRESERVED WITHIN THE CONSTRUCTION EROSION, PROTECT WITH SEDIMENT TRAPPING MEASURES, AND WHERE POSSIBLE, >C154: CONCRETE WASHOUT AREA PROGRESSES, CONTRACTOR MAY BE LOCATED AWAY FROM STORM DRAIN INLETS, WATERWAYS, AND DRAINAGE NEED TO INSTALL ADDITIONAL AREA. CHANNELS. MINIMIZE THE AMOUNT OF SOIL EXPOSED DURING CONSTRUCTION C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT BMP's AS NEEDED. ACTIVITY. MINIMIZE THE DISTURBANCE OF STEEP SLOPES. C251: CONSTRUCTION STORMWATER FILTRATION RETAIN THE DUFF LAYER, NATIVE TOP SOIL, AND NATURAL VEGETATION IN AN C252: HIGH PH NEUTRALIZATION USING CO2 UNDISTURBED STATE TO THE MAXIMUM DEGREE PRACTICAL. IF IT IS NOT BMP's C120: TEMPORARY AND PERMANENT SEEDING C253: PH CONTROL FOR HIGH PH WATER PRACTICAL TO RETAIN THE DUFF LAYER IN PLACE, THEN STOCKPILE IT ON—SITE, COVER IT TO PREVENT EROSION, AND REPLACE IT IMMEDIATELY WHEN YOU FINISH C121: MULCHING 10. CONTROL DEWATERING DISTURBING THE SITE. C122: NETS AND BLANKETS C123: PLASTIC COVERING DISCHARGE CLEAN, NON—TURBID DE—WATERING WATER, SUCH AS WELL—POINT BMP's C101: PRESERVING NATURAL VEGETATION C124: SODDING GROUND WATER, TO SYSTEMS TRIBUTARY TO, OR DIRECTLY INTO SURFACE C102: BUFFER ZONES C125: TOPSOILING / COMPOSTING WATERS OF THE STATE, AS SPECIFIED IN ELEMENT #8, PROVIDED THE PAM FOR SOIL EROSION PROTECTION DE—WATERING FLOW DOES NOT CAUSE EROSION OR FLOODING OF RECEIVING C103: HIGH VISIBILITY FENCE C126: POLYACRYLAMIDE ( ) WATERS OR INTERFERE WITH THE OPERATION OF THE SYSTEM. HANDLE HIGHLY C233: SILT FENCE C130: SURFACE ROUGHENING TURBID OR CONTAMINATED DEWATERING WATER SEPARATELY FROM STORMWATER. C131: GRADIENT TERRACES 2. ESTABLISH CONSTRUCTION ACCESS >C140: DUST CONTROL BMP's C203: WATER BARS LIMIT CONSTRUCTION VEHICLE ACCESS AND EXIT TO ONE ROUTE, IF POSSIBLE. C236: VEGETATIVE FILTRATION STABILIZE ACCESS POINTS WITH A PAD OF QUARRY SPALLS, CRUSHED ROCK, OR 6. PROTECT SLOPES OTHER EQUIVALENT BMPS, TO MINIMIZE TRACKING SEDIMENT ONTO ROADS. DIVERT OFF—SITE STORMWATER (RUN—ON) OR GROUND WATER AWAY FROM 11. MAINTAIN BMP's LOCATE WHEEL WASH OR TIRE BATHS ON SITE, IF THE STABILIZED OR AND PIPES, CONSTRUCTION ENTRANCE IS NOT EFFECTIVE IN PREVENTING TRACKING SEDIMENT SLOPES AND DISTURBED AREAS WITH INTERCEPTOR DIKES, / KEEP QUANTITIES OF EROSION PREVENTION AND SEDIMENT CONTROL MATERIALS SITE STORMWATER SHOULD BE MANAGED SEPARATELY FROM OFF— ONTO ROADS. IF SEDIMENT IS TRACKED OFF SITE, CLEAN THE AFFECTED SWALES. ON THE PROJECT SITE AT ALL TIMES TO BE USED FOR REGULAR MAINTENANCE ROADWAY THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY AS STORMWATER GENERATED ON THE SITE. PLACE EXCAVATED MATERIAL ON THE AND EMERGENCY SITUATIONS SUCH AS UNEXPECTED HEAVY SUMMER RAINS. NECESSARY (FOR EXAMPLE, DURING WET WEATHER). REMOVE SEDIMENT FROM UPHILL SIDE OF TRENCHES, CONSISTENT WITH SAFETY AND SPACECONSIDERATIONS MAINTAIN AND REPAIR ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT . ROADS BY SHOVELING, SWEEPING, OR PICK UP AND TRANSPORT THE SEDIMENT CONTROL BMPS AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR TO A CONTROLLED SEDIMENT DISPOSAL AREA. CONDUCT STREET WASHING ONLY INTENDED FUNCTION IN ACCORDANCE WITH BMP SPECIFICATIONS. REMOVE ALL AFTER SEDIMENT IS REMOVED IN ACCORDANCE WITH THE ABOVE BULLET. BMP's C120: TEMPORARY AND PERMANENT SEEDING TEMPORARY EROSION AND SEDIMENT CONTROL BMPS WITHIN 30 DAYS AFTER CONTROL STREET WASH WASTEWATER BY PUMPING BACK ON SITE OR OTHERWISE C121: MULCHING ACHIEVING FINAL SITE STABILIZATION OR AFTER THE TEMPORARY BMPS ARE NO PREVENTING IT FROM DISCHARGING INTO SYSTEMS TRIBUTARY TO WATERS OF THE C122: NETS AND BLANKETS LONGER NEEDED. PROVIDE PROTECTION TO ALL BMPS INSTALLED FOR THE STATE. MINIMIZE CONSTRUCTION SITE ACCESS POINTS ALONG LINEAR PROJECTS, PERMANENT CONTROL OF STORMWATER FROM SEDIMENT AND COMPACTION. ALL SUCH AS ROADWAYS. STREET WASHING MAY REQUIRE LOCAL JURISDICTION C123: PLASTIC COVERING BMPS THAT ARE TO REMAIN IN PLACE FOLLOWING COMPLETION OF APPROVAL. C124: SODDING CONSTRUCTION SHALL BE EXAMINED AND PLACED IN FULL OPERATING C130: SURFACE ROUGHENING CONDITIONS. IF SEDIMENT ENTERS THE BMPS DURING CONSTRUCTION, IT SHALL BMP's >C105: STABILIZE CONSTRUCTION ENTRANCE/EXIT C131: GRADIENT TERRACES BE REMOVED AND THE FACILITY SHALL BE RETURNED TO THE CONDITIONS C106: WHEEL WASH C200: INTERCEPTOR DIKE AND SWALE SPECIFIED IN THE CONSTRUCTION DOCUMENTS. C107: CONSTRUCTION ROAD/PARKING AREA STABILIZATION C201: GRASS—LINED CHANNELS C203: WATER BARS 12. MANAGE THE PROJECT C204: PIPE SLOPE DRAINS INSPECT, MAINTAIN, AND REPAIR ALL BMPS AS NEEDED TO ASSURE CONTINUED 3. CONTROL FLOW RATES C205: SUBSURFACE DRAINS PERFORMANCE OF THEIR INTENDED FUNCTION. CONDUCT SITE INSPECTIONS AND PROTECT PROPERTIES AND WATERWAYS DOWNSTREAM OF DEVELOPMENT SITES C206: LEVEL SPREADER MONITORING IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER GENERAL FROM EROSION AND THE ASSOCIATED DISCHARGE OF TURBID WATERS DUE TO C207: CHECK DAMS PERMIT OR LOCAL PLAN APPROVAL AUTHORITY. MAINTAIN, UPDATE, AND INCREASES IN THE VELOCITY AND PEAK VOLUMETRIC FLOW RATE OF STORMWATER C208: TRIANGULAR SILT DIKE (TS D)(GEOTEXTI LE—ENCASED CHECK IMPLEMENT THE SWPPP IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER RUNOFF FROM THE PROJECT SITE. WHERE NECESSARY, CONSTRUCT GENERAL PERMIT. ALL BMPS MUST BE INSPECTED, MAINTAINED, AND REPAIRED STORMWATER RETENTION OR DETENTION FACILITIES AS ONE OF THE FIRST STEPS DAM) AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED IN GRADING. ASSURE THAT DETENTION FACILITIES FUNCTION PROPERLY BEFORE FUNCTION. SITE INSPECTIONS MUST BE CONDUCTED BY A PERSON o CONSTRUCTING SITE IMPROVEMENTS (E.G. IMPERVIOUS SURFACES). IF PERMANENT 7. PROTECT DRAIN INLETS KNOWLEDGEABLE IN THE PRINCIPLES AND PRACTICES OF EROSION AND SEDIMENT a INFILTRATION PONDS ARE USED FOR FLOW CONTROL DURING CONSTRUCTION, PROTECT ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SO CONTROL. PROTECT THESE FACILITIES FROM SILTATION DURING THE CONSTRUCTION PHASE. THAT STORMWATER RUNOFF DOES NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR TREATED TO REMOVE SEDIMENT. CLEAN OR REMOVE 13. PROTECT LOW IMPACT DEVELOPMENT E BMP's C203: WATER BARS AND REPLACE INLET PROTECTION DEVICES WHEN SEDIMENT HAS FILLED z C207: CHECK DAMS ONE—THIRD OF THE AVAILABLE STORAGE (UNLESS A DIFFERENT STANDARD IS PROTECT ALL BIORETENTION AND RAIN GARDEN BMPS FROM SEDIMENTATION C209: OUTLET PROTECTION SPECIFIED BY THE PRODUCT MANUFACTURER). INLETS SHOULD BE INSPECTED THROUGH INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL C235: WATTLES WEEKLY AT A MINIMUM AND DAILY DURING STORM EVENTS. BMPS ON PORTIONS OF THE SITE THAT DRAIN INTO THE BIORETENTION AND/OR 3 C240: SEDIMENT TRAP RAIN GARDEN BMPS. RESTORE THE BMPS TO THEIR FULLY FUNCTIONING C241: TEMPORARY SEDIMENT POND BMP's >C220: STORM DRAIN INLET PROTECTION CONDITION IF THEY ACCUMULATE SEDIMENT DURING CONSTRUCTION. RESTORING THE BMP MUST INCLUDE REMOVAL OF SEDIMENT AND ANY SEDIMENT—LADEN a 4. INSTALL SEDIMENT CONTROLS 8. STABILIZE CHANNELS AND OUTFALLS BIORETENTION/RAIN GARDEN SOILS, AND REPLACING THE REMOVED SOILS WITH a INSTALL AND MAINTAIN EFFECTIVE EROSION CONTROLS AND SEDIMENT CONTROLS CONSTRUCT AND STABILIZE ALL ON—SITE CONVEYANCE CHANNELS TO PREVENT SOILS MEETING THE DESIGN SPECIFICATION. TO MINIMIZE THE DISCHARGE OF POLLUTANTS. CONSTRUCT SEDIMENT CONTROL EROSION. PROVIDE STABILIZATION, INCLUDING ARMORING MATERIAL, ADEQUATE TO PREVENT COMPACTING BIORETENTION AND RAIN GARDEN BMPS BY EXCLUDING g BMPS (SEDIMENT PONDS, TRAPS, FILTERS, ETC.) PRIOR TO GRADING. PREVENT EROSION OF OUTLETS, ADJACENT STREAMBANKS, SLOPES, AND CONSTRUCTION EQUIPMENT AND FOOT TRAFFIC. PROTECT COMPLETED LAWN AND DOWNSTREAM REACHES AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. LANDSCAPED AREAS FROM COMPACTION DUE TO CONSTRUCTION EQUIPMENT. STABILIZE CHANNEL BY PLACING BLANKET PRODUCT FIRST, THEN ADD CHECK BMP's C231: BRUSH BARRIER DAMS AS NECESSARY TO FUNCTION AS AN ANCHOR AND TO SLOW THE FLOW OF a C232: GRAVEL FILTER BERM WATER. CONTROL EROSION AND AVOID INTRODUCING SEDIMENT FROM SURROUNDING LAND 3 C233: SILT FENCE USES ONTO PERMEABLE PAVEMENTS. DO NOT ALLOW MUDDY CONSTRUCTION C234: VEGETATED STRIP BMP's C202: CHANNEL LINING EQUIPMENT ON THE BASE MATERIAL OR PAVEMENT. DO NOT ALLOW C235: WATTLES C122: NETS AND BLANKETS SEDIMENT—LADEN RUNOFF ONTO PERMEABLE PAVEMENTS. CONSTRUCTION DRAWING APPROVAL 2 C240: SEDIMENT TRAP C207: CHECK DAMS C241: TEMPORARY SEDIMENT POND C209: OUTLET PROTECTION PAVEMENTS FOULED WITH SEDIMENTS OR NO LONGER PASSING AN INITIAL THIS PLAN SHEET HAS BEEN REVIEWED AND C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT INFILTRATION TEST MUST BE CLEANED USING PROCEDURES FROM THE LOCAL APPROVED PER THE CONDITIONS ON THE TITLE C251: CONSTRUCTION STORMWATER FILTRATION STORMWATER MANUAL OR THE MANUFACTURER'S PROCEDURES. SHEET. 9. CONTROL POLLUTANTS 2 INSTALL, IMPLEMENT, AND MAINTAIN EFFECTIVE POLLUTION PREVENTION MEASURES KEEP ALL HEAVY EQUIPMENT OFF EXISTING SOILS UNDER LID FACILITIES THAT BY:--------------- Z 5. STABILIZE SOILS TO MINIMIZE THE DISCHARGE OF POLLUTANTS. HANDLE AND DISPOSE OF ALL HAVE BEEN EXCAVATED TO FINAL GRADE TO RETAIN THE INFILTRATION RATE OF CRY ENGINEER,CRY OF ARLINGTON SOILS MUST NOT REMAIN EXPOSED AND UNWORKED FOR MORE THAN THE TIME POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS THAT OCCUR THE SOILS. DATE: --___— PERIODS SET FORTH BELOW TO PREVENT EROSION. ON—SITE IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. THIS APPROVAL VAUD FOR 18 MOWHS w DURING THE DRY SEASON (MAY 1 — SEPT. 30): 7 DAYS. E PLAN CHECK BY DATE REFERENCE ^� �9- AS PEARSON MILLWORKS BUILDING ADDITION SHEET NO. C2 erraVista NW uc 19311 59TH AVE NE, ARLINGTON, WA 98223 z Consulting Engineers N _ SHEET �0 36 SWPPP NOTES 2 DATE NO. REVISION BY .T204 SUMEYRO/NTOR/PE Z207 OF '6 DESIGNED BY: DRAWN BY: ARUNOrON, M.98223 ONq� ENS m 425-422-0940 7 E. SCOTT E. SCOTT WWW7ERRANSTANWCO,N PROJECT NO. 170602 SHEETS - - - - - s .7 -- x--x- x - - - - - - NOTES: _____ -_--- -- 1. SEE SHEET C1 FOR GENERAL NOTES AND E i ; ----- x x LEGEND 2. SEE SHEET C2 FOR ELEMENTS OF II }4 0 20 40 CONSTRUCTION SWPPP. x6 - x 3. THE 13 ELEMENTS SHOWN ON SHEET C2 MUST is, Scale in Feet ST BE CONSIDERED IN THE DEVELOPMENT OF THE ST I CONSTRUCTION SWPPP UNLESS SITE 19321 59TH AVE NE x CONDITIONS RENDER THE ELEMENT " . k UNNECESSARY. IF AN ELEMENT IS CONSIDERED UNNECESSARY, THE CONSTRUCTION SWPPP MUST PROVIDE THE JUSTIFICATION. BLDG 75 A x x x----x x - x x x x u , x 4. THE SWPPP ELEMENTS COVER THE GENERAL LEI --- rr' ` WATER QUALITY PROTECTION STRATEGIES OF E 1 / LIMITING SITE IMPACTS, PREVENTING EROSION WAND SEDIMENTATION, AND MANAGING ACTIVITIES x\ AND SOURCES. Z O. O 5. ADDITIONAL INFORMATION AND REQUIREMENTS W l / / / — ARE OUTLINED WITHIN THE SWPPP NARRATIVE I - x - - C220- - - C220 - C220 i �o �O INCLUDED WITH THE DRAINAGE REPORT. i < . 0 6. THE HIGHLIGHTED BMP's SHOWN ON SHEET C2 Z ! Gip W �i— 00 O ARE MINIMUM REQUIREMENTS. THE W _ _ _ _ __ f / \ CONTRACTOR SHALL MAINTAIN AND UTILIZE ADDITIONAL BMP's AS NECESSARY. ADDITIONAL / .. C105 P! .�, INFORMATION ON EACH BMP CAN BE FOUND IN Q i ""SS 5 g VOLUME II, CHAPTER 4 OF THE STORMWATER r _ N 85°55'18' E 284.49' — .�0� 1p -- _ __ __ __ _ _ _ _ _ _ MANAGEMENT MANUAL OF WESTERN \ / WASHINGTON. c151 - `,,�,\ I o0 I ST / c22o I �c154 7 `� BMP LEGEND i —X / I ROCK CONSTRUCTION ENTRANCE e CNI 19311 59TH AVE NE I C120 TEMPORARY AND PERMANENT C220 SEEDING 00 3 BLDG 75 B Iw % C140 DUST CONTROL 60 LF INFILTRATOR I� C{�LEARIN .LIMM O- of STORMWATER CHAMBER ! o. I' { - 1/g C151 CONCRETE HANDLING ' b I EXISTING BLDG o I o FF=100.00 C140 t. o C152 SAWCUTTING AND SURFACE ZI pO , POLLUTION PREVENTION C154 CONCRETE WASH AREA C 000 C6 -D O C220 CATCH BASIN INSERT 1 x- E 86'01 / / t•--i I _ _ Ci220 ' T '00j S84°48'06"W S84'48'06"W - 290.03' /, �—— -+¢�—— o°eo , I DRIVE THRU SSp ' BLDG 77AST 17o. I goo BLDG / N85°07°�4"E - - t I � 30 { ( I �7X 40 CONSTRUCTION DRAWING APPROVAL p THIS PLAN SHEET HAS BEEN REVIEWED AND ' ( APPROVED PER THE CONDITIONS ON THE TITLE ( ro \ ' SHEET. BY:-t^ -------------- z \�` 19221 59TH AVE NE I Yf �\ - .. i CRY ENGINEER,CRY OF ARLINGTON .. / DATE: — - �. THIS APPROVAL VALID FOR 18 MONTHS t ff w DRI E VE THRU I PLAN CHECK BY DA REFERENCE ^� ASN�o PEARSON MILLWORKS BUILDING ADDITION SHEET NO. C3 erraVistf� NW uc 19311 59TH AVE NE, ARLINGTON, WA 98223 z Consulting Engineers N _ SHEET DATE NO. REVISION BY0 36 SWPPP 3 m .T204 SMOKEY POINT GRIPE,Z207 OF DESIGNED BY: DRAWN BY: ARZINOTON, X4.9822,Y ONq� ENS a 425-422-0940 7 E. SCOTT E. SCOTT WWWTERRAP7STANWOO,N PROJECT NO. 170602 SHEETS ; X--X- X— X X —x— X— ' NOTES: „ __, - - x x ------ �X -'----- � I � 1. SEE SHEET C1 FOR GENERAL NOTES ` 0 20 40 t i X x x Scale in Feet ST i ,ii ST \` x 19321 59TH AVE NE I x III I I � x LDG 75 A --x x--x-----x x x _ x x x in Uj \ x z °` IV z c '` W x / 60 \ To W \ SN r� r > S.S l. LACE E LOCK BARRIE Q (` — OOHS 108' 1 —� —— — N 85'55_18" E 284.49' — — — 00' �O { JAPANESE RED LEAF MAPLE x HMA ACER PAL ATUM 'ATROPURPUREUM') �. I C6 PAVEMENT, Y ST TYP -H TECOL;0 mFMATCH EXIST PAVEMENTw L I1/2" REINFORCED RUBBER H05E COLLAR ivPLACE9CK BARRIER - 19311 59TH AVE NE GO . 12 6A. 6ALV. WIRES O1 j m TWIST TO TIGHTEN I I 3 — BLDG 75 B w / �1-2"X2" CEDAR 5TAKE �� iol 60 LF INFILTRATOR BUILDING ADDITION 5915 SF o. fib" RIM BERM STORMWATER CHAMBER /9 0I FF=100.00 0 EXISTING BLDG BLDG H = 18' �� / FINISH GRADE APE { zl '-, FF=100.00 0 f�. t +10o yv- y g) j REMOVE BURLAPTOP 1 3F ROO L TOPSOIL 4 - AVEMENT,3 CONC �10 FERTILIZER _ P C6 TYP MIN. 24" OR EXI5TIN6 5UB6RAPE 3 ; ; c, po I 2X ROOTBALL � OR 24" z `�W), � _ _ ATER OF T II s 86'01 _ _ --- _ - -- i- -- - -- -- o S84°48'06 „ S84°48'06"W 290.03' 1 29.5' 100� �' ` TREE PLANTING �O 30.3't o� SETBACK \ __ NITS al ----- --- DRIVE THRtJ .( > L t 1 Z. 1 >.> 1 10. 7� BLDG 77A °� - �'' _-o� 0 0 0 ST 1 4�I . m / N85°07°94"E o Sp6 Boo- - - , f r 30� I` j. CONSTRUCTION DRAWING APPROVAL X THIS PLAN SHEET HAS BEEN REVIEWED AND O ` APPROVED PER THE CONDITIONS ON THE TITLE -U I - t I SHEET. 77{ , N _ BY:--------------- CR Y ENGINEER,CRY OF ARLINGTON Z \ 19221 59TH AVE NE j I N {V DATE: ------------- �, THIS APPROVAL VALID FOR 18 MONTHS t E I � PLAN CH CK BY DATE REFERENCE ^� ��oF ASyiOT PEARSON MILLWORKS BUILDING ADDITION SHEETNO. erraVista NW ,,, Q 19311 59TH AVE NE, ARLINGTON, WA 98223 C4 z Consulting Engineers - SHEET DATE N0. REVISION BY O 36 PAVING PLAN 4 m J204 SM/OKEY RO/NT OR1W 1207 OF DESIGNED BY: DRAWN BY: AR(/N076WN, WA 98223 ONq� ENS FL 425-4 k fST4N 0 7 E. SCOTT E. SCOTT YWiIERRA9S7ANWCOM PROJECT NO. 170602 SHEETS a - ARLINGTON STANDARD DRAINAGE NOTES NOTES: ------------- UNLESS NOTES OTHERWISE 1. SEE SHEEP C1 FOR GENERAL NOTES x 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN 2. TYPE 1 CATCH BASIN SHALL ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND CONFORM TO CITY OF ARLINGTON STD SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE 0 20 40 PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER DETAIL SD-020. / x APPROPRIATE PUBLIC AGENCIES. 3. OIL/WATER SEPARATOR CATCH BASIN ST Scale in Feet SHALL CONFORM TO CITY OF ST I 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY ARLINGTON STD DETAIL SD-120. 19321 59TH AVE NE x STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM DRAINAGE PIPE MATERIALS INCLUDE CONCRETE, PVC, HOPE, AND DUCTILE IRON. 4. STORM DRAIN (SD) PIPE SHALL BE CORRUGATED METAL PIPES (GALVANIZED ALUMINUM OR STEEL) ARE ADS N-12 PIPE. NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS BLDG 75 A x X--X---X X _- X X X-- AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE 5. PERFORATED STORM DRAIN (PSD) CITY PIPE SHALL BE SDR-35 PVC PIPE PER ASTM D3034, WITH TWO ROWS - \ 110 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL OF DIAMETER HOLES AT 12" OC. FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING MATERIAL FOR 6. CLEANOUTS SHALL CONFORM TO COA O. DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITY'S STD DETAIL SS-080. IV - STANDARDS AND SPECIFICATIONS (CHAPTER 4). ❑ ❑ ❑ �CS - 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL �00 00 LOADING SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM W s00 O DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST W i'- 90% OF MAXIMUM DRY DENSITY. I SLOPE TO DRAIN AREA TO BE _ 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF -S�j �- 0- a PAVED BY AIRPORT / sis `\ THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS N 85°55'18" E 284.49' g$� SEPARATELY ��,I �p� �p UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND --s= - -�-1 'f \ BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT THE PIPE. Y-- 6. E8T DRAINAGE SYSTEMS, STUB E)UTS ANE) ANY BRAINS BE'1INB TI IE SIDE...._.. ...__. __ ..._..._ • El- �' 8 L 12 C �� p� 11 LF 6"'SD AT 1.0% / / � �� _ "!c I OIBL/W ER SEPARATOR 19311 59TH AVE NE CO------ TYPE 1 CIB 10�0 CO RIM = 99.50 7, ALL,CATCH BASINS SHALLBE TYPE 1 UNLESS OTHERWISE SHOWN ON IE =96.90 RIM = 99.50 9�9.90 IE(6"N S) = 95.90 THE PLANS AND APPROVED BY THE CITY. THE USE AND INSTALLATION IE = 97.00 I IE(4"E)F96.80 OF INLETS IS DISCOURAGED. BLDG 75 B - I ADS TOP INLET 60 LF INFILTRATOR BUILDING ADDITION tO rn I FABRICATED E D Cpppp STORMWATER CHAMBER 5915 SF I I IE = 95.80 i'9�� 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET (RIM TO INVERT) OR FF=100.00 f I NOO' GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4-INCH EXISTING BLDG N I DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY BLDG H = 18' 15' 68 LF INFILTRATION FF=100.00 q I TRENCH PER COA STD STANDARD DETAILS. PLAN $D-140, SIM, WITH 2.5' WIDE TRENCH 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM - DUMP NO -- a POLLUTANTS". ALL SOLID COVER SHALL BE MARKED 'DRAIN". ALL ADS SC-740 � 10' I 99.90 CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING STORMTECH CHAMBER ��MATCH EXIST GRADE FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. a C7 8-SECTIONS I 12% M4X TRANSITION SLOPE 57x4.25') ADS TOP INLET 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE (INLET AND CATCH 1T I FABRICATED ND CAP CO g0� I IE = 95.80 _ X-.. BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT LEVEL. E IE = 97.50 ? 'V4'32'4 53' `O k 99.90 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL a - - - _ - `- - _ MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO - S84°48'06"W /7777777777/77 S84`48'06"W - L 'v. L__ _80_LF 6" SD ®1.0% -__- _-_� ( 100 GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. 0 CB-3 e00 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN > MATCH EXIST GRADE OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL CONSTRUCTION OIL/WATER SEPA TOR d 10% MAX TRANSITION SLOPE, RIM = 99.50 ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. 3:1DRIVE THRU $S xi' ' ' ' E(6"N/S) = 96.7b 2 E( 96 13. OETENTi6N/RETENT SLOPES STEEPER _ E)R WIT'I A MAXIMUM WATER BEPTI I GREATER TI IAN ;3 FEET SI IAI=I= BE BLDG 77A '?0 C - - __ Z- ' �0�4 = $ ��oo -1-,00 'E) 0 ST N85°07°�4"E 0 x I S�0 S�0 a /. �. 14. -E) FIETRATION -WALES ANB/'E)R F ET-ETER STRIPS - -- BE Y - THE BIG SWALE MUST BE WELL ESTABLISI'ED BEFORE PAVING BEG' 3 • 15. STORM WATER RETENTION DETENTION FACILITIES, STORM DRAINAGE PIPECONSTRUCTION A PPR a I 30 ^ AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY THE DRAWING APPROVAL x DEVELOPER PRIOR TO THE CITY'S ACCEPTANCE OF THE PROJECT. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE (' 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SHEET. SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN a / �� i' THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE BY:_--___--___---- N - -.----T" CRY ENGINEER,CRY OF ARLINGTON 19221 59TH AVE NE INFILTRATION AREA DURING CONSTRUCTION. DATE: - < ' '. 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS THIS APPROVAL VALID FOR 18 MONTHS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION w ! SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY e INSPECTOR. PLAN CHECK BY DATE REFERENCE ^� �9- A,CIO PEARSON MILLWORKS BUILDING ADDITION SHEET NO. C5 erraVista NW LLc 19311 59TH AVE NE, ARLINGTON, WA 98223 Z Consulting Engineers �o _ GRADING AND DRAINAGE PLAN SHEET ss DATE N0. REVISION BY 3204SM0KEYP0/N7OR/PE„Z207 OF DESIGNED BY: DRAWN BY: ARUNcron; WA.9a223 ONq� ENS FL 425-422-0940 7 E. SCOTT E. SCOTT WWW7ERRANS74NW00M PROJECT NO. 170602 SHEETS NOTES 1. Size the Below Inlet Grate Device(BIGD)for the storm water structure it RAN MIN.4"PERFORATED PIPE Will Service. ROOF 100'MIN DRAIN INFILTRATION TRENCH 2. The BIGD shall have abuilt-in high-flow relief System(overflow bypass). (SEE NOTE 2) -' ----'�I 5"I'm 3. The retrieval system must allow removal of the BIGD without spilling the ____I YARD DRAIN collected matenal. 3 TURNED DOWN ELBOW DRAINAGE GRATE TRIM PLAN VIEW SOUD PIPE OR'7°SECTION 4. Perform maintenance in accordance with Standard Specification B-01.3(15). z GRATE FRAME ROOF DRAIN __— n-a DRAINAGE GRATE l RECTANGULAR GEOTEXTILE ON GRATE SHOWN RETRIEVAL SYSTEM(TYP.)p \ SEDIMENT AND DEBRIS 70,A TOP 1 PERF ANDORATE SIDES, f OVERFLOW BYPASS 6"MIN 4' f e TEE .....—. v p BELOW INLET GRATE DEVICE 2'MIN 1 MIN PLUG WITH 1/2- v PLAN WASHED ROCK FILTERED J v —1 1/2" v 1'MIN CENTERED HOLE FINE MESH SUMP W/SOLID UO SCREEN WATER RNV 3'MIN MAX 100' 10'MIN z A _L_�HIGH GROUNDWATER TABLE SECTION VIEW BELOW INLET GRATE DEVICE OVERFLOW BYPASS(TYP.) // NOTES: GEOTE*N3/4--l COMPACTED 1. TRENCHES SHALL BE A MINIMUM OF 10'FROM ACKHLL BUILDING,PROPERTY LINES,AND EASEMENTS. o o .._.. 2. THE FOLLOWING MINIMUM LENGTH(LINEAR FEET) SECTION �+ PER OIL T SEVERE FEET E ROOF AREA BASED t, D t, �' NOTES' PERFORATED DOWNSPOUT INFILTRATION TRENCHES. MIN.4" ON SOIL TYPE MAY BE USED FOR SIZING PIPE DO 0 PERMEABLE BALLAST PER WSDOT STD 9-03.9(2) 2'MINWASHED ROCK A DUMESAND SAND&COBBLES 30 LF " 1 1/2" FINE SAND.LOAMY SAND 75 LF SECTION VIEW ISOMETRIC VIEW Q SEE FIGURE 4.2 IN THE 2005 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON FOR SANDY LOAM 125 LF DETAILS.NOTE:THE MINIMUM 10OLF OF ENTRANCE SHALL BE REDUCED TO THE MAXIMUM PRACTICABLE LOAM 190 LF NOT TO SCALE SIZE WHEN THEN SIZE OR CONFIGURATION OF THE SITE DOES NOT ALLOW THE FULL LENGTH(10OLF). 3. MINIMUM SPACING BETWEEN ADJACENT TRENCH EXISTING DRIVEWAY RAMP,OR SITE ACCESS ROAD 20'WIDE MIN.MATERIAL MUST BE EQUAL TO WALLS MUST BE 6 FEET. STORM INLET PROTECTION OR BETTER THAN SPECIFIED IN NOTE 1 4 S OPE GREATER TRENCHES SHALL NOT. BUILT ON 1 ® A SEPARATION GEOTEXTILE SHALL BE PLACED UNDER THE SPALLS TO PREVENT FINE SEDIMENT FROM SECTION A-A SLOPES GREA ER THAN 25 PERCENT. PUMPING UP INTO THE ROCK PAD.THE GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS: 5. SLOPES GREATER THAN 25 PERCENT HAVE A C 2 NTS GRAB TENSILE STRENGTH(ASTM D4751) 200 PSI MIN. MINIMUM SETBACK OF 50'FOR INFILTRATION GRAB TENSILE ELONGATION(ASTM D4632) 30%MAX. TRENCHES. MULLEN BURST STRENGTH(ASTM D3786-80A) 400 PSI IN. AOS(ASTM D4751) 20-45(U.S.STANDARD SIEVE SIZE) °tiTY pA ou,: nsPABTeeNr or Pusuc IroBxs STANDARD DETAIL •n�i•• STANDARD DETAIL NUMBER 3m Minimum RESIDENTIAL ROOF DRAIN INFILTRATION SD-140 <lNG't Lath and flagging Straw bale 5 CONSTRUCTION ENTRANCE O NCH O 0 999 on 3 sides LNati-material astic lining Binding wire NTS Sandbag Staplesl• (2 per bale) l) Berm Sandbag 10 mil plastic lining Wood or Plywood metal stakes 1200 mm x 610 mm Wood post Varies O A 0 A (2 per bale) painted white (89 mm x 89 mm Lag screws m) CL PG64-22 HMA 2 m Section B-B CONCRET (12.5mm) i' Eii Blacklets a 4 CONCRETE CEMENT OBerm WASHOUT 150 mm ter height s a ° a CONCRETE PAVEMENT 915mm CRUSHED rn a a O O O O SURFACING PER 4 a CRUSHED s15 mm O O I ( ) a 4 SURFACING PER E Section A-A WSDOT 9-03.9 3 z 10 mil plastic lining _ — — — — — — — � WSDOT 9-03.9(3) Plan Notes: . 1. Actual layou ° t 3m Minimum Concrete Washout Sign a determined in the field Stake(typ) III—III—_III—III—III—_III—III— Type"Below Grade" 2. A concrete washout Detail(or equivalent) O - ICI—III=� SUBGRADE — — — — — — — SUBGRADE o sign shall be installed III—III— — within 10 m of the III III III III III III > 3m Minimum temporary concrete cD washout facility. iI B B a Wood frame Varies 50 mm H B B securely fastened (�_�3.05 mm dia. around entire 200 mm I— aperimeter with two steel wire c stakes Varies ,Emil 2 HOT MIX ASPHALT (HMA) 3 CONIC PAYMENT `� plastic lining Staple Detail c 10 mil plastic lining Notes: C 4 NTS C 4 NTS 3 Stake(typ.) Straw bale 1. Actual layout (typ) Section B-B Plan determined in the field. c 2. The concrete washout 12� 10 mil plastic lining sign shall be installed CONSTRUCTION DRAWING APPROVAL C. Two-stacked within 10 m of the g 2x12rough Plan temporary concrete THIS PLAN SHEET HAS BEEN REVIEWED AND c wood frame washout facility. APPROVED PER THE CONDITIONS ON THE TITLE Type"Above Grade"with Wood Planks Type"Above Grade"with Straw Bales SHEET. o NOT TO SCALE CITY ENGINEER,CITY OF ARUNGTON L 1 CONCRETE WASH AREA DATE: r THIS APPROVAL VAUD FOR 18 MONTHS W C 2 NTS E a PLAN CHECK BY DATE REFERENCE WA Sao PEARSON MILLWORKS BUILDING ADDITION SHEET NO. erraVista NW LLc e TA 19311 59TH AVE NE, ARLINGTON, WA 98223 C6 z Consulting Engineers DETAILS SHEET DATEINC. REVISION BYPOINf 36 6 0 3204 ARZNC76W WA 9622J Q NV 07 OF a DESIGNED BY: DRAWN BY: 4.2s_s22_oew AL E 7 E. SCOTT E. SCOTT OW.7ERRA WSTANWCLM/ fell PROJECT NO. 170602 SHEETS FRAME AND GRATE(OR SOLID Q Q 0 D COVER),SEE APPLICABLE STANDARD DETAILS HMA PER DETAIL 2 C5 2"'X4"X8"SOLID BRICK USED FOR FINAL ADJUSTMENT TO GRADE,6"HIGH MAX NOTES. 6"OR 8"PVC 1. CONCRETE INLET TO BE CONSTRUCTED IN FACTORY TEE 1"VENT HOLE WHEN ,LO ?s+ ACCORDANCE WITH ASTM C478&C890 f NOT CONNECTED TO SS - UNLESS OTHERWISE SHOWN ON THE PLANS OR NOTED IN THE STANDARD SPECIFICATIONS.ALL CONCRETE SHALL BE CLASS 4000. Z X ,Nypl 2. REINFORCING SHALL BE EQUIVALENT TO 24" 6"OR B" _ Q 5 l WELDED WIRE FABRIC(ME)HAVING A PVC PLUG - - MINIM A OF 0,12 UARE INC PER FOOT.WWSHALL NOT BE PLALD ONASTM HA497. u p0 WWF 6"CONCRETE RISER SECTION O KNOCKOUTS. - a., 2•MAX I 3. THE BOTTOM OF THE PRE-CAST BASE ,; q: O O O O O O 0 0 0 O O O O O 0 O O O SECTION MAY BE ROUNDED. Q Q Q Q Q Q 0 0 Q Q Q Q Q Q Q Q Q Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 7. 4, PRE-CAST BASES SHALL BE FURNISHED CRUSHED - 0 Q O 0 O Q 0 Q O Q 0 0 0 0 0 0 0 WITH CUTOUTS OR KNOCKOUTS. INLET OUTLET O O O O O O 0 0 0 0 0 0 0 NN KNOCKOUTS SHALL HAVE A WALL SURFACING PER 0 0 0 0 0 0 0 0 0 0 0 0 = 0 M'� THICKNESS OF 2"MIN.ALL PIPE SHALL BE O 0 0 O 0 0 O 0 0 0 INSTALLED IN FACTORY PROVIDED - WSDOT 9-03,9 3 O O O O O 0 0 0 o O _ KNOCKOUTS.UNUSED KNOCKOUTS NEED - QOQOQ000 0000000000 III- IE SD (SEE PLAN) NOT BE GROUTED IF WALL IS LEFT INTACT. ADAPTOR OR PIPE JOINT _ OQOQOQOQOQ 0 O O O I 5. KNOCKOUT OR CUTOUT HOLE SIZE Is EMBEDMENT STONE PER o 0 0 0 0 0 0 0 0 0 EQUAL TO PIPE OUTSIDE DIAMETER PLUS .II I- CATCH BASIN WALL THICKNESS.KNOCKOUTS 6"OR 8"PVC PIPE WSDOT SECTION 9-03.9(2) Q Q Q Q Q Q Q Q Q O Q O Q Q Q Q _ 0 MAY BE ROUND OR"D'SHAPED AND MAY _ 1 J2+ BE ON ALL 4 SIDES WITH MAXIMUM -III O O O O 0 0 0 O AC COLLAR "PERMEABLE BALLAST" o 0 0 0 0 0 0 DIAMETER OF 28". - o O O O 0 O 0 O ® Q O Q O Q o Q III-III a� S. THE MAXIMUM DEPTH FROM THE FINISHED III 0 0 0 0 O Q O Q O Q O -III- 0 GRADE TO THE PIPE INVERT IS 5'-0". 0 0 0 0 0 0 ADS GEOSYNTHETICS 601T -III- o 0 0 0 0 o III- 7. THE TAPER ON THE SIDES OF THE NON-WOVEN GEOTEXTILE 0 Q O Q O Q 0 Q O Q o Q PRE-CAST BASE SECTION AND RISER 5"OR 8"PVC PIPE -III 0 0 0 0 -III Lf7 FOOT.ON SHALL NOT EXCEED 1/2"PER AS REQUIRED 0 O 0 0 O 0 O B. FRAME AND GRATE SHALL BE IN 32 TOP INLET ACCORDANCE WITH WSDOT/APWA TYPE 1L CBJ -III (A APECIFICATONS.MATING SURFACES SHALL FABRICATED= -_ BE FINISHED TO ASSURE NON-ROCKING FIT END CAP -III-I _ WITH ANY COVER POSITION. -III-III III-III- III-III- -III- -III- - 9 FRAME FLANGEAND DOWNRATE MAY BE OR CAST INTO RISER. FOUNDATION WITH FOUNDATION STONE PER -III-III -III -III -III III-III - 10.EDGE OF REDUCING SECTION OR BRICK WSDOT SECTION 9-03.9(2) - PRE-CAST BASE SECTION VERTICALO BE MORE TCH THAN BASINFROM "PERMEABLE BALLAST" (MEASUREMENT AT THE TOP OF THE BASE) `1"Ry O+ auL DBPABTBBNP OA PUBLIC y0BN8 STANDARD DETAIL G1Ty O 01A' DBPARTYBNT OP PUBLIC y0B54 STANDARD DETAIL SEE NOTE 5 1 2" MIN -A,- STANDARD DETAIL NUMBER "n�rAw STANDARD DETAIL NUMBER SUBGRADE CATCH BASIN TYPE IL SD-030 'P,p®ot " STANDARD OIL/WATER SEPARATOR SD-120 SC-740 STORMTECH CHAMBER tIt104 <I.yO'� a Q p�o NOTES: 1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL NOTES: STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FRAME AND GRATE(OR SOLID COVER), FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION SEE APPLICABLE STANDARD DETAILS 1. CONCRETE INLET TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C4 8&C890 6"GASKETED CHAMBERS". O N UNLESS OTHERWISE SHOWN ON THE PLANS CAP OR NOTED IN THE STANDARD CAST IRON LOCKING a SPECIRWONS.ALL CONCRETE SHALL BE RING AND COVER 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 ONE SIZE ARGER W CLASS 4000. THAN PIPE WA. ❑ "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED 2. REINFORCING SHALL BE EQUIVALENT TO LABELED"SEWER" U WELDED WIRE FABRIC(WWF)HAVING A CON RETE O 30 SO PAVED DTI WALL STORMWATER COLLECTION CHAMBERS". MINIMUM AREA OF 0.12 SQUARE INCH PER SURFACE ``-�-L��E ME SHALE SHALL COMPLY To ASTM KNOCKOUTS. z"` 3. ALL STONE BACKFILL MUST BE CLEAN, CRUSHED, AND ANGULAR. WWF SHALL NOT BE PLACED IN KNOCKOUTS. Z 2'X4"%8"SOLID BRICK USED FOR FINAL 6 UNPAVED AREAS ADJUSTMENT TO GRADE,6"HIGH MAX. 3. SEE BOTTOMON F E PRE-CASTNDED. BASE 4. SOILS SHALL BE COMPACTED TO 95% MODIFIED PROCTOR. ROLLER GROSS 4. PRE-CAST BASES SHALL BE FURNISHED MEQHANIQAL END VEHICLE WEIGHT SScHALL NOT EXCEED 12,000 LBS. DYNAMIC FORCE SHALL NOT • ?q+ CUTOUTS OR KNOCKOUTS.KNOCKOUTS OF PIPE PLUG. SHALL EXCEED 20,000 L . \M1 SHALL HAVE A WALL THICKNESS OF MIN. WITH FLU. p ALL PIPE SHALL BE INSTALLED IN FACTORY CHERNE TYPE PROVIDED KNOCKOUTS.UNUSED KNOCKOUTS 5. PLACE ADS GEOSYNTHETICS 315 WOVEN GEOTEXTILE OVER BEDDING STONE FOR NEED NOT BE GROUTED IF WALL IS LEFT GROUT y INTACT. w E SCOUR PROTECTION AT PIPE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND a s. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL (SEE NOTE z> eSeA'EQ 10.5' FROM END CAP AND COVER CHAMBER FLOOR. FABRIC SHALL BE SECURED TTO PIPE OUTSIDE DIAMETER PLUS CATCH BASIN WALL THICKNESS.KNOCKOUTS MAY TO THE CHAMBER TO PREVENT MOVEMENT OF FABRIC. a T BE ROUND OR'D"SHAPED AND MAY BE y / RISER SECTION ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20'. r, STORMTECH CHAMBER d 6. THE MAXIMUM DEPTH FROM THE FINISHED PAVED AREAS C bti z6+ GRADE TO THE PIPE INVERT IS 5'-0". C4 •MNN 7. THE TAPER ON THE SIDES OF THE NTS A SRC PRE-CAST BASE SECTION AND RISER 1, 2" Q SECTION SHALL NOT EXCEED 1/2"PER I_ 20^ FOOT. 3 8. FRAME AND GRATE SHALL BE IN 1r CAST IRON LOCKING RING AND COVER SPECIFICATIONS.MATING SURFACES SHALL OLYMPIC M1025 OR APPROVED EQUAL BE FINISHED TO ASSURE NON-ROCKING FIT L WITH ANY COVER POSTON. CONSTRUCTION DRAWING APPROVAL 9. FRAME AND GRATE MAY BE INSTALLED WITH 0. FLANGE DOWN OR CAST INTO RISER. NOTES) 10.EDGE OF RISER OR BRICK SHALL NOT BE THIS PLAN SHEET HAS BEEN REVIEWED AND MORE THAN 2"FROM VERTICAL EDGE OF 1. CLEAN-OUT PIPE AND FITTINGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. APPROVED PER THE CONDITIONS ON THE TITLE CATCH BASIN WALL 2. A SANITARY TEE,SWEEP,OR STRAIGHT TEE IS NOT ACCEPTABLE. SHEET. < 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO c� ? 'p PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONRICTS WITH OTHER UTILITIES WHEN SERVICE TO D. PRE-CAST BASE SECTION BUILDING IS ACCOMPLISHED. BY:_____ ___ (M-REMENT AT THE TOP OF THE BASE) CITY ENGINEER,CITY OF ARLINGTON Z Qj2y OA a,A DBPAB418Nf OF PUBLIC 1I0B6'I STANDARD DETAIL Giyy Off" 01^� DBPARTLOMf OP PUBLIC 110R63 STANDAR DETAIL DATE: r "non" STANDARD DETAIL NUMBER "n�na" STANDARD DETAIL NUMBER THIS APPROVAL VALID FOR 18 MONTHS w vp�t CATCH BASIN TYPE I SD-020 sgt,�4 SEWER CLEANOUT SS-O$O TNG E a PLAN CHECK BY DATE REFERENCE WA Sao PEARSON MILLWORKS BUILDING ADDITION SHEETNO. erraVista NW ILI e T� 19311 59TH AVE NE, ARLINGTON, WA 98223 C7 a Consulting Engineers o DETAILS SHEET DATE NO. REVISION BY '� B6 0 3204 ARZN076W WA 9622-1 Q NV 07 OF IT DESIGNED BY: DRAWN BY: 4.2s_s22_oew NqL E 7 E. SCOTT E. SCOTT OW.7ERRA WSTANWCLM/ I0+1 PROJECT NO. 170602 SHEETS