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6108 188th St NE_PWD1758_2026
i , CONSTRUCTION PERMIT APPLICATION Community&Economic Development City of Arlington • 18204 59th Avenue NE • Arlington,WA 98223 • Phone(360)403-3551 CIVIL(TYPE I) GRADING/PAVING/DRAINAGE(TYPE II) RIGHT OF WAY(TYPE III) 71 TYPE I&II ONLY ' NEW DEVELOPMENT REDEVELOPMENT 77 Project Name: SMARTCAP 188th St.Industrial Development Snohomish County Tax Parcel I.D.#31052200102700, 31052200102500, 3105220010300, 31052200101000, 31052200103200 Project Address/Location: 63XX 188th Street,Arlington,WA 98223 Description of Project: Three(3)multi-tenant industrial buildings consisting of 3 buildings and 227,342 SF OWNER Name: SMARTCAP 188th Development QOZB,LLC Address: 8201 164th Ave.NE,suite 110 City: Redmond State: WA Zip: 98052 Phone: 425-422-3484 Email: robertsh@smartcapgroup.com APPLICANT Name: Robert Shipley Address: 8201 164th Ave.NE,suite 110 City: State: Zip- Phone: Redmond WA 98052 425-422-3484 Email: robertsh@smartcapgroup.com ENGINEER Name: Eric Scott-Terra Vista NW Address: 3204 Smokey Point Drive,suite 207 City: Arlington State: WA Zip: 98223 Phone: 425-422-0840 Email: erics@terravistanw.com License#: 36704 Expiration: 5/23/19 CONTRACTOR Name: Coast Construction Group Address: 328 N.Olympic Ave. City: Arlington State: W`9 Zip- 98223 Phone: 360-474-0600 Email: trevor@coast-group.com License#: COASTCG865CG Expiration: 2/18/20 I, hereby certify that I have read and examined this application, City of Arlington Municipal Code, Standard Plan &Specifications. Performance of the proposed work shall follow all applicable laws and regulations.The owner/applicant shall assume full and complete responsibility for said work and shall be responsible for the acquisition and compliance of all applicable permits and/or authorizations which may include,but not limited to, Right of Way Permit,WSDW Hydraulic Project Approval(HPA),WSDOE Notice of Intent(NOI),National Pollutant Discharge Elimination System (NPDES),Army Corp.of Engineers Permits,`the requirements of the Endangered Species Act,and the Forest Practices Application(FPA). Signature /n�l�"t' 7 IV Print Name: Robert Shipley Date: 6-7-19 Pagel of 2 REV 11/2018 Complete package constitutes all items. Only complete submittals will be accepted. Civil-Submittal Requirements,Type I: X Complete Application; Construction Plans including cut/fill quantities; ■ 2 full size plan sets 22"x 34" ■ PDF file of the complete plan set ■ 2 full size set of landscape plans 22"x 34" ❑ Marysville Utility plans,if applicable(2 sets); Drainage Analysis including calculations and downstream analysis(2 sets)and(PDF file);refer to Stormwater Drainage Requirements; X Geotechnical Report(2 sets)and(PDF file); XSEPA is required if 500 or more cubic yards of cut/fill is proposed(not required if included with a Land Use Permit); X Grading cut/fill quantity: 8,800 CY Design Vehicle-demonstrate turning radius include 45'Fire truck,dual axle,256 inch wheel base; Complete Streets Checklist ❑ Drafts of easement(s)dedication(s),and/or CAPE(s)for review; ❑ Flood Hazard Permit Application and required documentation if project is within 100 year flood plain;refer to Flood Hazard guidance documents; XConstruction Calculation Worksheet; ❑ NPDES Permit(if required);See Storm Water Drainage Report,New or Redevelopment Flowcharts; ❑ Assurance Device will be required prior to Permit Issuance(Bond or Assignment of Funds); ❑ Permit Fee due at time of permit submittal. Grading/Paving/Drainage Submittal Requirements,Type II: ❑ Complete Application; ❑ Construction Plans including import/export quantities; ■ 2 full size plan sets 22"x 34" ■ PDF file of the complete plan set ❑ Drainage Analysis including calculations and downstream analysis(2 sets)and(PDF file); refer to Stormwater Drainage Requirements; ❑ Geotechnical Report(2 sets)and(PDF file); ❑ 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: ; ❑ Construction Calculation Worksheet; ❑ NPDES Permit(if required);See Storm Water Drainage Report,New or Redevelopment Flowcharts; ❑ Permit fee due at time of permit submittal. Right of Way Submittal Requirements,Type III: ❑ Complete Application; ❑ Construction Plans; ❑ Traffic Control Plan; ❑ Road Closure Request; ❑ Temporary Erosion&Sediment Control(TESC) Plan; ❑ Certificate of Insurance with the City of Arlington named as Additional Insured; ❑ Assurance Device will be required prior to Permit Issuance(Bond or Assignment of Funds); ❑ Engineers Estimated Cost of Construction;$ ; ❑ Permit fee due at time of permit issuance. Page 2 of 2 Date: 02/03/2026 Perm t#: 1758 Permit Date: 05/15/2019 Review Date: 05/21/2019 Perm it Type: SEWER SERVICE Review Type: UTILITY SERVICE Target Date: 06/18/2019 Scheduled Time 00:00 Com pleted Date: 06/17/2019 Description: Review Status: COMPLETE Assigned To: Nova Heaton Tim eIn: 00:00 Time O it: 00:00 H curs: 0.0 Notes Add road nam cs,property addresses, etc to provide bearings. 06/10/2019 Lay sewer at 0.0040 ft/ft Include sawcut and road patching detail 06/13/2019 R esubm ital Property Information Parcel#: 31052200101000 SMARTCAP 188TH ST DEVELOPMENT QOZB LLC SMARTCAP 188TH ST DEVELOPMENT QOZB 8201 164th Avenue NE, Sutie 110 LLC 6108 188th Street NE R edm md,WA98052 Zoning: 399 Other Miscellaneous M anufacturing 425-422-3484 NECLot: Block: Buildings A, B & C robertsh@sm atcapgroup.com Permit#: 1758 Permit Date: 05/15/19 Permit Type: SEWER SERVICE Project Nam e Sm a-tCAP 188th Street Industrial Park Applicant Nam a Sm a-tCap Opportunity Zone Fund, LLC Applicant Address: 8201 164th Avenue NE, Sutie 110 Applicant, City, State, Zip: Redm md,WA98052 Contact Person: Robert Shipley Phone: 425-896-8561 Em al: robertsh@sun a-tcapgroup.corn Scope of Work: Install Sewer to Property Valuation: 0.00 Project#:: 6108 188th Street NE ID Code: CED Permit Issued: 06/25/2019 Permit Expires: 12/25/2020 Status: MAINTENANCE BOND Assigned To: Launa Black Property Parcel# Address L egal Description O wner Nam e Omer Phone Zoning 31052200101000 6 108 188th Street NE S MARTCAP 188TH 425-422-3484 3 99 Other ST Miscellaneous DEVELOPMENT Manufacturing NEC QOZB LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# Coast Construction Trevor Gaskin 3 60-474-0600 3 28 N Olym lic Construction Contractor Labor&Inustries COASTCG865CG Group Avenue Coast Construction Trevor Gaskin 3 60-474-0600 3 28 N Olym lic Construction Contractor C OA 602 626 922 Group Avenue 06/18/201906/18/201906/11/201905/14/202005/14/202005/14/202005/14/2020 Plan Reviews Date R eview Type D escription A ssigned To T arget Date 05/21/2019 U TILITY SERVICE P WSEW REV 0 6/18/2019 05/21/2019 U TILITY SERVICE N ova Heaton 0 6/18/2019 05/21/2019 U TILITY SERVICE S ewer Only. PW ADMIN-GIS 0 6/11/2019 No com m ats.RRM 06/17/2019 R IGHT OF WAY N ova Heaton 04/30/2020 A S-BUILT B UILDING 0 5/14/2020 04/30/2020 AS-BUILT N ova Heaton 05/14/2020 04/30/2020 AS-BUILT N o Comm nts.RRMP W ADMIN-GIS 05/14/2020 04/30/2020 AS-BUILT N o com mats.JW/RRMP W-SEW REV 05/14/2020 Fees Fee D escription N otes A m curt Processing/Technology $25.00 Civil Perm 1 $4,359.00 Photocopies-Large Sheet $16.00 Total $4,400.00 Paym nits Date Paid By D escription P aym ant Type A ccepted By A m(umt 05/15/2019 SCG Opportunity Zone SCG 188th Street check#1008 L auna Black $4,384.00 Fund,LLC Industrial Park 08/14/2019 Sm a-tCap 188th P enn 11758 C heck 1015 R aelynn Jones $16.00 O itstanding Balance $0.00 Notes Date Note C reated By: 04/27/2020 Resent Project Closeout-Robert Shipley,Trevor Gaskin,Kathy Dem oars and Eric Scott L auna Black 10/21/2019 Em tiled Project Closeout Letter:Robert Shipley,Coast Construction(Trevor,Kathy)and Eric Launa Black Scott 06/13/2019 Need TCP-TCP subm ited and approved L auna Black 06/12/2019 Resubm ital Launa Black 06/10/2019 Materials: Launa Black The com m ats for the sewer subm ital are as follow: 1)Manhole cover,m ut conform to standard detail SS-030 2)Manhole Type 1,mist conform to standard detail SS-010 3)Tracer Tape:Selection of wider tape is required per m anufactures specifications as seen below: 5-2.05 TRACER TAPE Uploaded Files Date File Nam e 05/27/2020 6721774-5.19.2020 SCG App AsBuilt.pdf 06/25/2019 5242472-1758 Issued ROW Perm i.pdf 06/25/2019 5242473-1758 Issued Civil Perm i.pdf 06/24/2019 5238424-6.17.2019 SCG 188th Approved Civil Plans.pdf 06/05/2019 5157073-SCG 188th St.Offsite Sewer Application 5.10.19.pdf i COMPLETE STREETS CHECKLIST Community&Economic Development City of Arlington• 18204 59th Avenue NE•Arlington,WA 98223 • Phone (360)403-3551 Project Name: SmartCAP 188th St Industrial Development Email: robertsh@smartcapgroup.com Project Manager/Owner: Robert Shipley/SmartCAP phone No.: 425-422-3484 Description of Scope: As part of the SmartCAP 188th St Industrial Development project, 3/4 road improvements will be required along the 63rd Ave alignment. 3/4 road improvements will include 24' of paved roadway and a 6' landscape strip. Sidewalks are not required as a proposed multimodal trail will be constructed on the other side of the street at a later time by others. Roadway Classification: O Principal M Minor O Collector 0 Non-Arterial 0 Boulevard O Alley Cross Connection Type: O Downtown 0 Urban Center Connector 0 Neighborhood Yield O Downtown Neighborhood 0 Industrial Access 0 Mixed Use Overlay O Urban Village Main O Neighborhood Corridor O Smokey Point Corridor O Urban Village Neighborhood O Neighborhood Curbless Page 1 of 7 Revised 8/18 1. CHANNELIZATION Average Daily Trips: Should re-channelization Contact Public Works 360-403-3512 352 be considered in the Speed Limit: 35 MPH project scope? No Current image or typical existing cross-section of street in project area (showing lane configuration): R R 3D• � oEOlcmoN I 16.63' I 6' 24' I I I I wins 1 ro s / SD � I HI A P SD WATER AWNJ INFlLTRATIDN TRENCH HMA CURB AND CURER PFR INRLTRATION TRENCH 2. PAVEMENT CONDITIONS Does the existing road maintain the minimum Overall Condition Index (OCI) as set O Yes O No forth in the Transportation Benefit District? Contact Public Works for current OCI and Standards 360-403-3512. Has the installation of traffic circles been considered? O Yes O No Is this project on the city's Transportation Improvement Plan? O Yes O No Should pavement repair be considered through this project? O Yes 0 No If yes,please explain. 3. PEDESTRIAN INFRASTRUCTURE Is this area identified in the City of Arlington Pedestrian Improvement Plan?If so, 21 Yes O No have the recommendations been met? Explain how or why not. A multimodal trail will be constructed at a later date by others. People walking or using a mobility device: Is the project fully served by sidewalks, 21 Yes O No accessible curb ramps,and safe crosswalks?If not,are new/repaired sidewalks, curb ramps,and crosswalks included in the project? Page 2 of 7 Revised 8/18 Explain how or why not. Sidewalks will be included in the project on 188th and along each building Are existing sidewalk in good condition? O Yes O No Has an initial assessment of trees and sidewalk conditions been conducted with O Yes O No and engineer and arborist/landscape architect? Are there missing sidewalk in the project area? 0 Yes O No If yes,explain how this will be corrected? Sidewalks are not included with improvements to 63rd Ave, however, a trail will be constructed at a later date by others and sidewalks are included elsewhere in the project. Crossing Width (number of lanes) 2 Controlled Stop Spacing Does the project propose mid-block crossings to reduce distance between O Yes O No crossings? Is there pedestrian refuge or flashing beacons in the project area? O Yes O No Explain pedestrian existing crossing convenience,visibility and safety;does the project target improvements to accessibility? Have the addition of curb bulb outs been considered to slow traffic and reduce p Yes 0 No crossing width? Describe how the building(s) have been oriented to address the adjacent roadway with visible connected sidewalks that encourage and enhance pedestrian circulation. Sidewalks will be provided along each building allowing access from the roadway to the buildings. Describe pedestrian facilities added such as benches,trash receptacles,visual interest, shade and plantings. Street trees will be included in the project adding shade to the sidewalk on other portions of the project. Page 3 of 7 Revised 8/18 4. BICYCLE INFRASTRUCTURE Is this area identified in the City of Arlington Bicycle Improvement Plan? 0 Yes 0 No If so,have the recommendations been met?Explain how or why not. A trail will be added to 63rd at a later date by others. Is the project site fully served by bicycle facilities?If not,are new bicycle facilities 0 Yes 0 No included in the project? Explain how or why not. A multimodal trail will be constructed on the other side of 63rd Ave, that will serve bicycles. Does this project meet the needs of a variety of bicycle users? © Yes 0 No (Family vs. Commuter) How? Any bicycle user can use the trail Describe how the building(s) serve and invite bicycle traffic, e.g. covered bike racks,visual interest, smooth transitions,bicycle focused travel ways. The buildings are industrial in nature and do not include amenities for bicycles S. TRANSIT INFRASTRUCTURE Transit Classification: 0 Major Transit Route 0 Minor Transit Route Is the project identified on the City of Arlington Transit Expansion Plan? 0 Yes 0 No • Are there bus stops on the project area? 0 Yes 0 No • Are all bus stops in the project area within close proximity to a controlled 0 Yes 0 No crossing? • Average distance between bus stops in/adjacent to project area? • If bus stops are less than 0.2 miles (1056 ft.) apart, can stops be consolidated? Explain: The area is industrial in nature and does not have nearby bus routes Page 4 of 7 Revised 8/18 Does the stop provide cover and seating? O Yes 71 No How or why not. Does the project add visual interest,shading, lighting,plantings, or traffic buffers? 71 Yes 71 No Explain how the project improves transit users'comfort and convenience. Is the transit stop ADA accessible?If not,how does the project propose to provide 71 Yes O No accessibility? How or why not. 6. FREIGHT INFRASTRUCTURE Is the project on an identified City of Arlington Freight Route? R3 Yes 71 No Does the project area meet the curb radius and clearance standards? 71 Yes 71 No Are there spot improvements needed for the project area? (pavement depth) 71 Yes 71 No 7. STREET TREES AND LANDSCAPING Describe any existing street trees and landscaping assets within the project limits that warrant project investment to sustain (e.g.preservation of street trees): Trees along the western property line on the Quake Park site will remain as a landscape screen. Is there an opportunity to plant trees or expand landscape? El Yes O No Page 5 of 7 Revised 8/18 Will there be long-term street tree and landscaping maintenance required for this 0 Yes O No project? How will the maintenance of plants be addressed? Irrigation and ongoing landscape maintenance Are street median planting proposed in the project area? O Yes © No Does the project include any environmental elements? E.g.: street trees,reduced 0 Yes O No pavement,bio-infiltration,vegetated bump outs,native/drought tolerant vegetation, or other environmental improvements to be implemented with the project? Explain how or why not. Street trees will be included in the project as well as low impact stormwater infiltration systems. 8. URBAN DESIGN AND PLANNING If an adopted subarea or action plan applies to this project,has its p Yes O No recommendations relevant to improved streets/ROW been met? Explain how or why not. Project meets requested improvements required by the City of Arlington. Has connectivity been improved for all modes of travel? 0 Yes 13 No Explain specifically for each mode of travel. 63rd Ave will be served by a roadway and trail. The trail will be constructed at a later date by others. Is there an opportunity to implement artistic elements (e.g. sidewalk inlays, 0 Yes El No creative street furniture, or bollards or planters,creative bicycle racks etc.) in the project area?Explain how. Page 6 of 7 Revised 8/18 Describe Public Art or Art Opportunities: O Yes 71 No Arlington Art Council may be a resource 360-435-3778 or arlingtonartscouncil.net Approval Determination O This project meets or exceeds the City of Arlington Complete Streets Standards. O This project will meet the City of Arlington Complete Street Standards with the following changes. O This project does not meet the City of Arlington Complete Street Standards.Please revisit the following sections and resubmit. Variance Determination 0 This project does not meet the City of Arlington Complete Street Standards.Project proponent has applied for a variance through the variance process and variance has been approved. O The variance has been denied,please revisit the following sections and resubmit. Page 7 of 7 Revised 8/18 i COMPLETE STREETS CHECKLIST Community&Economic Development City of Arlington• 18204 59th Avenue NE•Arlington,WA 98223 • Phone (360)403-3551 Project Name: SmartCAP 188th St Industrial Development Email: robertsh@smartcapgroup.com Project Manager/Owner: Robert Shipley/SmartCAP PhoneNo.: 425-422-3484 Description of Scope: As part of the SmartCAP 188th St Industrial Development project, 3/4 road improvements will be required along the 63rd Ave alignment. 3/4 road improvements will include 24' of paved roadway and a 6' landscape strip. Sidewalks are not required as a proposed multimodal trail will be constructed on the other side of the street at a later time by others. Roadway Classification: O Principal O Minor O Collector 0 Non-Arterial 0 Boulevard O Alley Cross Connection Type: O Downtown 0 Urban Center Connector 0 Neighborhood Yield O Downtown Neighborhood 0 Industrial Access 0 Mixed Use Overlay O Urban Village Main O Neighborhood Corridor O Smokey Point Corridor O Urban Village Neighborhood O Neighborhood Curbless Page 1 of 7 Revised 8/18 1_ CHANNELIZATION Average Daily Trips: Should re-channelization Contact Public Works 360-403-3512 352 be considered in the Speed Limit: 35 MPH project scope? No Current image or typical existing cross-section of street in project area (showing lane configuration): - Q3GII aim O PAVEMENT CONDIT Does the existing road maintain the minimum Overall Condition Index(OCI) as set O Yes O No forth in the Transportation Benefit District? Contact Public Works for current OCI and Standards 360-403-3512. Has the installation of traffic circles been considered? O Yes O No Is this project on the city's Transportation Improvement Plan? O Yes O No Should pavement repair be considered through this project? O Yes 0 No If yes,please explain. 3. PEDESTRIAN INFRASTRUCTUR Is this area identified in the City of Arlington Pedestrian Improvement Plan?If so, 0 Yes 13 No have the recommendations been met? Explain how or why not. A multimodal trail will be constructed at a later date by others. People walking or using a mobility device: Is the project fully served by sidewalks, O Yes O No accessible curb ramps,and safe crosswalks?If not,are new/repaired sidewalks, curb ramps,and crosswalks included in the project? Page 2 of 7 Revised 8/18 Explain how or why not. Sidewalks will be included in the project on 188th and along each building Are existing sidewalk in good condition? O Yes O No Has an initial assessment of trees and sidewalk conditions been conducted with O Yes O No and engineer and arborist/landscape architect? Are there missing sidewalk in the project area? 0 Yes O No If yes,explain how this will be corrected? Sidewalks are not included with improvements to 63rd Ave, however, a trail will be constructed at a later date by others and sidewalks are included elsewhere in the project. Crossing Width (number of lanes) 2 Controlled Stop Spacing Does the project propose mid-block crossings to reduce distance between O Yes O No crossings? Is there pedestrian refuge or flashing beacons in the project area? O Yes O No Explain pedestrian existing crossing convenience,visibility and safety;does the project target improvements to accessibility? Have the addition of curb bulb outs been considered to slow traffic and reduce p Yes 0 No crossing width? Describe how the building(s) have been oriented to address the adjacent roadway with visible connected sidewalks that encourage and enhance pedestrian circulation. Sidewalks will be provided along each building allowing access from the roadway to the buildings. Describe pedestrian facilities added such as benches,trash receptacles,visual interest, shade and plantings. Street trees will be included in the project adding shade to the sidewalk on other portions of the project. Page 3 of 7 Revised 8/18 4. BICYCLE INFRASTRUCTURE Is this area identified in the City of Arlington Bicycle Improvement Plan? 0 Yes 0 No If so,have the recommendations been met?Explain how or why not. A trail will be added to 63rd at a later date by others. Is the project site fully served by bicycle facilities?If not,are new bicycle facilities 0 Yes 0 No included in the project? Explain how or why not. A multimodal trail will be constructed on the other side of 63rd Ave, that will serve bicycles. Does this project meet the needs of a variety of bicycle users? © Yes 0 No (Family vs. Commuter) How? Any bicycle user can use the trail Describe how the building(s) serve and invite bicycle traffic, e.g. covered bike racks,visual interest, smooth transitions,bicycle focused travel ways. The buildings are industrial in nature and do not include amenities for bicycles S. TRANSIT INFRASTRUCTURE Transit Classification: 0 Major Transit Route 0 Minor Transit Route Is the project identified on the City of Arlington Transit Expansion Plan? 0 Yes 0 No • Are there bus stops on the project area? 0 Yes 0 No • Are all bus stops in the project area within close proximity to a controlled 0 Yes 0 No crossing? • Average distance between bus stops in/adjacent to project area? • If bus stops are less than 0.2 miles (1056 ft.) apart, can stops be consolidated? Explain: The area is industrial in nature and does not have nearby bus routes Page 4 of 7 Revised 8/18 Does the stop provide cover and seating? O Yes 71 No How or why not. Does the project add visual interest,shading, lighting,plantings, or traffic buffers? 71 Yes 71 No Explain how the project improves transit users'comfort and convenience. Is the transit stop ADA accessible?If not,how does the project propose to provide 71 Yes O No accessibility? How or why not. 6. FREIGHT INFRASTRUCTURE Is the project on an identified City of Arlington Freight Route? R3 Yes 71 No Does the project area meet the curb radius and clearance standards? 71 Yes 71 No Are there spot improvements needed for the project area? (pavement depth) 71 Yes 71 No 7. STREET TREES AND LANDSCAPING Describe any existing street trees and landscaping assets within the project limits that warrant project investment to sustain (e.g.preservation of street trees): Trees along the western property line on the Quake Park site will remain as a landscape screen. Is there an opportunity to plant trees or expand landscape? O Yes O No Page 5 of 7 Revised 8/18 Will there be long-term street tree and landscaping maintenance required for this 0 Yes O No project? How will the maintenance of plants be addressed? Irrigation and ongoing landscape maintenance Are street median planting proposed in the project area? O Yes © No Does the project include any environmental elements? E.g.: street trees,reduced 0 Yes O No pavement,bio-infiltration,vegetated bump outs,native/drought tolerant vegetation, or other environmental improvements to be implemented with the project? Explain how or why not. Street trees will be included in the project as well as low impact stormwater infiltration systems. 8. URBAN DESIGN AND PLANNING If an adopted subarea or action plan applies to this project,has its p Yes O No recommendations relevant to improved streets/ROW been met? Explain how or why not. Project meets requested improvements required by the City of Arlington. Has connectivity been improved for all modes of travel? 0 Yes 13 No Explain specifically for each mode of travel. 63rd Ave will be served by a roadway and trail. The trail will be constructed at a later date by others. Is there an opportunity to implement artistic elements (e.g. sidewalk inlays, 0 Yes El No creative street furniture, or bollards or planters,creative bicycle racks etc.) in the project area?Explain how. Page 6 of 7 Revised 8/18 Describe Public Art or Art Opportunities: O Yes 71 No Arlington Art Council may be a resource 360-435-3778 or arlingtonartscouncil.net Approval Determination O This project meets or exceeds the City of Arlington Complete Streets Standards. O This project will meet the City of Arlington Complete Street Standards with the following changes. O This project does not meet the City of Arlington Complete Street Standards.Please revisit the following sections and resubmit. Variance Determination 0 This project does not meet the City of Arlington Complete Street Standards.Project proponent has applied for a variance through the variance process and variance has been approved. O The variance has been denied,please revisit the following sections and resubmit. Page 7 of 7 Revised 8/18 SEC 22 TWP 31 RGE 5E SMARTCAP 188th ST INDUSTRIAL DEVELOPMENT mtl1�p®M �•^ CONSTRUCTION DRAWING REVIEW ACKNKOWLEGEMENT NE THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE a APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS S�T PROJECT SITE INFORMATION ABBREVIATIONS WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT APPROVAL (HPA), WSDOE NOTICE OF INTENT (NOI), ANY CORP OF ENGINEERS FILL SURVEY REFERENCE TYP — TYPICAL PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. BASE INFORMATION PROVIDED BY BENCHMARK SURVEYING, CONTRACTOR SIM — SIMILAR BY: bst E SHALL VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION. UNO— UNLESS NOTED OTHERWISE CITY ENGINEER DATU M DATE: __________ HORIZONTAL MERIDIAN: NAD83/2011 THIS APPROVAL VALID FOR 18 MONTHS BASIS OF BEARING: S.01'12'0" E BETWEEN FOUND MONUMENTS ALONG 59TH AVE NE �/ VERICAL DATUM: NAVD88 LEGEND VICINI MAP CONTROLLING BENCHMARK: WSDOT MONUMENT GP31 531-1 63 PROJECT CONTACTS TI LOT OWNER GI—GENERAL INDUSTRIAL SPLASH BLOCK FLOW PATH ROBERT SHIPLEY SHEET N D E X TOTAL SIZE: 11.78 AC SUIT AIRPORT PROTECTION DISTRICT SUBDISTRICT: B — _ _ _ — SMARTCAP GRADE GREAK 164TH AVE SE SUITE 110 DEVEL IMPERVIOUS AREA: 10.60 ACRES (90%) LEVEL SPREADER REDMOND, WA 98052 (425) 285-9291 S HT CUT/FILL ESTIMATED QUANTITIES -———————- UTILITY EASEMENT ROBERTSHOSMARTCAPGROUP.COM DESCRIPTION SITE CUT AND FILL QUANTITIES ARE CALCULATED FROM AVAILABLE —o SILT FENCE ARCHITECT NO INFORMATION PROVIDED BY THE OWNER PRIOR TO CONSTRUCTION. ACTUAL QUANTITIES WILL VARY. QUANTITIES SHOWN ARE FOR PERMITTING PURPOSES JIM TRUEBLOOD C1.1 GENERAL INFO ONLY AND SHALL NOT BE USED FOR BIDDING. BIDDERS SHALL PERFORM HI—VISIBILITY FENCE / CHAIN LINK FENCE B & T DESIGN AND ENGINEERING INC. THEIR OWN QUANTITY TAKEOFFS. P.O. BOX 595 C1.2 GENERAL NOTES ————— CLEARING LIMITS 250 E. SUNSET WAY 8,800 CY: SITE CUT (EXCLUDES UTIL AND FOUNDATION EXCAV.) ISSAQUAH, WA 98027 C1.3 GENERAL NOTES 8,700 CY: SITE FILL (EXCLUDES PAVEMENT BACKFILL) PROPERTY LINE (425) 557-0779 JIM®BNTENGR.COM C2.1 SWPPP NOTES so STORM DRAIN PIPE CIVIL ENGINEER -----PsD— PERFORATED STORM PIPE ERIC SCOTT — PRINCIPAL C2.2 SWPPP TERRAVISTA NW CONSULTING ENGINEERS C3.1 PAVING PLAN NORTH Ak FIRE HYDRANT / FDC 3204 SMOKEY POINT DRIVE, SUITE 207 (NORTH) ARINGTON, WA 98223 C3.2 PAVING PLAN (SOUTH) ~ GATE VALVE ERICS®ERRAVISOTANW.COM o C220 BMP REFERENCE NUMBER C4.1 GRADING & DRAINAGE PLAN (NORTH) ❑� SURVEYOR CATCH BASIN B A EBOER C4.2 GRADING & DRAINAGE PLAN (SOUTH) Ds BENCHMARK SURVEYING DOWNSPOUT 612 KIRKLAND AVE z C5.1 UTILITY PLAN (NORTH) BN1 CATCH BASIN NUMBER K RIKLAND, WA 98033 o C5.2 UTILITY PLAN (SOUTH) BRIIAN SITE LIGHTING ®BENC MARKSURVEYINGLLC.COM + C5.3 SEWER PROFILES CESCL HMA PAVEMENT TYPE 1 TBD C6.1 SWPPP DETAILS C6.2 PAVING DETAILS g a C HMA PAVEMENT TYPE 2 6.3 PAVING DETAILS , o C6.4 STORM DRAINAGE DETAILS C6.5 STORM STANDARD DETAILS __________________________________ HMA PAVEMENT TYPE 3 Know what'sbelow. C6.6 SEWER STANDARD DETAILS C111beforeyoudig. r CONCRETE WALKWAY C6.7 WATER STANDARD DETAILS L1.1 LANDSCAPE PLAN (NORTH) CONSTRUCTION ENTRANCE 1-1.2 LANDSCAPE PLAN (SOUTH) STRAW WATTLE W E PLAN CHECK BY DATE SMARTCAP 188TH ST. I N D U ST. D EVE L. JOB NO. WAS T� 181202 Terra Vista NW,,, " 63XX 188TH STREET, ARLINGTON, WA 98223 Consulting Engineers DATE N0. REVISION BY M /� R T /� P ��RF�sTER�°3204 SWOAFY PO/NIOR,Z207 DESIGNED BY: REVIEWED BY: ARU25-4 - 98223 ff/pNAL EH�� GENERAL INFORMATION Sa 425-422-OB40 ■ "W1TRRAl457ANN.'C6M 5/23/19 SEC 22 TWP 31 RGE 5E ARLINGTON STANDARD GENERAL NOTES ARLINGTON STANDARD TESC NOTES ARLINGTON STANDARD DRAINAGE NOTES ADA NOTES UNLESS NOTES OTHERWISE UNLESS NOTES OTHERWISE 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) 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN 1. WORK SHALL BE ACCORDANCE WITH THE PROPOSED OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND GUIDELINES FOR PEDESTRIAN FACILITIES IN THE PUBLIC SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STORM DRAINAGE DESIGN. SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE RIGHT-OF-WAY (PROWAG), AS PUBLISHED BY THE UNITED STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER STATES ACCESS BOARD. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A 2. APPROPRIATE PUBLIC AGENCIES. COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR 2. LIMITS OF SIDEWALK TRANSITIONS SHALL BE REPLACED TO CONSTRUCTION. APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY THE NEAREST CONCRETE JOINT BEYOND THE MINIMUM LIMITS MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO THE STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM DRAINAGE PIPE SHOWN ON THE PLANS. 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO CITY INSPECTOR AT THEIR REQUEST. MATERIALS INCLUDE CONCRETE, PVC, HDPE, AND DUCTILE IRON. 3. UNLESS OTHERWISE SPECIFIED ON THE PLANS, OR DIRECTED OBTAIN A GRADING PERMIT, RIGHT-OF-WAY PERMIT, AND UTILITY 3 THE TESC BMP'S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO CORRUGATED METAL PIPES (GALVANIZED ALUMINUM OR STEEL) ARE BY THE CITY, CROSS SLOPES OF SIDEWALKS SHALL BE A . PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS NOMINAL 1.5%. CROSS SLOPES SHALL NOT BE LESS THAN AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. MANNER AS TO ENSURE THAT SEDIMENT-LADEN WATER DOES NOT AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE 1% NOR EXCEED 2%. 3. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE CITY. 4. MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY. THE APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPLACEMENT, MAXIMUM ALLOWABLE SLOPES PERMITTED BY CURRENT ADA CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION CONFERENCE AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL REQUIREMENTS. THE CONTRACTOR SHALL TAKE INTO BY CALLING (360) 403-3500. PRIOR TO SCHEDULING, THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING MATERIAL FOR CONSIDERATION CONSTRUCTION TOLERANCES WHEN PLACING CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC BY THE CITY. DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITY'S SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT 4, THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC STANDARDS AND SPECIFICATIONS (CHAPTER 4). EXCEEDED. CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL 5. PROTECT FRESHLY POURED CONCRETE FROM VANDALISM OR PERMITS, A COPY OF THE CONTRACTOR'S LICENSE, AND PROOF OF TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED LOADING SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM OTHER DAMAGE FOR A MINIMUM OF TWENTY-FOUR (24) INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST HOURS OR UNTIL CURED ENOUGH TO SUPPORT TYPICAL 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR 90% OF MAXIMUM DRY DENSITY. USE, WHICHEVER IS LONGER. JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. THE DURATION OF THE CONSTRUCTION PROJECT. 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THE THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND AND OTHER APPROPRIATE PUBLIC AGENCIES. AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT THE PIPE. REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. 6. LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE 6. ALL OF THE LOCATIONS THE EXISTING UTILITIES SHOWN IN THE 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO SIDEWALK PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED CONTACT PHONE NUMBER OF THE CONTRACTOR' CERTIFIED EROSION CONSTRUCTION. STUB-OUTS SHALL BE MARKED WITH A 2"X4" WITH 3 APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. FEET VISIBLE ABOVE GRADE AND MARKED "STORM". LOCATION AND RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE 7, THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT ACCURACY OF ALL UTILITY LOCATIONS. AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND PLANS SUBMITTED TO THE CITY. 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND OPERATION. 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO THE PLANS AND APPROVED BY THE CITY. THE USE AND INSTALLATION UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE OF INLETS IS DISCOURAGED. 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 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET (RIM TO INVERT) OR BY REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE BE LEFT UNWORKED FOR MORE THAN SEVEN (7) DAYS SHALL BE GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4-INCH CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, STANDARD DETAILS. INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT REACHING A DEPTH OF 12 INCHES. 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM - DUMP NO INSPECTION. POLLUTANTS". ALL SOLID COVER SHALL BE MARKED "DRAIN". ALL 9. THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE PRIOR APPROVAL FROM THE CITY INSPECTOR. CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE (INLET AND CATCH STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT LEVEL. 10. THE CONTRACTOR SHALL MAINTAIN TWO (2) SETS OF "ASBUILT' PLANS AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A SHOWING ALL FIELD CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER TEMPORARY SETTLING BASIN. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL CONSTRUCTION COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO w COPIES OF RED-LINED PLANS TO THE CITY. THE CITY WILL FORWARD FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. Z ONE OF THE COPIES TO THE DESIGN ENGINEER. RATE OF 120 LBS PER ACRE. Z 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL CONSTRUCTION REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. 6 INCHES, OR 3,000 POUNDS PER ACRE. E 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 Z ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET SHALL BE GROUND COVER BMP's SHALL OCCUR AT THE END OF EACH WORK ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. DAY. 14. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR > BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF SODDED IN CONJUNCTION WITH, ASPHALT PAVING. THE VEGETATION IN y THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING BEGINS. THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY THE 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL DEVELOPER PRIOR TO THE CITY'S ACCEPTANCE OF THE PROJECT. a BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR o WHEN THE TESC MEASURES BECOME DAMAGED. 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF a 16. UPON COMPLETION OF THE PROJECT, ALL BMP'S SHALL BE REMOVED SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN s FROM THE SITE AND RIGHT OF WAY. IF BMP'S ARE REQUIRED TO THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE Kllowwhat'S below. REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANGEMENTS FOR INFILTRATION AREA DURING CONSTRUCTION. d REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. Call before you dig. r 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS 17. THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN AN DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION CONSTRUCTION DRAWING APPROVAL UNDISTURBED STATE TO THE MAXIMUM EXTENT PRACTICABLE. ALL SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY AREAS SUBJECT TO CLEARING AND GRADING THAT WILL NOT BE INSPECTOR. THIS PLAN SHEET HAS BEEN REVIEWED AND COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE APPROVED PER THE CONDITIONS ON THE TITLE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT SHEET. THE PROJECT COMPLETION DEMONSTRATE THE REQUIREMENTS a ESTABLISHED IN 2014 SWMMWW T5.13, POST-CONSTRUCTION SOIL BY:______ _ QUALITY AND DEPTH. cm ENGINEER.cm OF ARUNGiEN w DATE: THIS APPROVAL VALID FOR 18 NONRiS E vl PLAN CHECK BY DATE �\ \r- j S S MARTCAP 188TH ST. I N D U ST. D EVE L. JOB NO. WAS T� 181202 Terra Vista NW,, 63XX 188TH STREET, ARLINGTON, WA 98223 Consulting Engineers h DATE NO. REVISION BY SMARTCAP �� �e�tsTER�° 32OAR 425-9-9822 ° ff� N�� GENERAL NOTES C1 . 2 DESIGNED BY: REVIEWED BY: ers-a22-°eo° ANAE WWW TERRA NSTAVAVCCM 5/23/19 SEC 22 TWP 31 RGE 5E ARLINGTON STANDARD WATER NOTES ARLINGTON STANDARD SEWER NOTES UNLESS NOTED OTHERWISE UNLESS NOTED OTHERWISE 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRE CITY SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY APPROVAL. APPROVAL. 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON SPECIFICATIONS AND SHALL BE APPROVED BY THE CITY PRIOR TO STANDARDS AND SPECIFICATIONS AND THE MATERIAL SUBMITTALS SHALL DELIVERY TO THE JOB SITE. MATERIAL SUBMITTALS ARE REQUIRED AND BE APPROVED BY THE CITY BEFORE SCHEDULING THE MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE CONFERENCE. DELIVERED TO THE JOB SITE. ONCE THE MATERIALS ARE DELIVERED TO 3. WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE MATERIALS UNLESS OTHERWISE APPROVED BY THE CITY. WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY CAN BE INSTALLED. PRIOR TO INSTALLATION. 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED 5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND FOR GRADES AND ALIGNMENT BY A SURVEYOR PRIOR TO UTILITIES BY CALLING ONE-CALL UNDERGROUND UTILITY LOCATOR CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION (1-800-424-5555) 48 HOURS PRIOR TO CONSTRUCTION. AND OFFSET TO THE ALIGNMENT. SHEETING AND/OR SHORING SHALL BE PROVIDED 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A 6. ADEQUATE TRENCH BY THE CONTRACTOR REQUIRED BY OSHA AND WISHA. MINIMUM OF 48 HOURS IN ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL BE PRESENT 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE AT THE TIME OF THE TAP OR CONNECTION. PROFILE WHEREVER POSSIBLE. THE DEPTH OF COVER SHALL BE 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, WITH 5 TO 14 FEET OF TYPICALLY 36 INCHES (3 FEET), AND MAY BE UP TO 60 INCHES (5 COVER SHALL BE PVC ASTM D 3034 SDR 35. GRAVITY SEWER MAINS FEET) WITH THE APPROVAL OF THE CITY ENGINEER. WATER MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF COVER UNDER THE STATE (OR COUNTY) HIGHWAYS SHALL MEET THE MINIMUM SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE COVER DEPTHS REQUIRED BY WSDOT (OR SNOHOMISH COUNTY). IRON PIPE IS USED FOR SEWER, THE PIPE INTERIOR SHALL BE EPDXY 8. PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE COATED (NOT CEMENT-LINED). MANUFACTURER'S RECOMMENDED MAXIMUM DEFLECTIONS. BENDS MAY 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM BE REQUIRED TO MAINTAIN PROPER WATER MAIN ALIGNMENT WITHIN C-478. JOINTS SHALL BE RUBBER GASKETED AND GROUTED BOTH EASEMENTS OR PUBLIC RIGHT-OF-WAY. INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON 9. WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK, CURBS, STANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE GUTTERS, OR ANY PERMANENT STRUCTURES WITHOUT THE PRIOR WALLS OF THE MANHOLE SHALL BE GROUTED FROM THE INSIDE AND APPROVAL OF THE CITY ENGINEER. OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. ADDITIONAL WATERPROOFING MAY BE REQUIRED. 10. NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE 7, SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH NEW CONSTRUCTION PASSES PRESSURE AND PURITY TESTS, AND HAS FLEXIBLE GASKETED JOINTS. SIDE SEWER CONNECTIONS SHALL BE BEEN APPROVED AND ACCEPTED BY THE CITY. MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW MAIN 11. PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT CONTRACTOR SHALL FIELD VERIFY THE LOCATION, DEPTH AND MATERIAL ALLOWED ON LINES 8"OR LARGER. SIDE SEWERS CAN NOT BE OF EXISTING WATER MAINS AT THE POINT OF CONNECTION. INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY INSPECTOR. 12. ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM SANITARY SEWERS. WHEN WATER LINES CROSS 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER SEWER LINES, THE MINIMUM VERTICAL CLEARANCE SHALL BE 18 TAPE 24"- 48'UNDER THE PROPOSED FINISHED SUBGRADE, OR AS INCHES. DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE PLASTIC, NON-BIODEGRADABLE, METAL CORE, AND DETECTABLE, WITH BACKING 13. TO FILL THE MAIN FOR FLUSHING, PRESSURE AND PURITY TESTS, THE MARKED "SEWER". CONTRACTOR IS REQUIRED TO USE AN APPROVED METER AND DCVA. 9. SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND THE HYDRANT SHALL REMAIN IN THE FULL OPEN POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE. AFTER SUCCESSFUL COORDINATED FOR CLEARANCE WITH POWER, GAS, TELEPHONE, CABLE, TESTING, THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, USING AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 FEET DISINFECTED SLEEVES AND SPOOL PIECES. BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. 14. THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. 10. THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM w ONLY AUTHORIZED REPRESENTATIVES OF THE CITY CAN OPERATE OF THE POINT OF CONNECTION ON THE EXISTING SEWER OR FROM A o VALVES IN THE CITY WATER SYSTEM. DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE INSTALLED z WITH THE BELL END UPSTREAM. w 15. THE CONTRACTOR IS HEREBY NOTIFIED THAT, SINCE FILLING AND ? FLUSHING WILL BE DONE THROUGH A CROSS-CONNECTION CONTROL 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED 5 DEVICE, LOW VELOCITY FLOWS MAY BE ENCOUNTERED. THEREFORE, BY THE CONTRACTOR AS REQUIRED BY OSHA AND WISHA. E EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN DURING 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITY'S INSTALLATION. THIS MAY INCLUDE SWABBING THE PIPE WITH EXISTING SEWER SYSTEM, THE CONTRACTOR SHALL INSTALL A PLUG IN Z CHLORINATED WATER. THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY INSPECTOR. 16. THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED SEDIMENTATION CONTROL, DUST CONTROL, NOISE CONTROL, AND BY THE CITY. TRAFFIC CONTROL AS REQUIRED BY THE CITY OR OTHER APPLICABLE 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET HORIZONTAL U AGENCIES. CLEARANCE AND A MINIMUM OF 18 INCHES VERTICAL CLEARANCE FROM d 17. CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE WATER LINES. SEE STANDARDS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS OF THE RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER REQUIREMENTS AND ALTERNATIVES. 5 APPLICABLE AGENCY. y 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF 18. ALL IN-LINE PIPE JOINTS SHALL BE RESTRAINED WITH FIELD LOCK ARLINGTON STANDARD AND WSDOT STANDARD SPECIFICATIONS. g GASKETS. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE 19. ALL FITTINGS SHALL BE RESTRAINED JOINTS AND HAVE THRUST REQUIRED BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A a BLOCKING. PROPERLY PREPARED FOUNDATION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION Kllowwhat'S below. MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED d BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH Call before you dig. L) OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE UNYIELDING E BASE. CONSTRUCTION DRAWING APPROVAL 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY THIS PLAN SHEET HAS BEEN REVIEWED AND RIGHT-OF-WAY TO AT LEAST 90% MAXIMUM DRY DENSITY FROM THE APPROVED PER THE CONDITIONS ON THE TITLE BOTTOM OF THE TRENCH TO A DEPTH OF 3' BELOW THE SURFACE. SHEET. THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST 95% a MAXIMUM DENSITY WITHIN 3' OF THE SURFACE. ASPHALT MUST BE BY:_________ COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. ALL cm ENGINEER.cm of ARLINGTON W COMPACTION TESTS ARE AT THE DEVELOPER'S EXPENSE. DATE: THIS APPROVAL VALID FOR 1S LIOMHS E vl PLAN CHECK BY DATE �\ j S S MARTCAP 188TH ST. I N D U ST. D EVE L. JOB NO. 2 (vOF WAS18120 Ti\ Terra Vista NW« " 63XX 188TH STREET, ARLINGTON, WA 98223 y Consulting Engineers N DATE N0. REVISION BYSMARTCAP I ��RF�sTER�° 32OAR NC wA 98C6W ff� N5 GENERAL NOTES C 1 3 a DESIGNED BY: REVIEWED BY: 425-422-0640 ANAL E W/YW7FRRANSTANN.'C°M 5/23/19 SEC 22 TWP 31 RGE 5E 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 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 BUFFERS, AND TREES THAT ARE TO BE PRESERVED WITHIN THE CONSTRUCTION EROSION, PROTECT WITH SEDIMENT TRAPPING MEASURES, AND WHERE POSSIBLE, >C154: CONCRETE WASHOUT AREA AREA. BE LOCATED AWAY FROM STORM DRAIN INLETS, WATERWAYS, AND DRAINAGE C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT CHANNELS. MINIMIZE THE AMOUNT OF SOIL EXPOSED DURING CONSTRUCTION C251: CONSTRUCTION STORMWATER FILTRATION ACTIVITY. MINIMIZE THE DISTURBANCE OF STEEP SLOPES. > DENOTES MINIMUM REQUIRED RETAIN THE DUFF LAYER, NATIVE TOP SOIL, AND NATURAL VEGETATION IN AN C252: HIGH PH NEUTRALIZATION USING CO2 BMP's. AS SITE WORK UNDISTURBED STATE TO THE MAXIMUM DEGREE PRACTICAL. IF IT IS NOT gMP' >C120: TEMPORARY AND PERMANENT SEEDING C253: PH CONTROL FOR HIGH PH WATER PROGRESSES, CONTRACTOR MAY s PRACTICAL TO RETAIN THE DUFF LAYER IN PLACE, THEN STOCKPILE IT ON—SITE, NEED TO INSTALL ADDITIONAL COVER IT TO PREVENT EROSION, AND REPLACE IT IMMEDIATELY WHEN YOU FINISH C121: MULCHING 10. CONTROL DEWATERING BMP's AS NEEDED. 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. C236: VEGETATIVE FILTRATION STABILIZE ACCESS POINTS WITH A PAD OF QUARRY SPALLS, CRUSHED ROCK, OR 6. PROTECT SLOPES NOTES: 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 1. BEST MANAGEMENT PRACTICES (BMP'S) ARE CONSTRUCTION ENTRANCE IS NOT EFFECTIVE IN PREVENTING TRACKING SEDIMENT SLOPES AND DISTURBED AREAS WITH INTERCEPTOR DIKES, PIPES, AND/OR KEEP QUANTITIES OF EROSION PREVENTION AND SEDIMENT CONTROL MATERIALS AS DESCRIBED IN THE STORMWATER 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 MANAGEMENT MANUAL OF WESTERN 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. WASHINGTON, DEPARTMENT OF ECOLOGY, 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 2014 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 2. THE 13 ELEMENTS SHOWN MUST BE 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 CONSIDERED IN THE DEVELOPMENT OF THE CONTROL STREET WASH WASTEWATER BY PUMPING BACK ON SITE OR OTHERWISE C121: MULCHING ACHIEVING FINAL SITE STABILIZATION OR AFTER THE TEMPORARY BMPS ARE NO CONSTRUCTION SWPPP UNLESS SITE 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 CONDITIONS RENDER THE ELEMENT STATE. MINIMIZE CONSTRUCTION SITE ACCESS POINTS ALONG LINEAR PROJECTS, PERMANENT CONTROL OF STORMWATER FROM SEDIMENT AND COMPACTION. ALL UNNECESSARY. IF AN ELEMENT IS SUCH AS ROADWAYS. STREET WASHING MAY REQUIRE LOCAL JURISDICTION >C123: PLASTIC COVERING BMPS THAT ARE TO REMAIN IN PLACE FOLLOWING COMPLETION OF CONSIDERED UNNECESSARY, THE APPROVAL. C1 SODDING CONSTRUCTION SHALL BE EXAMINED AND PLACED IN FULL OPERATING CONSTRUCTION SWPPP MUST PROVIDE THE C130:: SURFACE ROUGHENING CONDITIONS. IF SEDIMENT ENTERS THE BMPS DURING CONSTRUCTION, IT SHALL JUSTIFICATION. BMP's >C105: STABILIZE CONSTRUCTION ENTRANCE/EXIT C131: GRADIENT TERRACES BE REMOVED AND THE FACILITY SHALL BE RETURNED TO THE CONDITIONS 3. THE SWPPP ELEMENTS COVER THE GENERAL C106: WHEEL WASH C200: INTERCEPTOR DIKE AND SWALE SPECIFIED IN THE CONSTRUCTION DOCUMENTS. WATER QUALITY PROTECTION STRATEGIES OF C201: GRASS—LINED CHANNELS LIMITING SITE IMPACTS, PREVENTING EROSION C107: CONSTRUCTION ROAD/PARKING AREA STABILIZATION C203: WATER BARS 12. MANAGE THE PROJECT AND SEDIMENTATION, AND MANAGING C204: PIPE SLOPE DRAINS INSPECT, MAINTAIN, AND REPAIR ALL BMPS AS NEEDED TO ASSURE CONTINUED ACTIVITIES AND SOURCES. 3. CONTROL FLOW RATES C205: SUBSURFACE DRAINS PERFORMANCE OF THEIR INTENDED FUNCTION. CONDUCT SITE INSPECTIONS AND 4. ADDITIONAL INFORMATION AND REQUIREMENTS PROTECT PROPERTIES AND WATERWAYS DOWNSTREAM OF DEVELOPMENT SITES C206: LEVEL SPREADER MONITORING IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER GENERAL ARE OUTLINED WITHIN THE SWPPP NARRATIVE FROM EROSION AND THE ASSOCIATED DISCHARGE OF TURBID WATERS DUE TO C207: CHECK DAMS PERMIT OR LOCAL PLAN APPROVAL AUTHORITY. MAINTAIN, UPDATE, AND INCLUDED WITH THE DRAINAGE REPORT. INCREASES IN THE VELOCITY AND PEAK VOLUMETRIC FLOW RATE OF STORMWATER C208: TRIANGULAR SILT DIKE (TSD)(GEOTEXTILE—ENCASED CHECK IMPLEMENT THE SWPPP IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER 5. THE HIGHLIGHTED BMP's SHOWN ARE RUNOFF FROM THE PROJECT SITE. WHERE NECESSARY, CONSTRUCT DAM) GENERAL PERMIT. ALL BMPS MUST BE INSPECTED, MAINTAINED, AND REPAIRED MINIMUM REQUIREMENTS. THE CONTRACTOR STORMWATER RETENTION OR DETENTION FACILITIES AS ONE OF THE FIRST STEPS AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED SHALL MAINTAIN AND UTILIZE ADDITIONAL 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 BMWs AS NECESSARY. ADDITIONAL INFILTRATION PONDS ARE USED FOR FLOW CONTROL DURING CONSTRUCTION, PROTECT ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SO CONTROL. INFORMATION ON EACH BMP CAN BE FOUND PROTECT THESE FACILITIES FROM SILTATION DURING THE CONSTRUCTION PHASE. IN VOLUME II, CHAPTER 4 OF THE 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 ESTER W MANAGEMENT MANUAL OF W BMP's C203: WATER BARS AND REPLACE INLET PROTECTION DEVICES WHEN SEDIMENT HAS FILLED WESTERN ASHINGTON. w C207: CHECK DAMS ONE—THIRD OF THE AVAILABLE STORAGE (UNLESS A DIFFERENT STANDARD IS 6. BMP T5.13: "POST—CONSTRUCTION SOIL o PROTECT ALL BIORETENTION AND RAIN GARDEN BMPS FROM SEDIMENTATION z C209: OUTLET PROTECTION SPECIFIED BY THE PRODUCT MANUFACTURER). INLETS SHOULD BE INSPECTED QUALITY AND DEPTH" SHALL BE USED ON a THROUGH INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL WEEKLY AT A MINIMUM AND DAILY DURING STORM EVENTS. ALL FINAL LANDSCAPE AREAS. REFER TO a C235: WATTLES BMPS ON PORTIONS OF THE SITE THAT DRAIN INTO THE BIORETENTION AND/OR SHEET L1.1 FOR ADDITIONAL INFORMATION C240: SEDIMENT TRAP RAIN GARDEN BMPS. RESTORE THE BMPS TO THEIR FULLY FUNCTIONING ON TOPSOIL MATERIAL. C241: TEMPORARY SEDIMENT POND BMP's >C220: STORM DRAIN INLET PROTECTION CONDITION IF THEY ACCUMULATE SEDIMENT DURING CONSTRUCTION. RESTORING 0 THE BMP MUST INCLUDE REMOVAL OF SEDIMENT AND ANY SEDIMENT—LADEN 4. INSTALL SEDIMENT CONTROLS 8. STABILIZE CHANNELS AND OUTFALLS BIORETENTION/RAIN GARDEN SOILS, AND REPLACING THE REMOVED SOILS WITH Z 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 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 C233: SILT FENCE USES ONTO PERMEABLE PAVEMENTS. DO NOT ALLOW MUDDY CONSTRUCTION C234: VEGETATED STRIP EQUIPMENT ON THE BASE MATERIAL OR PAVEMENT. DO NOT ALLOW y BMP's C202: CHANNEL LINING SEDIMENT—LADEN RUNOFF ONTO PERMEABLE PAVEMENTS. C235: WATTLES C122: NETS AND BLANKETS g C240: SEDIMENT TRAP C207: CHECK DAMS PAVEMENTS FOULED WITH SEDIMENTS OR NO LONGER PASSING AN INITIAL C241: TEMPORARY SEDIMENT POND 15 C209: OUTLET PROTECTION INFILTRATION TEST MUST BE CLEANED USING PROCEDURES FROM THE LOCAL a C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT STORMWATER MANUAL OR THE MANUFACTURER'S PROCEDURES. Know WhBt'S below. s C251: CONSTRUCTION STORMWATER FILTRATION 9. CONTROL POLLUTANTS a INSTALL, IMPLEMENT, AND MAINTAIN EFFECTIVE POLLUTION PREVENTION MEASURES KEEP ALL HEAVY EQUIPMENT OFF EXISTING SOILS UNDER LID FACILITIES THAT Call before you dig. 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 E SOILS MUST NOT REMAIN EXPOSED AND UNWORKED FOR MORE THAN THE TIME POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS THAT OCCUR THE SOILS. CONSTRUCTION DRAWING APPROVAL PERIODS SET FORTH BELOW TO PREVENT EROSION. ON—SITE IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. THIS PLAN SHEEP HAS BEEN REVIEWED AND DURING THE DRY SEASON (MAY 1 — SEPT. 30): 7 DAYS. APPROVED PER THE CONDITIONS ON THE TITLE SHEET. a BY:_________ F CRY ENGINEER.CRY OF ARLINGTON w DATE: THIS APPROVAL VALID FOR 18 MONTHS E vl PLAN CHECK BY DATE �\ \r- j S S MARTCAP 188TH ST. I N D U ST. D EVE L. JOB NO. WAS T� 181202 Terra Vista NW,, " 63XX 188TH STREET, ARLINGTON, WA 98223 Consulting Engineers h DATE N0. REVISION BYSMARTCAP I Z207 �� �F�tsTER�°��� SWPPP NOTES DES IGNED BY: REVIEWED BY: 32OAR 25 22-40 fpL EN�� a 4ITRRAW 7AVAV C2 . 1 W/YW7FRRANSTANN.'COM 5/23/19 SEC 22 TWP 31 RGE 5E � $ � PA- fCLEARINGZI MARK W�i\HI FENCE /. ` / _ +► \ \-r— _ . . . . _ . . _ . . _ . . _ . . . . o I Y \ Ss A .•PVC _ \ ) ^\ J .•T+VC ss ^ I 1 1 /SON C154WACH5IT W / DUST CONTROL, TYP C140 ipCil / I�ET ROTECTION, TYp i I FI n W \ I � C220 .� \ � 1 �CONSTRUCTION—AiCESS 1 J 4a I _ f.� \ n I m � � � \ � _ f vj jig it —IF CONST \ f DELAYED,RUCTION CONTRACTOR,SHALL IS A STOCKPILE NATIVE TOPSp IL MATERIAL TO BE PLACEb__QVER l EXPOSED SOIL AFTER COMPLETION I I OF MASS EARTHWORK, AND SEEDED ;WITH A TEMPORARY SEED MIX. fia9 I � Y I � I e �\ STOCKPILE, W/ i /i 4 al I I PLWLC COVERING/ y� Y I I I .. .., L c� MEN z $ � ' W 'o e� .L 3 o so 10o NOTES: ZU a' Scale in Feet 1. SEE SHEET C1.1 AND C1.2 FOR GENERAL INFORMATION. 2. SEE SHEET C2.1 FOR ELEMENTS OF a CONSTRUCTION SWPPP. 0 rn Know what's below. a Call before you dig. a U CONSTRUCTION DRAWING APPROVAL E THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. a BY: F CITY ENGINEER,CITY OF ARLINGTON w DATE: THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE ���� A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB NO. Terra Vista NW uc A A 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE N0. REVISION BY M /� R T /� P °f f 36704 C2 . 2 —a° DESIGNED BY: REVIEWED BY: ^�r���2007 �f�NNgL eEN�Y SW P P P IYJYW.7D"ANSr"1rCW 5 /19 SEC 22 TWP 31 RGE 5E o � M 42 EXTRUD D CURB PER STD PLAN R-200, TYP mY ADA RAMP PER WSDOT STD x \ PLAN F 40.16 \\ ADA RAMP PER WSDOT STD\\ PLAN F 40.16 15' SIDEWALK WIT�i 3' PLANTER 6 5' SIDEWALK ITH 3' PLANTER s 2 C6,2 v``�``�"�``�` C6.2 �U��v��yy I C3.1 CURB AND GUTTER PER STD PLAN R-180 BUILDING B I I I I I I I vv vy vv vv vv�v��v��v�vy SIDEWALK AND 5' FF= 1�41 .95 BUILDING A I PLANTING STRIP PER \ \\\ \\ = FFj 142.45 I STD PLAN R-170 I C3.1 1 I I I I I I ����������� C3.1 I I I I I I I I I SEE TRUCK fTl \\\\\\\\\\\\\ TURNING PLAN C6.2e Nil ADA RAMP PER WSDOT STD PLAN F-40.16 � s ° - - O --, - - — e — -- -- - - --�-- - - -- — °— 4. s a ;mac ICI 20 20' Km 00 IN� rZ,mzmrn v � _Ro VI LEGEND o so so NOTES: QBN1 CATCH BASIN NUMBER z Scale in Feet 1. SEE SHEET C1.1 AND C1.2 FOR R FL SITE LIGHTING GENERAL INFORMATION. R R R ICA a DEDICATION I fji%ii ii% 2 60' I ; HMA PAVEMENT TYPE 1 Cs.2 ROW 10' 18.63' I 6' 24' I z 2% SLOPE TO DRAIN TO CB I 30' 30' I DEDICATION a HMA PAVEMENT TYPE 2 3 12' 12' 5.5' 5' Cs.2 LANE LANE RETAINING WALL BEYOND I I HMA PAVEMENT TYPE 3 I I ai 5' I I 2 i QvAHIEs 1z ro 3zTYPE 2 HMA SD� ,VARIES VARIES, C6 2 TYPE 1 HMA - - - - — SD , am I CURB AND GUTTER PER SDE WATER MAIN 3� COA STD PLAN R-180 eINFILTRATION TRENCH Q C6.4 TYPE 3 HMA 2 INFILTRATION TRENCH Know what's b@IOW. a WATER MAIN C6.4 CURB AND GUTTER PER 2 Call before you dig. a PLANTER STRIP COA STD PLAN R-180 e � ��������������������� ��� INFILTRATION TRENCH OWS INFILTRATION MATe INFILTRATIONe CONIC SIDEWALK PER C6.4 CONSTRUCTION DRAWING APPROVAL C6.4 TRENCH C6.4 COA STD PLAN R-170 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. SECTION 2 188TH ST SECTION 3 63RD AVE SECTION BY:__—__—_-- F 1 CITY ENGINEER.CITY OF ARLINGiON Lb C 3.X NTS C 3.1 NTS C 3.2 NTS DATE: --------- THIS APPROVAL VALID FOR IS MONTHS E N PLAN CHECK BY DATE A S ,, SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW,,, ft.. 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE N0. REVISION BY M /� R T l� P Of f36704I0`�� -a° DESIGNED BY- REVIEWED BY: AH1A� z�#A9 2 0� �f�NNgLEENV� PAVING PLAN (NORTH) C3 . 1 IYJYW0"Awsr"Iyaw 5 /19 FND 1 2•R®AR FND 1/Y F O SEC 22 TWP 31 RGE 5E 0.28'N(1/19) 0%('x MATCHLINE 4.2' I I ' - //� 0.3' SEENNE rri/rri rr/ ri irr _ - //' I) r r rr / riii r/j//jji 1 " " AND GUTTEI �r rr,r/ ii /r - STD PLAN R- 100 rrirri r/%ri/ri y ii/r r'r r' E r } ' 3 /r/ 'iii ii,/i/ rr W AP - 1 FND 1/2'REBAR W/CAP CONT END 8588• 0118'S o.,TW(1/,9) ri rr 5' SIDEWALK e C6.2 rijr rr ii �� rr%(�rirr riir r/ T T T T T T T rri rr/ EXTRUDED CUR PER STD PLAN R-200, TYP - rriirr rjij�i 1 1 1 1 r ,rr 1 1 1 r ii /i iii iir r r I / I 3 /i/riii" iiii" iiirrj I I I I I I I I C3.1 ii ii iii .rir rr,rr r/rr rr rr / 5' SIDEWALK i WITH 3' PLANTER F=== __- � - / /r ,, ,,. ,, ,/.,i // //-/i /rrr-rr /r,/,/,/ // ri // // // // xi-/i xr. ,r rr // ri rr r/ /✓ xr // ,ir rr ri rr rr r /ii//,j///// -- z _-- _ - > - I - U FND N FND 1/2'R®M W C z W/CAP•,2715 , '` ;ii , y%%r /r�% 'rr ,#. rr,.c�;�i j r r r ;;, ;;;;;;; r , ,rriir; / 0.12'N. -'rir Q5: 12 f/. / r ry/ fi ,/✓ // / ✓r /i ,/,//j x,i/, /.ji,/r ir,j/ j/ ir,/rr i/,ir r./ /,ii iiy jii /r ii/: i it/rr:/irrr iir ii i,i/ /i//i ri-r r j✓- ----_- 'o - / o - J -- -- -- -- -- � -- —34.01' N di N / • _ _ FND 5/8'RE9A�R - FND 1/Y R r sun 1/2'RESAR 11017W LEGEND N NOTES: BN 11 CATCH BASIN NUMBER 1 0 30 60 C6.2 Know whan below. L 1. SEE SHEET C1.1 AND C1.2 FOR • SITE LIGHTING Call bef0lre you dig. a GENERAL INFORMATION. cai Scale in Feet e N HMA PAVEMENT TYPE 1 C6.2 CONSTRUCTION DRAWING APPROVAL THIS PLAN SHEET HAS BEEN REVIEWED AND 3 APPROVED PER THE CONDITIONS ON THE TITLE HMA PAVEMENT TYPE 2 SHEET. a C6.2 BY:------ UCRY ENGINEER.CRY OF ARLINGfON W HMA PAVEMENT TYPE 3 DATE: _-------- THIS APPROVAL VALID FOR 18 MOWHS E PLAN CHECK BY DATE ���� A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW uc 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE N0. REVISION BY SMARTCAP Of f36704�0`�� -a° DESIGNED BY: REVIEWED BY: ^ z�w�o20� �f/NNgLEENV� PAVING PLAN (SOUTH) C3 . 2 125- SEC 22 TWP 31 RGE 5E t�Cg N 140 LF 3' WIDE INFILTRATION TRENCH DS DS DS — ' DS DS DS S �S ` DS DS DS DS DS DS DS S I 2 1 }} 1 I I C3.1 S �322 LF 3;307 INFILTRATION TRENCH ``` ` ` DS 329 LF WI�E INFILTR611PN TRENCH II - C6.4 DS C6.4 DS LF 5' WIDE INFILTRATIO TRENCH �DEI, III156 LF 5' INFlLTRATION ���� � a�.-� 2 1 C6.4 / �294 LF 5' WIDE INFILTRATION TRENCH e138 LF 3.5' WIDE INFILTRATION TRENCH BUIL ING B i cs.4 cs.4 I,I I *1 FF= 1141 .95 �f BU�EDING A �I I 55x 3 INFILTRAI QM I DS I 'y + 55x13 INFILTRATI N MAT C6 4 3 3S \ \\\\ DS I FF 142.45 cs.a III \ II 30x INFlVfRATION MAT C6.4 I 55xl INFILTRATION MAT C6.4 1 5tx13 INFILTRATION MAT a 3046 INFILTRATION MAT e C3.1 �( I \ ` I C3.1 1 1 C6.4 1 1 C6'4 I II BE1 DS BE2 BE3 DS BE4 BE DS DS BE6 BE7 S BE8 I FAE11 DS AE Af3 DS DS AE4 AES DS DS AE6 E7 DS AE8 / li I frj DS �S ` DS I I i I I § e • C6 4 51D $> I ' I a — — \ 2 Fr3' WID I I O 3 IDE IN TREN C6.4 N EN Ff _" x�D I 4 R z�— m � I �coo�EF v S; I PER OS z z Z 0 ao 6o NOTES: Z o Scale in Feet 1. SEE SHEET C1.1 AND C1.2 FOR GENERAL INFORMATION. 2. GRADING WITHIN THE LIMITS OF ADA L) PARKING STALLS AND ADJACENT E PEDESTRIAN PATH, SHALL BE GRADED z WITH A MAXIMUM SLOPE OF 2% IN o ALL DIRECTIONS. REFER TO ADA NOTES ON SHEET C1.2. BLEND GRADING WITH ADJACENT DRIVE ISLE. 3 2. (PSD) PERFORATED STORM DRAIN PIPE y SHALL BE SDR-35 PVC PIPE PER ai ASTM D3034, WITH TWO ROWS OF i DIAMETER HOLES AT 12" OC. " 3. (CO) CLEANOUTS SHALL CONFORM TO a COA STD DETAIL SS-080. m 4. GEOTEXTILE FABRIC SHALL BE a NONWOVEN AND SUITABLE FOR SEPARATION APPLICATIONS. Know whan below. ' 5. AT LANDSCAPE ISLANDS, PERF PIPE NOTE TO OWNER Call befom you dig. a SHALL BE REPLACED WITH SOLID PIPE r TO PREVENT ROOT INTRUSION. SOLID THE ONSITE DRAINAGE FACILITIES CONSTRUCTION DRAWING APPROVAL PIPE SHALL EXTEND 5' BEYOND UTILIZE ENCLOSED INFILTRATION LANDSCAPE ISLAND. SYSTEMS. AS SUCH, REGULAR THIS PLAN SHEET HAS BEEN REVIEWED AND CLEANING AND MAINTENANCE OF APPROVED PER THE CONDITIONS ON THE TITLE 6. CATCH BASINS SHALL BE OIL/WATER CATCH BASINS IS IMPERATIVE TO SHEET. SEPARATOR PER COA STD PLAN PREVENT CLOGGING AND PERMANENT a SD-120. UNLESS NOTED OTHERWISE, DAMAGE. REFER TO MAINTENANCE BY:_________ INVERT ELEVATION SHALL BE RIM PROCEDURES CONTAINED WITHIN THE cnY ENGINEER.cm OF ARLINGTON MINUS 2.67'. PROJECT DRAINAGE REPORT. DATE: w THIS APPROVAL VALID FOR 18 MONniS E PLAN CHECK BY DATE � ���� A S ,� S MARTCAP 188TH ST. I N D U ST. D EVE L. JOB N0. Terra Vista NW,,, 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE N0. REVISION BY SMARTCAP Of f36704�0`�� DESIGNED BY: REVIEWED BY: A�^� z�AVA9 2 0� �f�NNgLEENV� GRADING AND DRAINAGE PLAN (N) C4 . 1 l{7Ylf 0"Awsr"Araw 5 /19 O qHOW SEC 22 TWP 31 RGE 5E NOTES: elm �.. ��r I�NALT / 1. SEE SHEET C1.1 AND C1.2 FOR _ � x - O.S GENERAL INFORMATION. _ 2. SEE SHEET C4.1 FOR GRADING AND DRAINAGE NOTES. • ,/�//iii%ji%j,iii%ji/�� ; - %�ii�%' - , DS PH 11 =- "' - / //'iii ,'i ri" �� ,�,j1• 'S DS/ DS pS D$ DS • ,/ //, ,ir/,i/i, , 'i IE=134.18 x27 INFILTRATION MAT 3 36x21 INFILTRATION MAT 3 � 36x35 INFILTRATION MAT e „i„',/'i i/''i C6.4 C6.4 I I C6.4 I 100 rr i r ,/ji„' FIELDS 23 601 LFI 6" SD ® 0.590TI % 1 I I / I 1 C6.4 271 ILF 4.5' WIDE INFILTRATION TRENCH 231 LF 3' WIDE INFILTRATION TRENCH a =_ T T I T T T T T 2 141 .25 e21 LF 3' WIDE INFIL+RATION TRENCH 2$6 LF 5' WIDE INR"LTR"A19IqN TRENCH 1 � • //// // , DS I� / I \ 1 DS r 3 �_ rr % • 'iiii ��,ii x DS �I I I 1 I ��� 2 I I � � I � CE4 480 LF 6' WIDE INFILTRATION TRENCH 439 LF 4.5' WIDE INFILTRATION TREK DS C6.4 in rii/i iii,i%; ii� ✓ t-� / �K , ,� - _ DS / DS DS DS DS DS DS DS` DS z -`-=- C7 _- U 'iii ii i/�ji/ii,//i//�i/�i/,ii ;..r.' � ,�r/ ;✓/ ,i,/�,r r ,i,„//r „ ,i/i//i,/,i: i ./,/„i /, /,r,i/„ ---- / _- E -- y. - rr ---- ,ii z ram „ ,r,.//.i /r , > GRESS AND 5 MINIFUT— a i m i U N a c 0 30 60 rn a Scale in Feet Know whan below. NOTE TO OWNER Call befom you dig. THE ONSITE DRAINAGE FACILITIES CONSTRUCTION DRAWING APPROVAL UTILIZE ENCLOSED INFILTRATION SYSTEMS. AS SUCH, REGULAR THIS PLAN SHEET HAS BEEN REVIEWED AND CLEANING AND MAINTENANCE OF APPROVED PER THE CONDITIONS ON THE TITLE CATCH BASINS IS IMPERATIVE TO SHEET. PREVENT CLOGGING AND PERMANENT 2 DAMAGE. REFER TO a PROCEDURES CONTAINED WTHINCTHE BY:_________ CRY ENGINEER.CRY OF ARLINGTON PROJECT DRAINAGE REPORT. DATE: w THIS APPROVAL VALID FOR 18 MONIHS E N PLAN CHECK BY DATE ���� A s ,� SMARTCAP 188TH ST. INDUST. DEVEL. JOB NO. Terra Vista NW uc 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE N0. REVISION BY SMARTCAP Of f36704�0`�� ° DESIGNED BY: REVIEWED BY: ^�^�Fr'�Nra?00l �f�NNgST L eEN�Y GRADING AND DRAINAGE PLAN (S) a wear27D"A srvv�w.CW 5/23/19 C3 . 2 FH ASSEMBLY W/ CONIC PAD SEC 22 TWP 31 RGE 5E 12" HOT TAP W/ THRUST \ • •- • • - -— - - - - - • - • • - -• - - - - - FH ASSEMBLY - k i _"�t SSMH-5 SSMH-B1 (MMH) SSMH-B2 (MMH) SSMH-6 \\ C\\\\ SMH-1 T2 (MMH) SSMH 7 (MMH), RIM=141.18 RIM=141.23 \ IM=141.63C3.1 , IE=132.73 IE=133.61 \�\ \\ \ IE=135.47 12x12 TEE (FL� li I (2) 1 " GV ( RJ) n (1) FL ADAPTEE\BUIL ING B �I6 D = BUILDING. t WATER METER ,;, FF 142.45 I WATER ETER, ' r SEE N TE 9 2 \�\\\\\\ I Il II SEE NO E 9 II f`1 I C3.1 FIRE SERVICE \C3.1 Mr FIRE SERVICE III CONNE TION ������ ������ CONNECT ON Ilil 4 l SEE NO 10 �� ���� SEE NOT 10 j Iloi j I lal II I s ppO P • - - - - k• 61 �• `Y VALVED SEMBLY W CAD ASSEMBLZQONC PA I \® ASSEMB �CONC ® 9� BST L K o—¢ • ���iiiiiiiiiiii \ ` D o D fIf ;\�i°� 20 20 oO sm = �o I z8-mm v�� R .oDO PER OS ? �;y u� 4� 1200006 05002 0 30 60 NOTES: z Z 1. SEE SHEET C1.1 AND C1.2 FOR 5 Scale in Feet GENERAL INFORMATION. 2. THRUST BLOCKING FOR WATER MAIN FITTINGS SHALL CONFORM TO COA STD PLANS W-160, W-165, AND W-170. E 3. TRENCH SECTION FOR WATER MAINS SHALL CONFORM WITH COA STD PLAN ° W-170. 4. BEDDING MATERIAL FOR WATER SERVICE LINES SHALL BE SAND. �'- 5. TRENCH SECTION FOR SIDE SEWER di SHALL CONFORM WITH COA STD PLAN i SS-120. U 6. (FH) FIRE HYDRANT SHALL CONFORM , TO COA STD DETAIL W-010. PORTS g SHALL BE ORIENTED TOWARD THE m PARKING LOT. a 7. HYDRANT CONCRETE PAD PER COA STD PLAN W-020. Know whan below. a 8. HYDRANT CONCRETE PAD AND Call befom you dig. BOLLARDS PER COA STD PLAN CONSTRUCTION DRAWING APPROVAL E W-030. 9. (WM) 2" WATER METER SHALL THIS PLAN SHEET HAS BEEN REVIEWED AND CONFORM TO COA STD PLAN W-050. APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 10. 8" DI FIRE CONNECTION PER COA a STD PLAN W-225. BY:_________ ~ 11. FIRE DEPARTMENT CONNECTION (FDC) cm ENGINEER.cm of ARUMcroM W SHALL HAVE A 5" STORZ FACING DATE: E AWAY FROM STRUCTURE. THIS APPROVAL VAUD FOR IS MONTHS PLAN CHECK BY DATE A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW uc A A 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE NO. REVISION BY M /� R T l� P Of E36704° DESIGNED BY: REVIEWED BY: ^ z�-w�o20� ��NNALEENV UTILITY PLAN (NORTH) C5 . 1IYIYW.0"Awsr" aw 5�23/19 MATCHLINE - z SEC 22 TWP 31 RGE 5E ;EMBLY x 1. SEE SHEET C5.1 FOR WATER NOTES /tONC PAD NOTES: i O.S - / FDC ' ,i/,,i///r 90' BEND (RJ) i///r, THRUST BLOCK CONNECTION SEE NOTE 10 FH ASSEMBLY f$_ • / ,//���i,/i' ' / CONC PAD � 1 I 'ir iii qI r ff ID-# S7Tt-#- /i,r, _#- %$�' rr rr, .iii Vi%i i3 BUILDING C FF= 141 .25 VA - • ii ii/iii iii,iii I I I I I I I I 3 ii /i x, 12�12 TEE (FL) 1 1 2x 121 TGV((F RJ) > (2) 12 GV (FL%RJ) (2 12 GV (FLxRJ) 18 LF 12" DI W • r r/ // �i/ // / 90' BEND (RJ) THIRUST BLOCK CAP THRUST BLOCK THRUST BLOCK i i i f= SSMH-4 FHSSMH—C1 (MMH 7SEMBLY W/ CON PAD 0.53 FH ASSEMBLY / CONIC PAD IE=132.10 SSMH-8 j(MMH) - z �- / iri/r///iiii/ yi,ii y i yri,i/,//,/ /�.,/ ,� / ii ,i r/,ii yri • v r�r / i r-//,rr !/�//i i '��' y/,//, r r / rr,//,/i,ri,!/,!i,//,!„!„!„ //rr,/rr//r/ - J _$- /- ,Ile i -- � - / - � • / ii / // rr r- ri /i i! / / i ! ii // /i -- / ,ii,i/,i,! r / i� ,�c�` - �r.'jy ii ii it rrr/r / rr ri 5!'IV Tin M///' r T,�,rTi, ' - � ii ii /i // ,/,/ /i // ii - /rii ii rr /i /i i rr ri /i,ii r /i /i,i rr ri -- ro ii ,r -- , E - f c FH ASSEMBLY d. 90' BEND (RJ) J0 5/8'R®AR o THRUST BLOCK _kP-LS 33127 N om) I I a I r c I a Know what's below. a Call before you dig. 0 0 30 60 E CONSTRUCTION DRAWING APPROVAL Scale in Feet THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. a BY: F CRY ENGINEER.CITY OF ARENGiON w DATE: THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE / \ ���� A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW,,, A 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE N0. REVISION BY SMARTCAP Of E36ST 704�0`��DESIGNED BY: REVIEWED BY: ^�42z�-W084o20� �/NNgLEENV UTILITY PLAN (SOUTH) C5 . 2 WWW.7D"A67Srvv1rCW 5�23/19 SEC 22 TWP 31 RGE 5E ,5D-.... . ,40- 400 LF 8•PC :: ..... 130- .. S-0.0057 FT/Fr 120-•..... SSMH-4 ... RIM=140.28 IE-129.66 - 100+ 17+40 17+60 17+80 18+00 18+20 18+40 18+60 18+80 19+00 19+20 19+40 19+80 19+80 20+00 20+20 2D+40 20+60 20+80 21+00 21+20 21+40 21. 1 a SEWER MAIN PROFILE CrJ.X 1"=30' H 1"=15' V __460 I =-740 400 LF 8'PVC 400 LF 6'PVC s-0.0057 Fr/Fr s-000s7 Fr I SSMH-5 .. SSMH-6 L _ -i30 RIM=141.24 RIM=141.3s .39- IE=131.92 IE=134.19 IE-136.45 J t -410 l0 21+80 21+80 22+00 22+20 22+40 22+00 22+80 23+00 23+20 23+40 23+80 23+80 24+00 24+20 24+40 24+60 24+80 25+00 28+20 25+40 25+60 28+80 28+00 28+20 28+40 28+80 28+80 27+00 27+20 27+40 27+60 27+80 2"00 28+20 25+40 25+80 28+80 20+00 29+20 20+40 29+60 29+80 30+00 1 b SEWER MAIN PROFILE N C 5.X 1"=30' H 1"=15' V w 0 0 o: a 0: w 3 w ci U ti 1rH __. ___ ___- _.__. _.. _._ ___- __. _.�50 E .... m .... z .... 'o .... .... .... .. .. 3 ..... 400 LF 8'PVC ... 1 ;.... _ .. S-0.0140 Ff/FT .. --730 . .. ... ..... .. di IFr13 ', m SSMH4 avi 120- RIM-140.28 .. .. �� , IE-129.66 c a .. ......... .. .. ... i10 g ...'...... ......._.. .......'.. .....' z :: :: :: ... ... .:: .:: .:: .. t 19o+ i i i I i i i i i i i I i i i i i +Do Know what's below. 17+40 17+60 17+80 18+00 18+20 1"0 18+60 18+60 19+00 19+20 1"40 WOO 19+80 20+00 20+20 20+40 20+60 20+80 21+00 21+20 21+40 21+60 21+60 22+00 a Call before you dig. a U CONSTRUCTION DRAWING APPROVAL E THIS PLAN SHEET ED SEWER MAIN PROFILE APPROVED PER THE HCONDTONS OAS BEEN N THE TITLE SHEET. a CJ,X 1"=30' H 1"=15' V a BY:--------- F CITY ENGINEER.CITY OF ARLINGiON w DATE: _-------_ THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE /� A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW uc 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE N0. REVISION BYr 0 SMARTCAP Of f36704�0`�� 0 31OARZIV97AVVA9922,Y �f/D ER V� SEWER PROFILES a DESIGNED BY: REVIEWED BY: s2s-422-0840 �NqL EN C5 .3 l{,N{.'lE/7RANSTAN/Y.GbM 5�23�19 SEC 22 TWP 31 RGE 5E NOTES 1. Size the Below Inlet Grate Device(BIGD)for the storm water structure it will service. 2. The BIGD shall have a built-in high-flow relief system(overflow bypass). r °MAx. 3. The retrieval system must allow removal of the BIGD without spilling the RNV Collected material. 100'MIN DRAINAGE GRATE � T.I. 4. Perform maintenance in accordance with Standard Specification B-01.3(15). (SEE NOTE 2) GRATE FRAME __.— 13 DRAINAGE GRATE RECTANGULAR GRATE SHOWN RETRIEVAL SYSTEM(TYPJ SEDIMENT AND DEBRIS 4 OVERFLOW BYPASS v v D BELOW INLET GRATE DEVICE Q FILTERED ^'�l WATER PLAN R/W d 0 BELOW INLET GRATE DEVICE OVERFLOW BYPASS TYR) Z_ SECTION SECTION VIEW ISOMETRIC VIEW NOTES: NOT TO SCALE PERMEABLE a411AST PER WSDOT 9-03.9(2) O SEE FIGURE 42 IN THE 2005 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON FOR STORM INLET PROTECTION DETAILS.NOTE THE MINIMUM 10OLF OF ENTRANCE SHALL BE REDUCED TO THE MAXIMUM PRACTICABLE SIZE WHEN THEN SIZE OR CONFIGURATION OF THE SITE DOES NOT ALLOW THE FULL LENGTH(100LF). O EXISTING DRIVEWAY RAMP,OR SITE ACCESS ROAD 20'WIDE MIN.MATERIAL MUST BE EQUAL TO C 2,2 NTS OR BETTER THAN SPECIFIED IN NOTE 1. ® A SEPARATION GEOTEXTILE SHALL BE PLACED UNDER THE SPALLS TO PREVENT FINE SEDIMENT FROM PUMPING UP INTO THE ROCK PAD.THE GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS: GRAB TENSILE STRENGTH(ASTM D4751) 200 PSI MIN. GRAB TENSILE ELONGATION(ASTM D4632) 30%MAX. MULLEN BURST STRENGTH(ASTM D3786-80A) 400 PSI IN. ADS(ASTM D4751) 20-45(U.S.STANDARD SIEVE SIZE) 2 CONSTRUCTION ENTRANCE 3m Minimum Lath and flagging Straw bale C2.2 NTS O o on 3 sides Sandbag 10 mil plastic lining Binding wire 9 Staples Native material 2 per bale Berm Sandbag p (optional) 10 mil plastic lining Wood or PlAmm d metal stakes 1200 mm xWood post Varies A A (2 per bale) paint (89 mm x 89 mm Lag screwsx 2.4 m) O 1 m (12.5 mm)Section B-B Black letters Berm 150 mm height O91 SeCtiOn A-A m a 10 mil plastic lining N Plan Notes: 1. Actual layout 3m Minimum Concrete Washout Sign determined in the feld. Stake(typ) Type"Below Grade" 2. A concrete washout Detail(or equivalent) E sign shall be installed z within 10 m of the r'o 3m Minimum — temporary concrete washout facility. B • • B Wood frame I —III B B securely fastened Varies around entire C) • • 200.. In��3.05 mm dia. 11 perimeter with two steel wire aI stakes • • i m Varies 10 mil U plastic lining Staple Detail .t U U , g Stake 10 mil plastic lining Notes: (tYp') Straw bale 0 1. Actual layout Section B-B (typ) Plan determined in the field. 10 mil plastic lining 2. The concrete washout Two-stacked sign shall be installed Know what's below. Plan wit 2x12 rough n 10 m of the wood frame befomi you dig. . a temporary concrete 7 a washout facility. r Type"Above Grade"with Wood Planks Type"Above Grade"with Straw Bales CONSTRUCTION DRAWING APPROVAL E THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE CONCRETE WASH AREA SHEET. 0 BY:_________ NTS CITY ENGINEER,CITY OF ARLINGiON w DATE: THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE _ ���� A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB 8 Terra Vista NW,,, A A 63XX 188TH STREET, ARLINGTON, WA 98223 11202 y Consulting Engineers o DATE N0. REVISION BYSMARTCAP aNr a? O f f36704�0`�� DESIGNED BY: REVIEWED BY: — auNc-422- 9922J07 �f/p0840 NA�EEN�� SWPPP DETAILSC6. 1 If7N{.'0aalfasT.ww.ttaw 5/23/19 SEC 22 TWP 31 RGE 5E WT, CL PG64-22 HMA CL PG64-22 HMA CRUSHED CRUSHED gyt� m tD O O O SURFACING PER WSDOT 9 SURFACING 03 9(3) DO O O O WSDOT 9 03 9(3) - - III—� —� —� —� —� —� a-, SUBGRADE SUBGRADEIII— =III—III= ����� � HMA TYPE 1 2 HMA TYPE 2 NTS C 3.X NTS I 2 � 1 I � I C3.1 - I I FLUSH WITH ADJACENT WIDTH TRUNCATED DOMES e PAVEMENT PER PLAN 5 MIN TAPERED CURB HEIGHT I �, CURB, SEE I I I CL " PG64-22 HMA PAN iqATB0.000 000 � 1:12 MAX 1:12 MAX I.... ... .... .... ... .... .... . CRUSHED SURFACING PER � I / `O WSDOT 9-03.9(3) SIDEWALK I I IT I I I—III—III—III—III—III—III—III SUBGRADE I I I—III;I C I—I�I ,III—III III —III- FACE OF BUILDING LANDING W/ 2% MAX SLOPE ALL DIRECTIONS 3 HMA TYPE 3 (63RD AVE) 4 PARALLEL CURB RAMP C3.X NTS C3,X NTS � e �x-0-0 ' rII of J 20. a moo W 3/8"FULL DEPTH EXPANSION MONOLITHIC THICKENED EDGE NOTES vTO� PERC V R I CURB AND SIDEWALK Gy, JOINT30'MAX INTERVALMATCH 1. SIDEWALKS SHALL BEAMINIMUM OF 4"THICK,AND W W CURB FULLDEPTH JOINTS 1"R SHALLBECOMMERCIAL MIX CONCRETE AS CALLED u•� A a 3/8"HALF DEPTH HMA OR CONC 6' OUT IN WSDOT STD SPECS,WITH AIR ENTRAINMENT O® 20OW6 0 N i�A��i EXPANSION JOINT PAVEMENT 2%MAX (MIN 4.5%,MAX 6.5%). 9 A 15'INTERVALS 2. SIDEWALK FULL DEPTH EXPANSION JOINTS SHALL I U BETWEEN FULL DEPTH GENERALLY�'j�, ` ADJACETCURBIACEDTGUTTE (WITHOUT I N - B �''I C IFS s-N �� p STRIP.MAXIMUM SPACING FET,F FINTER AL E I MIN. MAX. moo"' _ - STRIP).MAXIMUM SPACING OF 30 FEET,FINAL j T �� SPACING DE TERMINATION SHALL BE DECIDED BY THE Z ^ A 1.60" 2.40" $ INSPECTOR IN THE FIELD. T V-GROVE CONTROL 12" 3. SUBGRADE SHALL BE COMPACTED TO NOT LESS THAN Y ti� B 0.6S" 95%OF MAXIMUM DENSITY. TRUCK TURNING J -A ---� B JOINT I/4"DEEP 6" Ps, RIVEWAYS —/ N / FROM FACE OF CURB MONOLITHIC CU RB 4. AND BEHIND DROLL CURB(STANDTHICK INARD DRAWING f D C O.4S�� 0.90 AND BEHIND ROLLL-CURB(STANDARD DRAWING 308). -� &SIDEWALK SECTION - -- � {� -{}- D 0.9" 1.40" 5. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH > T - V-GROVE CONTROLl01NT1/4" T RANSPARENT CURING COMPOUND COVERED BY C3.1 NTS U TRUNCATED DOME E O.Z� 0.2� DEEP S'INTERVALS BETWEEN �' WATERPROOF PAPER OR PLASTIC SHEETING IN THE aI FULLAND HALF DEPTH EVENT OF RAIN OR OTHER INCLEMENT WEATHER. SECTION O EXPANSION JOINTS MONOLITHIC P CURIN TI G MESHALL BE FORA MINIMUM OF 72 , CURB&SIDEWALK HOURS. U TRUNCATED DOME SPACING 6. AL JOINTS SHALL BE CLEANED AND EDGED WITH AN , N TYPE E-1 CURB&SW EDGER HAVING A 3/8"RADIUS AFTER FINAL BROOM SEE NOTE 3 SEE STANDARD SPECIFICATIONS FINISH IS COMPLETED. a FOR COLOR OF SURFACE ]. SIDEWALKS IN COME WIDE,EXCEPT OR ALONG ARTERIALS,IN COMMERCIAL AREAS,OR AS TRUNCATED DOME DETAILS APPROVED BY THE CITY ENGINEER. Q 8. CURB REVEAL MUSTPROJECTS. EXISTING TOP THAT CURB FOR REPLACEMENT PROJECTS.THIS MEANS THAT THE FULL CURB IS PLACED IN AS SHOWN IN THE TYPICAL Know what's b@IOW. SECTION BUT THE ASPHALT STREET WILL COVER FACE OF CURB$0 LESS THAN 6"MAYBE REVEALED. a Call before you dig. a U CONSTRUCTION DRAWING APPROVAL 5 TRUNCATED DOME 6 CONCRETE SIDEWALK THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE -- NTS (�3,)( NTS SHEET. a BY: F CTTY ENGINEER,CITY OF ARLINGTON w DATE: THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE � A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW uc A A 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers M �1 R T /� P f 36704 `� DATE NO. REVISION BY Tzos s+/arErPavroA ,zor O� fGtSTe Y` ° DESIGNED BY: REVIEWED BY: ARUNc-A WA 98223 f/ONgL ENS PAVING DETAILS Sa szs-sae-asao C6 . 2 l{7Y>f&WANSTAMY.GYAI/ 5 /19 SEC 22 TWP 31 RGE 5E 1/2"x 4"FULL DEPTH EXPANSION JOINT EVERY 1 1/2^R 30'.ALIGN EXPANSION JOINTS 55, 1/2"R OYP 2PL) &DUMMY JOINTS IN CURB V-GROOVE 1/2•R it 1"R WITH JOINTS IN SIDEWALK 1/4"DEEP OVE (TV ) 2% 1"R 1•R \ES 10" (/4"DEEP 2 1/2" 5" 2 1/2" 1/2"x1-1/2" DUMMYC OINT 8 1"R / 61/2 x 1 1/2" ----6 R DUMMISJCINT12" 1 2" A d (TYP 2PL)n 6 5 PAVEMENTD/W CUT 441/2"x 1 1/2" FULLDEPTH CURB&GUTTER SPECIFIED EXPANSION JOINT EVERY 30' PLAN VIEWS SEE NOTE 9 1 g" I T,^ #3 BARS I��II II~�I 18" EXTRUDED CEMENT CONCRETE CURB 5'TYPICAL TYPICAL SECTION TYPE E-1 CURB TYPE E-2 CURB (SEE NOTE 7 BELOW) 1/DUMMY JOINT 2% CEMENT CONCRETE SIDEWALK TYPE 1 CURB&GUTTE SEE STD DETAIL R-110 15 1'-O" 1"R 1"R 1"R 1"R 2"CRUSHED SURFACING TOP COURSE.COMPACTED NOTES: 6" 6" TO 95%DENSITY 2" 2" 2-3/4" 2-3/4" 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. TYPICAL SECTION 2. DUMMY JOINTS SHALL BE PLACED 15 FEET ON CENTERS.DUMMY JOINTS SHALL BE 1/2"x 1-1/2". NOTES: 3. THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS,INLETS AND AT POINTS OF TANGENCY ON - STREETS,ALLEY AND DRIVEWAY RETURNS.MAXIMUM SPACING SHALL BE 30 FT.PRE-MOLDED JOINT 2" #3 DABS CUT/SAWED JOINT CEMENT CONCRETE CURB 1. SIDEWALKS SHALL BE A MINIMUM OF 4"THICK,AND SHALL HE CLASS 3000 CEMENT CONCRETE,WITH AIR FILLER SHALL BE 1/2"WADE AND CONFORM TO AASHTO DESIGN M213. ENTRAINMENT(MIN 4.5%-MAX 6.5%). 4. ALL JOINTS SHALL BE CLEAN AND EDGED. 16 SPACING OF ANCHOR BARS 2. FULL EXPANSION JOINTS SHALL GENERALLY BE PLACED TO MATCH THOSE PLACED IN ADJACENT CURB& GUTTER,WITH MAXIMUM SPACING OF 30 FEET,FINAL SPACING DETERMINATION SHALL BE DECIDED BY THE 5. CONCRETE SHALL BE CEMENT CONCRETE,CLASS 3000. INSPECTOR IN THE FIELD. 6. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS.WOOD FORMS MAY BE USED ON CURVED 3. SUBGRADE SHALL BE COMPACTED TO NOT LESS THAN 95%OF MAXIMUM DENSITY. SECTIONS. 1o" , NOTES: 4. SIDEWALK SHALL BE AT LEAST 6"THICK IN DRIVEWAYS. 7. FINISH SHALL BE UGHF BROOM FINISH. 1. DUMMY JOINTS SHALL BE PLACED NOT TO EXCEED 15'ON CENTER.THRU JOINTS SHALL BE PLACED ONLY 5. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND COVERED BY 8. THE FINISHED CURB SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND AND COVERED BY 11-1/2" AT POINTS OF TANGENCY ON STREET ALLEY AND DRIVEWAY RETURNS AND WHERE THRU JOINTS OCCUR IN WATERPROOF PAPER OR PLASTIC SHEETING IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER.CURING WATERPROOF PAPER OR PLASTIC MEMBRANE IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER. TYPE E-3 CURB THE PAVEMENT SLAB. TIME SHALL BE FOR A MINIMUM OF 72 HOURS. CURING TIME SHALL BE A MINIMUM OF 72 HOURS. 2. CONCRETE SHALL BE CLASS 3000 OR COMMERCIAL WITH AIR-ENTRAINMENT. 6. ALL JOINTS SHALL BE CLEANED AND EDGED WITH AN EDGER HAVING A 1/4"RADIUS. 9. ALL CURB AND GUTTER SHALL BE PLACED ON A MIN OF 2"OF CRUSHED SURFACING TOP COURSE. TYPE E-4 CURB 3. AT THE CONTRACTOR'S OPTION CONCRETE CURBS MAY BE ANCHORED TO THE SIDE OF EVERY JOINT,OR BY 7. SIDEWALKS ARE TYPICALLY 5'WIDE,WIDER SIDEWALK MAY BE REQUIRED BY THE CITY. 10,DUMMY JOINT 1/ AN 2"x 1 1/2"BETWEEN TYPE 1 CURB D GUTTER AND THE SIDEWALK. USING AN ADHESIVE THE ADHESIVE SHALL MEET THE REQUIREMENTS OF SECTION 9-20 OF THE WSDOT/APWA STANDARD SPECIFICATIONS FOR TYPE II EPDXY RESIN. 1.[Y O ouh DEPA81'LreN'f OF PUBMC sorts STANDARD DOAIL {Y ov.[ DYPABTNRff OF PUBLIC YORWS w.x D6PAA0'Y6NT OF PUBLIC 1roR69 ♦RY O aAE DBPARf1DTNT OA PUBIC NOB83 STANDARD DETAIL STANDARD DETAILS NUMBER G� OA STANDARD DETAIL 081D� STANDARD DETAIL o w .rn�r STANDARD DETAILS NUMBER Nmn1N STANDARD DETAILS NUMBER NnvNN STANDARD DETAILS NUMBER vg o CEMENT CONCRETE SIDEWALK R-170 s ; CEMENT CONCRETE CURB AND R-180 CEMENT CONCRETE CURB R-210 �®o EXTRUDED CONCRETE CURB R-200 GUTTER TYPE 1 TYPE E-1, E-2. E-3 & E-4 Ltxc'T NOTES MATCH SIDEWALK BUFFER 1. This plan is to be used where pedestrian crossing In one direction is not WIDTH-4'0"MIN. STRIP permitted. MATCH SIDEWALK SEE CONTRACT PLANS 2. At marked crosswalks,tha Connection between the Landing and the WIDTH-4'0"MIN.- B SEF CONTRACT PLANS PEDESTRIAN CURD- " roadway must be contained within the width of the Crosswalk markings. SEE NOTE 10 CURB RAMP 3I8"(IN)EXPANSION PEDESTRIAN cuae- 3. Where"GRADE BREAK"s called out,the entire length of the grade break JOINT-SEE STANDARp-, SEE NOTE 10 MATCH SIDEWALK WIDTH-4'0"MIN. between the two adjacent Surface planes Shall be flush. PLAN F-30.1. SEE CONTRACT PLANS LANDING 4. Do not place Gratings,Junction Boxes,Access Covers,or other appurfen- ANOING SIDEWALK- 8re"(IN)EXPANSION JOINT-SEE PEDESTRIAN CURB- anCBS on any pan of the Curb Ramp or Landing or in the Depressed SEE NOTE E. 5'-0'MIN. 3..R STANDARD PLAN F-00.10 SEE NOTE 10 Curb and Gutter where the Landing connects to the roadway. YPJ B 5. See Contract Plans for the curb design specified See Standard Plan N AJ A __ __ F-10.12 for Curb,Curb and Gutter,Depressed Curb,Gutter and y Pedestrian Curb details. SIDEWALK- I 5-a•MIN. 3^R. �F o - 6. Sea Standard Plan F-30.10 for Cement Concrete Sidewalk Details.See " a a rc 7. The Bid Item "Cement and placement of sidewalk. ._. O Contract Plans forty CONTMCT PLANS " _ SEE NOTE 8 vJLJ nt Concrete Curb Ramp Type_"does not include the BUFFER STRIP-SEE DETECTABLE WARNING SURFACE BUFFER D DETECTABLE WARNING SURFACE lacer and Gutter,Depressed Curb and Ginter,PedesMan D SEE STANDARD PLAN F-0fi.10 STRIP SEE STANDARD PLAN F�a8.f0 Curb,Or$IdeWelks. Q CURB AND GUTTER- a CURB AND GUTTER- SEE NOTE 5 8. The Curb Ramp length is not required to exceed 15 feet(unless shown SEE NOTE 5 ,6 / otherwise in the Contract Plans).When applying the 15-foot max.length PEDESTRIAN CROSSING J CURB RAMP PEDESTRIAN CROSSING CURB RAMP sured from back of sidewalk the running f the curb ram �3 CLOSURE SIGN CLOSURE SIGN FACE OF (measured. ) g slope o pis FACE OF cuae allowed to eOf ran 8.to Use i single constant slope from bottom of ECURB PLAN VIEW PLAN VIEW ramp to top of ramp to match Into the sidewalk over a horizontal Z TYPE SINGLE DIRECTION A TYPE SINGLE DIRECTION B distance of 15 feet. - 9. Curb Ramps and Landings shall receive a broom finish.See Standard o Specifications 8.14. 10. Pedestrian Curb may be omitted if the ground surface at the back of the DETECTABLE WARNING SURFACE- Curb Ramp and/or Landing WIII be at the same elevation as the Curb 15'-0"MA% SEE STANDARD PLAN F46.10 15'-0"MAX(TYP. 15'-0"MAX(TYP. Ramp or Landing and there WIII not be material to retain. (TYP) ) SEE NOTE 8 SEE NOTE 8 SEE NOTE 8 GRADE BREAK GRADE BREAK GRADE BREAK GRADE BREAK) GRADE LEGEND GRADE BREAK ) COUNTER SLOPE BREAK CI SEE WALK; * So%MAX. SIDEWALK- SIDEWALK- � SLOPE IN EITHER DIRECTION D. NOTE \ LZ�'• * TOA WAY SEE NOTE 8 OP OF ** ** SEE NOTE 8 IS OR FLATTER RECOMMENDED FOR �� �� * OESIGWFORMVJORK(Z%MAX) 77) � ** 7.5%OR FLATTER RECOMMENDED FOR DESIG WFORMWORK(8.3%MAXJ b CURB RAMP DEPRESSED CURB AND GUTTER- l` LANDING CURB RAMP-/ v LANDING l!\\ CURB MMP SEE NOTE] SEE STANDARD PLAN F-10.12 \ S6Q SECTION c a E SECTION OA O CONTRACTION JOINT(TYPJ-8EESTANDARD PLAN 0 (ALONG INSIDE RADIUS AT BACK OF WALKWAY) -. C FOR CURB RAMP LENGTHS GREATER THAN 8'-U'PROVIDE Q CONTRACTION JOINT EQUALLY SPACED 4'-0"MIN.OC, z t "CEMENT CONCRETE CURB RAMP "CEMENT CONCRETE CURB RAMP 'AE•�PCI gTEE`���� Know what's b@IOW. ." TYPE SINGLE DIRECTION A"PAY LIMIT- _ SEE NOTE] TYPE SINGLE DIRECTION B"SPAYEE NOMITTE] �s70NAL e'�G 1"(IN)RADIUS DETECTABLE WARNING _ _ Zeller,2011 a _ \ CORNER Tun 362016]'21 AM � ••••••• STANDARD PLAN F-0fi.10 Call before you dig. .......... _ m � �i '� SINGLE DIRECTION •••••••••••• CONSTRUCTION DRAWING APPROVAL PEDESTRIAN CURB ••••••• N "• •'••" DEPRESSED CURB EMOTE D CURB RAMP GUTTER-SEE NOTE 6 � • ��_ '' WANGLE THIS PLAN SHEET HAS BEEN REVIEWED AND RADIUS MAY STANDARD PLAN F-40.16-03 APPROVED PER THE CONDITIONS ON THE TITLE VARY SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION SHEET. N1'-U' n.M1'R°rfw. s9w 'p ISOMETRIC VIEW ISOMETRIC VIEW DETAIL BY:--------- a TYPE SINGLE DIRECTION A TYPE SINGLE DIRECTION B � O.P=nm.m or PAY LIMIT O PAY LIMIT •Ti w� M. 1�.iePonmloo -CITY ENGINEER•CITY OF ARLINGION w DATE: _-------_ THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE �� / \ �\C A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW uc 63XX 188TH STREET, ARLINGTON, WA 98223 181202 to Consulting Engineers SMARTCAP f 36704 `� DATE NO. REVISION BY TZos s+/arErPaara? VO7 O� f�STeR�O Y` DESIGNED BY: REVIEWED BY: AauuF5-A WA 98223 f/ONgL ENS PAVING DETAILS a s2s-sae-asao C6 .3 IYJAW.&WA67STAN#1" 5 /19 SEC 22 TWP 31 RGE 5E Z N N W PAVEMENT SECTION PAVEMENT SECTION PAVEMENT SECTION SEE PLAN FOR SIZE z z III-1 I:"i' GEOTEXTILE FABRIC FOR DRAINAGE —�— GEOTEXTILE FABRIC FOR DRAINAGE U? LO a -III III-N = 6" PVC PERF PIPE -I a a 6" PVC PERF PIPE =III=III=III=III 11= "'=I =III=III=11 I-I 11-III1 I I-1 11— in WASHED RR BALLAST �E PLAN WASHED RR BALLAST — ;;;;;;;;;;;;;;;' " WASHED RR BALLAST E PLAN SAND PER ASTM C33 GEOTEXTILE FABRIC SAND PER ASTM C33 FOR DRAINAGE 6" PVC PERF PIPE INFILTRATION TRENCH- 1 2 INFILTRATION TRENCH-2 LL INFILTRATION MAT SECTION -- SCALE 1"=2' (1/2" = 1'-011) -- SCALE 1"=2' (1/2" = 1'-011) C - SCALE 1"=4' (1/4" = 1'-0") a w a a v U E E Z O 3 U d I i m U V) a 0 rn Know what's below. a Call before you dig. a U CONSTRUCTION DRAWING APPROVAL E THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. a BY: F CITY ENGINEER.CITY OF ARLINGTON w DATE: THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW,,, A 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers Cf SMARTCAP f 36704 ` DATE N0. REVISION BY Tzos suarErPavroR,zO7 O� f�STeR�O Y` C6 . 4 a DESIGNED BY: REVIEWED BY: A�s25 422 084023 f��NAL ENV STORM DRAINAGE DETAILS l{7YTf 0"Awsr" aw 5 /19 SEC 22 TWP 31 RGE 5E 4 2 B FRAME AND GRATE(OR SOLID Q Q 0 Do COVER),SEE APPLICABLE STANDARD DETAILS 2'X4"X8"SOLID BRICK USED FOR FINAL I rS ADJUSTMENT TO GRADE.6"HIGH MAX NOTES: 6"GASKETED 1. CONCRETE INLET TO BE CONSTRUCTED IN A I A 2•_2•p CAST IRON LOCKING CAP 6"OR 8"PVC ,LO z4• ACCORDANCE WITH ASTM C478&C890 l u+ RING AND COVER FACTORY TEE 1"VENT HOLE WHEN UNLESS OTHERWISE SHOWN ON THE PLANS ONE SIZE LARGER OR NOTED IN THE STANDARD THAN PIPE DIA. NOT CONNECTED TO 55 SPECIFICATIONS ALL CONCRETE SHALL BE I LABELED"SEWER" ` CUSS 4000 4V+. CUSS 4000 �--F7\ CONCRETE 30"SO PAVED ly�/��1 l.Aypl 2. REINFORCING SHALL BE EQUIVALENT TO I 12. SURFACE t24G WELDED WIRE FABRIC'WW1 RAVING A \ I - 3 UNPAVED AREAS '� MINIMUM AREA OF 0.12 SQUARE INCH PER WWF SHALL NOTTO LLCOMPLY BE PLACED ONASIM A497. 6"CONCRETE RISER SECTION C KNOCKOUTS. I O MECHANICAL END z 3. THE BOTTOM OF THE PRE-CAST BASE OF PIPE PLUG. `° SECTION MAY BE ROUNDED. WITH RNEG. - 4- 10 7q. 4. PRE-CAST BASES SHALL BE FURNISHED 4 2'-0' B 2 GROUT WITH CUTOUTS OR KNOCKOUTS. f 1 SECTION B-B o INLET aOUTLET KNOCKOUTS SHALL HAVE A WALL 9 THICKNESS OF 2"MIN.ALL PIPE SHALL BE PLAN (SEE NOTE 2) 1 INSTALLED IN FACTORY PROVIDED KNOCKOUTS.UNUSED KNOCKOUTS NEED m U 0 �E NOT BE GROUTED IF WALL IS LEFT INTACT. D ADAPTOR OR KNOCKOUT OR CUTOUT HOLE SIZE IS3/4"NORMAL 1/8"R(TYP) PIPE JOINT EQUAL TO PIPE LL THIE DIAMETER PLUSTOBAR PAVED AREASCATCH BASIN WALL THICKNESS.KNOCKOUTS MAY BE ROUND OR"D"SHAPED AND MAY 6"OR 8"PVC PIPE DI ON ALL 4 SIDES WITH MN(IMUM r /2"NORMAL I COLLAR �A DIAMETER OF 28". 1/g' TO BAR 1-3 4' A 6. THE MAXIMUM DEPTH FROM THE FINISHED 12° GRADE TO THE PIPE INVERT IS 5'0". 2 I'� 2 3 20" ] THE TAPER ON THE SIDES OF THE SECTION A-A PRE CAS BASE SECTION AND RISER 12"CAST IRON LOCKING RING AND COVER SECTION SHALL NOT EXCEED 1/2"PER FOOT. NOTES: OLYMPIC M1025 OR APPROVED EQUAL 6"OR 8"PVC PIPE AS REQUIRED 8. FRAME AND GRATE SHALL BE IN Q1 FOUNDRY NAME,THIS SIDE TO CURB W/ARROW AND(DI) ®LOCKING GRATE CASTED HOLES SHALL BE 32" ACCORDANCE WITH WSDOT/APWA FOR DUCTILE IRON SHALL BE EMBOSSED ON TOP OF CASTED TO ALLOW FOR TWO 5/8"DIA SPECIFICATONS.MATING SURFACES SHALL GRATE WITH 1/16"RECESSED LETTERS. STAINLESS STEEL SOCKET HEAD CAP SCREWS TYPE IL CB:7 NDS GRATE CAP BE FINISHED TO ASSURE NON-ROCKING FIT SO THAT NO PART OF HEAD PROTRUDES NOTES: WITH ANY COVER POSITION. O SEATING OF GRATE SHALL BE ACCOMPUSHED BY ONE OF ABOVE TOP OF CASTING. FRAME AND GRATE MAV BE INSTALLED WITH THE FOLLOWING:A.8 INTEGRALLY CAST PADS 1. CLEAN-OUT PIPE AND FITTINGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. 9, F FRAME DOWN OR CAST INTO RISER. (1-1/2"x3/4'k1/8").B.MACHINE BOTTOM SURFACE QS GRATE TO BE USED WNH FRAME SHOWN IN OUTSIDE A 17'DIA STANDARD DETAIL SD-090. 2. A SANITARY TEE,SWEEP,OR STRAIGHT TEE IS NOT ACCEPTABLE. • 10.EDGE OF REDUCING SECTION OR BRICK 3 MATERIAL USED SHALL BE DUCTILE IRON PER ASTM-136, 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO FR SHALL NOT BE MORE THAN 2" OM O PRE-CAST BASE SECTION GRADE 80-55- ALL CASTINGS SHALL HAVE A ®REFER TO STORM STD NOTE 9 PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONFLICTS WITH OTHER UTILITIES WHEN SERVICE TO (MEASUREMENT AT THE TOP OF THE BASE) VERTICAL EDGE OF CATCH BASIN WALL. BITUMINOUS COATING. FOR LABEL. BUILDING IS ACCOMPLISHED. lTy O °YiL DBPARTIBNT OF PUBLIC WORKS STANDARD DETAIL •[V rus DAPALTlIBNT OA PUBLIC yOR83 y "rs DISPABI'xBMI'OF PUBLIC yOB83 p i Ol OA STANDARD DETAIL QlT OA STANDARD DETAIL tyy O wrt BRPABfIIBNT OA PUBLIC yOR� 6iANDARD DETAIL STANDARD DETAIL NUMBER "mnm STANDARD DETAIL NUMBER "rnA:m. STANDARD DETAIL NUMBER Q A "mrm STANDARD DETAIL NUMBER s�®O= CATCH BASIN TYPE 1L SD-0 y®= STANDARD GRATE CATCH BASIN INLET SD-060 ®� SEWER CLEANOUT SS-0$0 tAxc'T 4<txG2o ye<txc'�o y4tt�� STANDARD OIL/WATER SEPARATOR SD-120 H w a 0 a rn v� U E E Z O 3 U d I m U N a 0 rn Know what's below. a Call before you dig. a U CONSTRUCTION DRAWING APPROVAL E THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. a BY: F CITY ENGINEER,CITY OF ARLINGTON w DATE: THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE ��oc A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW,,, A 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers 2 DATE N0. REVISION BY SMARTCAP Of f36704�0`� 0 3204-WatErRaNra? VOA �`f/D ER V� STORM STANDARD DETAILS C. DESIGNED BY: REVIEWED BY: s2s-422-asao �NqL EN C6 . 5 IYIA'W0"ANSTANNaw 5 /19 SEC 22 TWP 31 RGE 5E 3/4-DIA LIFT HOLE L 13'CC 1/2"THICK WEBS LOCKING HOLE(TYP)3 PLACES 8 PLACES 13-1/2' 3/8"HIGH CLEATS AND L -I LETTERS r 3"RAISED LETTERS p STAINLESS STEEL 1 TOP 3' 2-5/16'TYP CLAMP MIN Top A / 95R MAX DENSITY A FLEXIBLE STAINLESS STEEL BOOT �vI�I11 EXPANSION RING BACKFILL 3/4"RIBS 0 0 0���n ELEVATION •'. •. / MIN COMPACTION 6 PLACES ° ° ° tji 90%MAX DENSITY ° + 1/2" - oO° O� RED REFLECTOR A RED REFLECTOR qqq I�-RI�I�le°& �D. PLAN z MIN PLAN 5 2 OR O3 PIPE ZONE MIN COMPACTON 27 3/4" 90%MAX DENSITY 5/8" 26-1/2" ` 1/2"GRADE 60 STEEL 2 / REINFORCING BAR(ASTM A-615) / 6' 1/B' 6-1, n MIN 23-3/4" -41 f POLYPROYLENE ASTM D4101 _ - BEDDING STEP MEETS ASTM C-478 FOUNDATION MATERIAL I ) MIN COMPACTON SECTION AA ° AS REQUIRED 90%MAX AIL------JI�ENSITV 1]/e' BECKON 7. 5" 24" 5" SEE NOTE 1 34" SECTION A-A ° NOTES: 1.ALL BACKFILL MATERIAL SHALL BE PLACED IN 4.COMPACTION TESTS SHALL BE AS REQUIRED BY THE LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER,BUT IN NO CASE LESS THAN 2 TESTS COMPACTON UNLESS AUTHORIZED BY THE CITY EVERY 200 FEET OF TRENCH(ONE AT SUBGRADE AND NOTES: NOTES: ENGINEER DUE TO THE CHARACTER OF THE ONE AT 50%OF TRENCH DEPTH). 1.MANHOLE RINGS SHALL BE GRAY IRON CONFORMING TO THE REQUIREMENTS OF AASHTO M 105.GRADE 30B. MATERIAL AND THE COMPACTING EQUIPMENT. 5.IN-PLACE DENSITY AND MOISTURE CONTENT WILL BE 2. MANHOLE COVER TO BE DUCTILE IRON CONFORMING TO ASTM A536,GR 80-55-06 OLYMPIC FOUNDARY PART O1 PVC SIDE SEWER.FOR REMAINDER OF PVC SERVICE SEE 53-090. 2.MECHANICAL COMPACTION OF BACK FILL DETERMINED USING NUCLEAREARMETHOD,ASTM MATERIAL SHALL NOT BEGIN UNTIL THE DEPTH 2922-71. N0.MH30 OR APPROVED EQUAL 2O ROMAC STYLE CB TAPPING SADDLE OR APPROVED EQUAL ON ALL PIPE. OF COMPACTED BACKFILL MATERIAL IS 2 FEET 3. LOCKING COVER TO BE USED IN ALL LOCATIONS.THE UD SHALL BE LOCKED DOWN WITH 3-5/8"S.S SIDE ELEVATION O CORE-DRILLING WITH INSERT-A-TEE MAY ALSO BE USED ON ALL PIPE. ABOVE THE TOP OF PIPE. 6.LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM ,M>c SOCKET HEAD CAP SCREWS. .�v� MOISTURE CONTENT WILL BE DETERMINED USING THE ®CORE DRILL EXISTING MAINLINE PIPE PER MFG'S SPECIFICATIONS. 3.EACH UFT SHALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH 4. RING AND COVER SHALL BE TESTED FOR ACCURACY OF FIT AND SHALL BE MARKED IN SETS FOR DELIVERY. 1.STEPS LOCATED IN RISER SECTIONS SHALL BE 6". TO THE REQUIRED DENSITY PRIOR TO PLACING ASTM D-1557. SUCCEEDING LIFTS OF BACKFILL MATERIAL. 5. ALL CASTINGS TO HAVE A BITUMINOUS COATING. O 35'MIN.45'MAX. ].BEDDiNG MATERIAL SHALL BE ay"MINUS. l.Ey 4 ar. DlPARTNBNT OF PTDILIC WORRS STANDARD DETAIL •EY O aury TUIT l T O!PUBLIC Y S STANDARD DETAIL °lly Op °fE DVARTIIBNT OF PODLIC BOR83 STANDARD DETAIL QIYY O 41^i DBPARR'IDBiP OA PUBLIC ITIM STANDARD pETAIL STANDARD DETAIL NUMBER Ol „ .=nlnm STANDARD DETAIL NUMBER Anvm STANDARD DETAIL NUMBER �+n�r.>m STANDARD DETAIL NUMBER a®� MANHOLE COVER SS-030 a 4 SS-050 ®; NEW SERVICE ON EXISTING MAIN SS-100 a®'C TRENCH SECTION SS-120 8<INO'Ic .p<t� MANHOLE LADDER STEP aRttxc'Ic �<txGtO THIRD SIDE SEWER 48'MANHOLE NO• IF THERE IS NO 1.MANHOLES TO BE CONSTRUCTED IN ACCORDANCE WITH 7.FOR DEPTHS OVER 25•MANHOLE BASE SLAB DESIGN THIRD CHANNEL AASHTO M-199(ASTM C 478)UNLESS OTHERWISE SHOWN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. ON PLANS OR NOTED IN STANDARD SPECIFICATIONS. 3/4"RADIUS 8.ALL INTERIOR AND EXTERIOR JOINTS TO BE GROUTED 2,PLL REINFORCED CAST IN PIACE CONCRETE SHAL BE (SEE GROUT SPECIRCATONS). GROUT TO BE 1/2" SAWCUT 6"MIN DIVIDERS 6"MIN DIVIDERS CLASS 4000.NON-REINFORCED CONCRETE IN CHANNEL THICK MINIMUM AND 3"EACH SIDE OF JOINT MINIMUM. • #4 RE BAR AND SHELF SHALL BE CLASS 3000.ALL PRECAST THEY MUST BE INSPECTED PRIOR TO BACKFILL AC(3"THICK) CONCRETE SHALL BE CLASS 40GO J� ON 2"SADDLE 9.CORE DRIUJNG ONLY,HAMMERING KNOCKOUTS WILL ARE 9/16"DIA. f �•: OR BLOCK 3.PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS. NOT BE ALLOWED.KOR-N-SEAL FACTORY INSTALLED ROUND R __ __ G >>`> ` __ 4.ALL BASE REINFORCING STEEL SHALL HAVE A MINIMUM RADE 60 STEEL BA BOOTS ARE ALLOWED. 3-1/2" •,.'>•/ \'' YIELD STRENGTH OF 60.000 AND BE PLACED IN THE 10.MANHOLES 5'->•DEEP MUST BE FIAT TOPS. \ UPPER HALF OF THE BASE WITHITH 1"MINIMUM CLEARANCE. W 2• (;(�: �".. SIDE SEWER ( ) SIDE SEWER CUTO HOLE SIZE IS EQUAL TOR PIPE OUTERDAMET 14'-I6 N • �' .:05%-2.OR. 9 PLUS MICKNESS.HOLE AILL RING AND MA%IMUM SEE SS-030 VER !� •„� SLOPE ' PIPE SIZE IS 12"FOR W �12" - /_ 48'MANHOLE.24'FOR •' �AOJUSMENT SECTION WRUNG 1/2"DIA. YF 6• .4"MIN 54'MANHOROUND BAR 12" 6• MINIMUM DISTANCE N BETWEEN HOLES IS GRADE 60 STEEL 24 t0 ' INSIEASUR THE ON THE U 30 MANHOL17. INSIDE OF THE 12" (ECCENTRIC UNILIESS MAX ANCHOR PADS DEPENDS ON SIZ PRECAST CONE MAIN CHANNEL ELEVATION 8.MANHOLE SIZE n � OTHERWISE SPECIFIED)WCATION ES, WITH/]/8"DIA HOLE NUM ERS AN OFD HOLES POLYPROPYLENE S. PAVED TRAFFIC AREAS OUTSIDE PAVED TRAFFIC AREAS FOR PIPE MANHOLE STEPS PER SS-050 DESIGN AN SIZE afi"OR sa" SHALL BE APPROVED SEE NOTE 6 J AND WARRANTED BY BUILT UP CONCRETE 5 EE MANHOLE 1/2"OIA.%3" CHANNEL DIVIDERS GALVANIZED AC # o SECTIONS RISER 4 REBAR ANCHOR BOLTS I- U 6 9 6 BE 3' T• I MAX.HOLE SIZE IS 12" ww SADDER 12" 12" 0.5R-2.0X FOR 48"MANHOLE,12" �• GROLn BEE SS-040 , U NOTES, SLOPE FOR 54"MANHOLE.(SEE NOTES 6 PBOVE) SLOPE=1/2*/FT(TP) b 5 8 , S/O F� CONSTRUCT CHANNEL AND 1.STEPS SHALL BE STEEL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC CONFORMING TO: f S SF,W SHELF TO THE CROWN OF THE fR SSE PIPE PIPE a (A) ASTM C 478 AND AASEO M-199,MINIMUM HORIZONTAL LOAD SHALL BE 1500 CBS. NS'; - REINFORCING STEEL(FOR PRECAST .�-. INSIDE BASE WITH INTEGRAL RISER)0.15 SO (B) ASTM A615 GRADE 60(REINFORCING STEEL BAR). 1. CONCRETE SHALL CONFORM TO CURRENT 5.PRECAST ADJUSTMENT RINGS SHALL BE CAST WITH DIA' IN/FT IN EACH DIRECTION FOR 48' rn STANDARDS AND SHALL BE 5.5 SACK MIX. GROOVE TO ALLOW FIELD INSTALLATION OF SAFETY - DIA 0.19 SO IN/R IN EACH (C) POLYPROPYLENE CONFORMS TO D-4101. (MINIMUM 3000-PSI 28-DAY STRENGTH) STEP. MORTAR FILLET Q 01RECTON FOR 54'DIA, PRENTEGRAL RISER 2.MANHOLE STEPS SHALL HAVE MOLDED SAFETY HAND GRIP.RED REFLECTORS ARE REQUIRED. 2. ADJUST DMANHOLLE TO GRADE OF NE K EXCEEDS BY INSERTING INCHES, A 6 INCOHCRETE MINIMUM PERIMETER INCHES B SHALL ELOWEXTEND BOTTOM2OF _ CRUSHED ED�SURFSE ACNGDIN I BASE COURSE Know what's b@IOW. i7 3.ALL FABRICATION DIMENSIONS INDICATED ARE MINIMUM. NEW MANHOLE BARREL SECTION BETWEEN THE THE ADJUSTMENT RINGS OR BLOCKS. 48'Dln.-6" "' 'MIN.DEPTH COMPACTED TO MIN. CONE AND EXISTING BARREL. 54'DIA.-B" �g'� I.,O.I_ 95R OF STANDARD DENSITY C811 befom you dig. a 4.THE ENTIRE POLYPROPYLENE PLASTIC MATERIAL SURROUNDING THE REINFORCING STEEL BAR SHALL BE ].54WCUT ONLY. NO OVERCUTTING LIMITS OF PATCH. f- Q CAST MONOUTHICALLY.MINIMUM COVER SHALL BE 3/16-INCH. 3. ADJUSTMENT RINGS/BLOCK,TOP OF CONE SEPARATE CAST IN PUCE BASE U SECTION,AND BOTTOM OF IRON RING,SHALL BE 8.IN NON-TRAFFIC AREAS(LANDSCAPED)THE 5.STEPS SHALL BE SPACED AT 12 INCHES. WET STACKED IN 3/4"GROUT,PLASTER SMOOTH CONCRETE PAD IS 4"THICK WITHOUT REINFORCEMENT. OR SEPARATE PRECAST BASE CONSTRUCTION DRAWING APPROVAL E INSIDE AND OUT. REINFORCING STEEL(FOR SEPARATE BASE ONLY) LADDER SHALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED MANUFACTURERS RECOMMENDED PLAN 023 N 6. SO IN/R IN EACH DIRECTION FOR 48"DIA DJ PROCEDURES. 4. STEPS OR RUNGS SHALL BE ADDED AS NEEDED 0.30 SO Irv/R IN EACH DIRECTION FOR 54"DIA THIS PLAN SHEET HAS BEEN REVIEWED AND PER SS-040 AND SS-050. 48"TYPE I OR II SEWER MANHOLE APPROVED PER THE CONDITIONS ON THE TITLE •Ey au.E DBPARTYBNT OA PUBLIC YOAG4 {Y aAi DBPAA'lMRFI 0!PUBLIC 1I0R69 Ry wrc DBPAR'EID3N4 OP PUBLIC YORSR N;Y N^s DBPARTYBNT 0!PUBLIC YOB59 Ql Od, DETAIL of O,, STANDARD pETAIL l Oy STAN LIMB pETAIL Gl Oy STANDARD DETAIL SHEET. STANDARD DETAI"STANDARD NUMBER wnlnm STANDARD DETAIL NUMBER �n�r.>v STANDARD DETAIL NUMBER .�nvANFSTANDARD DETAIL NUMBER MANHOLE LADDERSS-040 a®< MANHOLE PAD AND ADNSTMENT SS-070 v®4 MONITORING MANHOLE SS-130 a®; MANHOLE TYPE I SS-010 BY;_________ $<trot0 +<tNctO $<Ixo�O CITY ENGINEER,CITY OF ARLINGION w DATE: THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW uc A A 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE N0. REVISION BY M /� R T l� P Of f36704�0`� 0 3O4-wGtTLWPaA99? VO7 'i'f�vtsreR�� SEWER STANDARD DETAILS a DESIGNED BY: REVIEWED BY: s2s-4?2-MV �NqL EN C6 . 6 IY!!W.0"ANSTANIY.GYAI/ 5 /19 SEC 22 TWP 31 RGE 5E FUSION BONDED TYPE A BLOCKING EPDXY COATED FOR 11 1^&221n'VERTICAL BE 1 SHACKLE RODS VB 6 d L (nP 5-1/4"MVO HYDRANT McGARD STD.DUTY LOCK N - S1,2 -d INSTALLED PLUMB.SEE REQUIRED IN RURAL OR ISOLATED w- rc NOTE 1 LOCATIONS IF REQUIRED BY CITY F - - 4ow 2 ENGINEER 4 TURNBUCKLES z r� rc� - SEE NOTE 4 4-1/2"PUMPER Iw nV PORT,SEE NOTE 3 11 4 z 3/+ 64 300 BREAKAWAY BOLTS VALVE BOX PER 36'FOR PIPE DR.OVER 1 SMALLER AND BREAKAWAY 3' STD PLAN W_190 e' 300 3/4 48'FOR PIPE OIL.OVER EXCEED GUARD POST CONCRETE PAD ° 3/. MAX.DEPTH SHALL NOT EXCEED 60" OPERATING ROD SEE NOTE 9 ° I ° i a 4�2 SEE STANDARD 12' J00 COU PUN G 2" 1/4"STEEL 1' 125 5 .. ..°`.. y .- DETAIL N0.W-020 PLATE ! 36" UNBALANCED CROSS CROSS WITH PLUG v CONCRETE PAD FLANGED TEE OR Cfk, e FUSION BONDED EPDXY COATED SEE NOTE 6 LENGTH VARIES(24"MIN) TAPPING TEE(FL) SHACKLE RODS THRUST BLACK MEGALUG RETAINER 24" (TYP) GUNDS EBPA106 ® O Q ♦ ` 4 O 0 \ . 1/4"STEEL 1 e S e aI 4 TURNBUCKLES o 4 PU E TYPE A I SHACKLE RODS I J MIN SEE NOTE B 24' a" i/ 0.19+5 1 OI O UNDISTURBED i6"xi 6"x4" 'a EARTH CONC BLOCK 6"CEMENT LINED DIP 6'RESILIENT SEAT GATE GUARD POST ��TEE HORIZONTAL BEND e a o 1/2 CV W/MJ RESTRAINED JOINT VALVE(FLxMJ).MUELLER,MH 36'• WASHED ROCK SEE NOTE 7 OR APPROVED EQUAL 1',y,`` SEE NOTE 1 SEE w-225 1-1/2"MINUS >_ 3 FOR CONTINUATION NOTES: / 1. HYDRANTS AND ALL MATERIALS SHALL CONFORM TO AMA STANDARDS AND SHALL BE OF STANDARD TYPE B BLOCKING a WATER MAIN MANUFACTURE(M&H 929 RELIANT OR MUELLER SUPER CENTURION 250 ONLY). ELEVATION PLAN 1 FOR VERTICAL BEdNDS L m 2. THE CENTER OF THE HYDRANT SHALL BE 3'FROM FACE OF CURB.IF THERE IS NO CURB,THE CENTER OF T HYDRANT SHALL BE 3'ROM RIGHT-OF-WAY AND A MINIMUM OF 5 FROM TRAVELED LANE. I' 1/4"STEEL �i w PLATE w �x 8 N 3 STREET OR ROADWAY FOR THE OFIREW ENGINE ACCESS. TEE ADAPTER ASSEMBLY.PUMPER PORT TO BE FACING TEE PIPE&CAP o " i;� 4 MATERIAL LIST; 4. TWO 2-1/2'HOSE PORTS W/N.S.T.AND 1-1/4"OPERATING NUTS. v �o o� w 6wz 4 ° I O 24"x24"x4"CONCRETE PAD IN UNPAVED AREA THRUST BLOCK AREA IN SQUARE FEET(SEE STD DETAIL NO W-165) 5. PROVIDE GUARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REQUIRED BY CITY ENGINEER PER STD. �4 2] 3 ° 0 CAST IRON VALVE BOX AND EXTENSION PER STANDARD DETAIL NO.W-190 DETAIL W-030. SqL FIRM SILtt SAND ILT COMPACT SAND COMPACT SAND&GRAKL 6 300 45 84 4 3/4 20 8 6. INSTALL 3'x3'x4'CONCRETE PAD(3000 PSI)AROUND HYDRANT IN UNPAVED AREPS INCLUDING PLANTER 90' 45'BEND 11 t ' 90' 45'�BEpD t t ' 90' 45'BEND t t 18_ 125 5 .ed 3O 6"GATE VALVE WITH RESILIENT SEAT(MUELLER,M&H OR APPROVED EQUAL) STRIPS.COMPLETELY SURROUND HYDRANT W FULL DEPTH OF CONCRETE PAD WITH 1/4"JOINT MATERIAL TTNG BErvp TEE CAP OR PLUG&e[t0/2'RIED TEE CAP We&12B2Wt0/2'BEND TEE CAP OR Pwe&BE o/2 / ©MAINUNE SIZE TEE WITH FLANGE BEFORE PLACING CONCRETE. '�D a ].0 a.z t zR z.t 2 t l 0 z2 t.s Ls 16 °5 NOM: b" nB 9.4 .4 9 5.0 3.5 1 O 6"D.I.P. 7. HYDRANT RUN TO BE 6'CEMENT LINED DUCTILE IRON PIPE CLASS 52 WITH RESTRAINED JOINTS(MEGALUG w e" 23.3 16.] 16.] t. 8.4 &4 .4 B.B 6.3 6.3 2.5 TYPE B OR APPROVED EQUAL).HYDRANT RUN LONGER THAN 50 FEET SHALL BE 8'DIP.OR URGER. it 12" 53.0 375 3].5 15.0 26.5 IB.e 18.8 ].5 20.0 14.0 14.0 .6 ©MEGALUG 1. GUARD POSTS SHALL BE 8'LONG,6"DIAMETER,CONCRETE FILLED CLASS 52 D.I.PIPE OR AREAS CALCUUTED ON 300 PSI TEST PRESSURE AND 3-O MIN COVER OVER WAIERMNN FOR NOTES SEE STD DETAIL NO.W-175 8. %"CALM.SHACKLE RODS WITH THE EYE BOLTS AT BOTH ENDS REQUIRED FROM VALVE TO HYDRANT. 8'LONG 8"DIAMETER REINFORCED CONCRETE.PAINTED WITH TWO COATS OF HIGH GLOSS CATERPILLAR YELLOW(RUST-OLEUM)TYPE PAINT. ®IF ECOLOGY BLOCKS MAY BE USED IN LIEU 9. FIRE HYDRANTS SHALL BE PAINTED WITH TWO COATS OF HIGH GLOSS EQUIPMENT YELLOW'RUST-OLEUM" OF POURED-IN-PUCE BLOCKING FOR 4yy O wni DPARTA�NT OP PUffiIC aORB STANDARD DETAIL tTy O a DFPAB'fLBNT OF PUBLIC WOW STANDARD DETAIL FIRINGS IN SHADED PORTION OF TABLE G A O A TYPE PAINT 2. TOP OF GUARD Posr SHALL BE LEVEL WITH TOP OF OPERATING NUT. .1nV.�. STANDARD DETAILS .1n�Y>m STANDARD DETAILS RESTRAINED JOINTS MUST BE USED. NUMBER NUMBER 10.INSTALL 24"K24"K4"CONCRETE PAD(3000 PSI)AROUND VALVE BOX AND 48'x48"x4"FOR MULTIPLE VALVE FOR NOTES SEE STD DETAIL NO W-165 VERTICAL THRUST BLOCK BOXES IN UNPAVED ARE4 aBLING'S0 m TYPE A&TYPE B w-170 a+<ING,IpR FIRE LINE CONNECTION w-220 .D O °vW DSPABID)]DYT OF PUBLIC 1IOBBS STANDARD DETAIL 1Ty O ° DBPAR➢'MRFI OP PUBLIC 1I0R69 STANDARD DETAIL lyy O aAT OBPABle®FF oP PUBLIc 1YOTOs STANDARD DETAIL STANDARD DETAILS NUMBER ° s mn°. STANDARD DETAILS NUMBER ° A wnu>om STANDARD PLANS NUMBER 24"x24"x4'CONIC.PAD v®'Z FIRE HYDRANT ASSEMBLY w-0I0 a®'� FIRE HYDRANT GUARD POST w-030 a®t THRUST BLOCK w-16� 7 6 36"FOR PIPE DIA.12"OR SMALLER 48"FOR PIPE DIA. _ 8 OVER 12"MAX.DEPTH SHALL UNDISTURBED a NOT EXCEED 60' w NATIVE a o GROUND 6 MP HOLE \\�.. rc COMPACTED GRANULAR (1 3 L/j' 10 ] o fL PIPE 9 CONCRETE PAD ILL NOTE 1) e W U 4 SEE NOTE 10 �I n � Y N A(. o COMPACTED K 18' 11 12 0l Pz BACKFILA W - " f 3 �2 2 THRUST WATER MAIN 8 2 UNDISTURBED EARTH 13 r J� - BLOCKING PER GRAVEL BACKFILL FOR DRAINS U ��-3 _,fC.J.. ,F.�.- 10• STD DETAIL (PCC COURSE AGGREGATE GRADING ;a' 3 NO.W160 NO.5 PER WSDOT 9-03.1(3)C) 8" EXPANSION JOINT MATERIAL _j BACK FACE < MATERIAL LIST' (SEE NOTE 2) NOTES AND MATERIALS: To THE AREA BAC REFS OFACE F BLOCK MEASURED IN 1 BLOWOFF HYDRANT KUPFERLE TO NORM#78 6 LOCK TO BE SUPPLIED BY CITY OF ELEVATION PLAN O1 2 CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP. SQUARE FEET O BRONZE TO BRONZE DESIGN SERVICEABLE O ARUNGTON. ROM ABOVE WITH OUTLET EXPOSED.2-1/2' 2: 0 2"BALL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP,MUELLER OR FORD ONLY. NET OUTLET LOCKING CAP ON OPERATOR. CAST IRON VALVE BOX AND EXTENSION PER HORIZ CU OF PIPE AND ..n� Y STD DETAIL W-190 U BLOCK a Q 2 HOPE CTS CUSS PP HIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AND Q 2"BRASS 90'BEND 10 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. TM�`� DETAIL O MAINLINE SIZE TEE WITH 6"FLANGE O (MUELLER ERVAM&HW OR APPROVED EQUAL)WITH A 03 O 2'COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). 6'FUNGE X 2"COMPANION FLANGE N © MID-STATES DIALID. METER BOX MSBCF a O METER(SIZE AS SHOWN IN PUN)SHALL S INB MEBED BY CITY ET R I S DIVISION AT OWNER'S EXPENSE. NOTES: 1730-18/W DI LID. Og 2"HDPE HI MOILRES CL 2AD CTS POLY PIPE W/2 , CITY WILL INSTALL ADAPTERS AT BOTH ENDS OF METER IF THE METER IS NOT 2". 2'MIP COMPRESSION ADAPTERS a 1. LOCATION AND SIZE OF BLOCKING FOR PIPE URGER THAN 12"DIAMETER AND FOR SOIL TYPES OO 2-1/2°CAP NATIONAL STANDARD THREAD. © METER BO%SHALL BE MIDSTATES PLASTICS(1]30-18)W/SOLID DI LID WITH 1 3/4'HOLE FOR TOUCH DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER, Q READ PAD(TIRE). 2. ALL BLOCKING FOR HORIZONTAL FITTINGS(POURED IN PUCE)SHALL BEAR AGAINST UNDISTURBED NATIVE c �] 2"ANGLE METER CHECK COUPLING(LOCKABLE). GROUND OR FILL MATERIAL COMPACTED TO 95%MAXIMUM DENSITY. 3. ALL POURED THRUST BLOCKS SHALL BE BACKFIED AFTER MINIMUM 1 DAY. PRESSURE TESTING SHALL SY NST DBPARTI�tT OP PUBLIC WORNS Q BO COMPRESSION x FIPT ADAPTER WITH PLASTIC PLUG. OCCUR AFTER CONCRETE HAS RUCHED COMPRESSIVE STRENGTH((c). G1 Oy STANDARD DETAIL 4. ALL BLOCKING TO BE CONCRETE CL 3000-1 (3000 PSI). °'n'!�. STANDARD DETAILS NUMBER Know Wllat'S bPiIOW O9 EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE AND AN ADDITIONAL 5'BEYOND EASEMENT LINE. 5. BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST RTTNG SURFACE AREA POSSIBLE,BUT SHALL NOT COVER OR ENCLOSE BELL ENDS,JOINT BOLTS OR GLANDS.ACCESS TO BOLT AND GLANDS oD NOTES: SHALL BE PROVIDED. ap o; ° 2" 13LOWOFF ASSEMBLY W-180 ■A= {. 10 METER LENGTH BUNK STUB FORA 2'METER,W=17-1/4". 6. ALL HORIZONTAL BLOCKING THRUST AREAS SHALL BE CENTERED ON PIPE. LING' Call befom you dig. Ua 1. CONCRETE SHALL BE CLASS 3000 PSI MIN. 7. WHERE POURED-IN-PLACE BLOCKING IS REQUIRED AT A POINT OF CONNECTION TO AN EXISTING 11 2"METER SERER.FORD OR MUELLER. WATERMAIN,THE BLOCKING SHALL BE INSTALLED PRIOR TO CONNECTION WHENEVER POSSIBLE OR AS 2. INSTALL 1/4'EXPANSION JOINT MATERIAL WITH FULL DEPTH OF CONCRETE PAD AROUND HYDRANT. DIRECTED BY THE CITY ENGINEER. CONSTRUCTION DRAWING APPROVAL E 12 BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER. 8. TEMPORARY BLOCKING,IF USED,SHALL BE APPROVED BY THE CITY ENGINEER. N THIS PLAN SHEET HAS BEEN REVIEWED AND 4yy O 01"` DSPARf'eNN'U'OF PUBLIC lIOR&5 STANDARD DETAIL �'Dy O 01^T DBPARFY&tT OF PUBLIC INBER STANDARD DETAIL ♦'Dy O °^T nBPARfvenT OP PnBLIc BmaLS STANDARD DETAIL APPROVED PER THE CONDITIONS ON THE TITLE G e °+n�Ymm STANDARD DETAILS NUMBER ° a MrnY>oN STANDARD DETAILS NUMBER G s STANDARD DETAILS NUMBER SHEET. v 4 FIRE HYDRANT CONCRETE PAD 2"AND SMALLER THRUST BLOCK ® w-ozo ®; a®= w-1s5 'a g<ING'LO a<ING't0 NON-RESIDENTIAL WATER SERVICE w-0�J0 +<ING'�o a F CITY ENGINEER,CITY LINGTON w DATE: _-------_ THIS APPROVAL VALID FOR 18 MONTHS E N PLAN CHECK BY DATE � � A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW uc 63XX 188TH STREET, ARLINGTON, WA 98223 181202 Consulting Engineers DATE N0. REVISION BY SMARTCAP O E36ST 704 0 DESIGNED BY: REVIEWED BY: 31OARZIPV97 V�A 9"2J 07 �ff�NNgL EEN��� WATER STANDARD DETAILS a wAn425-4 s w40w.ctaTl 5/23/19 C6 . 7 SEC 22 TWP 31 RGE 5E b m 32 �4?0 ' 1 \ \ \ \ \ \ \ \ \ \ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\\\\\\\\\\\\\ \\\\ \ \ \ \ \ \ \ \ \\\\ \ - \\\\\\\\\ 1 L I \ ` i O \ \ \ I I •I I z - -I� I I I � I I I ��\���������\� I I I `I � I I � I I I I // I�•i I� \ � m I \ \ \ I \\ \ x�x\ m� a I I I ;.A I/ 676ZWr vT'}m ore n� I 1� NOTES: Z ., r w 0 30 60 1. SEE SHEET C1.1 AND C1.2 FOR GENERAL INFORMATION. z®K a U 2. PLACE MEDIUM CEDAR BARK IN ALL AREAS WITHIN THE LIMITS OF °N , z Scale in Feet WORK THAT ARE NOT PAVED. /dN LIOUIDAMBAR SIYRACIFLUA'MORAINE' -MORAINE SWEETGUM 2'CALIPER (81) 3. PLACE A MINIMUM OF 4" TOPSOIL IN ALL PLANTING BEDS. o PLANTING SOIL MIX FOR BACKFILL FOR ALL TREES, SHRUBS AND 4 E GROUNDCOVER SHALL BE MIXTURE OF 2/3 TOPSOIL AND 1/3 PRUNUS LAUROCERASUS- "OTTO LUMEN'LAUREL 2 GAL (26) z ORGANIC MATTER, OR COMMERCIALLY AVAILABLE 3—WAY TOPSOIL MEDIUM TREES (35-50 HT.) LARGE TREES (50' HT.AND CORNUS STOLONIFERA- RED OSIER DOGWOOD"KELSEYI" 2 GAL (156) 4. PLANTING AND TOPSOIL STANDARDS SHALL MEET CITY OF LA ARLINGTON CODE. LOW SHRUBS, LAWN,OR 36"FOR LARGE TREES 24"FOR MEDIUM TREES GROUNDCOVER (24"AND LESS) VIBURNUM DAVIDII - DAVID'S VIBURNUM 2 GAL (129) 5. CONTRACTOR SHALL FOLLOW STANDARDS FOR NURSERY STOCK > AND THE ANI "AMERICAN STANDARDS FOR NURSERY STOCK. O BUXUS SEMPERVIRENS YARIEGATA' -VARIEGATED ENGLISH BOXWOOD 2 GAL (247) U al 6. PLAN SHALL BE FOLLOWED. NO SUBSTITUTIONS SHALL BE MADE CURB WITHOUT THE APPROVAL OF THE ENGINEER. -0 a SIDEWALK cross 7. ALL PLANT PITS SHALL BE INSPECTED TO INSURE PROPER C "` TYPEBPTH , a DRAINAGE. y TOPSOIL c INSTALL ROOTBARRIER 18" 8. CONTRACTOR SHALL GUARANTEE PLANT MATERIAL AND y C DEPTH, 12 FEET, BOTH SIDES, ` 'a WORKMANSHIP FOR A PERIOD OF ONE YEAR AFTER FINAL 0 IM FROM SIDEWALK/ROADWAY 10 ACCEPTANCE. REPLACE PLANTS UNDER GUARANTEE WITH SAME im MPROVEMENTS. p ' VARIETY AND ROOT CONDITION AS MATERIALS ORIGINALLY x --3 o COMPACTED NATIVE SOIL Know what's b@IOW. a SPECIFIED. A NEW GUARANTEE PERIOD WILL BE ESTABLISHED FOR d t. CaII bef0lre]IOU dig. o THESE REPLACED MATERIALS. TRAFFIC LANES BIKE LANE 5' MIN. SIDEWALK 4.5' MIN. E 9. CONTRACTOR SHALL PLACE UNIFORM 2" MULCH OVER PROPERLY AMC 20.76.130 SHADING CALCULATIONS CONSTRUCTION DRAWING APPROVAL CLEANED AND GRADED PLANT BEDS. MEDIUM AND LARGE TREES BEHIND SIDEWALK PARKING AREA = 130,000 SF THIS PLAN SHEET HAS BEEN REVIEWED AND 10. ALL TREES SHALL HAVE 24" PLASTIC ROOT BARRIER PLACED TREE SHADING = 35000 SF APPROVED PER THE CONDITIONS ON THE TITLE , BETWEEN THE ROOT BALL AND CURBING, PAVEMENT, OR SHEET. SIDEWALKS. I 35,000 SF / 130,000 SF = 27% SHADING BY:______ _ a 1 1. IRRIGATION SHALL DESIGN BUILD BY OTHERS A cnY ENGINEER.CITY OF ARLINGTON w DATE: THIS APPROVAL VALID FOR 18 MONTHS E PLAN CHECK BY DATE ���� A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW,,, 63XX 188TH STREET, ARLINGTON, WA 98223 181202 /23/19 1 DESIGN REVIEW EJS Consulting Engineers DATE N0. REVISION BY SMARTCAP Of f36704 0 304-WatErl�Nra?00� �f/� ER V� LANDSCAPE PLAN (NORTH) L a DESIGNED BY: REVIEWED BY: s2s-422-asao �NqL EN IYIYW.0"A675TANAYGt21/ 5/23/19 FND 1 2'REBAR FND 1/Y F SEC 22 TWP 31 RGE 5E 0.28'N(1/19) W/�•1T c.v w�T r �j%rriiirr rii I I I I � I I I /��ii, � I I 100 FIELDS E 3 /'r''lrri M I I FND 1/2 REBAR L I /i rr r - _ (1�) I I � I I V Y I �riiijii� T � T T T -- ,rir t - I • r„iii%r'iii%�'ir/�r/,,, � � /�i� ,,,:III - ��,/,�,jjr r / • - /' jjiijjj%jiijj, /I I I I ��rms \ I I / ' ' '/ __ =- ,iiiiiriir/iiiiiiryrirrr a - U ❑ ,,, z ,i f>'�yirri,rr j/ijrijj ///iiii. ,r/rii ,r r - • --- // __-- ri ----- m FND 1 2'REBAR/ E W/OAP'12718' z 0.12'N,0.1I'E T (12/17) =-- 3 • %r %/%%r%%r% r%%i/ ' %%/%% u AND a /%////.— -- ————— 11 FND 1/Y REBAR sun 7/2•RE.HAR I `IFND , FND 5/8'RE9A�R a N NOTES: 0 30 60 Know what's below. 1. SEE SHEET C1.1 AND C1.2 FOR cai Scale in Feet GENERAL INFORMATION. Call bef01're you"V dig. E 2. SEE SHEET L1.1 FOR ADDITIONAL CONSTRUCTION DRAWING APPROVAL NOTES, DETAILS, AND LEGEND. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. a BY: F MY ENGINEER,CITY OF ARLINGTON w DATE: THIS APPROVAL VALID FOR 18 MONTHS E PLAN CHECK BY DATE A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW uc 63XX 188TH STREET, ARLINGTON, WA 98223 181202 /23/19 1 DESIGN REVIEW JEJS Consulting Engineers DATE N0. REVISION BY SMARTCAP O f E36704�0`�� LANDSCAPE PLAN (SOUTH) L1 . 2 31OARZIM97 SV�A 9"2J07 "f a•SEER �DESIGNED BY: REVIEWED BY: s2s-sa2-asao l{7YTf 0"Awsr"Naw 5/23/19 cl�Y �� CONTRUCTION PLAN REVIEW & INSPECTION FEE WORKSHEET 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 II 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 SmartCAP 188th St $ 987,536.88 1 $ 1,837,582.00 $ 2,825,118.88 Verify formula, totals do not match PLAN REVIEW& INSPECTION FEES PLAN REVIEW&INSPECTION FEE (6%of Project Value) $ 169,507.00 GRADING FEE(4) (Cubic Yard ) $ - Review fees due at time of submittal Total Review Fees Due $ 169,507.00 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 $ 987,536.88 PERFORMANCE DEVICE 150% Amount Due $ 1,481,305.31 Base Calculation of Maintenance Device $ 910,076.25 MAINTENANCE DEVICE 20% Amount Due $ 182,015.25 1 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET TEMPORARY EROSION & SEDIMENT CONTROL Include Public Improvements &Private Development Description Unit Price Unit Quantity Cost Reference# Backfill &compaction-embankment $ 6.50 CY $ Check dams $ 78.00 EACH $ - BMP C207 Catch Basin Protection $ 35.50 EACH 47 $ 1,668.50 Crushed surfacing 1 1/4" minus $ 18.00 TON $ - WSDOT 9-03.9(3) Ditching $ 8.00 CY $ Excavation-bulk $ 3.00 CY $ - Fence, silt $ 2.00 LF 3900 $ 7,800.00 BMP C233 Fence, Temporary(NGPA) $ 2.00 LF $ - Geotextile Fabric $ 2.50 SY $ Hay Bale Silt Trap $ 0.50 EACH $ Hydroseeding $ 4,200.00 ACRE $ BMP C120 Interceptor Swale/Dike $ 1.00 LF $ Jute Mesh $ 2.00 SY $ BMP C122 Level Spreader $ 1.75 LF $ Mulch, by hand, straw, 3"deep $ 3.00 SY $ BMP C121 Mulch, by machine, straw, 2"deep $ 1.00 SY $ BMP C121 Piping,temporary, CPP, 6" $ 12.50 LF $ Piping,temporary, CPP, 8" $ 19.00 LF $ Piping,temporary, CPP, 12" $ 24.00 LF $ - Plastic covering, 6mm thick, sandbagged $ 3.00 SY 500 $ 1,500.00 BMP C123 Rip Rap, machine placed; slopes $ 50.00 CY $ - WSDOT 9-13.1(2) Rock Construction Entrance, 50'xl5'xl' $ 1,800.00 EACH $ - BMP C105 Rock Construction Entrance, 100'xl5'xl' $ 3,600.00 EACH 1 $ 3,600.00 BMP C105 Sediment pond riser assembly $ 3,050.00 EACH $ - BMP C241 Sediment trap, 5' high berm $ 21.00 LF $ BMP C240 Sed.trap, 5'high, riprapped spillway berm section $ 79.00 LF $ BMP C240 Seeding, by hand $ 1.00 SY $ BMP C120 Sodding, 1"deep, level ground $ 8.00 SY $ BMP C120 Sodding, 1"deep, sloped ground $ 9.50 SY $ - BMP C120 TESC Supervisor $ 84.00 HR 100 $ 8,400.00 Water truck, dust control $ 130.00 HR 300 $ 39,000.00 BMP C140 WRITE-IN-ITEMS $ - $ $ - $ $ - $ SUBTOTAL(TESC Only): $ 61,968.50 MOBILIZATION 10%: $ 6,196.85 CONTINGENCY 15%: $ 9,295.28 TOTAL: $ 77,460.63 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STORMWATER DRAINAGE Public Private Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Access Road, Retention/Detention $ 26.00 SY $ - $ - (CBs include frame and lid) Beehive $ 90.00 EACH $ - $ - CB Type 1 $ 1,650.00 EACH $ - $ - CB Type IL $ 1,850.00 EACH 3 $ 5,550.00 44 $ 81,400.00 CB Type 11, 48" Dia $ 2,550.00 EACH $ - $ - for additional depth over 4' $ 650.00 FT $ - $ - CB Type 11, 54" Dia $ 2,700.00 EACH $ - $for additional depth over 4' $ 600.00 FT $ - $ - CB Type 11, 60" Dia $ 2,900.00 EACH $ $ for additional depth over 4' $ 750.00 FT $ $ CB Type 11, 72" Dia $ 4,000.00 EACH $ $ for additional depth over 4' $ 900.00 FT $ $ Through-curb Inlet Framework(Add) $ 550.00 EACH $ $ Cleanout, PVC, 4" $ 200.00 EACH $ $ Cleanout, PVC, 6" $ 250.00 EACH $ $ - Cleanout, PVC, 8" $ 300.00 EACH $ 10 $ 3,000.00 Culvert, Box ft x ft $ - LS $ $ - Culvert, PVC, 4" $ 12.00 LF $ - $ - Culvert, PVC, 6" $ 17.00 LF $ - $ - Culvert, PVC, 8" $ 19.00 LF $ - $ - Culvert, PVC, 12" $ 30.00 LF $ - $ - Culvert, CMP, 8" $ 23.00 LF $ - $ - Culvert, CMP, 12" $ 35.00 LF $ - $ - Culvert, CMP, 15" $ 42.00 LF $ - $ - Culvert, CMP, 18" $ 47.00 LF $ - $ - Culvert, CMP, 24" $ 69.00 LF $ - $ - Culvert, CMP, 30" $ 100.00 LF $ - $ Culvert, CMP, 36" $ 150.00 LF $ $ - Culvert, CMP,48" $ 194.00 LF $ $ - Culvert, CMP, 60" $ 310.00 LF $ $ Culvert, CMP, 72" $ 400.00 LF $ $ Culvert, Concrete, 8" $ 36.00 LF $ $ Culvert, Concrete, 12" $ 43.00 LF $ $ Culvert, Concrete, 15" $ 52.00 LF $ $ Culvert, Concrete, 18" $ 55.00 LF $ $ Culvert, Concrete, 24" $ 85.00 LF $ $ Culvert, Concrete, 30" $ 136.00 LF $ - $ - Culvert, Concrete, 36" $ 165.00 LF $ - $ - Culvert, Concrete,42" $ 196.00 LF $ - $ - Culvert, Concrete, 48" $ 210.00 LF $ - $ - Culvert, CPP, 6" $ 16.00 LF $ - $ - Culvert, CPP, 8" $ 22.00 LF $ - $ - Culvert, CPP, 12" $ 28.00 LF $ - $ - Culvert, CPP, 15" $ 34.00 LF $ - $ - Culvert, CPP, 18" $ 39.00 LF $ - $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET Culvert, CPP, 24" $ 49.00 LF $ - $ - Culvert, CPP, 30" $ 62.00 LF $ - $ - Culvert, CPP, 36" $ 69.00 LF $ - $ - Ditching $ 12.00 Cy $ - $ - Flow Dispersal Trench (1,436 base+) $ 40.00 LF $ - $ - French Drain (3'depth) $ 39.00 LF $ - $ - Geotextile, laid in trench, polypropylene $ 5.00 SY $ - $ - Infiltration pond testing $ 125.00 HR $ - $ - Mid-tank Access Riser,48"dia, 6'deep $ 2,025.00 EACH $ - $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - $ - Pipe, C900 $ 90.00 LF $ - $ - Pond Overflow Spillway $ 18.00 SY $ - $ - Restrictor/Oil Separator, 12" $ 1,500.00 EACH $ - $ - Restrictor/Oil Separator, 15" $ 1,550.00 EACH $ - $ - Restrictor/Oil Separator, 18" $ 1,680.00 EACH $ - $ - Riprap, placed $ 52.00 Cy $ - $ - Tank End Reducer(36" Dia) $ 1,280.00 EACH $ - $ - Thru-Inlet at CB $ 150.00 EACH $ - $ - Trash Rack, 12" $ 320.00 EACH $ - $ - Trash Rack, 15" $ 325.00 EACH $ - $ - Trash Rack, 18" $ 350.00 EACH $ - $ - Trash Rack, 21" $ 375.00 EACH $ - $ - WRITE-IN-ITEMS 6" PVC Perf Pipe $ 19.00 LF 350 $ 6,650.00 4288 $ 81,472.00 Infiltration Trench/Mat(2.5'Thick) $ 30.00 Cy 100 $ 3,000.00 2310 $ 69,300.00 6" PVC Pipe $ 17.00 LF $ - 1000 $ 17,000.00 $ - $ - $ - $ - $ - $ - SUBTOTAL: $ 15,200.00 $ 252,172.00 MOBILIZATION 10%: $ 1,520.00 CONTINGENCY 15%: $ 2,280.00 TOTAL: $ 19,000.00 $ 252,172.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET GENERAL ITEMS Public Improvements Description Unit Price Unit Quantity Cost Backfill &Compaction-embankment $ 8.00 CY $ - Backfill &Compaction-trench $ 11.00 CY $ - Clear/Remove Brush, by hand (acre) $ 2,363.00 ACRE $ - Bollards-fixed $ 325.00 EACH $ - Bollards-removable $ 600.00 EACH $ - Clearing/Grubbing/Tree Removal $ 6,000.00 ACRE $ - Excavation -bulk $ 2.50 CY $ - Excavation -Trench $ 5.00 CY 100 $ 500.00 Fencing, cedar, 6'high $ 25.00 LF $ - Fencing, chain link,4' $ 1950. LF $ - Fencing, chain link, vinyl coated, 6'high $ 18.00 LF $ - Fencing, chain link, gate,vinyl coated, $ 1,563.00 EACH I $ - Fencing, split rail, 3'high $ 14.00 LF $ - Fill &compact-common barrow $ 27.00 CY $ - Fill &compact-gravel base $ 30.00 CY $ - Fill &compact-screened topsoil $ 45.00 CY $ - Gabion, 12"deep, stone filled mesh $ 62.00 SY $ - Gabion, 18"deep, stone filled mesh $ 86.00 SY $ - Gabion, 36"deep, stone filled mesh $ 152.00 SY $ - Grading,fine, by hand $ 2.00 SY $ - Grading,fine,with grader $ 1.25 SY $ - Guard Post $ 90.00 EACH $ - Monuments $ 104.00 EACH $ - Sensitive Areas Sign $ 20.00 EACH $ - Sodding, 1"deep, sloped ground $ 10.00 SY $ - Topsoil Type A(imported) $ 30.00 CY $ - Traffic control crew(2 flaggers) $ 98.00 HR $ - Trail,4"chipped wood $ 9.00 SY $ - Trail,4"crushed cinder $ 10.00 SY $ - Trail,4"top course $ 9.50 SY $ - Wall, retaining, concrete $ 66.00 SF $ - Wall, rockery $ 13.00 SF $ - WRITE-IN-ITEMS $ - $ - Subtotal $ 500.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET IMPROVEMENT Public Improvements Description Unit Price Unit Quantity Cost AC Grinding,4'wide machine< 1000sy $ 35.00 SY $ - AC Grinding,4'wide machine 1000-2001 $ 8.50 SY $ - AC Grinding,4'wide machine>2000sy $ 2.50 SY $ - AC Removal/Disposal/Repair $ 60.00 SY $ - Barricade, Type 1 $ 36.00 LF $ - Barricade Type II $ 25.00 LF $ - Barricade, Type III ( Permanent) $ 55.00 LF $ - Conduit, 2" $ 5.00 LF $ - Curb&Gutter, rolled $ 20.00 LF $ - Curb&Gutter,vertical $ 15.00 LF 50 $ 750.00 Curb and Gutter, demolition and disposE $ 20.00 LF $ - Curb, extruded asphalt $ 5.00 LF $ - Curb, extruded concrete $ 4.50 LF $ - Guard Rail $ 30.00 LF $ - Sawcut, asphalt, 3"depth $ 3.50 LF $ - Sawcut, concrete, per 1"depth $ 3.00 LF $ - Sealant, asphalt $ 2.00 LF $ - Shoulder, gravel, 4"thick $ 11.00 SY $ - Sidewalk, 4"thick $ 40.00 SY 110 $ 4,400.00 Sidewalk, 4"thick, demolition and dispo $ 36.00 SY $ - Sidewalk, 6"thick $ 45.00 SY $ - Sidewalk, 6"thick, demolition and dispo $ 45.00 SY $ - Signs $ - LS $ - Sign, Handicap $ 100.00 EACH $ - Striping, per stall $ 7.50 EACH $ - Street Light System $ 50,000.00 LS $ - Traffic Signal $ - LS $ - Traffic Signal Modification $ - LS $ - Striping,thermoplastic, (for crosswalk) $ 3.50 SF $ - Striping,4" reflectorized line $ 0.40 LF $ - AC Patching/Trenching Restoration $ 100.00 TON $ - Controlled Density Fill (CDF) $ 90.00 CY $ - WRITE-IN-ITEMS $ - $ - $ - $ - Subtotal $ 5,150.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET TREET SURFACING/PAVEMENT Public Improvements Description Unit Price Unit Quantity Cost Asphalt Overlay, 1.5"AC $ 12.00 SY $ - Asphalt Overlay, 2"AC $ 15.00 SY $ - Asphalt Road 2", First 2500 SY $ 10.00 SY $ - Asphalt Road 2", Qty. over 2500SY $ 9.00 SY $ - Asphalt Road 3", First 2500 SY $ 15.00 SY 1224 $ 18,360.00 Asphalt Road 3", Qty. over 2500 SY $ 13.00 SY $ - Asphalt Road 5", First 2500 SY $ 22.00 SY $ - Asphalt Road 5", Qty. Over 2500 SY $ 22.00 SY $ - Asphalt Road 6", First 2500 SY $ 25.00 SY $ - Asphalt Road 6", Qty. Over 2500 SY $ 24.00 SY $ - Asphalt Treated Base,4"thick $ 14.00 SY 1224 $ 17,136.00 Gravel Base Course 2" $ 7.50 SY $ - Gravel Base Course 4" $ 15.00 SY $ - Gravel Base Course 6" $ 22.50 SY 1224 $ 27,540.00 Gravel Road,4" rock, First 2500 SY $ 15.00 SY $ - Gravel Road,4" rock, Qty. over 2500 S $ 11.00 SY $ - Concrete Road, 5", no base, over 2500 $ 22.00 SY $ - Concrete Road, 6", no base, over 2500 $ 32.00 SY $ - Thickened Edge $ 11.00 LF $ - WRITE-IN-ITEMS Asphalt Road 4", First 2500 SY $ 18.50 SY $ - Asphalt Road 4", Qty. over 2500 SY $ 17.50 SY $ - Subtotal $ 63,036.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET WATER SYSTEM Public Improvements Description Unit Price Unit Quantity F Cost Blowoff $ 1,800.00 EACH $ - Connection to Existing Water Main $ 2,000.00 EACH $ - Ductile Iron Watermain,CL 52,6 Inch Dia $ 65.00 LF $ - Ductile Iron Watermain,CL 52,8 Inch Dia $ 85.00 LF $ - Ductile Iron Watermain,CL 52, 10 Inch Dia $ 103.00 LF $ - Ductile Iron Watermain,CL 52, 12 Inch Dia. $ 125.00 LF 3855 $ 481,875.00 Gate Valve,6 inch Dia $ 250.00 EACH $ - Gate Valve,8 Inch Dia $ 380.00 EACH $ - Gate Valve, 10 Inch Dia $ 425.00 EACH $ - Gate Valve, 12 Inch Dia $ 500.00 EACH 9 $ 4,500.00 Fire Hydrant Assembly,with Guard Posts $ 3,000.00 EACH $ - Fire Hydrant Assembly,without Guard Posts $ 2,500.00 EACH 11 $ 27,500.00 Air-Vac,8 Inch Dia $ 6,000.00 EACH $ - Air-Vac,10 Inch Dia $ 7,500.00 EACH $ - Air-Vac, 12 Inch Dia $ 12,000.00 EACH $ - Pressure Reducing Valve Assembly,8 In. Di $ 3,800.00 EACH $ - Pressure Reducing Valve Assembly, 10 In. D $ 4,200.00 EACH $ - Pressure Reducing Valve Assembly, 12 In. D $ 5,000.00 EACH $ - Valve Marker Post $ 350.00 EACH $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - Subtotal $ 513,875.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET SANITARY SEWER Public Improvements Description Unit Price Unit Quantity Cost Connection to Existing Sewer Main $ 500.00 EACH $ - Clean Outs $ 500.00 EACH $ - Grease Interceptor, 500 gallon $ 6,000.00 EACH $ - Grease Interceptor, 1000 gallon $ 10,000.00 EACH $ - Grease Interceptor, 1500 gallon $ 15,000.00 EACH $ - Side Sewer Pipe, PVC.4 Inch Dia $ 8.00 LF $ - Side Sewer Pipe, PVC. 6 Inch Dia $ 12.00 LF $ - Sewer Pipe, PVC, 8 inch Dia $ 33.00 LF 1600 $ 52,800.00 Sewer Pipe, PVC, 12 Inch Dia $ 41.00 LF $ - Sewer Pipe, PVC, Inch Dia $ - LF $ - Lift Station (Entire System) $ - LS $ - Manhole,48 Inch Dia $ 3,000.00 EACH 4 $ 12,000.00 for additional depth over 4 feet/per fo $ 532.00 FEET $ - Manhole, 54 Inch Dia $ 3,500.00 EACH $for additional depth over 4 feet/per fo $ 532.00 FEET $ - Manhole, 60 Inch Dia $ 3,700.00 EACH $for additional depth over 4 feet/per fo $ 532.00 FEET $ - Manhole, 72 Inch Dia $ 4,000.00 EACH $for additional depth over 4 feet/per fo $ 625.00 FEET $ - Manhole, 96 Inch Dia $ 5,000.00 EACH $for additional depth over 4 feet/per fo $ 625.00 FEET $ - Outside Drop $ - LS $ - Inside Drop $ - LS $ - Pipe, C-900 $ 90.00 LF $ - Pipe, High Density Water Pipe(HDWP) $ 160.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - Subtotal $ 64,800.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET LANDSCAPING &VEGETATION Include Public Improvements &Private Description Unit Price Unit Quantity Cost Street Trees $ 500.00 EACH 61 $ 30,500.00 Root Barrier EACH 61 $ - Median Landscaping $ - LS $ - Right-of-Way Landscaping $ 5,000.00 LS 1 $ 5,000.00 Wetland Landscaping $ - LS $ - Private Landscaping $ 30,000.00 LS 1 $ 30,000.00 WRITE-IN-ITEMS $ - $ - $ - $ - Subtotal $ 65,500.00 (INCLUDES GENERAL, STREET,SURFACING,WATER, PUBLIC SEWER, LANDSCAPING) SUBTOTAL $ 712,861.00 MOBILIZATION 10%: $ 71,286.10 CONTINGENCY 15%: $ 106,929.15 GRANDTOTAL: $ 891,076.25 Rev 7/2017 Stormwater Management Report May 23 , 2019 SmartCAP 1881" St Industrial Development Prepared for: Robert Shipley SmartCAP Group 8201 164th Ave SE Suite 110 Redmond, WA 98052 (360) 474-0600 Prepared by: \� j S ��oF wAStirc,p�� � c tiQ A TONAL ENS 5/23/2019 Terra Vista NW L L C Consulting Engineers 3204 Smokey Point Dr., Suite 207 www•TerraVistaNW.com Arlington, WA 98223 (425) 422-0840 Terra Vista NW, ,c Storm waterManagemen t Report Table of Contents Stormwater Management Report....................................................................................................................... 1 ProjectOverview............................................................................................................................................2 SiteLocation..............................................................................................................................................2 CodeCompliance.......................................................................................................................................2 ExecutiveSummary.......................................................................................................................................3 Pervious/Impervious Areas............................................................................................................................3 Onsite Pervious/Impervious Area............................................................................................................4 Soils................................................................................................................................................................3 Minimum Stormwater Management Requirements.......................................................................................4 Overview of Minimum Requirements........................................................................................................5 1-Preparation of Stormwater Site Plans.....................................................................................................6 2-Construction Stormwater Pollution Prevention Plan(SWPPP)..............................................................6 3-Source Control of Pollution....................................................................................................................6 4-Preservation of Natural Drainage Systems and Outfalls.........................................................................6 5-Onsite Stormwater Management.............................................................................................................7 6-Runoff Treatment....................................................................................................................................9 7-Flow Control...........................................................................................................................................9 8-Wetland Protection..................................................................................................................................9 9-Operation and Maintenance....................................................................................................................9 Appendix A—Stormwater Pollution Prevention Plan Appendix B—Soils Report Appendix C—Operation and Maintenance Appendix D—Infiltration Trench Drainage Calculations (181202)SmartCAP 188th Page 1 May 20,2019 TerraVista NW, ,c Storm waterManagemen t Report Project Overview Site Location The project is located south of 188th St NE in Arlington, Washington, on a 11.8 acre site. p�N� Portage Creek Wildlife 204th St NE Reserve r Cemetery VRO w z z 4) a) > w > a z a > a Q r; co 9�!n 4-9�2 1$8cn sc N£ W z 0: - > Arlington L A-fund pa I Airport n 0 c z '�IlrY Club pt a� > a s 1 T2nd St NE J z Code Compliance The project will comply with: • [WSDOT] STANDARD SPECIFICATIONS for ROAD, BRIDGE and MUNICIPAL CONSTRUCTION, WSDOT, 2018 Edition with amendments (181202)SmartCAP 188th Page 2 May 20,2019 Terra Vista NW, ,c Storm waterManagemen t Report • [ADCS] Arlington Design and Construction Standards, dated July 2008 • [AMC] Arlington Municipal Code • [SWMMWW] 2012/14 Stormwater Management Manual for Western Washington Executive Summary The proposed project will three industrial buildings with a loading dock and associated parking, constructed on a 11.8-acre site. Frontage improvements will be required along 188th St NE and 1/4 road improvements will be required along the new 63rd Ave NE alignment. Stormwater mitigation for all areas will utilize an infiltration trench. Although the proposed drainage facilities will be of different shapes and sizes, all infiltration facilities will have the same cross section,thus making them identical for modeling purposes. A single stormwater model was created and the size of each facility was prorated based on this single model. A summary of the facility prorations in contained in the enclosed stormwater table. Existing Conditions The subject property is roughly"L" shaped and occupies approximately 12 acres. The property is bordered to the west by Bill Quake Memorial Park, to the south by a vacant commercial lot,to the east by a trailer park, and to the north by 188th Street NE. The site is level,with minimal elevation change over the extent of the property. The majority of the site is covered with grass. The southeast corner of the site is covered by mature coniferous trees. Soils The existing soils consists of approximately 0.5feet of loose topsoil over approximately 1.5 feet of loose to medium dense tan/brown silty sand interpreted to be weathered native soils. Underlying the silty sand to the maximum depth of each test pit exploration was a medium—dense to dense sandy, gravel/gravelly, sand. The geotechnical engineer, Geotest, interprets these soils to be recessional outwash of the Marysville Sand unit. General geologic conditions at the site are mapped as recessional outwash of the Vashon Drift, specifically the Marysville Sand Member(Minard, 1985). These deposits consist of welldrained, stratified outwash silt, sand, and gravel deposited by meltwater flowing south from the stagnating and receding Vashon Glacier during the most recent ice age. These deposits fill the broad valley that contains the cities of Arlington, and Marysville. Onsite explorations indicate that the encountered subsurface soil conditions are in accordance with the mapped soil unit. Groundwater was not encountered in the exploratory test pits at the time of the subsurface explorations but was encountered at approximate depths of 17 and 30 feet BGS. For facilities based in the silty weathered Marysville Sand generally encountered in the upper 2 feet, Geotest recommends a preliminary design infiltration rate of 5 inches per hour. For facilities based in the native unweathered Marysville Sand generally encountered at a depth greater than 2 feet, Geotest recommends a preliminary design infiltration rate of 10 inches per hour. Refer to soils report in Appendix B for additional information. (181202)SmartCAP 188th Page 3 May 20,2019 Terra Vista NW, ,c Storm waterManagemen t Report Proposed Conditions The proposed project will three industrial buildings with a loading dock and associated parking, constructed on a 11.8-acre site. Frontage improvements will be required along 188th St NE and'/, road improvements will be required along the new 63rd Ave NE alignment. Stormwater mitigation for all areas will utilize an infiltration trench. Although the proposed drainage facilities will be of different shapes and sizes, all infiltration facilities will have the same cross section,thus making them identical for modeling purposes. A single stormwater model was created and the size of each facility was prorated based on this single model. A summary of the facility prorations in contained in the enclosed stormwater table. Pervious/Impervious Areas Refer to Figure 1 for a graphical depiction of tributary areas. For use in determining stormwater mitigation fees the following areas represent the true pervious/impervious area for the entire site. Onsite Pervious / Impervious Area Total impervious surface................................................................10.60 ac Total pervious surface.....................................................................1.18 ac TOTAL ONSITE AREA................................................................11.78 ac (181202)SmartCAP 188th Page 4 May 20,2019 Terra Vista NW, ,c Storm waterManagemen t Report Minimum Stormwater Management Requirements Overview of Minimum Requirements Minimum requirements 1-9 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 lNo Minimum Requir&mwAW1 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 K 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. Yes Does the project add 5,000 square feet or 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 AND more to the existingNo No additional NO does the value of the requirements. proposed improvements hard surfaces within -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. UVe Figure 1-2.4.2 im Flog,/ Chart for Determining Requirements for Redevelopment CEPARTMENT �F Revised June,2015 ECOLOGY =lease see h#1pJMww.ecy.waago►dcopyrighthhTdfor copyngh-notice including permissions, State of Washington limitaponof liability.and disciatrrmer. (181202)SmartCAP 188th Page 5 May 20,2019 Terra Vista NW, ,c Storm waterManagemen t 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 Appendix A and on the plan set. The erosion potential for the site is very low to non-existent. The onsite soils are highly infiltratable so no runoff during construction is anticipated. 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 regional drainage infiltrates into the soils. Proposed drainage system will also infiltrate, therefore,preservation of natural drainage systems and outfall is being met. (181202)SmartCAP 188th Page 6 May 20,2019 Terra Vista NW, ,c Storm waterManagemen t Report 5-Onsite Stormwater Management Does the project discharge to Flow C xTtrd Exempt Waters(per Minimum Requirement(MR)#7)? Yes REQUIRED:Implement the fWowing BMPs NO 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 #5?(Per Figure 3.2 or only MR#2) Systems,or Perforated Stub-out Figure 3.3 in Appendix No addrt-nal 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 Permit) NOT REQUI RED:Achievement of the LID NO(yh project dyed Performance Standard-Applying the other Yes MRs#1-#g) BM Ps in List#1 or List#2. Is the project inside the VGA? Did the project developer choose to meet the LID Performan ce Standard? Yes;,: NO Is the project on a parcel NO of 5 acres or large REQUIRED:For each JDidroject developer NO Yes surface.consider the to meet the LID BMPs in the order ance Standard" REQUIRED Meet the LID listed'n List#1 for that Performance Standard through type of surface.Use YeS the use of an BMP(s)n the the frst BtW that is 2014 SWMMWW except for consadered ,� No Rain Gardens(the use of Bioretention is acceptable). NOT REQUIRED: Achievement of the LID tf 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 ]UIRED:Meet the LID Performance in the order listed in List#2 excepbontvanance. Lndard through the use off BMP(s)in for that type of surface-Use 2014 SVVMufWW except for Rain Garder the first BMP that is REQUIRED_Apply BMP T5.13 a use of bioretention is acceptable). considered feasible. Post-Construction Soil Quality and Depth. REQUIRED for Projects TriooerwKI Ma '-r• NOT REQUIRED: Apply BMP T5.13 Post Constructror Achievement of the LID NOT REQUIRED:Applying the Quality and Dept Performance Standard. BMPs in List#1 or List#2. OT REQUIRED:Applying the BMPs,-,Ls. or List#2' 'Recommended by Ecology for projects tnggenng MRs#1 -#5. Figure 1-2.5.1 im Flo,,,,, Chart for Determining LID MR #5 Requirements DEPARTMENT OF Revised June 2015 ECOLOGYPlea see h#IpYAv w.ecy.wa.gow'copynght.htmf for copyright notice including permissions. State of Was^ ngton limitation of liability,and disclaimer_ A Drainage Summary Sheet and Figure 1 are enclosed detailing the parameters of each drainage system. All drainage systems are designed to infiltrate 100% of the stormwater therefore meeting and exceeding (181202)SmartCAP 188th Page 7 May 20,2019 Terra Vista NW, ,c Storm waterManagemen t Report the LID stormwater requirements including other minimum requirements. Detailed drainage calculations for onsite and offsite facilities are provided in the appendices. As each drainage facility is essentially identical to each other in function and calculation methodology, a single gravel infiltration trench was modeled as the basis of the design. Each drainage system onsite was determined based on a proration of the modeled facility. For ease of calculation, the model area was 1- acre with a facility thickness of 2.5' of drain rock. The model determined that the required size of any infiltration trench/mat for this project would need to be 2,100 sf/acre of tributary area. As shown in the attached Drainage Summary Sheet, 2,100 sf/acre was divided by the proposed width of each tributary area to determine the required minimum length of the individual facility. SSC-4 of the SWMMWW requires that infiltration facilities that are utilized for treatment purposes must document that the water quality design storm volume (indicated by WWHM or MGS Flood, or runoff from a 6-month, 24-hour rain event) can infiltrate through the infiltration basin surface within 48 hours. The infiltration facilities are designed to infiltrate 100%of the stormwater within the 2.5' depth of the storage layer. The water quality storm, which is less than the all storms contained within the model,will also be contained within the 2.5' storage layer of the infiltration trench. SSC-4 is therefore met. Upstream Analysis The surrounding area has flat topography with high infiltration soils. No stormwater from offsite areas are anticipated to flow onto the project site. Downstream Anal The proposed storm drain mitigation for the project site will infiltrate 100% of the stormwater. Therefore,no impacts to the downstream system are anticipated. Stormwater mitigation for the frontage improvements along 188th Street will also infiltrate 100% of the strormwater,therefore no impacts to other drainage systems in the area are anticipated. In the event that onsite drainage systems are overwhelmed by excessive rainfall,the stormwater will continue to stay onsite due to the topography of the site. Stormwater will not leave the site nor back up into the buildings. (181202)SmartCAP 188th Page 8 May 20,2019 Terra Vista NW, ,c Storm waterManagemen t Report BMP T5.13: Post-Construction Soil Quali . and Depth BMP T5.13 is required as part of Minimum Requirement#5. Although the Contractor has the option of stockpiling existing topsoil material, it is anticipated that the Contractor will import topsoil material to meet the requirements of BMP T5.13. 6-Runoff Treatment The site will meet the basic level of treatment, as the project does not meet the thresholds for enhanced treatment,phosphorous removal, or oil treatment as described in Section V-3 of the SWMMWW. Pollutant generating impervious areas (PGIS)will drain to a series of infiltration trenches that utilize an 18"layer of sand for filtration, as the existing soils do not meet the site suitability requirements of SSC- 6. The sand layer will be below the gravel infiltration trench. The system is similar to that used by permeable pavements for treatment, as part of BMP T5.15,whereby stormwater passes through a gravel storage layer, followed by a sand layer, and then final infiltration into the native soil. Pretreatment for the infiltration system in 59th Ave will include the use of sand/oil water separators at each catch basin, in accordance with the City's standard detail SD-120. 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 C. (181202)SmartCAP 188th Page 9 May 20,2019 4 '� 4 44 p III I I I � I III III I I � I I I I lil 1 1"-- III I�I III e MM ENO III u, I — III d� ql I I 14 u 4 III e O � � III pl r� I}I — -• - - � � III I II II L—J III III J� III I �Id FIGURE 1 - TRIBURARY AREAS Drainage Information Summary Project Name: SMARTCAP 188th Development Onsite Project Total Area: 11.78 acres Offsite Project Total Area: 0.50 acres Number of Lots(if applicable): 1 Infiltration Proration 2,100 sf/acre @ 2.5'depth (Note:For conservatism,subbasins were modeled as 100%imperv.;parking subbasins were modeled as 100%pollutant generating) Drainage Basin Information Individual Site Information Total Site Total Site A-RN A-RW A-RE A-SW A-SE3 A-SE2 A-SE3 AB-M B-RW B-RE B-RS B-SW B-SE3 B-SE2 B-SE3 C-RN C-RS C-RW C-RE C-SN1 C-SN2 C-SN3 C-SS C-SW 63rd 188th (sf) 10144 20343 17328 30633 14273 9694 12641 16286 19822 16792 5761 31939 14997 9590 12410 40696 59678 14497 25371 19432 15436 25657 40789 29816 13251 8620 Area of Impact 0.23 0.47 0.40 0.70 0.33 0.22 0.29 0.37 0.46 0.39 0.13 0.73 0.34 0.22 0.28 0.93 1.37 0.33 0.58 0.45 0.35 0.59 0.94 0.68 11.78 0.30 0.20 0.50 Existing Condition Area(ac) Pervious Area Impervious Area 0.23 0.47 0.4 0.7 0.33 0.22 0.29 0.37 0.46 0.39 0.13 0.73 0.34 0.22 0.28 0.93 1.37 0.33 0.58 0.45 0.35 0.59 0.94 0.68 11.78 0.3 0.2 0.5 Proposed Condition Area(ac) Pervious Area Impervious Area Non-pollution Generating 0.23 0.47 0.4 0.26 0.46 0.39 0.13 0.93 1.37 0.33 0.33 5.3 Pullution Generating 0.70 0.33 0.22 0.29 0.11 0.73 0.34 0.22 0.28 0.25 0.45 0.35 0.59 0.94 0.68 6.48 0.3 0.2 0.5 Infiltration Facility Sizing(prorated) Thickness(ft) 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Width(ft) 3.5 3.0 3.0 5.0 55.0 30.0 55.0 5.0 3.0 3.0 3.0 5.0 55.0 30.0 55.0 5.0 6.0 3.0 4.5 36.0 36.0 36.0 4.5 5.0 3.0 3.0 Min Length(ft) 138 329 280 294 13 16 12 156 322 273 91 307 13 16 11 391 480 231 271 27 21 35 439 286 210 140 Pre-developed Runoff Rates NA due to infiltration Q(cfs) 2 Year 10 year 100 year Post-developed Runoff Rates NA due to infiltration Q(cfs) 2 Year 10 year 100 year Offsite Upstream Area 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type of Storage Proposed Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Infilt. Approx.Storage Volume(cu-ft) NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA NA Type of Treatment NA NA NA Sand Sand Sand Sand Sand NA NA NA Sand Sand Sand Sand NA NA NA NA Sand Sand Sand Sand Sand Sand Sand Low Impact Development Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes TerraVista NW,rzc Appendix A Construction Stormwater Pollution Prevent Plan (SWPPP) Construction Stormwater General Permit (CSWGP) Stormwater Pollution Prevention Plan (SWPPP) for SmartCAP 188' St Industrial Development Prepared for: Department of Ecology Northwest Region Permittee /Owner Developer Operator/ Contractor SMARTCAP Opportunity Same Pending Zone Fund, LLC [Insert Project Site Location] Update as necessary. Certified Erosion and Sediment Control Lead CESCL Name Organization Contact Phone Number Pending Pending Pending SWPPP Prepared By Name Organization Contact Phone Number Eric Scott TerraVista NW 425-422-0840 SWPPP Preparation Date Month / Day/Year Project Construction Dates Activity/ Phase Start Date End Date Construction Aug2019 Aug2020 GENERAL INSTRUCTIONS AND CAVEATS This template presents the recommended structure and content for preparation of a Construction Stormwater General Permit (CSWGP) Stormwater Pollution Prevention Plan (SWPPP). The Department of Ecology's (Ecology) CSWGP requirements inform the structure and content of this SWPPP template; however, you must customize this template to reflect the conditions of your site. A Construction Stormwater Site Inspection Form can be found on Ecology's website. https://www.ecologV.wa.gov/Regulations-Permits/Permits-certifications/Stormwater-general- permits/Construction-stormwater-permit Using the SWPPP Template Each section will include instructions and space for information specific to your project. Please read the instructions for each section and provide the necessary information when prompted. This Word template can be modified electronically. You may add/delete text, copy and paste, edit tables, etc. Some sections may be completed with brief answers while others may require several pages of explanation. INSTRUCTIONS Instructions are identified by gray shading, and should be deleted upon SWPPP completion. Delete this entire section upon SWPPP completion. Follow this link to a copy of the Construction Stormwater General Permit: https://www.ecology.wa.gov/Regulations-Permits/Permits-certifications/Stormwater-general- permits/Construction-stormwater-permit Table of Contents List of Tables List of Appendices List of Acronyms and Abbreviations Acronym /Abbreviation Explanation 303(d) Section of the Clean Water Act pertaining to Impaired Waterbodies BFO Bellingham Field Office of the Department of Ecology BMP(s) Best Management Practice(s) CESCL Certified Erosion and Sediment Control Lead COz Carbon Dioxide CRO Central Regional Office of the Department of Ecology CSWGP Construction Stormwater General Permit CWA Clean Water Act DMR Discharge Monitoring Report DO Dissolved Oxygen Ecology Washington State Department of Ecology EPA United States Environmental Protection Agency ERO Eastern Regional Office of the Department of Ecology ERTS Environmental Report Tracking System ESC Erosion and Sediment Control GULD General Use Level Designation NPDES National Pollutant Discharge Elimination System NTU Nephelometric Turbidity Units NWRO Northwest Regional Office of the Department of Ecology pH Power of Hydrogen RCW Revised Code of Washington SPCC Spill Prevention, Control, and Countermeasure su Standard Units SWMMEW Stormwater Management Manual for Eastern Washington SWMMWW Stormwater Management Manual for Western Washington SWPPP Stormwater Pollution Prevention Plan TESC Temporary Erosion and Sediment Control SWRO Southwest Regional Office of the Department of Ecology TMDL Total Maximum Daily Load VFO Vancouver Field Office of the Department of Ecology WAC Washington Administrative Code WSDOT Washington Department of Transportation WWHM Western Washington Hydrology Model Project Information (1.0) Project/Site Name: SmartCAP 188' St Industrial Development Street/Location: 188' St City: Arlington State: WA Zip code: 98223 Subdivision: Receiving waterbody: Groundwater Existing Conditions (1.1) Total acreage (including support activities such as off-site equipment staging yards, material storage areas, borrow areas). Total acreage: 11.8 acres Disturbed acreage: 11.8 acres Existing structures: None Landscape topography: Flat Drainage patterns: Infiltration Existing Vegetation: Grasses Critical Areas (wetlands, streams, high erosion risk, steep or difficult to stabilize slopes): None List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the receiving waterbody: None Table 1 includes a list of suspected and/or known contaminants associated with the construction activity. List all known or suspected contaminants associated with this site in Table 1. Include contaminants previously remediated. Table 1 — Summary of Site Pollutant Constituents Constituent (Pollutant) Location Depth Concentration None Insert Text Insert Text Insert Text Proposed Construction Activities (1.2) Description of site development (example: subdivision): Commercial/Industrial Development Description of construction activities (example: site preparation, demolition, excavation): Site preparation, demolition, excavation and fill, paving, and building construction Description of site drainage including flow from and onto adjacent properties. Must be consistent with Site Map in Appendix A: Stormwater drainage will utilize biofiltration and infiltration trenches to infiltrate 100% of the stormwater. Description of final stabilization (example: extent of revegetation, paving, landscaping): Site will be paved as well as seeded with grasses within landscape areas. Contaminated Site Information: Proposed activities regarding contaminated soils or groundwater (example: on-site treatment system, authorized sanitary sewer discharge): Construction Stormwater Best Management Practices (BMPs) (2.0) Describe the BMPs identified to control pollutants in stormwater discharges. Depending on the site, multiple BMPs for each element may be necessary. For each element identified: • Clearly describe the control measure(s). • Describe the implementation sequence. • Describe the inspection and maintenance procedures for that specific BMP. • Identify the responsible party for maintaining BMPs (if your SWPPP is shared by multiple operators, indicate the operator responsible for each BMP). Categorize each BMP under one of the following elements as listed below: 1. Preserve Vegetation / Mark Clearing Limits 2. Establish Construction Access 3. Control Flow Rates 4. Install Sediment Controls 5. Stabilize Soils 6. Protect Slopes 7. Protect Drain Inlets 8. Stabilize Channels and Outfalls 9. Control Pollutants 10. Control Dewatering 11. Maintain BMPs 12. Manage the Project 13. Protect Low Impact Development • BMPs must be consistent with the most current approved edition of the Stormwater Management Manual for Western Washington (SWMMWW) at sites west of the crest of the Cascade Mountains; the Stormwater Management Manual for Eastern Washington (SWMMEW) for sites east of the crest of the Cascade Mountains at the time the general permit was issued; or other Ecology-approved manual. • Note the location of each BMP on your Site Map in Appendix A. • Include the corresponding Ecology source control BMPs and runoff conveyance and treatment BMPs in Appendix B. o SWMMWW Volume II Chapter 4 Sections 4.1 and 4.2 — https://fortress.wa.gov/ecy/publications/SummarVPages/1410055.html or o SWMMEW Chapter 7 Section 7.3.1 and 7.3.2 — https://fortress.wa.gov/ecy/publications/summarypages/0410076.htmI o If it can be justified that a particular element does not apply to the project site, include a written justification in lieu of the BMP description in the text for the appropriate element. The SWPPP is a living document reflecting current conditions and changes throughout the life of the project. These changes may be informal (i.e. hand-written notes and deletions). Update the SWPPP when the CESCL has noted a deficiency in BMPs or deviation from original design. The 12 Elements (2.1) Element 1: Preserve Vegetation / Mark Clearing Limits (2.1.1) Describe the methods (signs, fences, etc,) you will use to protect those areas that should not be disturbed. Describe natural features identified and how each will be protected during construction. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. Describe how natural vegetation and native topsoil will be preserved. List and describe BMPs: BMP C103 — High Visibility Fence, BMP C233-Silt Fence Installation Schedules: Installed prior to ground breaking Inspection and Maintenance plan: Inspected weekly and after major precipitation event Responsible Staff: CESCL Element 2: Establish Construction Access (2.1.2) Describe how you will minimize dust generation and vehicles tracking sediment off-site. Limit vehicle access to one route, if possible. Recycled concrete used to establish construction ingress or egress may be a stormwater pollutant source that requires treatment prior to discharge. Street sweeping, street cleaning, or wheel wash/tire baths may be necessary if the stabilized construction access is not effective. All wheel wash wastewater shall be controlled on-site and CANNOT be discharged into waters of the State. Install site ingress/egress stabilization BMPs according to BMP C105. Describe how you will clean the affected roadway(s) from sediment which is tracked off-site. List and describe BMPs: BMP C105-Stabilized Construction Entrance Installation Schedules: installed at the start of construction Inspection and Maintenance plan: Inspected and maintained weekly or after significant rainfall event Responsible Staff: CESCL Element 3: Control Flow Rates (2.1.3) Describe how you will protect properties and waterways downstream of the project from increased speed and volume of stormwater discharges due to construction activity. Construction of stormwater retention and/or detention facilities must be done as one of the first steps in grading. Assure that detention facilities are functioning properly before constructing site improvements (i.e. impervious surfaces). If applicable, describe how you will protect areas designed for infiltration from siltation during the construction phase. Will you cons uc tormwater retention and/or detention facilities? Yes "1^ N%-'Or Will you use permanent infiltration ponds or other low impact development (example: rain gardens, bio-peMNion, porous pavement) to control flow during construction? Yes No List and describe BMPs: Installation Schedules: [Insert text here] Inspection and Maintenance plan: [Insert text here] Responsible Staff: [Insert text here] Element 4: Install Sediment Controls (2.1.4) Describe how you will minimize sediment discharges from the site. Construct sediment control BMPs as one of the first steps of grading. These BMPs must be functional before other land disturbing activities— especially grading and filling —take place. Describe the BMPs identified to filter sediment prior to it being discharged to an infiltration system or leaving the construction site. Describe how you will direct stormwater for maximum infiltration where feasible. Describe how you will not interfere with the movement of juvenile Salmonids attempting to enter off-channel areas or drainages. Describe how you will respond if sediment controls are ineffective and turbid water is observed discharging from the site. Consider the amount, frequency, intensity and duration of precipitation, soil characteristics, and site characteristics when selecting sediment control BMPs. List and describe BMPs: BMP C233-Silt Fence Installation Schedules: Installed at start of construction Inspection and Maintenance plan: Inspect weekly or after rainfall event Responsible Staff: CESCL Element 5: Stabilize Soils (2.1.5) Describe how you will stabilize exposed and unworked soils throughout the life of the project (i.e. temporary and permanent seeding, mulching, erosion control fabrics, etc.). Describe how you will stabilize soil stockpiles. Describe how you will minimize the amount of soil exposed throughout the life of the project. Describe how you will minimize the disturbance of steep slopes. Describe how you will minimize soil compaction. Describe how you will stabilize contaminated soil and contaminated soil stockpiles if applicable. Exposed and unworked soils will be stabilized according to the time period set forth for dry and wet seasons, on the west or east sides of the crest of the Cascade Mountains. Select your region's table and delete the others. West of the Cascade Mountains Crest Season Dates Number of Days Soils Can be Left Exposed During the Dry Season Ma 1 — September 30 7 days During the Wet Season I October 1 —April 30 1 2 days East of the Cascade Mountains Crest, except the Central Basin* Season Dates Number of Days Soils Can be Left Exposed During the Dry Season Jul 1 — September 30 10 days During the Wet Season October 1 —June 30 5 days The Central Basin*, East of the Cascade Mountain Crest Season Dates Number of Days Soils Can be Left Exposed During the Dry Season Jul 1 — September 30 30 days During the Wet Season October 1 —June 30 15 days *Note: The Central Basin is defined as the portions of Eastern Washington with mean annual precipitation of less than 12 inches. Soils must be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Anticipated project dates: Start date: -\ug 2019 End date: Aug 2020 ill you construct during the wet season? Yes No List and describe BMPs: BMP C120-Temp/ Permenant Seeding, BMP C123-Plastic Covering, BMP C140-Dust Control Installation Schedules: Dust control will be used from beginning of construction to final stabiliazation of soi. Plastic covering will be used during the wet season, permanent seeding will be done in the fall. Inspection and Maintenance plan: Inspect weekly or after rain event Responsible Staff: CESCL Element 6: Protect Slopes (2.1.6) West of the Cascade Mountains Crest Describe how slopes will be designed, constructed, and protected to minimize erosion. Temporary pipe slope drains must handle the peak 10-minute flow rate from a Type 1A, 10- year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped area". Describe how you will reduce scouring within constructed channels that are cut down a slope. East of the Cascade Mountain Crest Describe how slopes will be designed, constructed, and protected to minimize erosion. Temporary pipe slope drains must handle the expected peak flow velocity from a 6-month, 3- hour storm for the developed condition, referred to as the short duration storm. Describe how you will reduce scouring within constructed channels that are cut down a slope. Will steep slo s present at the site during construction? Yes No List and describe BMPs: BMP C120-Temp/Permanent Seeding Installation Schedules: Installed in the fall Inspection and Maintenance plan: Inspected weekly to insure germination of seed Responsible Staff: CESCL Element 7: Protect Drain Inlets (2.1.7) Describe how you will protect all operable storm drain inlets so that stormwater runoff does not enter the stormwater conveyance system. Describe how you will remove sediment that enters the stormwater conveyance system (i.e. filtration, treatment, etc.). Keep in mind inlet protection may function well for coarse sediment but is less effective in filtering finer particles and dissolved constituents. Inlet protection is the last component of a treatment train and protection of drain inlets include additional sediment and erosion control measures. Inlet protection devices will be cleaned (or removed and replaced), when sediment has filled the device by one third (1/3) or as specified by the manufacturer. Inlets will be inspected weekly at a minimum and daily during storm events. List and describe BMPs: BMP C220-Storm Drain Inlet Protection Installation Schedules: Installed prior to construction Inspection and Maintenance plan: Inspected weekly or after rain event Responsible Staff: CESCL Element 8: Stabilize Channels and Outlets (2.1.8) Describe how you will prevent downstream erosion where site runoff is to be conveyed in channels, discharged to a stream or, discharged to a natural drainage point. West of the Cascade Mountains Crest On-site conveyance channels must handle the peak 10-minute flow rate from a Type 1A, 10- year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the WWHM to predict flows, bare soil areas should be modeled as "landscaped area". Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches, will be installed at the outlets of all conveyance systems. List and describe BMPs: None Installation Schedules: NA Inspection and Maintenance plan: Responsible Staff: NA Element 9: Control Pollutants (2.1.9) The following pollutants are anticipated to be present on-site: Table 2 — Pollutants Pollutant and source, if applicable None Describe how you will handle and dispose of all pollutants, including waste materials and demolition debris, in a manner that does not cause contamination of stormwater. Describe how you will cover, contain, and protect from vandalism all chemicals, liquid products, petroleum products, and other polluting materials. Describe how you will manage known contaminants to prevent their discharge with stormwater to waters of the State (i.e. treatment system, off-site disposal). XTRIXnaintenance, fueling, and/or repair of heavy equipment and vehicles occur on-site? Yes No rovisions of spill prevention plan will be used describe spill prevention and control measures in place while conducting maintenance, fueling, and repair of heavy equipment and vehicles. If yes, also provide the total volume of fuel on-site and capacity of the secondary containment for each fuel tank. Secondary containment structures shall be impervious. Will wheel w o tire bath system BMPs be used during construction? Yes tNo If yes, provide ' osal methods for wastewater generated by BMPs. If discharging to the sanitary sewer, include the approval letter from your local sewer district under Correspondence in Appendix C. Will pH-modifying sources be present on-site? Yes No If yes, check the source(s). Table 3— pH-Modifying Sources None X Bulk cement Cement kiln dust Fly ash Other cementitious materials X New concrete washing or curing waters Waste streams generated from concrete grinding and sawing Exposed aggregate processes Dewatering concrete vaults X Concrete pumping and mixer washout waters Recycled concrete Other i.e. calcium li nosulfate lease describe Describe BMPs you will use to prevent pH-modifying sources from contaminating stormwater. List and describe BMPs: BMP C151-Concrete Handling, BMP C152-Sawcutting, BMP C154-Concrete Washout Installation Schedules: Installed prior to concrete work being performed Inspection and Maintenance plan: Inspected weekly Responsible Staff: CESCL Adjust pH of stormwater if outside the range of 6.5 to 8.5 su. Obtain written approval from Ecology before using chemical treatment with the exception of CO2 or dry ice to modify pH. Concrete trucks must not be washed out onto the ground, or into storm drains, open ditches, streets, or streams. Excess concrete must not be dumped on-site, except in designated concrete washout areas with appropriate BMPs installed. Element 10: Control Dewatering (2.1.10) Describe where dewatering will occur, including source of the water to be removed. State clearly if dewatering water is contaminated or has the potential to be contaminated. Water from foundations, vaults, and trenches with characteristics similar to stormwater runoff shall be discharged into a controlled conveyance system before discharging to a sediment trap or sediment pond. Clean dewatering water will not be routed through stormwater sediment ponds. Only clean, non-turbid dewatering water (such as well-point groundwater) may be discharged to systems tributary to, or directly into, surface waters of the State, provided the dewatering flow does not cause erosion or flooding of receiving waters. Describe how you will manage dewatering water to prevent the discharge of contaminants to waters of the State, including dewatering water that has comingled with stormwater (i.e. treatment system, off-site disposal). Dewatering will not be used onsite Check treatment of disposal option for dewatering water, if applicable: Table 4 — Dewatering BMPs Infiltration Transport off-site in a vehicle vacuum truck for legal disposal Ecology-approved on-site chemical treatment or other suitable treatment technologies Sanitary or combined sewer discharge with local sewer district approval last resort Use of sedimentation bag with discharge to ditch or swale (small volumes of localized dewatering) List and describe BMPs: NA Installation Schedules: NA Inspection and Maintenance plan: NA Responsible Staff: Element 11: Maintain BMPs (2.1.11) This section is a list of permit requirements and does not have to be filled out. All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be maintained and repaired as needed to ensure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMP specification (see Volume 11 of the SWMMWW or Chapter 7 of the SWMMEW). Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive and is temporarily stabilized, the inspection frequency may be reduced to once every calendar month. All temporary ESC BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be stabilized on-site or removed. Disturbed soil resulting from removal of either BMPs or vegetation shall be permanently stabilized. Additionally, protection must be provided for all BMPs installed for the permanent control of stormwater from sediment and compaction. BMPs that are to remain in place following completion of construction shall be examined and restored to full operating condition. If sediment enters these BMPs during construction, the sediment shall be removed and the facility shall be returned to conditions specified in the construction documents. Element 12: Manage the Project (2.1.12) The project will be managed based on the following principles: • Projects will be phased to the maximum extent practicable and seasonal work limitations will be taken into account. • Inspection and monitoring: o Inspection, maintenance and repair of all BMPs will occur as needed to ensure performance of their intended function. o Site inspections and monitoring will be conducted in accordance with Special Condition S4 of the CSWGP. Sampling locations are indicated on the Site Map. Sampling station(s) are located in accordance with applicable requirements of the CSWGP. • Maintain an updated SWPPP. o The SWPPP will be updated, maintained, and implemented in accordance with Special Conditions S3, S4, and S9 of the CSWGP. As site work progresses the SWPPP will be modified routinely to reflect changing site conditions. The SWPPP will be reviewed monthly to ensure the content is current. Check all the management BMPs that apply at your site: Table 5 — Management X Design the project to fit the existing topography, soils, and drainage patterns X Emphasize erosion control rather than sediment control X Minimize the extent and duration of the area exposed X Keep runoff velocities low X Retain sediment on-site X Thoroughly monitor site and maintain all ESC measures X Schedule major earthwork during the dry season Other please describe Optional: Fill out Table 6 by listing the BMP associated with specific construction activities. Identify the phase of the project (if applicable). To increase awareness of seasonal requirements, indicate if the activity falls within the wet or dry season. Table 6— BMP Implementation Schedule Phase of Construction Stormwater BMPs Date Wet/Dry Project Season [Insert construction [Insert BMP] [MM/DD/YYYY] [Insert activity] Season] Phase of Construction Stormwater BMPs Date Wet/Dry Project Season [Insert construction [Insert BMP] [MM/DD/YYYY] [Insert activity] Season] Element 13: Protect Low Impact Development (LID) BMPs (2.1.13) Describe LIDs. Permittees must protect all Bioretention and Rain Garden facilities from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the Bioretention and/or Rain Garden facilities. Restore the facilities to their fully functioning condition if they accumulate sediment during construction. Restoring the facility must include removal of sediment and any sediment-laden Bioretention/Rain Garden soils, and replacing the removed soils with soils meeting the design specification. Permittees must maintain the infiltration capabilities of Bioretention and Rain Garden facilities by protecting against compaction by construction equipment and foot traffic. Protect completed lawn and landscaped areas from compaction due to construction equipment. Permittees must control erosion and avoid introducing sediment from surrounding land uses onto permeable pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment-laden runoff onto permeable pavements. Permittees must clean permeable pavements fouled with sediments or no longer passing an initial infiltration test using local stormwater manual methodology or the manufacturer's procedures. Permittees must keep all heavy equipment off existing soils under LID facilities that have been excavated to final grade to retain the infiltration rate of the soils. Describe how you will protect LID facilities from sedimentation, protect soils from compaction, and maintain the infiltration capabilities. Describe how you will clean permeable pavements fouled with sediments. N/A as there are no biofiltration facilities onsite. Pollution Prevention Team (3.0) Table 7—Team Information Title Names Phone Number Certified Erosion and Steve Rushton - Coast 425-315-4799 Sediment Control Lead CESCL Resident Engineer TBD Emergency Ecology Contact TBD 425-649-7000 Emergency Permittee/ Owner Tim Shoultz-SmartCAP 425-896-8561 Contact Non-Emergency Owner Same Contact Monitoring Personnel Ecology Regional Office [Insert Regional Office] [Insert General Number Monitoring and Sampling Requirements (4.0) Monitoring includes visual inspection, sampling for water quality parameters of concern, and documentation of the inspection and sampling findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Stormwater sampling data Create your own Site Inspection Form or use the Construction Stormwater Site Inspection Form found on Ecology's website. https://www.ecology.wa.gov/Regulations-Permits/Permits- certifications/Stormwater-general-permits/Construction-stormwater-permit File a blank form under Appendix D. The site log book must be maintained on-site within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Numeric effluent limits may be required for certain discharges to 303(d) listed waterbodies. See CSWGP Special Condition S8 and Section 5 of this template. Complete the following paragraph for sites that discharge to impaired waterbodies for fine sediment, turbidity, phosphorus, or pH: The receiving waterbody, insert waterbody name, is impaired for: insert impairment. All stormwater and dewatering discharges from the site are subject to an effluent limit of 8.5 su for pH and/or 25 NTU for turbidity. Site Inspection (4.1) Site inspections will be conducted at least once every calendar week and within 24 hours following any discharge from the site. For sites that are temporarily stabilized and inactive, the required frequency is reduced to once per calendar month. The discharge point(s) are indicated on the Site Map (see Appendix A) and in accordance with the applicable requirements of the CSWGP. Stormwater Quality Sampling (4.2) Turbidity Sampling (4.2.1) Requirements include calibrated turbidity meter or transparency tube to sample site discharges for compliance with the CSWGP. Sampling will be conducted at all discharge points at least once per calendar week. Method for sampling turbidity: Check the analysis method you will use: Table 8 —Turbidity Sampling Method Turbidity Meter/Turbidimeter (required for disturbances 5 acres or greater in size) Transparency Tube (option for disturbances less than 1 acre and up to 5 acres in size) The benchmark for turbidity value is 25 nephelometric turbidity units (NTU) and a transparency less than 33 centimeters. If the discharge's turbidity is 26 to 249 NTU or the transparency is less than 33 cm but equal to or greater than 6 cm, the following steps will be conducted: 1. Review the SWPPP for compliance with Special Condition S9. Make appropriate revisions within 7 days of the date the discharge exceeded the benchmark. 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period. 3. Document BMP implementation and maintenance in the site log book. If the turbidity exceeds 250 NTU or the transparency is 6 cm or less at any time, the following steps will be conducted: 1. Telephone or submit an electronic report to the applicable Ecology Region's Environmental Report Tracking System (ERTS) within 24 hours. https://www.ecology.wa.gov/About-us/Get-involved/Report-an-environmental-issue • Central Region (Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, Yakima): (509) 575-2490 • Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-3400 • Northwest Region (King, Kitsap, Island, San Juan, Skagit, Snohomish, Whatcom): (425) 649-7000 • Southwest Region (Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, Wahkiakum,): (360) 407-6300 2. Immediately begin the process to fully implement and maintain appropriate source control and/or treatment BMPs as soon as possible. Address the problems within 10 days of the date the discharge exceeded the benchmark. If installation of necessary treatment BMPs is not feasible within 10 days, Ecology may approve additional time when the Permittee requests an extension within the initial 10-day response period 3. Document BMP implementation and maintenance in the site log book. 4. Continue to sample discharges daily until one of the following is true: • Turbidity is 25 NTU (or lower). • Transparency is 33 cm (or greater). • Compliance with the water quality limit for turbidity is achieved. 0 1 - 5 NTU over background turbidity, if background is less than 50 NTU 0 1% - 10% over background turbidity, if background is 50 NTU or greater • The discharge stops or is eliminated. pH Sampling (4.2.2) pH monitoring is required for"Significant concrete work" (i.e. greater than 1000 cubic yards poured concrete or recycled concrete over the life of the project).The use of engineered soils (soil amendments including but not limited to Portland cement-treated base [CTB], cement kiln dust [CKD] or fly ash) also requires pH monitoring. For significant concrete work, pH sampling will start the first day concrete is poured and continue until it is cured, typically three (3) weeks after the last pour. For engineered soils and recycled concrete, pH sampling begins when engineered soils or recycled concrete are first exposed to precipitation and continues until the area is fully stabilized. If the measured pH is 8.5 or greater, the following measures will be taken: 1. Prevent high pH water from entering storm sewer systems or surface water. 2. Adjust or neutralize the high pH water to the range of 6.5 to 8.5 su using appropriate technology such as carbon dioxide (CO2) sparging (liquid or dry ice). 3. Written approval will be obtained from Ecology prior to the use of chemical treatment other than CO2 sparging or dry ice. Method for sampling pH: Check the analysis method you will use: Table 8— pH Sampling Method H meter pH test kit Wide range pH indicator paper Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies (5.0) 303(d) Listed Waterbodies (5.1) The 303(d) status is listed on the Water Quality Atlas: https://ecologV.wa.gov/Water- Shorel ines/Water-gual ity/Water-improvement/Assessment-of-state-waters-303d Circle the applicable answer, if necessary: Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphorus, or pH? Yes No List the impairment(s): [Insert text here] The receiving waterbody, insert waterbody name, is impaired for: insert impairment. All stormwater and dewatering discharges from the site are subject to an effluent limit of 8.5 su for pH and/or 25 NTU for turbidity. If yes, discharges must comply with applicable effluent limitations in S8.0 and S8.D of the CWWGP. Describe the method(s)for 303(d) compliance: List and describe BMPs: [Insert text here] TMDL Waterbodies (5.2) Waste Load Allocation for CWSGP discharges: [Insert text here] Describe the method(s)for TMDL compliance: List and describe BMPs: [Insert text here] Discharges to TMDL receiving waterbodies will meet in-stream water quality criteria at the point of discharge. The Construction Stormwater General Permit Proposed New Discharge to an Impaired Water Body form is included in Appendix F. Reporting and Record Keeping (6.0) Record Keeping (6.1) This section does not need to be filled out. It is a list of reminders for the permittee. Site Log Book (6.1.1) A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements • Site inspections • Sample logs Records Retention (6.1.2) Records will be retained during the life of the project and for a minimum of three (3) years following the termination of permit coverage in accordance with Special Condition S5.0 of the CSWGP. Permit documentation to be retained on-site: • CSWGP • Permit Coverage Letter • SWPPP • Site Log Book Permit documentation will be provided within 14 days of receipt of a written request from Ecology. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Special Condition S5.G.2.b of the CSWGP. Updating the SWPPP (6.1.3) The SWPPP will be modified if: • Found ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. • There is a change in design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the State. The SWPPP will be modified within seven (7) days if inspection(s) or investigation(s) determine additional or modified BMPs are necessary for compliance. An updated timeline for BMP implementation will be prepared. Reporting (6.2) Discharge Monitoring Reports (6.2.1) Select and retain applicable paragraph. Cumulative soil disturbance is less than one (1) acre; therefore, Discharge Monitoring Reports (DMRs) will not be submitted to Ecology because water quality sampling is not being conducted at the site. Or Cumulative soil disturbance is one (1) acre or larger; therefore, Discharge Monitoring Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given monitoring period the DMR will be submitted as required, reporting "No Discharge". The DMR due date is fifteen (15) days following the end of each calendar month. DMRs will be reported online through Ecology's WQWebDMR System. To sign up for WQWebDMR go to: https://www.ecology.wa.gov/Regulations-Permits/Guidance-technical-assistanceMater-quality- permits-guidance/WQWebPortal-guidance Notification of Noncompliance (6.2.2) If any of the terms and conditions of the permit is not met, and the resulting noncompliance may cause a threat to human health or the environment, the following actions will be taken: 1. Ecology will be notified within 24-hours of the failure to comply by calling the applicable Regional office ERTS phone number (Regional office numbers listed below). 2. Immediate action will be taken to prevent the discharge/pollution or otherwise stop or correct the noncompliance. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Specific information to be included in the noncompliance report is found in Special Condition S5.F.3 of the CSWGP. Anytime turbidity sampling indicates turbidity is 250 NTUs or greater, or water transparency is 6 cm or less, the Ecology Regional office will be notified by phone within 24 hours of analysis as required by Special Condition S5.A of the CSWGP. • Central Region at (509) 575-2490 for Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan, or Yakima County • Eastern Region at (509) 329-3400 for Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, or Whitman County • Northwest Region at (425) 649-7000 for Island, King, Kitsap, San Juan, Skagit, Snohomish, or Whatcom County • Southwest Region at (360) 407-6300 for Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis, Mason, Pacific, Pierce, Skamania, Thurston, or Wahkiakum Include the following information: 1. Your name and / Phone number 2. Permit number 3. City/ County of project 4. Sample results 5. Date /Time of call 6. Date /Time of sample 7. Project name In accordance with Special Condition S4.D.5.b of the CSWGP, the Ecology Regional office will be notified if chemical treatment other than COz sparging is planned for adjustment of high pH water. Appendix/Glossary A. Site Map The site map must meet the requirements of Special Condition S9.E of the CSWGP B. BMP Detail Insert BMPs specification sheets here. Download BMPs from the Ecology Construction Stormwater website at: https://www.ecologV.wa.gov/Regulations-Permits/Guidance-technical-assistance/Stormwater- perm ittee-g u ida nce-resou rces/Stormwater-man ua Is C. Correspondence Ecology EPA Local Government D. Site Inspection Form Create your own or download Ecology's template: https://www.ecology.wa.gov/Regulations- Perm its/Perm its-certifications/Stormwater-general-permits/Construction-stormwater-permit E. Construction Stormwater General Permit (CSWGP) Download CSWGP: https://www.ecology.wa.gov/Regulations-Permits/Permits- certifications/Stormwater-general-permits/Construction-stormwater-permit F. 303(d) List Waterbodies /TMDL Waterbodies Information Proposed New Discharge to an Impaired Water Body form SWPPP Addendum addressing impairment G. Contaminated Site Information Administrative Order Sanitary Discharge Permit Soil Management Plan Soil and Groundwater Reports Maps and Figures Depicting Contamination H. Engineering Calculations Terra Vista NW,rzc Appendix B Geotechnical Report Geotechnical Engineering Report New SMAPTCAP Manufacturing Buildings Prepared For: SMAPTCAP Inc. 8201 164t" Avenue NE, Suite 110 Redmond, WA 980S2 Attn: Mr. Tim Shoultz GEOTEST 1.888.25i SZ76 Bellingham 1 Arlington I Oak Harbor wvva.geotest-rnc.corn G09VT February 13, 2019 Project No. 19-0009 SMARTCAP Inc. 8201 16411 Avenue NE, Suite 110 Redmond, WA 98052 Attention: Mr.Tim Shoultz Founder/CEO Regarding: Geotechnical Engineering Report New SMARTCAP Manufacturing Buildings Vacant Lot West of 620618&h Street NE Arlington,WA 98223 Dear Mr. Shoultz: As requested, GeoTest Services, Inc. (GeoTest) is pleased to submit the following report summarizing the results of our geotechnical evaluation for the proposed New SMARTCAP Manufacturing Buildings located in Arlington, Washington (see UicinityMap, Figure 1). This report has been prepared in general accordance with the terms and conditions established in our services agreement dated January 3, 2019 and authorized by Mr.Tim Shoultz. We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. Should you have any further questions regarding the information contained within the report, or if we may be of service in other regards, please contact the undersigned. Respectfully, GeoTest Services, Inc. O OF WA r9 Noah Griffin, G.I.T., WABO Gerry D. Bautista,Jr., P.E. Staff Geologist Project Geotechnical Engineer Enclosure: Geotechnical Engineering Report Small Business Enterprise (SBE) King County Small Contractor or Supplier (SCS) G09VT 1,888,251.5276 Bellingham I Arlington I Oak Harbor vwaw.geotest-inc com TABLE OF CONTENTS PURPOSE AND SCOPE OF SERVICES.............................................................................................................1 PROJECT DESCRIPTION..........................................................................................................................................1 SITECONDITIONS.......................................................................................................................................................1 SurfaceConditions...............................................................................................................................................2 SubsurfaceSoil Conditions.............................................................................................................................2 General Geologic Conditions........................................................................................................................3 Groundwater...........................................................................................................................................................3 GEOLOGICHAZARDS..............................................................................................................................................4 Liquefaction.............................................................................................................................................................4 CONCLUSIONS AND RECOMMENDATIONS..............................................................................................5 Site Preparation and Earthwork.................................................................................................................6 Filland Compaction............................................................................................................................................6 Reuseof On-Site Soil.....................................................................................................................................7 ImportedStructural Fill ...............................................................................................................................7 Backfilland Compaction ............................................................................................................................7 WetWeather Earthwork..................................................................................................................................7 Seismic Design Considerations...................................................................................................................8 FoundationSupport...........................................................................................................................................9 AllowableBearing Capacity......................................................................................................................9 FoundationSettlement...............................................................................................................................9 FloorSupport........................................................................................................................................................10 Foundation and Site Drainage....................................................................................................................11 Resistanceto Lateral Loads.........................................................................................................................12 Temporary and Permanent Slopes.........................................................................................................13 Utilities.......................................................................................................................................................................13 Pavement Subgrade Preparation............................................................................................................14 Stormwater Infiltration Potential.............................................................................................................15 TestPit Gradation Results........................................................................................................................15 StormwaterTreatment..............................................................................................................................16 Geotechnical Consultation and Construction Monitoring.......................................................17 USE OF THIS REPORT............................................................................................................................................18 REFERENCES..............................................................................................................................................................19 Small Business Enterprise (SBE) King County Small Contractor or Supplier (SCS) GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 PURPOSE AND SCOPE OF SERVICES The purpose of this evaluation is to establish general subsurface conditions beneath the site from which conclusions and recommendations pertaining to project design can be formulated. Our scope of services includes the following tasks: • Explore soil and groundwater conditions underlying the site by advancing 16 exploratory test pits with a tracked excavator and 3 Cone Penetrometer Tests (CPT) to evaluate subsurface conditions. • Perform laboratory testing on representative samples to classify and evaluate the engineering characteristics of the soils encountered. In addition, we estimated long term infiltration rates and to determine stormwater infiltration potential. • Provide a written report containing a description of subsurface conditions, exploration logs,findings and recommendations pertaining to site preparation and earthwork, fill and compaction, seismic design, foundation recommendations, concrete slab-on-grade construction, foundation and site drainage, utilities, temporary and permanent slopes, pavement sections for driveway and parking areas, geotechnical consultation, and construction monitoring. PROJECT DESCRIPTION For this project, GeoTest was provided with a preliminary site plan prepared by B&T Engineering and dated November 14, 2018. Based on this drawing and conversations with Mr. Brian Burmester of SMARTCAP Investments, the site development will consist of the construction of three warehouse buildings (referred to as building 1, 2, and 3 as shown on Figure 2 - Site and Exploration Plan) with associated parking and drive paths. Building 1 is planned to be approximately 127,425 square feet, building 2 to be 44,000 square feet, and building 3 to be 38,500 square feet. Structural loads are anticipated to be medium. GeoTest anticipates the usage of steel-framed construction, shallow conventional footings, and concrete slab-on-grade floors. The on-site infiltration of stormwater is also proposed for this site. The number, type, and configuration of these facilities had yet to be determined at the time this report was written. SITE CONDITIONS This section includes a description of the general surface and subsurface conditions observed at the project site during the time of our field investigation. Interpretations of site conditions are based on the results and review of available information, site reconnaissance, subsurface explorations, laboratory testing, and previous experience in the project vicinity. 1 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 Surface Conditions The subject property is roughly "L" shaped and occupies approximately 12 acres. The property is bordered to the west by Bill Quake Memorial Park,to the south by a vacant commercial lot, to the east by a trailer park, and to the north by 188th Street NE. The site is level, with minimal elevation change over the extent of the property. The majority of the site is covered with grass. The southeast corner of the site is covered by mature coniferous trees. A AA Image 1: Looking northwest across site on January 16, 2019 Subsurface Soil Conditions Subsurface conditions were explored by advancing 16 exploratory test pits (TP-1 through TP-16) on January 16, 2019. The explorations were advanced to approximate depths of between 10 and 13 feet below ground surface (BGS) using a subcontracted tracked excavator. Additionally, 3 Cone Penetrometer Tests (CPT) were performed on the same day to assess the physical and engineering properties of the site soils.These explorations were advanced from 10.5 to 40 feet BGS. The CPT explorations were performed by advancing a cone shaped rod at a rate of 2 cm/s, during which tip resistance, friction, and pore pressure were continuous logged to the maximum explored depth of the exploration. Additionally, dissipation testing was performed at various depths to determine hydraulic properties of the site soils. Approximate locations of these explorations have been plotted on the Site and Exploration Plan (Figure 2). 2 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 All 16 test pits displayed similar subsurface conditions consisting of approximately 0.5 feet of loose topsoil over approximately IS feet of loose to medium dense tan/brown silty sand interpreted to be weathered native soils. Underlying the silty sand to the maximum depth of each test pit exploration was a medium-dense to dense sandy, gravel/gravelly, sand. GeoTest interprets these soils to be recessional outwash of the Marysville Sand unit. The CPT explorations encountered medium-dense to dense, gravelly soils consistent with Marysville Sand deposits to the maximum depth of the explorations. ,r r _s of•, �, +�1K� ; " Image 2:Typical subsurface profile observed within exploratory test pits. General Geologic Conditions General geologic conditions at the site are mapped as recessional outwash of the Vashon Drift, specifically the Marysville Sand Member (Minard, 1985). These deposits consist of well-drained, stratified outwash silt, sand, and gravel deposited by meltwater flowing south from the stagnating and receding Vashon Glacier during the most recent ice age. These deposits fill the broad valley that contains the cities of Arlington, and Marysville. Our on-site explorations indicate that the encountered subsurface soil conditions are in accordance with the mapped soil unit. Groundwater Groundwater was not encountered in our exploratory test pits at the time of our subsurface explorations, but was encountered at approximate depths of17 and 30 feet BGS in our CPT explorations.Groundwater conditions reported on the exploration logs 3 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 are for the specific locations and dates indicated, and therefore may not be indicative of other locations and/or times. Groundwater levels are variable and groundwater conditions will fluctuate depending on local subsurface conditions, precipitation, and changes in on-site and offsite use. GEOLOGIC HAZARDS As the subject property is located within the City of Arlington, GeoTest reviewed Chapter20.93 of the Arlington Municipal Code (Part VI- Geo%gica//yHazardousAreas) to determine if Geologic Hazards may be present on the subject property. Per Chapter 20.93.600 of the Code, Geologically Hazardous Areas includes areas that are susceptible to "erosion, sliding, earthquakes, liquefaction, or other geological events" As the subject property is generally flat with no significant elevation changes, it is GeoTest's opinion that the subject property does not contain hazards pertaining to erosion or sliding (i.e., not an Erosion Hazard or a Steep Slope Hazard). However, the subject property is mapped as having a low to moderate susceptibility to liquefaction. This is addressed in the next section. Liquefaction Based on a review of information obtained from the Washington State Department of Natural Resource Geologic Information Portal,the subject site is classified as having a low to moderate liquefaction susceptibility. However, this map only provides an estimate of the likelihood that soil will liquefy as a result of an earthquake and is meant as a general guide to delineate areas prone to liquefaction. It is required that additional geotechnical studies be done to determine relative seismic risk for the subject site. The site is underlain by native, medium-dense to dense Marysville Sand soils. At the time of our CPT investigation, groundwater was encountered at approximately 17 to 30 feet BGS. For the purposes of the liquefaction analysis discussed in this section, GeoTest utilized the subsurface information from CPT-1 and CPT-3. Liquefaction is defined as a significant rise in pore water pressure within a soil mass caused by earthquake-induced cyclic shaking. The shear strength of liquefiable soil is reduced during large and/or long duration earthquakes as the soil consistency approaches that of semi-solid slurry. Liquefaction can result in significant and widespread structural damage if not properly mitigated. Deposits of loose, granular soil below the groundwater table are most susceptible to liquefaction. Damage caused by foundation rotation, lateral spreading, and other ground movements can result from soil liquefaction. The geotechnical data collected during our subsurface exploration and laboratory testing program was analyzed to estimate the factor of safety against liquefaction and settlement occurring at the site. The method of analysis was a simplified procedure originally proposed by Seed and Idriss (1971)that has been modified byYoud and Idriss (2001). The liquefaction potential was evaluated for a large design-level earthquake 4 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 having a 10 percent probability of exceedance in a 50-year period, which corresponds to a mean recurrence interval of about 475 years. The liquefaction analyses assume a peak horizontal ground acceleration of 0.18g and an earthquake magnitude of 7.0. The analysis did not indicate liquefaction potential within the 40-foot depth of the explorations due to the medium-dense to dense nature of the Marysville Sand soils. Post-liquefaction ground settlements could result in distortion of the existing structure. Actual ground subsidence will depend on many factors, including the intensity and duration of seismic shaking, and local soil and groundwater conditions. Therefore, the extent of liquefaction, if any, may vary from the estimation above. The maximum amount of post-liquefaction ground subsidence, assuming no mitigating measures are implemented to improve the soil susceptibility to liquefaction and/or seismically induced ground settlement, can be estimated using an empirical method developed by Tokimatsu and Seed (1987). This process is based on field studies of areas that had undergone liquefaction. The magnitude of post- liquefaction settlement under the assumed conditions was calculated to be less than one inch. This settlement is expected to be non-uniform with potential differential settlements equaling the total settlement. Other earthquake hazards such as ground rupture and lateral spreading are considered to be a low to moderate risk at this site. Based on our evaluation, no specific mitigation is required to address liquefaction and/or other seismic hazards for this project. CONCLUSIONS AND RECOMMENDATIONS Based on the evaluation of the data collected during this investigation, it is our opinion that the subsurface conditions at the site are suitable for the proposed development, provided the recommendations contained herein are incorporated into the project design. The subsurface explorations encountered consistent soil conditions across the project site. Native, medium dense to dense sand and gravel was encountered within 2 feet of existing site grades. GeoTest recommends that the existing topsoil be removed from the building footprint down to medium dense, native, silty sand (Weathered Marysville Sand). Areas to be occupied by building foundations should be excavated down to unweathered, native sand and gravel (Marysville Sand). Foundations may bear directly on the prepared native subgrade or on structural fill placed atop these soils. Further recommendations regarding the placement and compaction of structural fill can found the Fi//and Compaction section of this report. Limited overexcavation in the southwest, forested, portion of the property should be anticipated and planned for due to the presence of large mature coniferous trees and their associated root balls. 5 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 On-site infiltration of stormwater requires adequately permeable soils and adequate separation from the groundwater table. Based on the native soils encountered in the test pits, and the approximate depths of groundwater encountered in the CPT explorations, it appears that the subject site is suitable for on-site stormwater infiltration.We have presented preliminary design infiltration rates based on grain size analyses, per the 2072 Stormwater Management Manua/ for Western Washington (amended December 2014), in the Stormwater Infiltration Potential section of this report. Site Preparation and Earthwork The portions of the site proposed for foundation(s), floor slabs, pavement and/or sidewalks development should be prepared by removing existing pavements,topsoil, deleterious material and significant accumulations of organics. Prior to placement of any foundation elements or structural fill, the exposed subgrade under all areas to be occupied by soil-supported floor slabs, spread, or continuous foundations should be recompacted to a firm and unyielding condition. Verification of compaction can be accomplished through proof rolling with a loaded dump truck, large self-propelled vibrating roller, or similar piece of equipment applicable to the size of the excavation. The purpose of this effort is to identify loose or soft soil deposits so that, if feasible,the soil distributed during site work can be recompacted. Proof rolling should be carefully observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or over-saturation that cannot be readily compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular material placed in accordance with subsequent recommendations for structural fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. Fill and Compaction Structural fill used to obtain final elevations for footings and soil-supported floor slabs must be properly placed and compacted. In most cases, suitable, non-organic, predominantly granular soil may be used for fill material provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. Material containing topsoil, wood, trash, organic material, or construction debris is not suitable for reuse as structural fill and should be properly disposed offsite or placed in nonstructural areas. Soils containing more than approximately 5 percent fines are considered moisture sensitive, and are difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately 2 percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. 6 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 Reuse of On-Site Soil The on-site, weathered and unweathered Marysville Sand soils are suitable for reuse as structural fill when placed at or near optimum moisture contents, as determined by ASTM D1557 and if allowed for in the project plans and specifications. The near- surface,weathered soils may contain elevated silt contents and may be difficult to use during periods of wet weather. Imported Structural Fill GeoTest recommends that imported structural fill consist of clean, well-graded sandy gravel, gravelly sand, or other approved naturally occurring granular material (pit run) or a well-graded crushed rock.We recommend imported structural fill for dryweather construction meet Washington State Department of Transportation (WSDOT) Standard Specification 9-03.14(2) for"Select Borrow"with the added requirement that 100 percent pass a 4-inch-square sieve. Soil containing more than about 5 percent fines (that portion passing the U.S. No. 200 sieve) cannot consistently be compacted to a dense, non-yielding condition when the water content is greater than optimum. Accordingly, GeoTest recommends that imported structural fill for wet weather construction meet WSDOT Standard Specification 9-03.14(1) for "Gravel Borrow" with the added requirement that no more that 5 percent pass the U.S. No. 200 sieve. Due to wet weather or wet site conditions, soil moisture contents could be high enough that it may be very difficult to compact even `clean' imported select granular fill to a firm and unyielding condition. Soils with over-optimum moisture contents should be scarified and dried back to more suitable moisture contents during periods of dry weather or removed and replaced with fill soils at a more suitable range of moisture contents. Backfill and Compaction Structural fill should be placed in horizontal lifts. The structural fill must measure 8 to 10 inches in loose thickness and be thoroughly compacted. All structural fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D1557. The top of the compacted structural fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested after placement of each lift in the fill pad. Wet Weather Earthwork Fine grained native soils are particularly susceptible to degradation during wet weather. As a result, it may be difficult to control the moisture content of site soils during the wet season. If construction takes place during wet weather, GeoTest recommends that structural fill consist of imported, clean, well-graded sand or sand and gravel as described above. If fill is to be placed or earthwork is to be performed in wet conditions, the contractor may reduce soil disturbance by: 7 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel `working mats' over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber-tired roller at the end of each working day • Providing up-gradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades Seismic Design Considerations The Pacific Northwest is seismically active and the site could be subject to movement from a moderate or major earthquake. Consequently, moderate levels of seismic shaking should be accounted for during the design life of the project, and the proposed structure should be designed to resist earthquake loading using appropriate design methodology. For structures designed using the seismic design provisions of the 2015 International Building Code,the medium dense to dense Marysville Sand underlying the site within the upper 100 feet is classified as Site Class D, according to 2010 ASCE -7 Standard - Table 20.3-1, Site Class Definitions. The corresponding values for calculating a design response spectrum for the soil profile type is considered appropriate for the site. Please reference the following values for seismic structural design purposes: Conterminous48 States-201S International Building Code Zip Code 98223 Central Latitude = 48.8163, Central Longitude = -122.1511 Short Period (0.2 sec) Spectral Acceleration Maximum Considered Earthquake (MCE) Value of Ss= 1.070 (g) Site Response Coefficient, Fa= 1.072 (Site Class D) Adjusted spectral response acceleration for Site Class D, SMs = Ssx Fa = 1.147 (g) Design spectral response acceleration for Site Class D, Sos = 2/3 x SMs= 0.765 (g) One Second Period (1 sec) Spectral Acceleration Maximum Considered Earthquake (MCE) Value ofS,= 0.417 (g) Site Response Coefficient, F = 1.583 (Site Class D) Adjusted spectral response acceleration for Site Class D, SM, = S,x F = 0.660 (g) Design spectral response acceleration for Site Class D, So, = 2/3 x SM,= 0.440 (g) 8 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 Foundation Support Continuous or isolated spread footings founded on proof-rolled, undisturbed, medium dense to dense native Marysville Sand or on properly compacted structural fill placed directly over undisturbed native soil can provide foundation support for the proposed improvements. We recommend that qualified geotechnical personnel confirm that suitable bearing conditions have been reached prior to placement of structural fill or foundation formwork. To provide proper support, GeoTest recommends that existing topsoil and/or loose/soft upper portions of the native soil be removed from beneath the building foundation area(s) or be replaced with properly compacted structural fill as described in the Fill and Compaction section of this report. Localized overexcavation, if necessary, can be backfilled to the design footing elevation with lean concrete, or foundations may be extended to bear on undisturbed native soil. In areas requiring overexcavation to competent native soil, the limits of the overexcavation should extend laterally beyond the edge of each side of the footing a distance equal to the depth of the excavation below the base of the footing. If lean concrete is used to backfill the overexcavation, the limits of the overexcavation need only extend a nominal distance beyond the width of the footing. In addition, GeoTest recommends that foundation elements for the proposed structure(s) bear entirely on similar soil conditions to help prevent differential settlement from occurring. Continuous and isolated spread footings should be founded 18 inches, minimum, below the lowest adjacent final grade for freeze/thaw protection.The footings should be sized in accordance with the structural engineer's prescribed design criteria and seismic considerations. Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous or isolated spread footings founded directly on medium dense to dense native Marysville Sand or on compacted structural fill placed directly over undisturbed native soils may be proportioned using a net allowable soil bearing pressure of 2,500 pounds per square foot (psf). The "net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level.This pressure includes all dead loads, live loads,the weight of the footing, and any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. If construction is accomplished as recommended and at the maximum allowable soil bearing pressure, GeoTest estimates the total settlement of building foundations 9 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 under static conditions to be less than one inch. Differential settlement between two adjacent load-bearing components supported on competent soil is estimated to be less than one half the total settlement. A liquefaction analysis conducted for this study suggests that the total settlement would be slightly higher, also taking into account seismic scenarios. This was previously discussed in the Seismic Hazardssection of this report. Floor Support Conventional slab-on-grade floor construction is feasible for the planned site improvements. Floor slabs may be supported on properly prepared native subgrade or on properly placed and compacted structural fill placed over properly prepared native soil. Prior to placement of the structural fill, the native soil should be proof- rolled as recommended in the Site Preparation and Earth work section of this report. GeoTest recommends that interior concrete slab-on-grade floors be underlain with at least 6 inches of clean, compacted, free-draining crushed gravel. The gravel should contain less than 3 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve) and be a crushed product. The purpose of this gravel layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer. To help reduce the potential for water vapor migration through floor slabs, a continuous 10-mil minimum thick polyethylene sheet with tape-sealed joints should be installed below the slab to serve as an impermeable vapor barrier. The vapor barrier should be installed and sealed in accordance with the manufacturer's instructions. The American Concrete Institute (ACI) guidelines suggest that the slab may either be poured directly onthevapor barrier or on a granular curing layer placed overthevapor barrier depending on construction conditions. GeoTest recommends that the architect or structural engineer specify if a curing layer should be used. If moisture control within the building is critical, we recommend a representative of GeoTest observe the vapor barrier to confirm that joints and penetrations have been properly sealed. Exterior concrete slabs-on-grade, such as sidewalks, may be supported directly on undisturbed native soil or on properly placed and compacted structural fill; however, long-term performance will be enhanced if exterior slabs are placed on a layer of clean, durable, well-draining granular material. Floor Considerations In a large warehouse facility such as the one proposed for this site, long spans of slab- on-grade concrete floors may be more susceptible to cracking and floor flatness issues due to normally occurring concrete shrinkage and/or minor floor settlements that would not normally impact smaller facilities. Thus,special considerations may be required in order to mitigate against post-construction cracking and/or settling of the 10 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 floor slab. These considerations could include, but are not limited to, the inclusion of additional structural steel within the slab, fibers added to concrete mixes, more frequent crack control joints, a reduction in the water-cement ratio of concrete in floor areas,or a specialized and/or enhanced structural fill section below floor slabs. It is our expectation that inclusions or considerations to mitigate post-construction floor cracking and/or settlement will be a collaborative effort from the design team, but that the Structural Engineer will likely have the most influence on the final design of the floor slab. GeoTest is available to participate in discussions regarding the mitigation of floor slab cracking and/or settlement issues. Foundation and Site Drainage Positive surface gradients should be provided adjacent to the proposed building to direct surface water away from the building and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains but should be separately discharged directly to the stormwater collection system or similar municipality-approved outlet. Pavement and sidewalk areas, if present, should be sloped and drainage gradients should be maintained to carry surface water away from the building towards an approved stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to sumps where water from seepage, rainfall, and runoff can be collected and pumped to a suitable discharge facility. The filtering media may consist of open-graded drain rock wrapped in a nonwoven geotextile fabric such as Mirafi 140N (or equivalent) or wrapped with a graded sand and gravel filter. For foundations supporting retaining walls, drainage backfill should be carried up the back of the wall and be at least 12 inches wide. The drainage backfill should extend from the foundation drain to within approximatelyl foot of the finished grade and consist of open-graded drain rock containing less than 3 percent fines by weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The invert of the footing drain pipe should be placed at approximately the same elevation as the bottom of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will be contained. This process prevents water from seeping through walls or floor slabs. The drain system should include cleanouts to allow for periodic maintenance and inspection. 11 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 Resistance to Lateral Loads The lateral earth pressures that develop against retaining walls will depend on the method of backfill placement, degree of compaction, slope of backfill, type of backfill material, provisions for drainage, magnitude and location of any adjacent surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0.001 to 0.002 times its height (a yielding wall), the soil pressure exerted comprises the active soil pressure. When a wall is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted comprises the at rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling or if the wall is inherently stiff. GeoTest recommends that yielding walls under drained conditions be designed for an equivalent fluid density of35 pounds per cubic ft (pcf),for structural fill in active soil conditions. Nonyielding walls under drained conditions should be designed for an equivalent fluid density of55 pcf,for structural fill in at-rest conditions. Design of walls should include appropriate lateral pressures caused by surcharge loads located within a horizontal distance equal to or less than the height of the wall. For uniform surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and 50 percent of the vertical surcharge pressure should be added to the lateral soil pressures for yielding and nonyielding walls, respectively. For structures designed using the seismic design provisions of the 2015 International Building Code, GeoTest recommends that retaining walls include a seismic surcharge in addition to the equivalent fluid densities presented above. We recommend that a seismic surcharge of approximately 8H (where H is the height of the wall in feet) be used for design purposes. Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade, will resist lateral loads transmitted from the structure to its foundation. For design purposes,the passive resistance of well-compacted fill placed against the sides of foundations is equivalent to a fluid with a density of 300 pounds per cubic foot. The recommended value includes a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. Retaining walls should include a drain system constructed in general accordance with the recommendations presented in the Foundation and Site Drainage section of this report. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resistance should not be considered. 12 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 An allowable coefficient of base friction of 0.35, applied to vertical dead loads only, may be used between the underlying imported granular structural fill and the base of the footing. If passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction design value. GeoTest does not recommend increasing the coefficient of friction to resist seismic or wind loads. Temporary and Permanent Slopes The contractor is responsible for construction slope configurations and maintaining safe working conditions, including temporary excavation stability. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected,the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 feet should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155-66403. Temporary unsupported excavations in the medium dense Marysville Sand encountered at the project site are classified as a Type B soil according to WAC 296- 155-66401 and may be sloped as steep as 1:1 (Horizontal:Vertical). All soils encountered are classified as Type C soil in the presence of groundwater seepage. Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop. Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. GeoTest recommends that permanent cut or fill slopes be designed for inclinations of 2H:1V or flatter. Permanent cuts or fills used in detention ponds, retention ponds, or earth slopes intended to hold water should be 3H:1V or flatter. All permanent slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Utilities Utility trenches must be properly backfilled and compacted to reduce cracking or localized loss of foundation, slab, or pavement support. Excavations for new shallow underground utilities are expected to be placed within native, medium dense to dense Marysville Sand. Trench backfill in improved areas (beneath structures, pavements, sidewalks, etc.) should consist of structural fill as defined in the Fiii and Compaction section of this report. Outside of improved areas, trench backfill may consist of reused native material provided the backfill can be compacted to the project specifications. Trench 13 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 backfill should be placed and compacted in general accordance with the recommendations presented in the Fill and Compaction section of this report. Surcharge loads on trench support systems due to construction equipment, stockpiled material, and vehicle traffic should be included in the design of any anticipated shoring system. The contractor should implement measures to prevent surface water runoff from entering trenches and excavations. In addition,vibration as a result of construction activity and traffic may cause caving of the trench walls. The contractor is responsible for trench configurations. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by the contractor during excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. If groundwater or groundwater seepage is present, and the trench is not properly dewatered, the soil within the trench zone may be prone to caving, channeling, and running. Trench widths may be substantially wider than under dewatered conditions. Pavement Subgrade Preparation Pavement section is often a choice between higher initial cost with lower maintenance fees, or lower initial cost with more frequent maintenance fees. For this reason, GeoTest recommends that the owner participate in the site pavement selection. Site grading plans should include provisions for sloping of the subgrade soils in proposed pavement areas,so that passive drainage of the pavement section(s) can proceed uninterrupted during the life of the project. Asphalt Pavement Sections GeoTest anticipates that asphalt pavement will be used for new passenger vehicle access drives and parking areas. meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3]. Areas that will be accessed by more heavily loaded vehicles, semi and garbage trucks, etc., such as the main drive paths, will require a thicker asphalt section and should be designed using a paving section consisting meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3]. Concrete Pavement Sections Concrete pavements could be used for access and parking areas. Design of concrete pavements is a function of concrete strength, reinforcement steel,and the anticipated loading conditions for the roads. For design purposes, a vertical modulus of subgrade reaction of150 pounds per cubic inch (pci) should be expected for concrete roadways constructed over properly placed and compacted Structural Fill. GeoTest expects that 14 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 concrete pavement sections, if utilized, will be at least 8 inches thick and be founded on a minimum of 8 inches of compacted CSBC. The design of concrete access and parking areas will need to be performed by a structural engineer. GeoTest recommends that subgrade soils supporting concrete pavement sections include minor grade changes to allow for passive drainage away from the pavement. GeoTest is available to further consult, review and/or modify our pavement section recommendations based on further discussion and/or analysis with the project team/owner. The above pavement sections are initial recommendations and may be accepted and/or modified by the site civil engineer based on the actual finished site grading elevations and/or the owner's preferences. Stormwater Infiltration Potential Based on the presence of predominantly granular materials and the lack of a restriction layer that would otherwise impact infiltration facilities, it is our opinion that the on-site infiltration of stormwater is feasible for this project site. Test Pit Gradation Results From the explorations excavated in the areas of interest,12 representative soil samples were selected and mechanically tested for grain size distribution and calculation according to the soil grain size analysis method, Section 3.3.6 of the 2012 Stormwater Management Manual for Western Washington (SMMWW), amended December 2014,. A summary of these results are reproduced in Table 1 below. Table 1 Preliminary Infiltration Results Based on Grain Size Analysis Test Pit ID Uncorrected Ksat Corrected Ksat & Depth Geologic Unit Infiltration Rate Infiltration Rate [i n/h r] [i n/h r] TP-1 (5.0 ft) Marysville 72 7 20 9 Sand Weathered TP-2 (1.5 ft) Marysville 19.3 5.6 Sand TP-2 (2.5 ft) Marysville 78 2 22 5 Sand Weathered TP-7 (1.5 ft) Marysville 18..1 5.2 Sand TP-7 (3.0 ft) Marysville 103.2 29.7 Sand Weathered TP-8 (1.5 ft) Marysville 16.3 4.7 Sand 15 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 TP-8 (3.0 ft) Marysville 60.8 17.5 Sand TP-8 (8.0 ft) Marysville 56.7 16.3 Sand Weathered TP-10 (2.0 ft) Marysville 24.5 7.1 Sand TP-10 (4.0 ft) Marysville 62.5 18.0 Sand Weathered TP-12 (1.5 ft) Marysville 28.1 8.1 Sand TP-12 (3.0 ft) Marysville 145.6 41.9 Sand N otes: -Ksat = Initial Saturated Hydraulic Conductivity -Correction Factors Used: CFv = 0.80, CFt = 0.40, CFm =0.9,Total Correction Factor = 0.288 -## = We do not recommend designing for an infiltration rate in excess of10 in/hr in the unweathered Marysville Sand due to the limitations of the grain size analysis approach. The rates presented in Table 1 are representative of loose soil conditions and do not take into account relative density of the soil. Design Considerations Stormwater infiltration potential is a function of the relatively permeability of the site soils, and the separation between the base of the proposed stormwater facility and the groundwater table. Based on the results presented in Table 1, and the relative depth to the groundwater table (observed at 17 to 30 feet), the on-site infiltration of stormwater is feasible for the project site. Stormwater Treatment The stormwater facilities on-site may require some form of pollutant pretreatment with an amended soil prior to on-site infiltration or offsite discharge. The reuse of on- site topsoil is often the most sustainable and cost effective method for pollutant treatment purposes. Cation exchange capacities, organic contents, and pH of site subsurface soilswere alsotested to determine possible pollutant treatment suitability. 16 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 Cation exchange capacity, organic content, and pH tests were performed by Northwest Agricultural Consultants on six soil samples collected from the explorations shown in Table 2. A summary of the laboratory test results is presented in Table 2 below. TABLE 2 Cation Exchange Capacity,Organic Content, and pH Laboratory Test Results Test Pit Sample Geologic Cation Exchange Organic Depth Capacity Content pH ID (ft) Unit (meq/100 grams) K TP-1 0.25 Topsoil 13.9 7.41 5.8 Weathered TP-1 1.5 Marysville 4.6 2.26 5.9 Sand TP-9 0.5 Topsoil 13.7 7.59 5.6 Weathered TP-9 1.5 Marysville 3.4 1.35 6.0 Sand TP-13 0.5 Topsoil 15.6 9.16 5.5 Weathered TP-13 1.5 Marysville 7.0 2.89 6.1 Sand Suitability for onsite pollutant treatment is determined in accordance with SSC-6 of the 2012 Washington State Department of Ecology Storm water Management Manua/ for Western Washington. Soils with an organic content of greater than or equal to 1 percent and a cation exchange capacity of greater than or equal to 5 meq/100 grams are characterized as suitable for stormwater treatment. GeoTest is available to perform additional laboratory testing as part of an expanded scope of services if the soil is to be amended. Alternatively, the owner may elect to import amended soils with the desired properties for planned treatment facilities. Geotechnical Consultation and Construction Monitoring GeoTest recommends that we be involved in the project design review process. The purpose of the review is to verify that the recommendations presented in this report are understood and incorporated in the design and specifications. 17 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 We also recommend that geotechnical construction monitoring services be provided. These services should include observation by GeoTest personnel during structural fill placement, compaction activities and subgrade preparation operations to confirm that design subgrade conditions are obtained beneath the areas of improvement. Periodic field density testing should be performed to verify that the appropriate degree of compaction is obtained. The purpose of these services is to observe compliance with the design concepts, specifications, and recommendations of this report. In the event that subsurface conditions differ from those anticipated before the start of construction, GeoTest Services would be pleased to provide revised recommendations appropriate to the conditions revealed during construction. GeoTest is available to provide a full range of materials testing and special inspection during construction as required by the local building department and the International Building Code. This may include specific construction inspections on materials such as reinforced concrete, reinforced masonry, wood framing and structural steel. These services are supported by our fully accredited materials testing laboratory. USE OF THIS REPORT GeoTest Services, Inc. has prepared this report for the exclusive use of SMARTCAP Investments and their design consultants for specific application to the design of the proposed new SMARTCAP manufacturing building project located in Arlington, Washington. Use of this report by others is at the user's sole risk. This report is not applicable to other site locations. Our services are conducted in accordance with accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that these conditions are representative of conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth and time of our explorations, a geological reconnaissance of the area, and a review of previously published USGS geological information for the site. If variations in subsurface conditions are encountered during construction that differs from those contained within this report, GeoTest should be allowed to review the recommendations and, if necessary, make revisions. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site,we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthwork contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations. GeoTest Services, Inc. is not responsible for job site safety on this project, and this responsibility is specifically disclaimed. 18 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Typical Footing and Wall Drain Section Figure 4 Soil Classification Sheet Figures 5-12 Test Pit Logs Figures 13-15 Grain Size Analyses Attachment CPT Logs + Dissipation (5 pages) Attachment CEC/OC/PH Laboratory Testing (1 page) Attachment Liquefaction Analysis (2 pages) Attachment Report Limitations and Guidelines for Its Use (3 pages) REFERENCES Arlington (Washington) Municipal Code - Geologically Hazardous Areas, §20.93.600, 2019. Minard, J.P., 1985, Geologic map of the Arlington West 7.5 minute quadrangle, Snohomish County, Washington,scale 1:24,000.: U.S. Geological Survey, Miscellaneous Field Studies Map MF-1740 Bakeman, S., Dan, G., Howie, D., Killelea, J., Labib, F., & Ed, O. (n.d.). 2012 Stormwater Management Manual for Western Washington, as Amended in December 2014 (The 2014 SWMMWW) (pp. 1-1042) (United States, Washington State Department of Ecology). Washington Geologic Information Portal. (n.d.). Retrieved January, 2019, from https://geologyportal.dnr.wa.gov/ 19 ._ < � i Plk--nuck Y Wt V A4 "� ,i► �' Bryarit TraftonT + •,lidlla•�s� .�1 �.•�� •tea Ivana• �� '� .r+• k,� Ari ngton "•`',�'• ington - Heights � Arl '-� .��� ,` Arlington - r�;••I . �� �.~!.-� �,� Ls Airport L .'. oci IL t WAqHINGT !S. lr . ' �•• Sisco Heights } r Po N:�'Aar; ` ®v �, -• .••- OTEST SERVICES, INC. Scale: As Shown Project • 111 ' 1 • Avenue Arlington, WA 98223 SMARTCAP MANUFACTURING BUILDINGS • phone: (3.0)733-7318 VACANT LOT E. OF 6206 188TH .0 TP-12 ._ CPT- 41, 1 ' ► • • -t, 0. TP-11 1 • TP-14 • CPT-2C TP-1i0 TP-6 TP-7 TP-8 TP-16 • CPT-3A _ 1 TP-4 TP-5 TP-9 • TP-15 • • TP-1 TP-2 TP-3 All CPT-#=Approximate Cone Penetrometer Test Location REFERENCE BASE MAP FROM GOOGLE EARTF.. pp BUILDING LAYOUT REFERENCED ■■ TP-#= Approximate Test Pit Location FROM B&T ENGINEERING CONCEPT PLAN DATED 11-14-18. i 150 Feet N GEOTEST SERVICES, INC. Date: 1-24-19 By: NG Scale: As shown Project 20527 67th Avenue NE SITE AND EXPLORATION PLAN 19-0009 Arlington, WA 98223 SMARTCAP MANUFACTURING BUILDINGS Figure phone: (360)733-7318 VACANT LOT W. OF 6206 188TH STREET. NE w fax: (360)733-7418 ARLINGTON, WA 98223L) SHALLOW FOOTINGS WITH INTERIOR SLAB-ON-GRADE �. .�. Typical Framing Compacted Impervious Soil •,•,•, (12 inch minimum) , , , Floor Slab or Pavement , , , , , , , , (2 inch minimum) .�.�.�. .�.�.�.�.�.�.�.�.�.�.�.�.�.�.�. Va or Barrier Slope to drain away from structure. � ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•ti•~•~•~•~•~-~•~•~-~•~•~-~•~•~-~• . .. .f•f•f.f•f•f.f.f•f.f.f•f•r.f•f•f•f•f•f•f•f•f•f•f•f. - - •,•,• ti.ti.ti.ti.ti.ti.ti.ti.ti.ti.•..ti.1. 1.ti.ti.ti.ti.•..1- ---.l.ti.ti.ti.ti. .f.f.f•f•f.f.f.f.f.f.f.f.f.f. f.f.f.f.f.f.f.f.f.f.f.f.f.f.1 Coarse Gravel Capillary Break inch minimum typically clear crushed) Suitable Soil Free Draining Sand / ' ' ' and Gravel Fill Approved Non-woven Geotextile Filter Fabric ' (18 inch minimum fabric lap) / ' ' ' ' ' ' ' ' ' Suitable Soil Drainage Material (Drain Rock or Clear Crushed Rock w/no fines) Appropriate Waterproofing Applied to Exterior of Wall Four Inch Diameter, Perforated, Rigid PVC Pipe (Perforations oriented down,wrapped in non-woven geotextile filter fabric,directed to suitable discharge) Notes: Footings Should be properly buried for frost protection in accordance with International Building Code or local building codes (Typically 18 inches below exterior finished grades) The footing drain will need to be modified from this typical drawing to fit the dimensions of the planned monolithic footing and slab configuration GEOTEST SERVICES, INC. Date: 1-24-19 By: NG Scale: None Project 20527 67th Avenue NE TYPICAL FOOTING & WALL DRAIN SECTION 19-0009 Arlington, WA 98223 SMARTCAP MANUFACTURING BUILDINGS Figure phone: (360)733-7318 VACANT LOT W. OF 6206 188TH STREET NE fax: (360)733-7418 ARLINGTON,WA 98223 3 Soil Classification System uscs MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL DESCRIPTIONd"2' o o GRAVEL AND CLEAN GRAVEL o o 0 o o GW Well-graded gravel;gravel/sand mixture(s);little or no fines _j m GRAVELLY SOIL (Little or no fines) o o 0 o N o GP Poorly graded gravel;gravel/sand mixture(s);little or no fines (6'y `m? (More than 50%of Silt ravel; ravel/sand/silt mixture(s) m a') coarse fraction GRAVEL WITH FINES GM y9 9 ( ) W E.y (Appreciable amount of z o o Q sieve)retained on No.4 fines) GC Clayey gravel;gravel/sand/clay mixture(s) e N wLO c SAND AND CLEAN SAND $W Well-graded sand;gravelly sand;little or no fines U)L Z SANDY SOIL (Little or no fines) [Y $P Poorly graded sand;gravelly sand;little or no fines o0 OU (More than 50%of JI SM Silty sand;sand/silt mixture(s) coarse fraction passed SAND WITH FINES through No.4 sieve) (Appreciable amount of fines) SC Clayey sand;sand/claymixture(s) Inorganic silt and very fine sand;rock flour;silty or clayey fine � CDSILT AND CLAY ML sand or clayey silt with slight plasticity p m N CL Inorganic clay of low to medium plasticity;gravelly clay;sandy E 6 (Liquid limit less than 50) clay;silty clay;lean clay L az^y z a m.N OL Organic silt;organic,silty clay of low plasticity C) a) SILT AND CLAY MH Inorganic silt;micaceous or diatomaceous fine sand y y W 2 y CH Inorganic clay of high plasticity;fat clay u_ Z o y (Liquid limit greater than 50) g — OH Organic clay of medium to high plasticity;organic silt HIGHLY ORGANIC SOIL PT Peat;humus;swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock(See Rock Classification) WOOD WD Wood,lumber,wood chips DEBRIS O O O Dg I Construction debris,garbage Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils(Visual-Manual Procedure), as outlined in ASTM D 2488.Where laboratory index testing has been conducted,soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes,as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined as follows: Primary Constituent: >50%-"GRAVEL,""SAND,""SILT,""CLAY,"etc. Secondary Constituents: >30%and<50%-"very gravelly,""very sandy,""very silty,"etc. >12%and<30%-"gravelly,""sandy,""silty,"etc. Additional Constituents: > 5%and<12%-"slightly gravelly,""slightly sandy,""slightly silty,"etc. < 5%-"trace gravel,"'trace sand,"'trace silt,"etc.,or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER&INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-inch O.D.,2.42-inch I.D.Split Spoon PP=1.0 Pocket Penetrometer,tsf b 2.00-inch O.D.,1.50-inch I.D.Split Spoon TV=0.5 Torvane,tsf i— Recovery Depth Interval c Shelby Tube PID=100 Photoionization Detector VOC screening,ppm 1� 14 Sample Depth Interval d Grab Sample W=10 Moisture Content,% J e Other-See text if applicable D=120 Dry Density,pcf Portion of Sample Retained 1 300-lb Hammer,30-inch Drop -200=60 Material smaller than No.200 sieve,% for Archive or Analysis 2 140-lb Hammer,30-inch Drop GS Grain Size-See separate figure for data 3 Pushed AL Atterberg Limits-See separate figure for data 4 Other-See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis Z7 Approximate water elevation at time of drilling(ATD)or on date noted. Groundwate ATD levels can fluctuate due to precipitation,seasonal conditions,and other factors. SMARTCAP Manufacturing Figure OeOTG 5T Buildings Soil Classification System and Key Arlington, WA 98223 TP-1 SAMPLE DATA SOIL PROFILE GROUNDWATER n Tracked Excavator E Excavation Method: E ) Z cn Ground Elevation(ft): —137(Google Earth) r n a> n C) °o o M- cEn H ? Excavated By: Gillen Construction/Noah Griffin 0 d SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) w 2= d SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND 3= d o fl GW/ (Weathered Recessional Outwash)variable o GP gravel content o. a 5 W=5 p.o. Dense,grey,moist,poorly graded GRAVEL � 4= d GS ©o with sand(Recessional Outwash) � o a o0 0 ;a . 0 ©_o. 10 Q_�. z 0 1 ;o. 0 p. z 0 J Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft. J Q Z TP-2 U SAMPLE DATA SOIL PROFILE GROUNDWATER a U a Tracked Excavator E n E � Excavation Method: z iR Z m ~ :° T —137 G le Earth o 2 Z �, � 0 rq Ground Elevation(ft): ( 0O9 ) F t n a> n c4 a) Ch Excavated By: Gillen Construction/Noah Griffin o cn o5 cn I— c� w 0 d SM/ Loose,dark brown,moist,silty,gravelly, W=18 OL SAND with organics and rootlets(Topsoil) 6= d GS SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND 7= d W=4 o_fl GW/ (Weathered Recessional Outwash)variable o GS o GP gravel content LU 5 p:o. Dense,grey,moist,poorly graded GRAVEL ©_fl. with sand(Recessional Outwash) p O. w C1 fl. 0 � ©O a 0 10 _0. 0 LU 0 Test Pit Completed 01/16/19 0 Total Depth of Test Pit=11.0 ft. U w 15 0 a 0 X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. M V C�G'OTG 5T SMARTCAP Manufacturing Figure Buildings Log of Test Pits Arlington, WA 98223 5 TP-3 SAMPLE DATA SOIL PROFILE GROUNDWATER n Tracked Excavator E Excavation Method: E ) Z cn Ground Elevation(ft): —137(Google Earth) r n a> n C) ° a) - cEn a) ? Excavated By: Gillen Construction/Noah Griffin o 0 SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) w SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND ~ o° GW/ (Weathered Recessional Outwash)variable o GP gravel content o. a 5 p Dense,grey,moist,poorly graded GRAVEL O with sand(Recessional Outwash) Q o ©0. 0 10 0_0. z 01 o. 0 p. z 0 J Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft. J Q z Z TP-4 U SAMPLE DATA SOIL PROFILE GROUNDWATER a U Tracked Excavator E n E � Excavation Method: z iR Z m ~ :° T —137 G le Earth o 2 Z �, � 0 rq Ground Elevation(ft): ( 0O9 ) F t n a> n C) a) co Excavated By: Gillen Construction/Noah Griffin o cn o5 cn I— c� 0 0 dLU SM/ Loose,dark brown,moist,silty,gravelly, Uj OL SAND with organics and rootlets(Topsoil) 9= d SM Loose,orange/brown,moist,silty,SAND Groundwater not encountered. 10= d o_fl GW/ (Weathered Recessional Outwash)variable 0 0 0_ GP gravel content LU 5 p:o. Dense,grey,moist,poorly graded GRAVEL ©_0 with sand(Recessional Outwash) p O. w C1 fl. 0 � ©O a 0 10 ;::0_0. o fl_ o A_ O w N Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. w 15 0 a 0 X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. M V C�G'OTG 5T SMARTCAP Manufacturing Figure Buildings Log of Test Pits Arlington, WA 98223 TP-5 SAMPLE DATA SOIL PROFILE GROUNDWATER n Tracked Excavator E Excavation Method: E ) Z cn Ground Elevation(ft): -137(Google Earth) r n a> n C) ° a) - cEn a) ? Excavated By: Gillen Construction/Noah Griffin o 0 SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) m Groundwater not encountered. w o SM Loose,orange/brown,moist,silty,SAND ~ o GW/ (Weathered Recessional Outwash)variable o o_ GP gravel content a 5 a U. Dense,grey,moist,poorly graded GRAVEL ©.o_ with sand(Recessional Outwash) Q Q.� Q.o. O o. m �0 O z Qo. o.o_ � O . 0 ©O z 0 J Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft. J Q z Z TP-6 U SAMPLE DATA SOIL PROFILE GROUNDWATER a U a Tracked Excavator E n E � Excavation Method: z Z m ~ :° T -137 G le Earth o �, o rq Ground Elevation(ft): ( J ) F t n a> n C) m co Excavated By: Gillen Construction/Noah Griffin 0 cn 05 cn H C� � w 0 SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) SM Groundwater not encountered. J Loose,orange/brown,moist,silty,SAND o_fl GW/ (Weathered Recessional Outwash)variable o o GP gravel content LU 5 p:o. Dense,grey,moist,poorly graded GRAVEL ©_fl. with sand(Recessional Outwash) p � O. w 00, 0 ©O a 0 10 O. o A_ OLU O O U w Test Pit Completed 01/16/19 0 15 Total Depth of Test Pit=13.0 ft. a 0 X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. M V C�G'OTG 5T SMARTCAP Manufacturing Figure Buildings Log of Test Pits 7 Arlington, WA 98223 TP-7 SAMPLE DATA SOIL PROFILE GROUNDWATER n Tracked Excavator E Excavation Method: E ) Z cn Ground Elevation(ft): -137(Google Earth) r n a> n 0 c4 °o o M- cEn H ? Excavated By: Gillen Construction/Noah Griffin 0 d LM Loose,dark brown,moist,silty,gravelly, W=12 SAND with organics and rootlets(Topsoil) 12= d Groundwater not encountered. GS o. _ Loose,orange/brown,moist,silty,SAND a 13= d GS3 0° GW/ (Weathered Recessional Outwash)variable o_o_ GP gravel content g a 5 o Dense,grey,moist,poorly graded GRAVEL U o o_ with sand(Recessional Outwash) p. Q.O _o o. m 10 1 o , z p 0_ p. 0 __0 z 0 J Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft. J Q z Z TP-8 U SAMPLE DATA SOIL PROFILE GROUNDWATER a U a Tracked Excavator E n E � Excavation Method: z i Z m ~ 2 T -137 G le Earth 0 2 Z `m ca o rq Ground Elevation(ft): ( �J ) F t n a> n 0 a) Ch Excavated By: Gillen Construction/Noah Griffin 0 CO o5 CO H C� w 0 d SM/ Loose,dark brown,moist,silty,gravelly, Uj W=12 OL SAND with organics and rootlets(Topsoil) 15= d GS SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND LL 16= d W=4 o GW/ (Weathered Recessional Outwash)variable b GS o GP gravel content 0 � 5 0.° Dense,grey,moist,poorly graded GRAVEL Q q_ with sand(Recessional Outwash) 0 17= d GS$ a fl_ � q_0_ 6 10 :O0 o O o 0 O w N Test Pit Completed 01/16/19 0 Total Depth of Test Pit=12.0 ft. w 15 0 a 0 X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. M V C�G'OTG 5T SMARTCAP Manufacturing Figure Buildings Log of Test Pits Arlington, WA 98223 8 TP-9 SAMPLE DATA SOIL PROFILE GROUNDWATER n Tracked Excavator E Excavation Method: E ) Z cn Ground Elevation(ft): -137(Google Earth) r n a> n C) °o o cmn- cEn a) ? Excavated By: Gillen Construction/Noah Griffin 0 d SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) w 19= d SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND ~ 20= d Q 0_ GW/ (Weathered Recessional Outwash)variable "DO GP gravel content o. a 5 p Dense,grey,moist,poorly graded GRAVEL C) O with sand(Recessional Outwash) al©0. Q rn 100 o ©O. 0 10 Q_�. z 0_fl. c7 ,A. O o Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. m 15 J Q Z TP-10 U SAMPLE DATA SOIL PROFILE GROUNDWATER a U a Tracked Excavator E n E � Excavation Method: z i Z m ~ a � T -137 G le Earth o 2 Z `m ca o rq Ground Elevation(ft): ( �J ) F t n a> n C1 co Excavated By: Gillen Construction/Noah Griffin W 0 d SM/ Loose,dark brown,moist,silty,gravelly, o OL SAND with organics and rootlets(Topsoil) W=12 Groundwater not encountered. 22= d GS SM Loose,orange/brown,moist,silty,SAND D (Weathered Recessional Outwash)variable LL Uj o GW/ gravel content 23= d Gg4 0 0 GP Dense,grey,moist,poorly graded GRAVEL 5 o fl with sand(Recessional Outwash) ci 0. v 0_Q 0 W , 0 T D,Q a 0 10 O.O. o ©O o O. O W N Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. W 15 0 a 0 X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. M V C�G'OTG 5T SMARTCAP Manufacturing Figure Buildings Log of Test Pits (� Arlington, WA 98223 9 TP-11 SAMPLE DATA SOIL PROFILE GROUNDWATER n Tracked Excavator E Excavation Method: E ) Z cn Ground Elevation(ft): —137(Google Earth) r n a> n C) o M- cEn H ? Excavated By: Gillen Construction/Noah Griffin °o 0 SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) w SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND ~ o_fl GW/ (Weathered Recessional Outwash)variable o GP gravel content o. a 5 p Dense,grey,moist,poorly graded GRAVEL C) o with sand(Recessional Outwash) Q D, O, rn o0. o ©O. 0 10 z .:1 _fl. O o Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. m 15 J Q Z TP-12 U SAMPLE DATA SOIL PROFILE GROUNDWATER a U a Tracked Excavator E n E � Excavation Method: z i Z m ~ 2 T —137 G le Earth o 2 Z `m ca o rq Ground Elevation(ft): ( �J ) F t n a> n c4 a) co Excavated By: Gillen Construction/Noah Griffin o cn o5 cn I— c� w 0 d SM/ Loose,dark brown,moist,silty,gravelly, � W=11 OL SAND with organics and rootlets(Topsoil) 25= d GS SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND LL = d W=4 026 0_ GW/ (Weathered Recessional Outwash)variable 0 GS o GP gravel content LU 5 p:o. Dense,grey,moist,poorly graded GRAVEL ©_fl. with sand(Recessional Outwash) p O. w 00 0 Q_ � ©O a 0 10 0 0_ O w N Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. w 15 0 a- a 0 X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. M V C�G'OTG 5T SMARTCAP Manufacturing Figure Buildings Log of Test Pits O Arlington, WA 98223 TP-13 SAMPLE DATA SOIL PROFILE GROUNDWATER n Tracked Excavator E Excavation Method: E ) Z cn Ground Elevation(ft): -137(Google Earth) r n a> n C) °o o M- cEn H ? Excavated By: Gillen Construction/Noah Griffin 0 d SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) w 28= d SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND ~ 29= d Q p_ GW/ (Weathered Recessional Outwash)variable 0 o GP gravel content o. a 5 p Dense,grey,moist,poorly graded GRAVEL C) o with sand(Recessional Outwash) Q D O, rn o0 o ©O. 0 10 z .:1 _fl. O o Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. m 15 J Q z Z TP-14 U SAMPLE DATA SOIL PROFILE GROUNDWATER a U a Tracked Excavator E n E � Excavation Method: z iR Z m ~ :° T -137 G le Earth o 2 Z �, � o rq Ground Elevation(ft): ( �J ) F t n a> n C) m co Excavated By: Gillen Construction/Noah Griffin 0 cn 05 cn H C� � w 0 SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) SM Groundwater not encountered. J Loose,orange/brown,moist,silty,SAND o_fl GW/ (Weathered Recessional Outwash)variable o o GP gravel content LU 5 p:o. Dense,grey,moist,poorly graded GRAVEL ©_fl. with sand(Recessional Outwash) p � O. w C1 fl. 0 o �a O 0 10 © 0 o_ O w N Test Pit Completed 01/16/19 0 Total Depth of Test Pit=12.0 ft. w 15 0 a- a 0 X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. M V C�G'OTG 5T SMARTCAP Manufacturing Figure Buildings Log of Test Pits 11 Arlington, WA 98223 TP-15 SAMPLE DATA SOIL PROFILE GROUNDWATER n Tracked Excavator E Excavation Method: E ) Z cn Ground Elevation(ft): -137(Google Earth) r n a> n C) o mn- cEn a) ? Excavated By: Gillen Construction/Noah Griffin °o c 0 SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) w SM Groundwater not encountered. � Loose,orange/brown,moist,silty,SAND b GW/ (Weathered Recessional Outwash)variable 0 o GP gravel content a 5 0.° Dense,grey,moist,poorly graded GRAVEL C) with sand(Recessional Outwash) 2 p t2.0 o Qfl z 10 z Test Pit Completed 01/16/19 Total Depth of Test Pit=10.0 ft. z 0 J_ m 15 J Q z Z TP-16 U SAMPLE DATA SOIL PROFILE GROUNDWATER a U Tracked Excavator E n E � Excavation Method: z iR Z m ~ :° T -137 G le Earth o 2 Z �, � o rq Ground Elevation(ft): ( �J ) F t n a> n C) m co Excavated By: Gillen Construction/Noah Griffin 0 cn 05 cn H C� � w 0 SM/ Loose,dark brown,moist,silty,gravelly, o OL SAND with organics and rootlets(Topsoil) SM Groundwater not encountered. J Loose,orange/brown,moist,silty,SAND o_fl GW/ (Weathered Recessional Outwash)variable o o 0 GP gravel content LU 5 p:o. Dense,grey,moist,poorly graded GRAVEL ©_0 with sand(Recessional Outwash) p � O. w C1 fl. 0 0 ©O a 0 10 0 LU 0 Test Pit Completed 01/16/19 (3 Total Depth of Test Pit=11.0 ft. U w 15 0 a 0 X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. M V C�G'OTG 5T SMARTCAP Manufacturing Figure Buildings Log of Test Pits Arlington, WA 98223 12 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 3/4 1123/8 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 90 U) a r 80 w N U Z 70 C`J a a 60 U o . 50 o v= ZZ U 66 a 40 Z z 0 J_ m 30 a 0 z 20 0 0 0 � 10 z a U 01 1 1 fill _j 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Z 0 a Cobbles Gravel Sand Silt or Clay w coarse fine coarse medium fine 0 w c� Point Depth Classification ILL PL PI C, C, LL w • TP-1 5.0 POORLY GRADED SAND with GRAVEL (SP) 0.82 16.16 0 0 m TP-2 1.5 SILTY,SAND,TRACE GRAVEL (SM) N u) A TP-2 2.5 POORLY GRADED SAND with GRAVEL (SP) 0.26 21.82 U w * TP-7 1.5 SILTY,GRAVELLY,SAND (SM) 0 a O TP-7 3.0 WELL-GRADED GRAVEL with SAND (GW) 1.18 24.36 Point Depth D D D D D %Coarse %Fine %Coarse %Medium %Fine %Fines o p 90 60 50 3o io Gravel Gravel Sand Sand Sand 6w 0 TP-1 5.0 22.281 4.612 2.76 1.036 0.285 15.8 23.7 16.8 27.5 14.2 2.0 c� V-) m TP-2 1.5 2.021 0.573 0.432 0.22 0.0 2.8 7.2 40.5 33.2 16.1 U W o A TP-2 2.5 29.092 7.02 3.257 0.769 0.322 16.0 29.4 10.6 28.6 14.2 1.3 Ix o * TP-7 1.5 10.042 0.86 0.641 0.343 4.7 13.2 6.5 39.9 23.0 12.7 O TP-7 3.0 30.377 9.166 5.914 2.018 0.376 26.0 29.0 15.1 18.3 10.3 1.2 N C,= D30z/(D60* D10) To be well graded: 1 <C,; < 3 and 0 Cu = D60/D10 Cu >4 for GW or Cu > 6 for SW M 7 C�G'OTG'ST SMARTCAP Manufacturing Figure Buildings Grain Size Test Data 13 Arlington,WA 98223 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 3/4 1/23/8 3 6 810 1416 20 30 40 50 60 100 140 200 100 90 U) a r 80 w N co Z 70 C`J a a 60 U o . 50 o v= ZZ U Co a 40 z 0 J_ m 30 a 0 ? 20 0 0 0 � 10 z a -1 Ifl U W 0 2 100 10 1 0.1 0.01 0.001 S9 Grain Size in Millimeters Z 0 a Cobbles Gravel Sand Silt or Clay w coarse fine coarse medium fine 0 w c� Point Depth Classification ILL PL PI Cc C, LL w • TP-8 1.5 SILTY,SAND Q c� 0 m TP-8 3.0 POORLY GRADED SAND with GRAVEL (SP) 0.69 4.72 N u) A TP-8 8.0 POORLY GRADED SAND with GRAVEL (SP) 0.62 4.82 U W 0 O a Point Depth D D D D D %Coarse %Fine %Coarse %Medium %Fine %Fines o p 90 60 50 30 �o Gravel Gravel Sand Sand Sand ow 0 TP-8 1.5 0.814 0.358 0.298 0.164 0.0 0.0 0.9 29.6 50.1 19.3 CO c� m TP-8 3.0 26.451 1.381 0.828 0.53 0.293 11.6 12.8 8.8 46.6 18.6 1.5 U W o A TP-8 8.0 11.204 0.867 0.519 0.311 0.18 5.3 14.8 8.7 25.2 44.3 1.8 a o_ X rn 7 N 0 C,= D302 /(D60* D10) To be well graded: 1 < C, < 3 and C. = D60/D10 CU >4 for GW or CU > 6 for SW M 7 C�G'OTG'ST SMARTCAP Manufacturing Figure Buildings Grain Size Test Data 14 Arlington,WA 98223 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 34 1/238 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 90 U) a r 80 w N co Z 70 NXC`J a a 60 U o . c 50 o v= ZZ U Co a 40 Z z 0 J_ m 30 a Z ? 20 0 0 0 10 z a U � 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Z 0 a Cobbles Gravel Sand Silt or Clay w coarse fine coarse medium fine 0 w c� Point Depth Classification ILL PL PI C, C, LL w • TP-10 2.0 SILTY,SAND (SM) 1.00 4.79 0 0 m TP-10 4.0 POORLY GRADED GRAVEL with SAND (GP) 0.25 55.70 N u) A TP-12 1.5 SLIGHTLY SILTY,GRAVELLY,SAND (SM) 1.77 19.87 U w * TP-12 3.0 POORLY GRADED SAND with GRAVEL (SP) 0.79 7.58 0 a Point Depth D D D D D %Coarse %Fine %Coarse %Medium %Fine %Fines o p 90 60 50 3o io Gravel Gravel Sand Sand Sand ow 0 TP-10 2.0 1.19 0.279 0.21 0.127 0.058 0.0 1.5 2.8 23.5 58.3 14.0 (D V-) m TP-10 4.0 33.426 14.129 5.436 0.941 0.254 37.4 14.1 9.2 22.9 14.1 2.2 U W o A TP-12 1.5 13.321 1.964 1.325 0.587 0.099 0.0 26.8 12.8 38.1 13.9 8.5 W o * TP-12 3.0 10.479 2.839 1.922 0.913 0.374 2.8 24.1 22.1 39.8 9.6 1.7 X rn 7 N C,= D30z/(D60* D10) To be well graded: 1 < C,; < 3 and 0 C. = D60/D10 CU >4 for GW or CU > 6 for SW M 7 C�G'OTG'ST SMARTCAP Manufacturing Figure Buildings Grain Size Test Data 15 Arlington,WA 98223 CPT-01 CPT CONTRACTOR:In Situ Engineering OPERATOR:okbay CUSTOMER:GeoTest Services CONE ID: DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER: 19-0009 BACKFILL:20%Bentonite Grout TEST DATE: 1/16/2019 12:31:53 PM SURFACE PATCH:Bentonite Chips Tip COR F.Ratio Pore Pressure SBT FIR SPT (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 450 0 4 -6 14 0 12 0 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 17 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 5 1 11 1 11 1 1 1 1 1 11 1-1-1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 1 1 I 1 I-f f-I 141-1 H +-14 1 —1—1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 15 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 r —I T 7 — — 7 1-T T-I F-I T 17 1 T 7 1-1-1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Depth (ft) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 25 1 1 I 1 14 �-I 141-4I 14 --k I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 30 IIIIIII IIIIIII IIIIIII IIIIIII IIIIII IIIIIII IIIIIII IIIIIII IIIIIII IIIIIII IIIIIII IIIIIII I 35 7 T 1 I 7 1IIIIII 7IIIIIII FIIIIIII IIIIIIII-fIIIIIII FIIIIIII IIIIIIII IIIIIII 1IIIIIII 7IIIIIII 1IIIIIII 7IIIIIII FIIIIIII 1IIIIIII TIIIIIII IIIIIII IIIIIII TI I I I 1 1 40 1 I I 1 1-4 �I 141� �I - —1-1 1IIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 45 l l l l TOTAL DEPTH:40.190 ft 1 sensitive fine grained 04 silty clay to clay 0 7 silty sand to sandy silt 010 gravelly sand to sand 2 organic material 0 5 clayey silt to silty clay N 8 sand to silty sand 0 11 very stiff fine grained(*) 3 clay 0 6 sandy silt to clayey silt 09 sand 0 12 sand to clayey sand(*) *SBT/SPT CORRELATION:UBC-1983 CPT - 01 CPT CONTRACTOR: In Situ Engineering OPERATOR:Okbay CUSTOMER:GeoTest Services CONE ID:DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER: 19-0009 BACKFILL:20%Bentonite Grout TEST DATE: 1/16/2019 12:31:53 PM SURFACE PATCH:Bentonite Chips 7 DEPTH(ft) 17.388 6 5- 4- PRESSURE (PSI) 3- 2- 0 0 5 10 15 20 25 30 35 40 TIME:(SECONDS) Dissipation Time:22 minutes CPT-02C CPT CONTRACTOR:In Situ Engineering OPERATOR:okbay CUSTOMER:GeoTest Services CONE ID: DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER: 19-0009 BACKFILL:Bentonite Chips TEST DATE: 1/16/2019 1:41:56 PM SURFACE PATCH:Bentonite Chips Tip COR F.Ratio Pore Pressure SBT FR SPT (tsf) N (psi) (RC 1983) (blows/ft) 0 0 500 0 3 -1 3 0 12 0 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 2 1 1 -t Ifi t-1 fi I— It 1-1iI filt t 1 1 I I I I I I I I I I I I I I I l l l l l l l a I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 4 I I I I I I I I I I I I I I I J I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 6 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Depth (ft) I I I I I I I I I I I I I I I I I I I I I I I I I I I 8 J�TI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 —I — - - — - - -I— —I— I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12 1-1 -t Irtt-I I t- t I It1-1iIfilfi tt- 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 14 TOTAL DEPTH: 10.499 ft 1 sensitive fine grained 04 silty clay to clay 0 7 silty sand to sandy silt 010 gravelly sand to sand 2 organic material 0 5 clayey silt to silty clay N 8 sand to silty sand 0 11 very stiff fine grained(*) 3 clay 0 6 sandy silt to clayey silt 09 sand 0 12 sand to clayey sand(*) *SBT/SPT CORRELATION:UBC-1983 CPT-03A CPT CONTRACTOR:In Situ Engineering OPERATOR:okbay CUSTOMER:GeoTest Services CONE ID: DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER: 19-0009 BACKFILL:20%Bentonite Grout TEST DATE: 1/16/2019 10:09:44 AM SURFACE PATCH:Bentonite Chips Tip COR F.Ratio Pore Pressure SBT FIR SPT (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 450 0 4 -6 14 0 12 0 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ITI1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 5 11 1 1 1 1 T 1 T 1 1 T 1 i 1 T I III I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 10 1 1 1— I-ff-I ICI-iH + +- � I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 15 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ICI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 r 1-17 T I 1 T 7 —1— 1 7 F-1-T T-1- 1717 F-I r III T 1 T 71-1-1 Depth (ft) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 25 1 1 - 1 1 T I 4k-14 �- 141-41I 4 --k -k- 1-1-1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 30 1 1 1I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 35 7 I 7 7 I I FI-f FI 1717 F-I TIT 7 7I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 40 1 I 1 1 4 -4 �I 141- 1-1T 1 1- 1-1-1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 45 TOTAL DEPTH:40.354 ft 1 sensitive fine grained 04 silty clay to clay 0 7 silty sand to sandy silt 010 gravelly sand to sand 2 organic material 0 5 clayey silt to silty clay N 8 sand to silty sand 0 11 very stiff fine grained(*) 3 clay 0 6 sandy silt to clayey silt 09 sand 0 12 sand to clayey sand(*) *SBT/SPT CORRELATION:UBC-1983 CPT - 03A CPT CONTRACTOR: In Situ Engineering OPERATOR:Okbay CUSTOMER:GeoTest Services CONE ID:DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER: 19-0009 BACKFILL:20%Bentonite Grout TEST DATE: 1/16/2019 10:09:44 AM SURFACE PATCH:Bentonite Chips 4 DEPTH(ft) 30.512 3 2 PRESSURE (PSI) 1 0 -1 0 10 20 30 40 50 60 TIME:(SECONDS) Dissipation Time:47 minutes Northwest Agricultural GeoTest Services Inc. `/� Consultants 741 Marine Drive �/ Bellingham,WA 98225 2545 W Falls Avenue PAP-Accredited Kennewick, WA 99336 Report:46916-1-1 509.783.7450 Date:January 24, 2019 www.nwag.com Project No: 19-0009 lab@nwag.com Project Name:SMARTCAP Sample ID pH Organic Matter Cation Exchange Capacity TP-1 @ 0.25' 5.8 7.41% 13.9 meq/100g TP-1 @ 1.5' 5.9 2.26% 4.6 meq/100g TP-9 @ 0.5' 5.6 7.59% 13.7 meq/100g TP-9 @ 1.5' 6.0 1.35% 3.4 meq/100g TP-13 @ 0.5' 5.5 9.16% 15.6 meq/100g TP-13 @ 1.5' 6.1 2.89% 7.0 meq/100g Method SM 4500-H+ B ASTM D2974 EPA 9081 LIQUEFACTION ANALYSIS SMARTCAP Hole No.=CPT-1 Water Depth=17 ft Surface Elev.=Exist Magnitude=7 Acceleration=0.18g Soil Description Raw Unit Fines Shear Stress Ratio Factor of Safety Settlement (ft) qqc fc Weigght % 0 0.5 0 1 5 0(in.) 1 0 0 254.11.633 T25 10 Qo Qo p 150.0b.7 130 5 Qo 205.261.213 130 5 000 10 0 < 257.0b.971 130 5 Qo Qo 334.29D.476 130 5 Qo 333.89D.835 130 5 Qo 270.65).709 130 5 20 C 0 0 38.73 3.295 125 25 O <Z-�: Qo 176.50.608 130 5 000 373.341.186 130 5 O Qo 157.69D.844 130 5 30 & 212.23D.668 130 5 Qo 220.9b.732 130 5 Qo 257.4@.675 130 5 00 243.10.541 130 5 fs1=1 fs2=1. 0 S=0.02 in. 40 316.1®.997 130 5 CRR CSR fs4-- fs2— Saturated — Shaded Zone has Liquefaction Potential Unsaturat. — 50 E 0 U L U N j 2CU 5 3 Q 60 d 0 L U N H U a 70 T N Q J CivilTech Corporation Plate A-1 LIQUEFACTION ANALYSIS SMARTCAP Hole No.=CPT-3A Water Depth=30 ft Surface Elev.=Exist Magnitude=7 Acceleration=&18g Soil Description Raw Unit Fines Shear Stress Ratio Factor of Safety Settlement (ft) fc Weigght % 0 0.5 0 1 5 0(in.) 1 0 0 1&.41).651 125 20 Qo 0Oo O 210.3D.414 130 5 Qo 373.7 0.626 130 5 u0o 10 0 < 225.03.603 130 5 Qo <o 361.96.726 130 5 <o 233.01D.861 130 5 Qo 90.410.626 130 5 20 C>o 0 88.931.449 125 25 O Qo 113.8�.935 130 5 0po 192.89).828 130 5 O Oo 334.62).486 130 5 30 Qo 219.M.71 130 5 Qo 176.23).539 130 5 Qo 150.63).614 130 5 Qo 130.71D.983 130 5 fs1= fs2= .00 S=0.06 in. 40 165.391.215 130 5 1 r ——( CRR CSR fs4--- fs2— Saturated — Shaded Zone has Liquefaction Potential Unsaturat. — 50 e U U L U N j �U Q 60 N l0 O N L U N H V a 70 T N J V J CivilTech Corporation Plate A-2 REPORT LIMITATIONS AND GUIDELINES FOR ITS USE' Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed, for example, from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. 'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org) OeoTe5T Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ— sometimes significantly—from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct 'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org) 0e0Te5T additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org) 0e0Te5T Terra Vista NW,rzc Appendix C Operation and Maintenance TemVista NW,rrc Operation and Maintenance Procedures The following maintenance standards are as described in Volume V, Section 4.6.6, Table 5.3 of the SWMMWW. Table V-4.5.2(2) Maintenance Standards -Infiltration Maintenance Defect Conditions When Maintenance Results Expected When Component Is Needed Maintenance Is Performed General Trash&Debris See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Poisonous/Noxious See "Detention Ponds" (No. 1). See "Detention Ponds" Vegetation (No. 1). Contaminants and See 'Detention Ponds" (No. 1). See 'Detention Ponds" Pollution (No. 1). Rodent Holes See 'Detention Ponds" (No. 1). See 'Detention Ponds" (No. 1). Storage Area Sediment Water ponding in infiltration pond Sediment is removed after rainfall ceases and appropriate and/or facility is cleaned time allowed for infiltration. so that infiltration system Treatment basins should infiltrate works according to design. Water Quality Design Storm Volume within 48 hours,and empty within 24 hours after cessation of most rain events TemVista NW,rrc Operation and Maintenance Procedures (A percolation test pit or test of facility indicates facility is only working at 90% of its designed capabilities. Test every 2 to 5 years. If two inches or more sediment is present,remove). Filter Bags (if Filled with Sediment and debris fill bag more Filter bag is replaced or applicable) Sediment and than 1/2 full. system is redesigned. Debris Rock Filters Sediment and By visual inspection, little or no Gravel in rock filter is Debris water flows through filter during replaced. heavy rain storms. Side Slopes of Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" Pond (No. 1). Emergency Tree Growth See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). and Berms over 4 piping See "Detention Ponds" (No. 1). See 'Detention Ponds" feet in height. (No. 1). Emergency Rock Missing See 'Detention Ponds" (No. 1). See 'Detention Ponds" Overflow Spillway (No. 1). Erosion See 'Detention Ponds" (No. 1). See 'Detention Ponds" (No. 1). Pre-settling Ponds Facility or sump 6" or designed sediment trap depth Sediment is removed. and Vaults filled with Sediment of sediment. and/or debris TemVista NW,rrc Operation and Maintenance Procedures Table V-4.5.2(5) 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. TemVista NW,rrc Operation and Maintenance Procedures 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. 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. TemVista NW,rrc Operation and Maintenance Procedures 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. 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. -�TemVista NW,uc Operation and Maintenance Procedures Table V-4.5.2(18) Maintenance Standards -Catchbasin Inserts Maintenance Defect Conditions When Maintenance Is Results Expected When Component Needed Maintenance is Performed General Sediment When sediment forms a cap over No sediment cap on the insert Accumulation the media and its unit. insert media of the insert and/or 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 Effluent water from media Removing Oil has a visible sheen. insert is free of oils and has no visible sheen. Media Insert Water Catch basin insert is saturated with Remove and replace media Saturated water and no longer has the insert. capacity to absorb. Media Insert-Oil Media oil saturated due to Remove and replace media Saturated petroleum spill that drains into insert. catch 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. TerraVista NW,rzc Appendix D Infiltration Trench Drainage Calculations WWHM2012 PROJECT REPORT General Model Information Project Name: SC188 Trench Site Name: Site Address: City: Report Date: 5/19/2019 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.200 Version Date: 2018/03/02 Version: 4.2.14 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year SC188 Trench 5/19/2019 7:27:41 PM Page 2 Landuse Basin Data Predeveloped Land Use Site Basin Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 1 Pervious Total 1 Impervious Land Use acre Impervious Total 0 Basin Total 1 Element Flows To: Surface I nterflow Groundwater SC188 Trench 5/19/2019 7:27:41 PM Page 3 Mitigated Land Use Site Infiltration Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 1 Impervious Total 1 Basin Total 1 Element Flows To: Surface Interflow Groundwater Site Gravel Trench Site Gravel Trench SC188 Trench 5/19/2019 7:27:41 PM Page 4 Routing Elements Predeveloped Routing SC188 Trench 5/19/2019 7:27:41 PM Page 5 Mitigated Routing Site Gravel Trench Bottom Length: 210.00 ft. Bottom Width: 10.00 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: 2.5 Pour Space of material for first layer: 0.33 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: 10 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 193.043 Total Volume Through Riser (ac-ft.): 0.007 Total Volume Through Facility (ac-ft.): 193.05 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2.5 ft. Riser Diameter: 18 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-%) Discharge(cfs) Infilt(cfs) 0.0000 0.048 0.000 0.000 0.000 0.0278 0.048 0.000 0.000 0.486 0.0556 0.048 0.000 0.000 0.486 0.0833 0.048 0.001 0.000 0.486 0.1111 0.048 0.001 0.000 0.486 0.1389 0.048 0.002 0.000 0.486 0.1667 0.048 0.002 0.000 0.486 0.1944 0.048 0.003 0.000 0.486 0.2222 0.048 0.003 0.000 0.486 0.2500 0.048 0.004 0.000 0.486 0.2778 0.048 0.004 0.000 0.486 0.3056 0.048 0.004 0.000 0.486 0.3333 0.048 0.005 0.000 0.486 0.3611 0.048 0.005 0.000 0.486 0.3889 0.048 0.006 0.000 0.486 0.4167 0.048 0.006 0.000 0.486 0.4444 0.048 0.007 0.000 0.486 0.4722 0.048 0.007 0.000 0.486 0.5000 0.048 0.008 0.000 0.486 0.5278 0.048 0.008 0.000 0.486 0.5556 0.048 0.008 0.000 0.486 0.5833 0.048 0.009 0.000 0.486 0.6111 0.048 0.009 0.000 0.486 SC188 Trench 5/19/2019 7:27:41 PM Page 6 0.6389 0.048 0.010 0.000 0.486 0.6667 0.048 0.010 0.000 0.486 0.6944 0.048 0.011 0.000 0.486 0.7222 0.048 0.011 0.000 0.486 0.7500 0.048 0.011 0.000 0.486 0.7778 0.048 0.012 0.000 0.486 0.8056 0.048 0.012 0.000 0.486 0.8333 0.048 0.013 0.000 0.486 0.8611 0.048 0.013 0.000 0.486 0.8889 0.048 0.014 0.000 0.486 0.9167 0.048 0.014 0.000 0.486 0.9444 0.048 0.015 0.000 0.486 0.9722 0.048 0.015 0.000 0.486 1.0000 0.048 0.015 0.000 0.486 1.0278 0.048 0.016 0.000 0.486 1.0556 0.048 0.016 0.000 0.486 1.0833 0.048 0.017 0.000 0.486 1.1111 0.048 0.017 0.000 0.486 1.1389 0.048 0.018 0.000 0.486 1.1667 0.048 0.018 0.000 0.486 1.1944 0.048 0.019 0.000 0.486 1.2222 0.048 0.019 0.000 0.486 1.2500 0.048 0.019 0.000 0.486 1.2778 0.048 0.020 0.000 0.486 1.3056 0.048 0.020 0.000 0.486 1.3333 0.048 0.021 0.000 0.486 1.3611 0.048 0.021 0.000 0.486 1.3889 0.048 0.022 0.000 0.486 1.4167 0.048 0.022 0.000 0.486 1.4444 0.048 0.023 0.000 0.486 1.4722 0.048 0.023 0.000 0.486 1.5000 0.048 0.023 0.000 0.486 1.5278 0.048 0.024 0.000 0.486 1.5556 0.048 0.024 0.000 0.486 1.5833 0.048 0.025 0.000 0.486 1.6111 0.048 0.025 0.000 0.486 1.6389 0.048 0.026 0.000 0.486 1.6667 0.048 0.026 0.000 0.486 1.6944 0.048 0.027 0.000 0.486 1.7222 0.048 0.027 0.000 0.486 1.7500 0.048 0.027 0.000 0.486 1.7778 0.048 0.028 0.000 0.486 1.8056 0.048 0.028 0.000 0.486 1.8333 0.048 0.029 0.000 0.486 1.8611 0.048 0.029 0.000 0.486 1.8889 0.048 0.030 0.000 0.486 1.9167 0.048 0.030 0.000 0.486 1.9444 0.048 0.030 0.000 0.486 1.9722 0.048 0.031 0.000 0.486 2.0000 0.048 0.031 0.000 0.486 2.0278 0.048 0.032 0.000 0.486 2.0556 0.048 0.032 0.000 0.486 2.0833 0.048 0.033 0.000 0.486 2.1111 0.048 0.033 0.000 0.486 2.1389 0.048 0.034 0.000 0.486 2.1667 0.048 0.034 0.000 0.486 2.1944 0.048 0.034 0.000 0.486 2.2222 0.048 0.035 0.000 0.486 SC188 Trench 5/19/2019 7:27:41 PM Page 7 2.2500 0.048 0.035 0.000 0.486 2.2778 0.048 0.036 0.000 0.486 2.3056 0.048 0.036 0.000 0.486 2.3333 0.048 0.037 0.000 0.486 2.3611 0.048 0.037 0.000 0.486 2.3889 0.048 0.038 0.000 0.486 2.4167 0.048 0.038 0.000 0.486 2.4444 0.048 0.038 0.000 0.486 2.4722 0.048 0.039 0.000 0.486 2.5000 0.048 0.039 0.000 0.486 SC188 Trench 5/19/2019 7:27:41 PM Page 8 Analysis Results POC 1 0.01 Cunulativa Probability ,.0 F 0.01 0 F- 0.01 0.00 0.00 10E-5 10E-4 10E-3 10E-2 10E-1 1 111 1 LII o.000, n.aoo, Porcont Timo Exceeding 0.5 1 2 5 10 ZO 30 50 70 BO 90 95 96 99 99.5 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 1 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 1 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.001148 5 year 0.002489 10 year 0.003993 25 year 0.006974 50 year 0.010306 100 year 0.014949 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.001 0.000 1950 0.002 0.000 1951 0.002 0.000 1952 0.001 0.000 1953 0.001 0.000 1954 0.006 0.000 1955 0.004 0.000 1956 0.001 0.000 1957 0.001 0.000 1958 0.001 0.000 SC188 Trench 5/19/2019 7:27:41 PM Page 9 1959 0.002 0.000 1960 0.001 0.000 1961 0.004 0.158 1962 0.001 0.000 1963 0.001 0.000 1964 0.003 0.000 1965 0.001 0.000 1966 0.001 0.000 1967 0.002 0.000 1968 0.001 0.000 1969 0.001 0.000 1970 0.001 0.000 1971 0.004 0.000 1972 0.001 0.000 1973 0.001 0.000 1974 0.002 0.000 1975 0.001 0.000 1976 0.002 0.000 1977 0.001 0.000 1978 0.001 0.000 1979 0.002 0.000 1980 0.001 0.000 1981 0.001 0.000 1982 0.001 0.000 1983 0.001 0.000 1984 0.001 0.000 1985 0.001 0.000 1986 0.007 0.000 1987 0.005 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.001 0.000 1991 0.001 0.000 1992 0.001 0.000 1993 0.001 0.000 1994 0.001 0.000 1995 0.001 0.000 1996 0.009 0.000 1997 0.025 0.000 1998 0.001 0.000 1999 0.001 0.000 2000 0.001 0.000 2001 0.001 0.000 2002 0.001 0.000 2003 0.001 0.000 2004 0.001 0.000 2005 0.001 0.000 2006 0.027 0.000 2007 0.001 0.000 2008 0.001 0.000 2009 0.001 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0266 0.1583 2 0.0248 0.0000 3 0.0090 0.0000 SC188 Trench 5/19/2019 7:28:13 PM Page 10 4 0.0070 0.0000 5 0.0055 0.0000 6 0.0046 0.0000 7 0.0042 0.0000 8 0.0039 0.0000 9 0.0038 0.0000 10 0.0026 0.0000 11 0.0023 0.0000 12 0.0021 0.0000 13 0.0018 0.0000 14 0.0018 0.0000 15 0.0017 0.0000 16 0.0016 0.0000 17 0.0016 0.0000 18 0.0015 0.0000 19 0.0015 0.0000 20 0.0013 0.0000 21 0.0012 0.0000 22 0.0012 0.0000 23 0.0009 0.0000 24 0.0008 0.0000 25 0.0008 0.0000 26 0.0008 0.0000 27 0.0008 0.0000 28 0.0008 0.0000 29 0.0008 0.0000 30 0.0008 0.0000 31 0.0008 0.0000 32 0.0008 0.0000 33 0.0008 0.0000 34 0.0008 0.0000 35 0.0008 0.0000 36 0.0008 0.0000 37 0.0008 0.0000 38 0.0008 0.0000 39 0.0008 0.0000 40 0.0008 0.0000 41 0.0008 0.0000 42 0.0008 0.0000 43 0.0008 0.0000 44 0.0008 0.0000 45 0.0008 0.0000 46 0.0008 0.0000 47 0.0008 0.0000 48 0.0008 0.0000 49 0.0008 0.0000 50 0.0008 0.0000 51 0.0008 0.0000 52 0.0008 0.0000 53 0.0008 0.0000 54 0.0008 0.0000 55 0.0008 0.0000 56 0.0008 0.0000 57 0.0008 0.0000 58 0.0008 0.0000 59 0.0007 0.0000 60 0.0007 0.0000 61 0.0006 0.0000 SC188 Trench 5/19/2019 7:28:13 PM Page 11 SC188 Trench 5/19/2019 7:28:13 PM Page 12 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0006 2353 3 0 Pass 0.0007 1324 3 0 Pass 0.0008 437 3 0 Pass 0.0009 112 3 2 Pass 0.0010 102 3 2 Pass 0.0011 89 3 3 Pass 0.0012 77 3 3 Pass 0.0013 66 3 4 Pass 0.0014 61 3 4 Pass 0.0015 58 3 5 Pass 0.0016 54 3 5 Pass 0.0017 50 3 6 Pass 0.0018 49 3 6 Pass 0.0019 47 3 6 Pass 0.0020 43 3 6 Pass 0.0020 40 3 7 Pass 0.0021 36 3 8 Pass 0.0022 36 3 8 Pass 0.0023 32 3 9 Pass 0.0024 31 3 9 Pass 0.0025 31 3 9 Pass 0.0026 29 3 10 Pass 0.0027 29 3 10 Pass 0.0028 27 3 11 Pass 0.0029 26 3 11 Pass 0.0030 26 3 11 Pass 0.0031 26 3 11 Pass 0.0032 25 3 12 Pass 0.0033 23 3 13 Pass 0.0034 23 3 13 Pass 0.0035 23 3 13 Pass 0.0036 23 3 13 Pass 0.0037 23 3 13 Pass 0.0038 21 3 14 Pass 0.0039 19 3 15 Pass 0.0040 18 3 16 Pass 0.0041 17 3 17 Pass 0.0042 16 3 18 Pass 0.0043 16 3 18 Pass 0.0044 15 3 20 Pass 0.0045 15 3 20 Pass 0.0046 14 3 21 Pass 0.0047 13 3 23 Pass 0.0048 13 3 23 Pass 0.0049 13 3 23 Pass 0.0050 13 3 23 Pass 0.0051 13 3 23 Pass 0.0052 13 3 23 Pass 0.0053 13 3 23 Pass 0.0054 13 3 23 Pass 0.0055 13 3 23 Pass 0.0056 11 3 27 Pass 0.0057 11 3 27 Pass SC188 Trench 5/19/2019 7:28:13 PM Page 13 0.0058 11 3 27 Pass 0.0059 11 3 27 Pass 0.0060 11 3 27 Pass 0.0061 11 3 27 Pass 0.0062 11 3 27 Pass 0.0063 11 3 27 Pass 0.0064 11 3 27 Pass 0.0065 11 3 27 Pass 0.0066 11 3 27 Pass 0.0067 11 3 27 Pass 0.0068 11 3 27 Pass 0.0069 10 3 30 Pass 0.0070 10 3 30 Pass 0.0071 9 3 33 Pass 0.0072 9 3 33 Pass 0.0073 8 3 37 Pass 0.0074 8 3 37 Pass 0.0075 8 3 37 Pass 0.0076 8 3 37 Pass 0.0077 8 3 37 Pass 0.0078 8 3 37 Pass 0.0078 8 3 37 Pass 0.0079 8 3 37 Pass 0.0080 8 3 37 Pass 0.0081 8 3 37 Pass 0.0082 8 3 37 Pass 0.0083 8 3 37 Pass 0.0084 8 3 37 Pass 0.0085 8 3 37 Pass 0.0086 8 3 37 Pass 0.0087 7 3 42 Pass 0.0088 7 3 42 Pass 0.0089 7 3 42 Pass 0.0090 7 3 42 Pass 0.0091 6 3 50 Pass 0.0092 6 3 50 Pass 0.0093 6 3 50 Pass 0.0094 6 3 50 Pass 0.0095 6 3 50 Pass 0.0096 6 3 50 Pass 0.0097 6 3 50 Pass 0.0098 6 3 50 Pass 0.0099 6 3 50 Pass 0.0100 6 3 50 Pass 0.0101 6 3 50 Pass 0.0102 5 3 60 Pass 0.0103 5 3 60 Pass SC188 Trench 5/19/2019 7:28:13 PM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. SC188 Trench 5/19/2019 7:28:13 PM Page 15 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Site Gravel Trench POC ❑ 175.68 ❑ 100.00 Total Volume Infiltrated 175.68 0.00 0.00 10F1 1-11-1 0.00 0% No Treat. Credit Compliance with LID Duration Standard 8%of 2-yr to 50%of Analysis 2 yr Result= Passed SC188 Trench 5/19/2019 7:28:13 PM Page 16 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. SC188 Trench 5/19/2019 7:28:20 PM Page 17 Appendix Predeveloped Schematic Site Basin 1 .00ac SC188 Trench 5/19/2019 7:28:20 PM Page 18 Mitigated Schematic Site Infiltration I Site Gravel +Trench SC188 Trench 5/19/2019 7:28:21 PM Page 19 Predeveloped 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 Swire-59th Ave Trench.wdm MESSU 25 PreSwire-59th Ave Trench.MES 27 PreSwire-59th Ave Trench.L61 28 PreSwire-59th Ave Trench.L62 30 POCSwire-59th Ave Trenchl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Site Basin 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 *** 1 A/B, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 1 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO SC188 Trench 5/19/2019 7:28:22 PM Page 20 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 1 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 1 0 5 2 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 1 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 1 0.2 0.5 0.35 0 0.7 0.7 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 1 0 0 0 0 3 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI SC188 Trench 5/19/2019 7:28:22 PM Page 21 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Site Basin*** PERLND 1 1 COPY 501 12 PERLND 1 1 COPY 501 13 ******Routing****** 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 *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 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 * * * * * * * * * * * * * * *** END HYDR-PARMl HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 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 <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES 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 SC188 Trench 5/19/2019 7:28:22 PM Page 22 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*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN SC188 Trench 5/19/2019 7:28:22 PM Page 23 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 Swire-59th Ave Trench.wdm MESSU 25 MitSwire-59th Ave Trench.MES 27 MitSwire-59th Ave Trench.L61 28 MitSwire-59th Ave Trench.L62 30 POCSwire-59th Ave Trenchl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Site Gravel Trench 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 PWAT-PARM1 SC188 Trench 5/19/2019 7:28:22 PM Page 24 <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 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 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 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 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 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATEI SC188 Trench 5/19/2019 7:28:22 PM Page 25 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Site Infiltration*** IMPLND 1 1 RCHRES 1 5 ******Routing****** IMPLND 1 1 COPY 1 15 RCHRES 1 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 Site Gravel Tren-013 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 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 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 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.04 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 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS SC188 Trench 5/19/2019 7:28:22 PM Page 26 FTABLES FTABLE 1 92 5 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes) *** 0.000000 0.048209 0.000000 0.000000 0.000000 0.027778 0.048209 0.000442 0.000000 0.486111 0.055556 0.048209 0.000884 0.000000 0.486111 0.083333 0.048209 0.001326 0.000000 0.486111 0.111111 0.048209 0.001768 0.000000 0.486111 0.138889 0.048209 0.002210 0.000000 0.486111 0.166667 0.048209 0.002652 0.000000 0.486111 0.194444 0.048209 0.003093 0.000000 0.486111 0.222222 0.048209 0.003535 0.000000 0.486111 0.250000 0.048209 0.003977 0.000000 0.486111 0.277778 0.048209 0.004419 0.000000 0.486111 0.305556 0.048209 0.004861 0.000000 0.486111 0.333333 0.048209 0.005303 0.000000 0.486111 0.361111 0.048209 0.005745 0.000000 0.486111 0.388889 0.048209 0.006187 0.000000 0.486111 0.416667 0.048209 0.006629 0.000000 0.486111 0.444444 0.048209 0.007071 0.000000 0.486111 0.472222 0.048209 0.007513 0.000000 0.486111 0.500000 0.048209 0.007955 0.000000 0.486111 0.527778 0.048209 0.008396 0.000000 0.486111 0.555556 0.048209 0.008838 0.000000 0.486111 0.583333 0.048209 0.009280 0.000000 0.486111 0.611111 0.048209 0.009722 0.000000 0.486111 0.638889 0.048209 0.010164 0.000000 0.486111 0.666667 0.048209 0.010606 0.000000 0.486111 0.694444 0.048209 0.011048 0.000000 0.486111 0.722222 0.048209 0.011490 0.000000 0.486111 0.750000 0.048209 0.011932 0.000000 0.486111 0.777778 0.048209 0.012374 0.000000 0.486111 0.805556 0.048209 0.012816 0.000000 0.486111 0.833333 0.048209 0.013258 0.000000 0.486111 0.861111 0.048209 0.013699 0.000000 0.486111 0.888889 0.048209 0.014141 0.000000 0.486111 0.916667 0.048209 0.014583 0.000000 0.486111 0.944444 0.048209 0.015025 0.000000 0.486111 0.972222 0.048209 0.015467 0.000000 0.486111 1.000000 0.048209 0.015909 0.000000 0.486111 1.027778 0.048209 0.016351 0.000000 0.486111 1.055556 0.048209 0.016793 0.000000 0.486111 1.083333 0.048209 0.017235 0.000000 0.486111 1.111111 0.048209 0.017677 0.000000 0.486111 1.138889 0.048209 0.018119 0.000000 0.486111 1.166667 0.048209 0.018561 0.000000 0.486111 1.194444 0.048209 0.019003 0.000000 0.486111 1.222222 0.048209 0.019444 0.000000 0.486111 1.250000 0.048209 0.019886 0.000000 0.486111 1.277778 0.048209 0.020328 0.000000 0.486111 1.305556 0.048209 0.020770 0.000000 0.486111 1.333333 0.048209 0.021212 0.000000 0.486111 1.361111 0.048209 0.021654 0.000000 0.486111 1.388889 0.048209 0.022096 0.000000 0.486111 1.416667 0.048209 0.022538 0.000000 0.486111 1.444444 0.048209 0.022980 0.000000 0.486111 1.472222 0.048209 0.023422 0.000000 0.486111 1.500000 0.048209 0.023864 0.000000 0.486111 1.527778 0.048209 0.024306 0.000000 0.486111 1.555556 0.048209 0.024747 0.000000 0.486111 1.583333 0.048209 0.025189 0.000000 0.486111 1.611111 0.048209 0.025631 0.000000 0.486111 1.638889 0.048209 0.026073 0.000000 0.486111 1.666667 0.048209 0.026515 0.000000 0.486111 1.694444 0.048209 0.026957 0.000000 0.486111 1.722222 0.048209 0.027399 0.000000 0.486111 1.750000 0.048209 0.027841 0.000000 0.486111 1.777778 0.048209 0.028283 0.000000 0.486111 SC188 Trench 5/19/2019 7:28:22 PM Page 27 1.805556 0.048209 0.028725 0.000000 0.486111 1.833333 0.048209 0.029167 0.000000 0.486111 1.861111 0.048209 0.029609 0.000000 0.486111 1.888889 0.048209 0.030051 0.000000 0.486111 1.916667 0.048209 0.030492 0.000000 0.486111 1.944444 0.048209 0.030934 0.000000 0.486111 1.972222 0.048209 0.031376 0.000000 0.486111 2.000000 0.048209 0.031818 0.000000 0.486111 2.027778 0.048209 0.032260 0.000000 0.486111 2.055556 0.048209 0.032702 0.000000 0.486111 2.083333 0.048209 0.033144 0.000000 0.486111 2.111111 0.048209 0.033586 0.000000 0.486111 2.138889 0.048209 0.034028 0.000000 0.486111 2.166667 0.048209 0.034470 0.000000 0.486111 2.194444 0.048209 0.034912 0.000000 0.486111 2.222222 0.048209 0.035354 0.000000 0.486111 2.250000 0.048209 0.035795 0.000000 0.486111 2.277778 0.048209 0.036237 0.000000 0.486111 2.305556 0.048209 0.036679 0.000000 0.486111 2.333333 0.048209 0.037121 0.000000 0.486111 2.361111 0.048209 0.037563 0.000000 0.486111 2.388889 0.048209 0.038005 0.000000 0.486111 2.416667 0.048209 0.038447 0.000000 0.486111 2.444444 0.048209 0.038889 0.000000 0.486111 2.472222 0.048209 0.039331 0.000000 0.486111 2.500000 0.048209 0.039773 0.000000 0.486111 2.527778 0.048209 0.041112 0.073690 0.486111 END FTABLE 1 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 1 HYDR RO 1 1 1 WDM 1014 FLOW ENGL REPL RCHRES 1 HYDR 0 1 1 1 WDM 1015 FLOW ENGL REPL RCHRES 1 HYDR 0 2 1 1 WDM 1016 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1017 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 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN SC188 Trench 5/19/2019 7:28:22 PM Page 28 SC188 Trench 5/19/2019 7:28:22 PM Page 29 Predeveloped HSPF Message File SC188 Trench 5/19/2019 7:28:22 PM Page 30 Mitigated HSPF Message File ERROR/WARNING ID: 341 6 DATE/TIME: 1960/10/23 9:30 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB() . To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 1732.5 1790.8 1835.0 ERROR/WARNING ID: 341 5 DATE/TIME: 1960/10/23 9:30 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0) . Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 4200.0 -7.378E+03 1.7566 1.7566E+00 2 ERROR/WARNING ID: 341 6 DATE/TIME: 1960/10/23 9:45 RCHRES: 1 The volume of water in this reach/mixed reservoir is greater than the value in the "volume" column of the last row of RCHTAB() . To continue the simulation the table has been extrapolated, based on information contained in the last two rows. This will usually result in some loss of accuracy. If depth is being calculated it will also cause an error condition. Relevant data are: NROWS V1 V2 VOL 92 1.7325E+03 1790.8 1880.6 ERROR/WARNING ID: 341 5 DATE/TIME: 1960/10/23 9:45 RCHRES: 1 Calculation of relative depth, using Newton's method of successive approximations, converged to an invalid value (not in range 0.0 to 1.0) . Probably ftable was extrapolated. If extrapolation was small, no problem. Remedy; extend ftable. Relevant data are: A B C RDEP1 RDEP2 COUNT 0.0000E+00 4200.0 -1.066E+04 2.5390 2.5390E+00 2 SC188 Trench 5/19/2019 7:28:22 PM Page 31 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. 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 SC188 Trench 5/19/2019 7:28:22 PM Page 32 .I Geotechnical Engineering Report New SMARTCAP Manufacturing Buildings Prepared For: SMARTCAP Inc. 8201 164t" Avenue NE, Suite 110 Redmond, WA 980S2 Attn: Mr. Tim Shoultz GEOTEST 1.8Fi8.7515276 Bellingham I Arlington I Oak Harbor www.geoterst-inc.com Gf OTEST February 13, 2019 Project No.19-0009 SMARTCAP Inc. 8201 1641h Avenue NE, Suite 110 Redmond, WA 98052 Attention: Mr.Tim Shoultz Founder/CEO Regarding: Geotechnical Engineering Report New SMARTCAP Manufacturing Buildings Vacant Lot West of 62061881"Street NE Arlington,WA 98223 Dear Mr.Shoultz: As requested, GeoTest Services, Inc. (GeoTest) is pleased to submit the following report summarizing the results of our geotechnical evaluation for the proposed New SMARTCAP Manufacturing Buildings located in Arlington, Washington (see Vicinit A4ap, Figure 1). This report has been prepared in general accordance with the terms and conditions established in our services agreement dated January 3, 2019 and authorized by Mr.Tim Shoultz. We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. Should you have any further questions regarding the information contained within the report, or if we may be of service in other regards, please contact the undersigned. Respectfully, GeoTest Services, Inc. AL Noah G` Noah Griffin, G.I.T., WABO Gerry D. Bautista,Jr., P:P. Staff Geologist Project Geotechnical Engineer Enclosure: Geotechnical Engineering Report Small Business Enterprise (SBE) King County Small Contractor or Supplier (SCS) Grl W Bellingham I Arlington I Oak Harbor _ "Vwwgeotest-rnc com TABLE OF CONTENTS PURPOSEAND SCOPE OF SERVICES.............................................................................................................1 PROJECTDESCRIPTION..........................................................................................................................................1 SITECONDITIONS.......................................................................................................................................................1 SurfaceConditions...............................................................................................................................................2 SubsurfaceSoil Conditions.............................................................................................................................2 GeneralGeologic Conditions........................................................................................................................3 Groundwater...........................................................................................................................................................3 GEOLOGICHAZARDS..............................................................................................................................................4 Liquefaction.............................................................................................................................................................4 CONCLUSIONSAND RECOMMENDATIONS..............................................................................................5 SitePreparation and Earthwork.................................................................................................................6 Filland Compaction............................................................................................................................................6 Reuseof On-Site Soil.....................................................................................................................................7 ImportedStructural Fill...............................................................................................................................7 Backfilland Compaction ............................................................................................................................7 WetWeather Earthwork..................................................................................................................................7 Seismic Design Considerations...................................................................................................................8 FoundationSupport...........................................................................................................................................9 AllowableBearing Capacity......................................................................................................................9 FoundationSettlement...............................................................................................................................9 FloorSupport........................................................................................................................................................10 Foundationand Site Drainage....................................................................................................................11 Resistanceto Lateral Loads.........................................................................................................................12 Temporary and Permanent Slopes.........................................................................................................13 Utilities.......................................................................................................................................................................13 Pavement Subgrade Preparation............................................................................................................14 Stormwater Infiltration Potential.............................................................................................................15 TestPit Gradation Results........................................................................................................................15 StormwaterTreatment..............................................................................................................................16 Geotechnical Consultation and Construction Monitoring.....................................................-17 USEOF THIS REPORT............................................................................................................................................18 REFERENCES..............................................................................................................................................................19 Small Business Enterprise (SBE) King County Small Contractor or Supplier (SCS) GeoTest Services, Inc. February13,2019 SMARTCAP-Arlington,WA Project No.19-0009 PURPOSE AND SCOPE OF SERVICES The purpose of this evaluation is to establish general subsurface conditions beneath the site from which conclusions and recommendations pertaining to project design can be formulated. Our scope of services includes the following tasks: • Explore soil and groundwater conditions underlying the site by advancing 16 exploratory test pits with a tracked excavator and 3 Cone Penetrometer Tests (CPT) to evaluate subsurface conditions. • Perform laboratory testing on representative samples to classify and evaluate the engineering characteristics of the soils encountered. In addition, we estimated long term infiltration rates and to determine stormwater infiltration potential. • Provide a written report containing a description of subsurface conditions, exploration logs,findings and recommendations pertaining to site preparation and earthwork, fill and compaction, seismic design, foundation recommendations, concrete slab-on-grade construction, foundation and site drainage, utilities, temporary and permanent slopes, pavement sections for driveway and parking areas, geotechnical consultation, and construction monitoring. PROJECT DESCRIPTION For this project, GeoTest was provided with a preliminary site plan prepared by B&T Engineering and dated November 14, 2018. Based on this drawing and conversations with Mr. Brian Burmester of SMARTCAP Investments, the site development will consist of the construction of three warehouse buildings (referred to as building 1, 2, and 3 as shown on Figure 2-Site and Exploration Plan) with associated parking and drive paths. Building 1 is planned to be approximately 127,425 square feet, building 2 to be 44,000 square feet, and building 3 to be 38,500 square feet. Structural loads are anticipated to be medium. GeoTest anticipates the usage of steel-framed construction, shallow conventional footings, and concrete slab-on-grade floors. The on-site infiltration of stormwater is also proposed for this site. The number, type, and configuration of these facilities had yet to be determined at the time this report was written. SITE CONDITIONS This section includes a description of the general surface and subsurface conditions observed at the project site during the time of our field investigation. Interpretations of site conditions are based on the results and review of available information, site reconnaissance, subsurface explorations, laboratory testing, and previous experience in the project vicinity. 1 GeoTest Services, Inc. February13,2019 SMARTCAP-Arlington,WA Project No.19-0009 Surface Conditions The subject property is roughly "L" shaped and occupies approximately 12 acres. The property is bordered to the west by Bill Quake Memorial Park,to the south by a vacant commercial lot, to the east by a trailer park, and to the north by 1881h Street NE. The site is level, with minimal elevation change over the extent of the property. The majority of the site is covered with grass. The southeast corner of the site is covered by mature coniferous trees. - __ �L l%-t! !"� fir•_ Image 1: Looking northwest across site on January 16,2019 Subsurface Soil Conditions Subsurface conditions were explored by advancing 16 exploratory test pits (TP-1 through TP-16) on January 16, 2019. The explorations were advanced to approximate depths of between 10 and 13 feet below ground surface (BGS) using a subcontracted tracked excavator. Additionally,3 Cone Penetrometer Tests (CPT) were performed on the same day to assess the physical and engineering properties of the site soils.These explorations were advanced from 10.5 to 40 feet BGS. The CPT explorations were performed by advancing a cone shaped rod at a rate of 2 cm/s, during which tip resistance, friction, and pore pressure were continuous logged to the maximum explored depth of the exploration. Additionally, dissipation testing was performed at various depths to determine hydraulic properties of the site soils. Approximate locations of these explorations have been plotted on the Site and Exploration Plan (Figure 2). 2 GeoTest Services, Inc. February13,2019 SMARTCAP-Arlington,WA Project No.19-0009 All 16 test pits displayed similar subsurface conditions consisting of approximately 0.5 feet of loose topsoil over approximately 1.5 feet of loose to medium dense tan/brown silty sand interpreted to be weathered native soils. Underlying the silty sand to the maximum depth of each test pit exploration was a medium-dense to dense sandy, gravel/gravelly, sand. GeoTest interprets these soils to be recessional outwash of the Marysville Sand unit. The CPT explorations encountered medium-dense to dense, gravelly soils consistent with Marysville Sand deposits to the maximum depth of the explorations. Image 2:Typical subsurface profile observed within exploratory test pits. General Geologic Conditions General geologic conditions at the site are mapped as recessional outwash of the Vashon Drift, specifically the Marysville Sand Member (Minard, 1985). These deposits consist of well-drained, stratified outwash silt, sand, and gravel deposited by meltwater flowing south from the stagnating and receding Vashon Glacier during the most recent ice age. These deposits fill the broad valley that contains the cities of Arlington, and Marysville. Our on-site explorations indicate that the encountered subsurface soil conditions are in accordance with the mapped soil unit. Groundwater Groundwater was not encountered in our exploratory test pits at the time of our subsurface explorations,but was encountered at approximate depths of17 and 30 feet BGS in our CPT explorations.Groundwater conditions reported on the exploration logs 3 GeoTest Services, Inc. February13,2019 SMARTCAP-Arlington,WA Project No.19-0009 are for the specific locations and dates indicated, and therefore may not be indicative of other locations and/or times. Groundwater levels are variable and groundwater conditions will fluctuate depending on local subsurface conditions, precipitation, and changes in on-site and offsite use. GEOLOGIC HAZARDS As the subject property is located within the City of Arlington, GeoTest reviewed Chapter 20.93 of the Arlington Municipal Code (Part VI— Geo%gica//yHazardousAreas) to determine if Geologic Hazards maybe present on the subject property. Per Chapter 20.93.600 of the Code, Geologically Hazardous Areas includes areas that are susceptible to "erosion, sliding, earthquakes, liquefaction, or other geological events". As the subject property is generally flat with no significant elevation changes, it is GeoTest's opinion that the subject property does not contain hazards pertaining to erosion or sliding (i.e., not an Erosion Hazard or a Steep Slope Hazard). However, the subject property is mapped as having a lowto moderate susceptibility to liquefaction. This is addressed in the next section. Liquefaction Based on a review of information obtained from the Washington State Department of Natural Resource Geologic Information Portal,the subject site is classified as having a low to moderate liquefaction susceptibility. However, this map only provides an estimate of the likelihood that soil will liquefyas a result of an earthquake and is meant as a general guide to delineate areas prone to liquefaction. It is required that additional geotechnical studies be done to determine relative seismic risk for the subject site. The site is underlain by native, medium-dense to dense Marysville Sand soils. At the time of our CPT investigation, groundwater was encountered at approximately 17 to 30 feet BGS. For the purposes of the liquefaction analysis discussed in this section, GeoTest utilized the subsurface information from CPT-1 and CPT-3. Liquefaction is defined as a significant rise in pore water pressure within a soil mass caused by earthquake-induced cyclic shaking. The shear strength of liquefiable soil is reduced during large and/or long duration earthquakes as the soil consistency approaches that of semi-solid slurry. Liquefaction can result in significant and widespread structural damage if not properly mitigated. Deposits of loose, granular soil below the groundwater table are most susceptible to liquefaction. Damage caused by foundation rotation, lateral spreading, and other ground movements can result from soil liquefaction. The geotechnical data collected during our subsurface exploration and laboratory testing program was analyzed to estimate the factor of safety against liquefaction and settlement occurring at the site. The method of analysis was a simplified procedure originally proposed by Seed and Idriss (1971)that has been modified byYoud and Idriss (2001). The liquefaction potential was evaluated for a large design-level earthquake 4 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington,WA Project No.19-0009 having a 10 percent probability of exceedance in a 50-year period,which corresponds to a mean recurrence interval of about 475 years. The liquefaction analyses assume a peak horizontal ground acceleration of 0.18g and an earthquake magnitude of 7.0. The analysis did not indicate liquefaction potential within the 40-foot depth of the explorations due to the medium-dense to dense nature of the Marysville Sand soils. Post-liquefaction ground settlements could result in distortion of the existing structure. Actual ground subsidencewill depend on many factors, including the intensity and duration of seismic shaking, and local soil and groundwater conditions. Therefore, the extent of liquefaction, if any, may vary from the estimation above. The maximum amount of post-liquefaction ground subsidence, assuming no mitigating measures are implemented to improve the soil susceptibility to liquefaction and/or seismically induced ground settlement, can be estimated using an empirical method developed by Tokimatsu and Seed (1987). This process is based on field studies of areas that had undergone liquefaction. The magnitude of post- liquefaction settlement under the assumed conditions was calculated to be less than one inch. This settlement is expected to be non-uniform with potential differential settlements equaling the total settlement. Other earthquake hazards such as ground rupture and lateral spreading are considered to be a low to moderate risk at this site. Based on our evaluation, no specific mitigation is required to address liquefaction and/or other seismic hazards for this project. CONCLUSIONS AND RECOMMENDATIONS Based on the evaluation of the data collected during this investigation, it is our opinion that the subsurface conditions at the site are suitable for the proposed development, provided the recommendations contained herein are incorporated into the project design. The subsurface explorations encountered consistent soil conditions across the project site. Native, medium dense to dense sand and gravel was encountered within 2 feet of existing site grades. GeoTest recommends that the existing topsoil be removed from the building footprint down to medium dense, native, silty sand (Weathered Marysville Sand). Areas to be occupied by building foundations should be excavated down to unweathered, native sand and gravel (Marysville Sand). Foundations may bear directly on the prepared native subgrade or on structural fill placed atop these soils. Further recommendations regarding the placement and compaction of structural fill can found the Fi//and Compaction section of this report. Limited overexcavation in the southwest, forested, portion of the property should be anticipated and planned for due to the presence of large mature coniferous trees and their associated root balls. 5 GeoTest Services, Inc. February13,2019 SMARTCAP-Arlington, WA Project No.19-0009 �- - On-site infiltration of stormwater requires adequately permeable soils and adequate separation from the groundwater table. Based on the native soils encountered in the test pits, and the approximate depths of groundwater encountered in the CPT explorations, it appears that the subject site is suitable for on-site stormwater infiltration.We have presented preliminary design infiltration rates based on grain size analyses, per the 2072 Stormwater Management Manual for Western Washington (amended December 2014), in the Stormwater Infiltration Potential section of this report. Site Preparation and Earthwork The portions of the site proposed for foundation(s), floor slabs, pavement and/or sidewalks development should be prepared by removing existing pavements,topsoil, deleterious material and significant accumulations of organics. Prior to placement of any foundation elements or structural fill, the exposed subgrade under all areas to be occupied by soil-supported floor slabs, spread, or continuous foundations should be recompacted to a firm and unyielding condition. Verification of compaction can be accomplished through proof rolling with a loaded dump truck, large self-propelled vibrating roller, or similar piece of equipment applicable to the size of the excavation. The purpose of this effort is to identify loose or soft soil deposits so that, if feasible,the soil distributed during site work can be recompacted. Proof rolling should be carefully observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or over-saturation that cannot be readily compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular material placed in accordance with subsequent recommendations for structural fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. Fill and Compaction Structural fill used to obtain final elevations for footings and soil-supported floor slabs must be properly placed and compacted. In most cases, suitable, non-organic, predominantly granular soil may be used for fill material provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. Material containing topsoil, wood, trash, organic material,or construction debris is not suitable for reuse as structural fill and should be properly disposed offsite or placed in nonstructural areas. Soils containing more than approximately 5 percent fines are considered moisture sensitive, and are difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately2 percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. 6 GeoTest Services, Inc. February13,2019 SMARTCAP-Arlington, WA Project No.19-0009 9 Reuse of On-Site Soil The on-site, weathered and unweathered Marysville Sand soils are suitable for reuse as structural fill when placed at or near optimum moisture contents, as determined by ASTM D1557 and if allowed for in the project plans and specifications. The near- surface,weathered soils may contain elevated silt contents and may be difficult to use during periods of wet weather. Imported Structural Fill GeoTest recommends that imported structural fill consist of clean,well-graded sandy gravel, gravelly sand,or other approved naturally occurring granular material (pit run) or a well-graded crushed rock.We recommend imported structural fill for dryweather construction meet Washington State Department of Transportation (WSDOT) Standard Specification 9-03.14(2)for"Select Borrow"with the added requirement that 100 percent pass a 4-inch-square sieve. Soil containing more than about 5 percent fines (that portion passing the U.S. No. 200 sieve) cannot consistently be compacted to a dense, non-yielding condition when the water content is greater than optimum. Accordingly, GeoTest recommends that imported structural fill for wet weather construction meet WSDOT Standard Specification 9-03.14(1) for "Gravel Borrow" with the added requirement that no more that 5 percent pass the U.S. No. 200 sieve. Due to wet weather or wet site conditions, soil moisture contents could be high enough that it may be very difficult to compact even 'clean' imported select granular fill to a firm and unyielding condition. Soils with over-optimum moisture contents should be scarified and dried back to more suitable moisture contents during periods of dry weather or removed and replaced with fill soils at a more suitable range of moisture contents. Backfil/and Compaction Structural fill should be placed in horizontal lifts. The structural fill must measure 8 to 10 inches in loose thickness and be thoroughly compacted. All structural fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D1557. The top of the compacted structural fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested after placement of each lift in the fill pad. Wet Weather Earthwork Fine grained native soils are particularly susceptible to degradation during wet weather. As a result, it may be difficult to control the moisture content of site soils during the wet season. If construction takes place during wet weather, GeoTest recommends that structural fill consist of imported, clean, well-graded sand or sand and gravel as described above. If fill is to be placed or earthwork is to be performed in wet conditions,the contractor may reduce soil disturbance by: 7 GeoTest Services, Inc. February 13,2019 SMARTCAP—Arlington,WA Project No.19-0009 • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel 'working mats' over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber-tired roller at the end of each working day • Providing up-gradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades Seismic Design Considerations The Pacific Northwest is seismically active and the site could be subject to movement from a moderate or major earthquake. Consequently, moderate levels of seismic shaking should be accounted for during the design life of the project, and the proposed structure should be designed to resist earthquake loading using appropriate design methodology. For structures designed using the seismic design provisions of the 2015 International Building Code,the medium dense to dense Marysville Sand underlying the site within the upper 100 feet is classified as Site Class D, according to 2010 ASCE -7 Standard - Table 20.3-1, Site Class Definitions. The corresponding values for calculating a design response spectrum for the soil profile type is considered appropriate for the site. Please reference the following values for seismic structural design purposes: Conterminous 48 States-2015International Building Code Zip Code 98223 Central Latitude = 48.8163, Central Longitude = -122.1511 Short Period (0.2 sec) Spectral Acceleration Maximum Considered Earthquake (MCE) Value of SS=1.070 (g) Site Response Coefficient, Fa=1.072 (Site Class D) Adjusted spectral response acceleration for Site Class D, SMs = Ssx Fa =1.147 (g) Design spectral response acceleration for Site Class D, Sos = 2/3 x SMS= 0.765 (g) One Second Period (1 sec) Spectral Acceleration Maximum Considered Earthquake (MCE) Value of S,= 0.417 (g) Site Response Coefficient, F =1.583 (Site Class D) Adjusted spectral response acceleration for Site Class D, SM1 = S,x F = 0.660 (g) Design spectral response acceleration for Site Class D, So1 = 2/3 x SM1= 0.440 (g) 8 GeoTest Services, Inc. February13,2019 SMARTCAP-Arlington, WA Project No.19-0009 Foundation Support Continuous or isolated spread footings founded on proof-rolled, undisturbed, medium dense to dense native Marysville Sand or on properly compacted structural fill placed directly over undisturbed native soil can provide foundation support for the proposed improvements. We recommend that qualified geotechnical personnel confirm that suitable bearing conditions have been reached prior to placement of structural fill or foundation formwork. To provide proper support, GeoTest recommends that existing topsoil and/or loose/soft upper portions of the native soil be removed from beneath the building foundation area(s) or be replaced with properly compacted structural fill as described in the Fill and Compaction section of this report. Localized overexcavation, if necessary, can be backfilled to the design footing elevation with lean concrete, or foundations may be extended to bear on undisturbed native soil. In areas requiring overexcavation to competent native soil, the limits of the overexcavation should extend laterally beyond the edge of each side of the footing a distance equal to the depth of the excavation below the base of the footing. If lean concrete is used to backfill the overexcavation, the limits of the overexcavation need only extend a nominal distance beyond the width of the footing. In addition, GeoTest recommends that foundation elements for the proposed structure(s) bear entirely on similar soil conditions to help prevent differential settlement from occurring. Continuous and isolated spread footings should be founded 18 inches, minimum, below the lowest adjacent final grade for freeze/thaw protection.The footings should be sized in accordance with the structural engineer's prescribed design criteria and seismic considerations. Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous or isolated spread footings founded directly on medium dense to dense native Marysville Sand or on compacted structural fill placed directly over undisturbed native soils may be proportioned using a net allowable soil bearing pressure of 2,500 pounds per square foot (psf). The "net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level.This pressure includes all dead loads, live loads,the weight of the footing, and any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. If construction is accomplished as recommended and at the maximum allowable soil bearing pressure, GeoTest estimates the total settlement of building foundations 9 GeoTest Services, Inc. February 13,2019 SMARTCAP—Arlington,WA Project No.19-0009 o - under static conditions to be less than one inch. Differential settlement between two adjacent load-bearing components supported on competent soil is estimated to be less than one half the total settlement. A liquefaction analysis conducted for this study suggests that the total settlement would be slightly higher, also taking into account seismic scenarios. This was previously discussed in the SeismicHazardssection of this report. Floor Support Conventional slab-on-grade floor construction is feasible for the planned site improvements. Floor slabs may be supported on properly prepared native subgrade or on properly placed and compacted structural fill placed over properly prepared native soil. Prior to placement of the structural fill, the native soil should be proof- rolled as recommended in the Site Preparation and Earth worksection of this report. GeoTest recommends that interior concrete slab-on-grade floors be underlain with at least 6 inches of clean, compacted, free-draining crushed gravel. The gravel should contain less than 3 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve) and be a crushed product. The purpose of this gravel layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer.To help reduce the potential for water vapor migration through floor slabs, a continuous 10-mil minimum thick polyethylene sheet with tape-sealed joints should be installed below the slab to serve as an impermeable vapor barrier. The vapor barrier should be installed and sealed in accordance with the manufacturer's instructions. The American Concrete Institute (ACI) guidelines suggest that the slab may either be poured directly on thevapor barrier or on a granular curing layer placed overthevapor barrier depending on construction conditions. GeoTest recommends that the architect or structural engineer specify if a curing layer should be used. If moisture control within the building is critical, we recommend a representative of GeoTest observe the vapor barrier to confirm that joints and penetrations have been properly sealed. Exterior concrete slabs-on-grade, such as sidewalks, may be supported directly on undisturbed native soil or on properly placed and compacted structural fill; however, long-term performance will be enhanced if exterior slabs are placed on a layer of clean, durable,well-draining granular material. Floor Considerations In a large warehouse facility such as the one proposed for this site, long spans of slab- on-grade concrete floors may be more susceptible to cracking and floor flatness issues due to normally occurring concrete shrinkage and/or minor floor settlements that would not normally impact smaller facilities. Thus,special considerations may be required in order to mitigate against post-construction cracking and/or settling of the 10 GeoTest Services, Inc. February13,2019 SMARTCAP—Arlington, WA Project No.19-0009 floor slab. These considerations could include, but are not limited to, the inclusion of additional structural steel within the slab, fibers added to concrete mixes, more frequent crack control joints,a reduction in the water-cement ratio of concrete in floor areas,or a specialized and/or enhanced structural fill section belowfloor slabs. It is our expectation that inclusions or considerations to mitigate post-construction floor cracking and/or settlement will be a collaborative effort from the design team, but that the Structural Engineer will likely have the most influence on the final design of the floor slab. GeoTest is available to participate in discussions regarding the mitigation of floor slab cracking and/or settlement issues. Foundation and Site Drainage Positive surface gradients should be provided adjacent to the proposed building to direct surface water away from the building and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains but should be separately discharged directly to the stormwater collection system or similar municipality-approved outlet. Pavement and sidewalk areas, if present, should be sloped and drainage gradients should be maintained to carry surface water away from the building towards an approved stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to sumps where water from seepage, rainfall, and runoff can be collected and pumped to a suitable discharge facility. To reduce the potential for groundwater and surface water to seep into interior spaces, GeoTest recommends that an exterior footing drain system be constructed around the perimeter of new building foundations as shown in the Typical Footing Drain Section (Figure 3)of this report. The drain should consist of a perforated pipe measuring 4 inches in diameter at minimum, surrounded by at least 12 inches of filtering media. The pipe should be sloped to carry water to an approved collection system. The filtering media may consist of open-graded drain rock wrapped in a nonwoven geotextile fabric such as Mirafi 140N (or equivalent) or wrapped with a graded sand and gravel filter. For foundations supporting retaining walls, drainage backfill should be carried up the back of the wall and be at least 12 inches wide. The drainage backfill should extend from the foundation drain to within approximately foot of the finished grade and consist of open-graded drain rock containing less than 3 percent fines by weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The invert of the footing drain pipe should be placed at approximately the same elevation as the bottom of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will be contained. This process prevents water from seeping through walls or floor slabs. The drain system should include cleanouts to allow for periodic maintenance and inspection. 11 GeoTest Services, Inc. February 13,2019 SMARTCAP—Arlington,WA Project No.19-0009 Resistance to Lateral Loads The lateral earth pressures that develop against retaining walls will depend on the method of backfill placement, degree of compaction, slope of backfill, type of backfill material, provisions for drainage, magnitude and location of any adjacent surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0.001 to 0.002 times its height (a yielding wall), the soil pressure exerted comprises the active soil pressure. When a wall is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted comprises the at rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling or if the wall is inherently stiff. GeoTest recommends that yielding walls under drained conditions be designed for an equivalent fluid density of35 pounds per cubicft (pcf),for structural fill in active soil conditions. Nonyielding walls under drained conditions should be designed for an equivalent fluid density of SS pcf,for structural fill in at-rest conditions. Design ofwalls should include appropriate lateral pressures caused by surcharge loads located within a horizontal distance equal to or less than the height of the wall. For uniform surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and 50 percent of the vertical surcharge pressure should be added to the lateral soil pressures for yielding and nonyielding walls, respectively. For structures designed using the seismic design provisions of the 2015 International Building Code, GeoTest recommends that retaining walls include a seismic surcharge in addition to the equivalent fluid densities presented above. We recommend that a seismic surcharge of approximately 8H (where H is the height of the wall in feet) be used for design purposes. Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade, will resist lateral loads transmitted from the structure to its foundation. For design purposes,the passive resistance of well-compacted fill placed against the sides of foundations is equivalent to a fluid with a density of 300 pounds per cubic foot. The recommended value includes a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. Retaining walls should include a drain system constructed in general accordance with the recommendations presented in the Foundation and Site Drainage section of this report. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resistance should not be considered. 12 GeoTest Services, Inc. February13,2019 SMARTCAP—Arlington,WA Project No.19-0009 An allowable coefficient of base friction of 0.35,applied to vertical dead loads only, may be used between the underlying imported granular structural fill and the base of the footing. If passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction design value. GeoTest does not recommend increasing the coefficient of friction to resist seismic or wind loads. Temporary and Permanent Slopes The contractor is responsible for construction slope configurations and maintaining safe working conditions, including temporary excavation stability. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected,the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 feet should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155-66403. Temporary unsupported excavations in the medium dense Marysville Sand encountered at the project site are classified as a Type B soil according to WAC 296- 155-66401 and may be sloped as steep as 1:1 (Horizontal:Vertical). All soils encountered are classified as Type C soil in the presence of groundwater seepage. Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop. Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. GeoTest recommends that permanent cut or fill slopes be designed for inclinations of 2H:1V or flatter. Permanent cuts or fills used in detention ponds, retention ponds, or earth slopes intended to hold water should be 3H:1V or flatter. All permanent slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Utilities Utility trenches must be properly backfilled and compacted to reduce cracking or localized loss of foundation, slab, or pavement support. Excavations for new shallow underground utilities are expected to be placed within native, medium dense to dense Marysville Sand. Trench backfill in improved areas (beneath structures, pavements, sidewalks, etc.) should consist of structural fill as defined in the Fill and Compaction section of this report. Outside of improved areas, trench backfill may consist of reused native material provided the backfill can be compacted to the project specifications. Trench 13 GeoTest Services, Inc. February13,2019 SMARTCAP—Arlington,WA Project No.19-0009 backfill should be placed and compacted in general accordance with the recommendations presented in the Fill and Compaction section of this report. Surcharge loads on trench support systems due to construction equipment, stockpiled material, and vehicle traffic should be included in the design of any anticipated shoring system. The contractor should implement measures to prevent surface water runoff from entering trenches and excavations. In addition,vibration as a result of construction activity and traffic may cause caving of the trench walls. The contractor is responsible for trench configurations. All applicable local,state, and federal safety codes should be followed. All open cuts should be monitored by the contractor during excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. If groundwater or groundwater seepage is present, and the trench is not properly dewatered, the soil within the trench zone may be prone to caving, channeling, and running. Trench widths may be substantially wider than under dewatered conditions. Pavement Subgrade Preparation Pavement section is often a choice between higher initial cost with lower maintenance fees,or lower initial cost with more frequent maintenance fees. For this reason, GeoTest recommends that the owner participate in the site pavement selection. Site grading plans should include provisions for sloping of the subgrade soils in proposed pavement areas,so that passive drainage of the pavement section(s) can proceed uninterrupted during the life of the project. Asphalt Pavement Sections GeoTest anticipates that asphalt pavement will be used for new passenger vehicle access drives and parking areas. We recommend that a standard, or 'light duty,' pavement section consist of 2.5 inches of 1/2-inch HMA asphalt above 6 inches of crushed surfacing base course (CSBC) meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3]. Areas that will be accessed by more heavily loaded vehicles,semi and garbage trucks, etc.,such as the main drive paths,will require a thicker asphalt section and should be designed using a paving section consisting 4 inches of Class 1/2-inch HMA asphalt surfacing above 8 inches of CSBC meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3]. Concrete Pavement Sections Concrete pavements could be used for access and parking areas. Design of concrete pavements is a function of concrete strength, reinforcement steel,and the anticipated loading conditions for the roads. For design purposes, a vertical modulus ofsubgrade reaction of150 pounds per cubic inch (pci) should be expected for concrete roadways constructed over properly placed and compacted Structural Fill. GeoTest expects that 14 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 o �W - concrete pavement sections, if utilized, will be at least 8 inches thick and be founded on a minimum of 8 inches of compacted CSBC. The design of concrete access and parking areas will need to be performed by a structural engineer. GeoTest recommends that subgrade soils supporting concrete pavement sections include minor grade changes to allow for passive drainage away from the pavement. GeoTest is available to further consult, review and/or modify our pavement section recommendations based on further discussion and/or analysis with the project team/owner. The above pavement sections are initial recommendations and may be accepted and/or modified by the site civil engineer based on the actual finished site grading elevations and/or the owner's preferences. Stormwater Infiltration Potential Based on the presence of predominantly granular materials and the lack of a restriction layer that would otherwise impact infiltration facilities, it is our opinion that the on-site infiltration of stormwater is feasible for this project site. Test Pit Gradation Results From the explorations excavated in the areas of interest,12 representative soil samples were selected and mechanically tested for grain size distribution and calculation according to the soil grain size analysis method, Section 3.3.6 of the 2012 Stormwater Management Manual for Western Washington (SMMWW), amended December 2014,.A summary of these results are reproduced in Table 1 below. Table 1 Preliminary Infiltration Results Based on Grain Size Analysis Test Pit ID Uncorrected Ksat Corrected Kt & Depth Geologic Unit Infiltration Rate Infiltration Rate [i n/h r] [i n/h r] TP-1 (5.0 ft) Marysville 72 7 20 9 Sand Weathered TP-2 (1.5 ft) Marysville 19.3 5.6 Sand TP-2 (2.5 ft) Marysville 78 2 22 5 Sand Weathered TP-7 (1.5 ft) Marysville 18.1 5.2 Sand TP-7 (3.0 ft) Marysville 103.2 29.7 Sand Weathered TP-8 (1.5 ft) Marysville 16.3 4.7 Sand 15 GeoTest Services, Inc. February13,2019 SMARTCAP-Arlington, WA Project No.19-0009 TP-8 (3.0 ft) Marysville 60.8 17.5 _ Sand TP-8 (8.0 ft) Marysville 56.7 16.3 Sand Weathered TP-10 (2.0 ft) Marysville 24.5 7.1 Sand TP-10 (4.0 ft) Marysville 62.5 18.0 Sand Weathered TP-12 (1.5 ft) Marysville 28.1 8.1 Sand TP-12 (3.0 ft) Marysville 145.6 41.9 Sand Notes: -Ksat= Initial Saturated Hydraulic Conductivity -Correction Factors Used: CFv= 0.80, CFt = 0.40, CFm =0.9,Total Correction Factor = 0.288 -## = We do not recommend designing for an infiltration rate in excess of 10 in/hr in the unweathered Marysville Sand due to the limitations of the grain size analysis approach. The rates presented in Table 1 are representative of loose soil conditions and do not take into account relative density of the soil. Design Considerations Stormwater infiltration potential is a function of the relatively permeability of the site soils, and the separation between the base of the proposed stormwater facility and the groundwater table. Based on the results presented in Table 1, and the relative depth to the groundwater table (observed at 17 to 30 feet), the on-site infiltration of stormwater is feasible for the project site. For facilities based in the silty weathered Marysville Sand generally encountered in the upper 2 feet, we recommend a preliminary design infiltration rate of inches per hour. Forfacilities based in the native unweathered Marysville Sand generally encountered at a depth greater than 2 feet, we recommend a preliminary design infiltration rate of10 inches per hour. Stormwater Treatment The stormwater facilities on-site may require some form of pollutant pretreatment with an amended soil prior to on-site infiltration or offsite discharge.The reuse of on- site topsoil is often the most sustainable and cost effective method for pollutant treatment purposes. Cation exchange capacities, organic contents, and pH of site subsurface soils were also tested to determine possible pollutant treatment suitability. 16 GeoTest Services, Inc. February 13,2019 SMARTCAP—Arlington, WA Project No.19-0009 Cation exchange capacity, organic content, and pH tests were performed by Northwest Agricultural Consultants on six soil samples collected from the explorations shown in Table 2. A summary of the laboratory test results is presented in Table 2 below. TABLE 2 Cation Exchange Capacity,Organic Content, and pH Laboratory Test Results Test Pit Sample Geologic Cation Exchange Organic ID Depth Unit Capacity Content pH (ft) (me /100 rams) N TP-1 0.25 Topsoil 13.9 7.41 5.8 Weathered TP-1 1.5 Marysville 4.6 2.26 5.9 _ Sand TP-9 0.5 Topsoil 13.7 7.59 5.6 Weathered TP-9 1.5 Marysville 3.4 1.35 6.0 Sand TP-13 0.5 Topsoil 15.6 9.16 5.5 Weathered TP-13 1.5 Marysville 7.0 2.89 6.1 Sand Suitability for onsite pollutant treatment is determined in accordance with SSC-6 of the 2012 Washington State Department of Ecology Storm water Management Manua/ for Western Washington. Soils with an organic content of greater than or equal to 1 percent and a cation exchange capacity of greater than or equal to 5 meq/100 grams are characterized as suitable for stormwater treatment. Based on the results shown in Table 2, soils within the upper 0.5 feet are suitable for stormwater treatment. The weathered Marysville Sand encountered from 0.5 to 2.0 feet BGS may be suitable for stormwater treatment if amended, or on a case-by-case basis. On-site soils can be amended by mixing higher silt content soils or adding mulch (or other admixtures) to elevate the cation exchange capacity and organic contents. On- site amended soil requires additional testing to confirm compliance with ecological regulations. GeoTest is available to perform additional laboratory testing as part of an expanded scope of services if the soil is to be amended. Alternatively, the owner may elect to import amended soils with the desired properties for planned treatment facilities. Geotechnical Consultation and Construction Monitoring GeoTest recommends that we be involved in the project design review process. The purpose of the review is to verify that the recommendations presented in this report are understood and incorporated in the design and specifications. 17 GeoTest Services, Inc. February 13,2019 SMARTCAP-Arlington, WA Project No.19-0009 We also recommend that geotechnical construction monitoring services be provided. These services should include observation by GeoTest personnel during structural fill placement, compaction activities and subgrade preparation operations to confirm that design subgrade conditions are obtained beneath the areas of improvement. Periodic field density testing should be performed to verify that the appropriate degree of compaction is obtained. The purpose of these services is to observe compliance with the design concepts, specifications, and recommendations of this report. In the event that subsurface conditions differ from those anticipated before the start of construction, GeoTest Services would be pleased to provide revised recommendations appropriate to the conditions revealed during construction. GeoTest is available to provide a full range of materials testing and special inspection during construction as required by the local building department and the International Building Code. This may include specific construction inspections on materials such as reinforced concrete, reinforced masonry, wood framing and structural steel. These services are supported by our fully accredited materials testing laboratory. USE OF THIS REPORT GeoTest Services, Inc. has prepared this report for the exclusive use of SMARTCAP Investments and their design consultants for specific application to the design of the proposed new SMARTCAP manufacturing building project located in Arlington, Washington. Use of this report by others is at the user's sole risk. This report is not applicable to other site locations. Our services are conducted in accordance with accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that these conditions are representative of conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth and time of our explorations, a geological reconnaissance of the area, and a review of previously published USGS geological information for the site. If variations in subsurface conditions are encountered during construction that differs from those contained within this report, GeoTest should be allowed to review the recommendations and, if necessary, make revisions. If there is a substantial lapse of time between submission of this report and the start of construction,or if conditions change due to construction operations at or adjacent to the project site,we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthwork contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations. GeoTest Services, Inc. is not responsible for job site safety on this project, and this responsibility is specifically disclaimed. 18 GeoTest Services, Inc. February 13,2019 SMARTCAP—Arlington,WA Project No.19-0009 Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Typical Footing and Wall Drain Section Figure 4 Soil Classification Sheet Figures 5-12 Test Pit Logs Figures 13-15 Grain Size Analyses Attachment CPT Logs + Dissipation (5 pages) Attachment CEC/OC/PH Laboratory Testing (1 page) Attachment Liquefaction Analysis (2 pages) Attachment Report Limitations and Guidelines for Its Use (3 pages) REFERENCES Arlington (Washington) Municipal Code - Geologically Hazardous Areas, §20.93.600, 2019. Minard, J.P., 1985, Geologic map of the Arlington West 7.5 minute quadrangle, Snohomish County, Washington,scale 1:24,000.: U.S.Geological Survey, Miscellaneous Field Studies Map MF-1740 Bakeman, S., Dan, G., Howie, D., Killelea, J., Labib, F., & Ed, O. (n.d.). 2012 Stormwater Management Manual for Western Washington, as Amended in December 2014 (The 2014 SWMMWW) (pp. 1-1042) (United States, Washington State Department of Ecology). Washington Geologic Information Portal. (n.d.). Retrieved January, 2019, from https://geologyportal.dnr.wa.gov/ 19 .: . . ir s ^w• �{i ice;t" •':,*�C�' � "S 4�i � , `.+• ,•,� ` =—rBr nt ' 7 r `Trafton 1U `s. 'fit;,�,• •. T'� � �• ,.. �� �•"� } Silvana r y•1 '�• r '�° �lM, AH�e on � +► Arlington g A }� �A- A c "� A;hngton ' Municipal `yo Airport IT •1 V�I 5 S=oti eightsProject ; GEOTEST SERVICES, INC. 111 • 20527 67th Avenue gto 98223 - • . _ TP-13 a >rr X CIL TP-11 • TP-14 . ' r CPT-2C ,• 11 TP-6OEM { TP-8 �! TP-16 CPT-3A TP-4 TP-5 TP-9 • _LJ TP-15 CIL • TP-2 TP-3 CL TP 1 CPT4= Approximate Cone Penetrometer Test Location REFERENCE BASE MAP FROM GOOGLE EARTH, BUILDING LAYOUT REFERENCED TP4= Approximate Test Pit Location FROM B&T ENGINEERING CONCEPT PLAN DATED 11-14-18 150 Feet , N Date: 1-24-19 By: NG Scale: As shown Project GEOTEST SERVICES, INC.20527 67th Avenue NE SITE AND EXPLORATION PLAN 19-0009 Arlington, WA 98223 SMARTCAP MANUFACTURING BUILDINGS Figure phone: (360)733-7318 VACANT LOT W. OF 6206 188TH STREET. NE fax: (360)733-7418 ARLINGTON,WA 98223 SHALLOW FOOTINGS WITH INTERIOR SLAB-ON-GRADE - Typical Framing Compacted Impervious Soil ' (12 inch minimum) , , , Floor Slab or Pavement (2 inch minimum) . . .�. .+. .�. . . . . . .+. .�. . .�. . . . . . . . . . . . . . . . , , , , , , , , , , Va or Barrier Slope to drain away r ,',',' •r•'r •r r r r r •r +r +rr�rjr� � from structure. _ - — ,',',' •ti ' : �•~ ti ti ti''• ~~'ti '�'S•L :'.,�, '.' :;•: •.�:�: .;,� .r.r.r•r•j.r�rtir.r.r�r•r�r •,•,•,• Coarse Gravel Capillary Break / , , , ".'•;:• :':: (6 inch minimum typically clear crushed) Suitable Soil '+'+' '•' Free Draining Sand and Gravel Fill Approved Non-woven Geotextile Filter Fabric (18 inch minimum fabric lap) ' Suitable Soil Drainage Material (Drain Rock or Clear Crushed Rock w/no fines) Appropriate Waterproofing Applied to Exterior of Wall Four Inch Diameter. Perforated,Rigid PVC Pipe (Perforations oriented down,wrapped in non-woven geotextile filter fabric,directed to suitable discharge) Notes: Footings Should be properly buried for frost protection in accordance with International Building Code or local building codes (Typically 18 inches below exterior finished grades) The footing drain will need to be modified from this typical drawing to fit the dimensions of the planned monolithic footing and slab configuration GEOTEST SERVICES, INC. Date: 1-24-19 By: NG Scale: None � Project 20527 67th Avenue NE TYPICAL FOOTING & WALL DRAIN SECTION 19-0009 Arlington, WA 98223 SMARTCAP MANUFACTURING BUILDINGS Figure phone: (360) 733-7318 VACANT LOT W. OF 6206 188TH STREET NE tax: (360)733-7418 ARLINGTON,WA 98223 3 Soil Classification System uscs MAJOR GRAPHIC LETTER TYPICAL DMSIONS SYMBOL SYMBOL DESCRIPTIONSI'1121 au O. GRAVEL AND CLEAN GRAVEL o 0° * o GW Well-graded gravel;gravel/sand mixture(s);little or no fines a m GRAVELLY SOIL (Little or no fines) o o'o.O a O a ,_. o . _o GP Poorly graded gravel;gravel/sand mixture(s);little or no fines N = (More than 50%of W a d coarse fraction retained on No.4 GRAVEL WITH FINES , GM Silty gravel;gravel/sand/silt mixture(s) Z E o (Appreciable amount of _ �0 N sieve) fines) GC Clayey gravel;gravel/sand/clay mixture(s) ad W r-c SAND AND CLEAN SAND SW Well-graded sand;gravelly sand;little or no fines CISU) SANDY SOIL (Little or no fines) Q SP Poorly graded sand;gravelly sand;little or no fines (More than 50%of coarse fraction passed SAND WITH FINES SM Silty sand;sand/silt mixture(s) through No.4 sieve) (Appreciable amount f Clayey sand;sand/clay mixture(s) o fines) $C Inorganic silt and very fine sand;rock flour;silty or clayey fine o SILT AND CLAY MIL Inorganic or clayey silt with slight plasticity m N CL Inorganic clay of low to medium plasticity;gravelly day;sandy O E z°,. (Liquid limit less than 50) clay;silty clay;lean clay Z `m.N GL Organic silt;organic,silty clay of low plasticity r c7 t m N SILT AND CLAY MH Inorganic silt;micaceous or diatomaceous fine sand W CH Inorganic clay of high plasticity;fat clay o N (Liquid limit greater than 50) OH Organic clay of medium to high plasticity;organic silt HIGHLY ORGANIC SOIL PT Peat;humus;swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock(See Rock Classification) WOOD WD Wood,lumber,wood chips DEBRIS O DB Construction debris,garbage Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils(Visual-Manual Procedure), as outlined in ASTM D 2488.Where laboratory index testing has been conducted,soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes,as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined as follows: Primary Constituent: >50%-"GRAVEL,""SAND,""SILT,""CLAY,"etc. Secondary Constituents: >30%and<50%-"very gravelly,""very sandy,""very silty,"etc. >12%and<30%-"gravelly,""sandy, "silty,"etc. Additional Constituents: > 5%and<12%-"slightly gravelly,""slightly sandy,""slightly silty,"etc. < 5%-'trace gravel,""trace sand,""trace silt,"etc.,or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER&INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-inch 0.D.,2.42-inch 1.D.Split Spoon PP=1 0 Pocket Penetrometer,tsf b 2.00-inch O.D.,1.50-inch I.D.Split Spoon TV=0.5 Torvane,tsf Recovery Depth Interval c Shelby Tube PID=100 Photoionization Detector VOC screening,ppm 4 Sample Depth Interval d Grab Sample W=10 Moisture Content,% e Other-See text if applicable D=120 Dry Density,pcf Portion of Sample Retained 1 300-lb Hammer,30-inch Drop -200=60 Material smaller than No.200 sieve,% for Archive or Analysis 2 140-lb Hammer,30-inch Drop GS Grain Size-See separate figure for data 3 Pushed AL Atterberg Limits-See separate figure for data 4 Other-See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis Q Approximate water elevation at time of drilling(ATD)or on date noted. Groundwate ATD levels can fluctuate due to precipitation,seasonal conditions,and other factors. SMARTCAP Manufacturing Figure O OTe5T Buildings Soil Classification System and Key �I Arlington,WA 98223 4 TP-1 SAMPLE DATA SOIL PROFILE GROUNDWATER E n Tracked Excavator Excavation Method Z m ~ :° rn ' —137(Google Earth) Z m o .0 Ground Elevation(ft): E 5 m N Excavated By: Gillen Construction/Noah Griffin o n rn-a rn F— (7 r 0 d SM/ Loose,dark brown,moist,silty,gravelly. a OL SAND with organics and rootlets(Topsoil) w 2= d Groundwater not encountered. \-TM-j Loose,orange/brown,moist,silty,SAND 3-L d O O GW/ (Weathered Recessional Outwash)variable 0 0 GP gravel content a W=5 0 O Dense,grey,moist,poorly graded GRAVEL 5 4-L d O 0 with sand(Recessional Outwash) 0 0 E 00 En 0 00 g 00 F 10 O z UO O O CU7 Q"0 z 0 Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft. En r 0 z rn TP-2 SAMPLE DATA SOIL PROFILE GROUNDWATER U ' a Tracked Excavator Excavation Method: z ZCL ~ ° —137(Google Earth) o a2 2 o L Ground Elevation C E Z E m 0 Excavated By: Gillen Construction/Noah Griffin n rn aS rA F— C7 7 w 0 d Sw Loose,dark brown,moist,silly,gravelly, w 155. W=18 rGP SAND with organics and rootlets(Topsoil) 6 >t d GS Groundwater not encountered. Loose,orange/brown,moist,silty,SAND 7:W d W=4 O 0 (Weathered Recessional Outwash)variable o GS 0 00 gravel content W5 0 O Dense,grey,moist,poorly graded GRAVEL m 0 0 with sand(Recessional Outwash) N Q 0 to 00 U 00 w 0 0O a d 10 O O o p 0 0 0 Test Pit Completed 01/16/19 m Total Depth of Test Pit=11.0 ft. U 15 0 w a o_ X m rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. N 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. m v SMARTCAP Manufacturing Figure O OTO5T Buildings Log of Test Pits Arlington,WA 98223 TP-3 SAMPLE DATA SOIL PROFILE GROUNDWATER a� o Tracked Excavator E n E Excavation Method: 7 � T z ~ f0 ' --137(Google Earth T 2 �, Ground Elevation(ft): ) t n n ❑ = tq m m m m m (n Excavated By: Gillen Construction/Noah Griffin 0 ❑ C/)Ca rn H c7 ❑ L 0 SW Loose,dark brown,moist,silty,gravelly, (L OL SAND with organics and rootlets opsoN w Groundwater not encountered. F 3 0 Loose,orange/brown,moist,silty,SAND a )0.0 GW/ (Weathered Recessional Outwash)variable q 0 GP gravel content Dense, re moist,poorly< 5 p.0, grey, p ygraded GRAVEL F 0 with sand(Recessional Outwash) < 00 9. w )Q_O. rn o �0 F 1 o.p'0 c? o.0 z > ..o. 0 J S Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft. 0 z m m TP-4 U SAMPLE DATA SOIL PROFILE GROUNDWATER U < m -0 o Tracked Excavator E n E Excavation Method: :3 T T E o Z m Ground Elevation(ft): _137(Google Earth) � w n a) a ❑ t rn aaico � m m Excavated By. Gillen Construction/Noah Griffin W 0 SW Loose,dark brown,moist,silty. gravelly OL SAND with organics and rootlet (Topsoil) 9= d SM Groundwater not encountered. 1D= d Loose,orangelbrown.moist,silty,SAND 0 0 GWI eat Recessional Outwash)variable 0 0 0 GP gravel content W m 5 0 0 Dense,grey,moist,poorly graded GRAVEL 010. with sand(Recessional Outwash) N 00 W 0 O 00 0 0 10 00 _ o O0 0 ` W U) Test Pit Completed 01/16/19 � Total Depth of Test Pit=12.0 ft. W 15 0 rr a o_ X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. m v SMARTCAP Manufacturing Figure C7e0Te5T Buildings Log of Test Pits Arlington,WA 98223 TP-5 SAMPLE DATA SOIL PROFILE GROUNDWATER E n Tracked Excavator Excavation Method: Z m ~ �° T —137(Google Earth) L � Ground Elevation(ft): U Gillen Construction/Noah Griffin w nm a B � �� � � 19 to Y� o ❑ v)oa, cn H c7 ❑ L: 0 SM/ Loose,dark brown,moist,silty,gravelly, a OL SAND with organics and rootlets(Topsoil) I-- Groundwater not encountered. Lu r— W SM Loose,orangelbrown,moist,silty,SAND ~ GW/ (Weathered Recessional Outwash)variable GP gravel contentd Dense,grey,moist,poorly graded GRAVEL0 5 with sand(Recessional Outwash) 0 ).0 o )o 00 0 m ) ° — F 10 Q o z °o SDi o )ao z o _ 5 Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft. a F- 0 z rn TP-6 CL SAMPLE DATA SOIL PROFILE GROUNDWATER a 1Z CD U a �, o o Tracked Excavator Excavation Method: so �ED z z' ~ W U) >. —137(Google Earth) a� ° cn Ground Elevation(ft): o at Z F- w n m n ❑ t rn JE E CnCL Excavated By: Gillen Construction/Noah Griffin ❑ cn.16 U) I— (DtOL W 0 Loose,dark brown,moist,silty,gravelly, °W SAND with organics and rootlets(Topsoil) � SM Groundwater not encountered. Loose,orangelbrown,moist,silty,SAND o° GW/ (Weathered Recessional Outwash)variable o )Q o GP gravel content w o c7 5 °° Dense,grey,moist,poorly graded GRAVEL 0 5`0 9 with sand(Recessional Outwash) N 0 0 F ° U W ° U )U° 0 10 )Up o Q o ° 0 )UO O W ° 0 U w Test Pit Completed 01116/19 15 Total Depth of Test Pit=13.0 ft. 0 rr a o_ X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. N 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. r m v SMARTCAP Manufacturing Figure (jeoTe5T Buildings Log of Test Pits 7 Arlington,WA 98223 / TP-7 SAMPLE DATA SOIL PROFILE GROUNDWATER E n E m Excavation Method: Tracked Excavator 7 T T z m ~ w � ' --137(Google Earth) �a? Z I, U U) Ground Elevation(ft). w n(D a ❑ t rq (D o D j Excavated By: Gillen Construction/Noah Griffin a 0 SM/ Loose,dark brown,moist,silty,gravelly, c~n 12= d W=12 OL SAND with organics and rootlets(Topsoil) GS 3 600 SM Loose,orange/brown,moist,silty,S�NrD Groundwater not encountered. a 132W d G83 )ci GW/ (Weathered Recessional Outwash) iable "o o GP gravel content U0 5 o 0 Dense,grey,moist,poorly graded GRAVEL o with sand(Recessional Outwash) 0 Qo w .00 6 ° 10 Q o z 0 io0 U) 300 0 o 0 J S Test Pit Completed 01/16/19 m 15 Total Depth of Test Pit=13.0 ft. — iiF w 0 z m TP-8 a SAMPLE DATA SOIL PROFILE GROUNDWATER U < m a o Tracked Excavator E n E Excavation Method: E o � 2 m m 0 v Ground Elevation(ft): —137(Google Earth) w n N n ❑ t rq aa) CL m m U Excavated By: Gillen Construction/Noah Griffin ❑ U)as U) H CJ 0 0 d SM/ Loose,dark brown,moist,silty,gravelly, w W=12 OL SAND with organics and rootlets(Topsoil) 15 j d Groundwater not encountered. ' GS SM Loose,orangelbrown,moist,silty,SAND LL 16_•_ d W_4 o GW/ (Weathered Recessional Outwash)variable p GS o GP gravel content 5 0 o Dense,grey,moist,poorly graded GRAVEL oO 0 with sand(Recessional Outwash) N 00 N o 0 0 17= d GS6 00 X 00 0 10 00 — 0 0 00 O w w Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. w 15 0 rr Or X rn m N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. n3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. m v SMARTCAP Manufacturing Figure OeoTe5T Buildings Log of Test Pits Arlington,WA 98223 TP-9 SAMPLE DATA SOIL PROFILE GROUNDWATER a n E Tracked Excavator Excavation Method: � Z rn Ground Elevation(ft): --137(Google Earth) 0 rn CL E E m 0 Excavated By: Gillen Construction/Noah Griffin 0 0 rn oa rn 1-- -0 d SM/ Loose,dark brown,moist,silty,gravelly, a OL SAND with organics and rootlets(Topsoil) w19= d SM Loose,orange/brown,moist,silty,SAND Groundwater not encountered. ~ 20 Y d O o GW/ (Weathered Recessional Outwash)variable a o O GP gravel content c? Dense,grey,moist,poorly graded GRAVEL F5 0 O with sand(Recessional Outwash) Q °° o0 o 0 °o 0 F 10 0 O z °o o z o Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. m 15 in Q H z Z m TP-10 a- SAMPLE DATA SOIL PROFILE GROUNDWATER H a a o Tracked Excavator E n E Excavation Method: z Z m ~ f° ' —137(Google Earth) ° Z Ground Elevation(ft): w E E ❑ L m U Excavated By: Gillen Construction/Noah Griffin n E c E N 0 rn 06 Y) F (7 � W —0 d SM/ Loose,dark brown,moist,silty,gravelly, °W OL SAND with organics and rootlets(Topsoil) W=12 Groundwater not encountered. 22= d SM Loose,orange/brown,moist,silty,SAND LLGS (Weathered Recessional Outwash)variable o GW/ gravel content 5 23= d GS4 0 o GP Dense,grey,moist,poorly graded GRAVEL 0 o with sand(Recessional Outwash) ND a O r 00 w 00 0 40 a O 0 10 0.0 o ' °O o O O " W Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. w 15 0 a 0 X rn in N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. N 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. v SMARTCAP Manufacturing Figure OeoTe5T Buildings Log of Test Pits Arlington,WA 98223 TP-11 SAMPLE DATA SOIL PROFILE GROUNDWATER a o Tracked Excavator E n E .0 Excavation Method: 7 > T Z ~ =° ' —137(Google Earth) � Z � � � rn Ground Elevation(ft): C d n O _ (n °o o - j Excavated By: Gillen Construction/Noah Griffin iz 0 SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(To oil) w - SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND ~ O o GW! (Weathered Recessional Outwash)variable a. O o GP gravel content O a 5 O O Dense,grey,moist,poorly graded GRAVEL F O o with sand(Recessional Outwash) a 00 O o O.0 o O F 10 O 00 Z - 1 9 1 0- CD o Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. m 15 J Q _ (r r w - 0 z rn TP-12 SAMPLE DATA SOIL PROFILE GROUNDWATER U °7 a) a o Tracked Excavator a E Excavation Method: > >, > E z 2 Co cn Ground Elevation(ft): —137(Google Earth) t n a) n t rn m Excavated By: Gillen Construction/Noah Griffin o cn.6 rn c7 :3 w 0 SM/ Loose,dark brown,moist,silty,gravelly, LU W=11 OL SAND with organics and rootlets(Topsoil) J 25= d GS SM Groundwater not encountered. J .,fl Loose,orange/brown,moist,silty,SAND W=4 O GWl eathered Recessional Outwash variable w26= d GS ,o 00 GP g vaf content ) Jj 5 0 O Dense,grey,moist,poorly graded GRAVEL p 0 with sand(Recessional Outwash) N U _ 00 O 00 ir .0 . 0 10 0 0 o 0fl O w Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. 15 0 of a 0 X rn rn N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. n3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. M a SMARTCAP Manufacturing Figure GeoTeST Buildings Log of Test Pits �I O Arlington,WA 98223 I TP-13 SAMPLE DATA SOIL PROFILE GROUNDWATER n Tracked Excavator E Excavation Method: > >^ T E 4 Z� 2 � o t � Ground Elevation(ft): -137(Goo le Earth) E a) W E m 0 Excavated By: Gillen Construction/Noah Griffin o ❑ in ca rn f- 0 0 d OL Loose,dark brown,moist,silty,gravelly, EL OL SAND with organics and rootlets(Topsoil) F _ 28= d o SM Loose,orangelbrown,moist,silty SAND Groundwater not encountered o. GW/ (Weathered Recessional Outwash)variable 'a 29 Z d o o GP gravel content a 5 0 0 Dense,grey,moist,poorly graded GRAVEL F O 0 with sand(Recessional Outwash) 0 0 �o 0 0 g o 0 F 10 SD Vo 0 Q o Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. m 15 Cn Q H Z T TP-14 a SAMPLE DATA SOIL PROFILE GROUNDWATER U ' a .0 o Tracked Excavator E n E Excavation Method: z Z m ~ 1O rn > —137(Google Earth rn Ground Elevation(ft): ) o_ a� Z `m ❑ t ~ w E E nrA Gillen Construction/Noah Griffin m 5 m a) 0) Excavated By: ❑ rn ad rn 1- C7 :3 w 0 SM/ Loose,dark brown,moist,silty,gravelly. Ow OL SAND with organics and rootlets(Topsoil) 0 Groundwater not encountered. o SM Loose,orange/brown,moist,silty,SAND o GW! (Weathered Recessional Outwash)variable 0 0 o GP gravel content w 00 5 0 Dense,grey,moist,poorly graded GRAVEL o o with sand(Recessional Outwash) N 0 F �Q U O O w O O 6O 0 10 Oo 0 °0 0 w Test Pit Completed 01/16/19 Total Depth of Test Pit=12.0 ft. w 15 - 'o a 0 X rn rn IV Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. N 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. n M v SMARTCAP Manufacturing Figure OeoTe5T Buildings Log of Test Pits 11 Arlington,WA 98223 TP-15 SAMPLE DATA SOIL PROFILE GROUNDWATER a a) a o Tracked Excavator E n E a Excavation Method: 7 �' T z ~ fO ' —137(Google Earth) a2 2 `5 m c, Ground Elevation(ft): L d a ❑ L (n E E m L) Excavated By: Gillen Construction/Noah Griffin 0 ❑ u)as rn 0 SM/ Loose,dark brown,moist,silty,gravelly, OL SAND with organics and rootlets(Topsoil) w SM Groundwater not encountered. F Loose,orange/brown,moist,silty,SAND o GW/ (Weathered Recessional Outwash)variable o.'Q GP gravel content < 5 0 o Dense,grey,moist,poorly graded GRAVEL F 0 o with sand(Recessional Outwash) (n 0 0 0 o 0 F 10 Q z Test Pit Completed 01/16/19 Cn Total Depth of Test Pit=10.0 ft. z a J_ m 15 J Q ac H Z W TP-16 U SAMPLE DATA SOIL PROFILE GROUNDWATER U Em m a o Tracked Excavator n E Excavation Method: T z z ~ �° ' —137 Goa le Earth 0 m Z 6 rn Ground Elevation(ft): ( 9 ) F w d a) d ❑ L rn Excavated By: Gillen Construction/Noah Griffin ❑ to 06 rn F- (7 ❑ w 0 SM! Loose,dark brown,moist,silty,gravelly, 0 w OL SAND with organics and rootlets(Topsoil) 0 SM Groundwater not encountered. Loose,orange/brown,moist,silty,SAND LL 0 Ro- GW/ (Weathered Recessional Outwash)variable p o 0 GP gravel content w 5 300 Dense,grey,moist,poorly graded GRAVEL 60 with sand(Recessional Outwash) 0 0 N O 0 00 w 00 0 .0.O. IL 00 0 10 00 o 0 0 0 W Test Pit Completed 01/16/19 0 Total Depth of Test Pit=11.0 ft. m F- U r 15 0 o_ o_ X rn m N Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. n3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. m v SMARTCAP Manufacturing Figure (jeoTe5T Buildings Log of Test Pits Arlington, WA 98223 12 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 3/4 112318 3 4 6 810 1416 20 30 40 50 60 100140 200 100 T I 90 CD ED 80 w N U) Z 70 a � L a F 60 m72 a S 50 o I.L m c 2 U w of 40 cD Z 0 m 30 I� J Q f Z ? 20 O _ O OI 10 Z a o 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Z 0 < Cobbles Gravel SandSilt or Clay w coarse fine coarse medium fine 0 w Point Depth Classification ILL PL PI Cc C" LL w • TP-1 5.0 POORLY GRADED SAND with GRAVEL (SP) 0.82 16.16 m TP-2 1.5 SILTY,SAND,TRACE GRAVEL (SM) 0 w A TP-2 2.5 POORLY GRADED SAND with GRAVEL (SP) 0.26 21.82 0 0 * TP-7 1.5 SILTY,GRAVELLY,SAND (SM) a O TP-7 3.0 WELL-GRADED GRAVEL with SAND (GW) 1.18 24.36 0 o o oarse %tine to coarse to Medium %rine /a Fines Point Depth D90 D60 D50 D, D10 Gravel Gravel Sand Sand Sand • TP-1 5.0 l 22.281 4.612 2.76 1.036 0.285 15.8 23.7 16.8 27.5 14.2 2.0 m TP-2 1.5 2.021 0.573 0.432 0.22 0.0 2.8 7.2 40.5 33.2 16.1 U o A TP-2 2.5 29.092 7.02 3.257 1 0.769 0.322 1 16.0 29.4 10.6 28.6 14.2 1.3 LLo * TP-7 1.5 10.042 0.86 0.641 0.343 4.7 13.2 6.5 39.9 23.0 12.7 m O TP-7 3.0 30.377 9.166 5.914 2.018 0.376 26.0 29.0 15.1 18.3 10.3 1.2 Q 0 C.= D302/(D6o*D10) To be well graded: 1 <C,:<3 and C = D6dD10 C,,>4 for GW or C,>6 for SW m v CjG'OTC 5T SMARTCAP Manufacturing Figure Buildings Grain Size Test Data 13 Arlington,WA 98223 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2L.51 3A 1/23/8 3 1 6 610 1416 20 30 40 50 60 100140200 100 I I I 90 - Ul a `n 80 w N En Z 70 O a � r a 60 ¢ � a c 50 o u- .J ZZ U 00 40 z 0 J m 30 ¢ 0 ? 20 m a 0 0 m 10 z a U It 0 < -al 100 10 1 0.1 0.01 0.001 En Grain Size in Millimeters z O a Cobbles Gravel Sand Silt or Clay W Icoarse medium fine 0 W C7 Point Depth Classification LL PL PI C� C, LL S • TP-8 1.5 SILTY,SAND () m TP-8 3.0 POORLY GRADED SAND with GRAVEL (SP) 0.69 4.72 0 F A TP-8 8.0 POORLY GRADED SAND with GRAVEL (SP) 0.62 4.82 U W O a 0 Point De th D /aCoarse o Fine l o u Coarse Medium o Fine %Fines $ p 90 60 50 30 10 Gravel Gravel Sand Sand Sand w • TP-8 1.5 0.814 0.358 0.298 0.164 0.0 0.0 0.9 29.6 50.1 19.3 0 m TP-8 3.0 26.451 1.381 0.828 0.53 0.293 11.6 12.8 8.8 46.6 18.6 1.5 W o A TP-8 8.0 11.204 0.867 0.519 0.311 0.18 5.3 14.8 8.7 25.2 44.3 1.8 a 0 X m v N 0 C.= D z 3/(D60*D10) To be well graded: 1 < C,<3 and C,=D60/D10 Cu>4 for GW or Cu>6 for SW m v SMARTCAP Manufacturing Figure OeoTG 5T Buildings Grain Size Test Data 14 Arlington,WA 98223 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 34 1/2318 3 4 6 810 1416 20 30 40 50 60 100140200 100 1,k T I I I 90 U) 3 80 N V) Z < 70 a ` U L a tm 60 C v, o 950 i m c Z U 6 a 40 Z z 0 J_ m 30 < 0 ? 20 0 0 0 10 z a 0 of 0 < 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Z 0 = Cobbles Gravel Sand Silt or Clay wcoarse fine coarse I medium fine 0 w C7 -- Point Depth Classification LL PL PI C, C" LL 'ow • TP-10 2.0 SILTY,SAND (SM) 1.00 4.79 m TP-10 4.0 POORLY GRADED GRAVEL with SAND (GP) 0.25 55.70 0 r A TP-12 1.5 SLIGHTLY SILTY,GRAVELLY,SAND (SM) 1.77 19.87 * TP-12 3.0 POORLY GRADED SAND with GRAVEL (SP) 0.79 7.58 0 a Point Depth D D D D D oarse u Fine %Coarse %Medium % ine %Fines g p so 60 50 3d 10 Gravel Gravel Sand Sand Sand o 0 TP-10 2.0 1.19 0.279 0.21 0.127 0.058 0.0 1.5 2.8 23.5 58.3 14.0 c0 m TP-10 4.0 33.426 14.129 5.436 0.941 0.254 37.4 14.1 9.2 22.9 14.1 2.2 U a A TP-12 1.5 13.321 1.964 1.325 0.587 0.099 0.0 26.8 12.8 38.1 13.9 8.5 o: - LLo * TP-12 3.0 10.479 2.839 1.922 0.913 0.374 2.8 24.1 22.1 39.8 9.6 1.7 X rn C,,= D31 2/(Dso"D,o) To be well graded: 1 <C,< 3 and C„= D60/D,o C,>4 for GW or C,>6 for SW m v CMG OTG'ST SMARTCAP Manufacturing Figure Buildings Grain Size Test Data 15 Arlington, WA 98223 CPT-01 CPT CONTRACTOR:In Situ Engineering OPERATOR:okbay CUSTOMER:GeoTest Services CONE ID:DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER:19-0009 BACKFILL:20%Bentonite Grout TEST DATE:1/1 6/201 9 1 2:31:53 PM SURFACE PATCH:Bentonite Chips Tip COR F.Ratio Pore Pressure SBT FR SPT (tsf) (%) (psi) (RC 1983) (blows/ft) 0 0 450 0_ 4 -6 14 0 12 0 BO . . 1 . I I 1 I I 1 I I I I I -� ' 1 I r.�_ I 1 1 1 • 1 1 . 1 I r 1 I -__T I 1 . I I I I I'1 1 1 • ' � I . 1 1 I I Z- . i I I I`"" . I 1 • I I I I I I I r � 1 •1 --t� • 1 I r 1 • `- -" � I 1 I I I I I 1 I I I I 1 1'_}=i 1 1 1 5 - 1 �� 1 - . � I I I � I � 1 - i • 1- • I r I I I I •I I I I I I I I I I 1 . 10 1-1._-1_-1_I-1 J _L __ J-_ _I-• _I�l 1-I_L.1 J-1 _ J_L-L'-1-J_L i- 1 1 1 I F-T I I I 1 1 I I I I I I I I 1 I I I_ �I I I 1 I I 1 i I r • I 1 15 -r--r=*-.=1-.� -- ---r-- --- -r-Irr -I-r t I I I �1 -I 1 1 I I T I I I �- � � � I _1�-+' I I . 1 1 • r '(-'• 1 • 1 1 I I I I I I � • I � I ' I 1 r � • • � -) 20 1 1 I I I I I I r r I I �I • I � r . � . I • Depth 1 1 I I I I 1 I I I I I I I 25 1 1 I I I- "i---IL I I—�� ' I I I 1 •1 , 1 1 � ) I" , 30 35 1 1 I I I I I I 1 I I C I I 1 1 I I I 1 1 .l I • I / 1 I I I I I I r I I I I I 1 1 • 1 ( I 1'_�1 . 1 1 / 1 'I I I I I I I I 1 I I 1 1 • 1 1 r 1 1 1 I I I I I . r • I 1 I I 1 1 1 1 1 1 tt 1 I I 1 1 I I I I I I I I I I 1\1 1 I 1 1 1 I I I I r 1 I • I I 1 1 1 1 1 1 1 1 ''1. 1 I 1 1 1 I I I I � � . � I I , I I , , I 1 1 1 1 � ?•� 1 I 1 1 1 I I I I I � I I 1 1 I I I I ' I• p"�-1� 1 1 1 1 1 I 1 1 1 I I I I I I ; 1 . 1 I I I r r '•- � 6' 1�. , 1 � ; 1 1 ; � I 1 1 1 I �I I I I i I I I • 11, I I I r , 1 1 1 1 1 I 1 ?1 I I 40, 1 I 1 I I I I I 1 • I 1 1 I 1 1 1 . 1 r . . 1 . 1 1 I 1 I 1 I I I I 1 . I ' 1 1 1 � I 1 1 • 1 1 I . I I I I I I I I 1 1 r r 1 1 . 1 � • 1 1 I 1 I 45 TOTAL DEPTH:40.190 ft 1 sensitive fine grained 04 silty day to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material E 5 clayey silt to silly clay 8 sand to silty sand !11 very stiff fine grained(*) .73 clay ■6 sandy silt to clayey silt 9 sand 12 sand to clayey sand(*) *SBT/SPT CORRELATION:UBC-1983 CPT - 01 CPT CONTRACTOR:In Situ Engineering OPERATOR:Okbay CUSTOMER:GeoTest Services CONE ID:DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER:19-0009 BACKFILL:20%Bentonite Grout TEST DATE:1/16/2019 12:31:53 PM SURFACE PATCH:Bentonite Chips 7 I DEPTH(ft) 17.388 I ( I I PRESSURE I II I I I I (PSI) I I I I I II 3 — —}— — f I I II 2 00 5 10 15 20 25 30 35 40 TIME:(SECONDS) Dissipation Time:22 minutes CPT-02C CPT CONTRACTOR:In Situ Engineering OPERATOR:okbay CUSTOMER:GeoTest Services CONE ID:DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER:19-0009 BACKFILL:Bentonite Chips TEST DATE:1/16/2019 1:41:56 PM SURFACE PATCH:Bentonite Chips Tip COR F.Ratio Pore Pressure SBT FR SPT (tst) N (psi) (RC 1983) (blows/ft) 0 0 ISM 0 3 -1 3 0 12 0 80 � IIII 1 I I I r r • r � 1 r r I 1 YI • � 1 • 1 I I • I I • r • r III • I r l r . 1 1 • I I r I I r � r r 1 1 1 [ I ; , r • 1 I I I , I 1 I 1 1 • I , I • I • 1 • 1 1 • I r r , r r r 1 I I ' I I I � r t • r r l l l � r l r �I r ' I� I � I I I I ' • , 1 1 1 ' � I r r r r r I r 1 I I I I 1 1 1 r I 1 I I I I I I 1 1 I I • r • I I I ' � r 1 1 1'f'1 Irl I � ' 'I 1 1 ' I I I • 1 1 1 r ' 1 1 1 1 • r l r 1 I _1 r r I I I • • r 1 ' � 1 - � • r • I I • r r I I I I ' • I _I-'' ' ' • � I 1 r 1 r r I I I I r r I 1 . 1 1 I r r l 1 11 1 1 ,! , • 1 I 1 I I I I � 1 1 • r • ( r � -il r I I I • ' 1 • , r � r I ' � 1 1 1 1 1 1 1 • 1--- � I x{ - � , l l • r , 1 I I I I r r r r 1 r r I /1 J. r I I I 1 ��I • 1 I 1 ; I I I ' , r r r • r I � 1 I • I • I I i I I r I 1 • I � i r I • . I I „ r l r I I , 1 1 I I I 1 1 ' , � I I I • r I • I • 1 , r I I .. r 6 _1_1 J_L. _• 1 _ ._I_ -- -1_- __ -L-_1-- {1 __t.1_1-L 1 r I I I � ' 1 ' --- r • I I I r r , I I 1 • ' r ' 1 1 I I I 1 1 r I I � 1 1 ' 1 1 1 1 • 1 1 I I I r �1 r 1 • 1 • I 1 � Depth 1 1 r r r r 1 ; 1 1 • I r 1 I I I • ; r . I • 1 1 • ; , • 1 I I I r • 1 � 1 _=Y 1 1 1 1• I I I I 1 • 1 I I' r 1 1' 1 I __�_-'- --- -- - -_ - --1-- _- - -----1-,__ I 1 • 1 1 _I -r 1 1 t ' I I r , r • 1 • 1 1 1. I . I ' 1 • r 1 1 r ' I I 1 • • 1 1- I ' 1 ' 1 1'- 1 r I I I I • • I • 1 1- 1 r 1 1'-J- ' 10 —r-1 -, -1- — - --I ------ - ----1I- - r r r • , I I I I I ( I I I I 11 1 , 1 1 1-�I--I II -I r i I • 1 1 1 1 r 1 � 1 I I I I I ' r , I 1 • I I r 1 ' 1 I I I I I 1 r � ' I I 1 r i I 1 1 1 I I • • 1 I I I I I ' 1 1 - r r 1 1 ' • � I 1 • � r r � r 1 I I I I I r ' ' 1 r r r i I l r l . � - 1 I I I I I • 1 1 1 • ' 1 1 � 1 ' r l l � r • 1 1 I I I I I 1 12 -� - - ---,--- - -r'-�-- i-1--1 -sr---. r-rIT-I -r 1 r 1 ; � ; I r � • � r l l ' r � , 1 r 1 1 I I ' r r r r r r r r 1 r r r l r • r r I I I 1 ' I 1 r I r ; � I I I 1 ; • 1 ; i r I I 1 � r I 1 1 r , • r 1 � ; , 1 I I 1 14 TOTAL DEPTH:10.499 ft ■1 sensitive fine grained ■4 silty clay to clay 7 silty sand to sandy silt V 10 gravelly sand to sand 2 organic material ■5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained(*) !!IJ 3 clav I"16 sandy silt to clayey silt 9 sand ■12 sand to clayey sand(*) *SBT/SPT CORRELATION:UBC-1983 CPT-03A CPT CONTRACTOR:In Situ Engineering OPERATOR:okbay CUSTOMER:GeoTest Services CONE ID:DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER:19-0009 BACKFILL:20%Bentonite Grout TEST DATE:1/16/2019 10:09:44AM SURFACE PATCH:Bentonite Chips Tip COR F.Ratio Pore Pressure SBT FR SPT (tsf) (%) (psi) (RC 1983) (blows/ft) 0 450 0 4 S 14 0 12 0 80 0 I I ' I I I I t I ' 1 1 , I 1- I C I I • I � • , I I I 1 • .t I i i � ; 1 I 1 I I I •��I 1 1 I I ' ' ' '- I _1 L-# � Z I I - 1 I 1 I I -t• q--1 i � I i I � I -- 1 • 1 �l I 1 � I I ' I I • I I � 1 , s_ � � • 10 • I`�I 1 � I I I I I ' 1 I I • ' I ' t I I I � . • 1 1 • 1 I� I I 1 1 1 I I 1 1 ' I •- I ' r i � I I I 1 I I ' • 1 ' ' - ' 1 • I 'I I I • I 1 1 I I I . I 1- I I I I 1 I I ' I �I I I , . I 1 • I I ' I - I I 15 --r- *- r r-- -- rt-•-r7 7-+ r -[ r 20 I 1 1 I . r � I I - - i 1 1 I I ��} '� U11 i� !)i 1 • � I I I I I 1 1 • 1 I � 1 I I I I � ' 1 I I 1 � ' �r� 1 1 1 L I ' I I � • I I _ I I • • I I I I 1 1 , I I 1. 1 I � I 1 I � 1 1 I 1 I I I • , I I I I I I � 1'Lt 1 1 1 1� 1 I i I I I' I I I ' � � � 1 I I � j •1'1 1 - � � I I 1 • � � I I I • 1 I I I I 1 1 1 ' 1 I � I Depth ' ' I 1 1 ' ' 1 • ; 1 • 1 • 1 1 1 I 1 I I I I I I 1 1 1 1 f l I I I • ; 1 • I I I I I I I i I 1 I 1_ I I I I 25 -L_'.♦_,_ 1__1 _J__-L__1__ -I- L3-I_LJ J -J.1�L _'-1-L� ' i-1 1 • • I 1 1 I I I I I 1 -�—L I I I_ 1 I • • I I 1 • I I 1 I I I ' I ' . :�1 I I • '�L 1 ' • I I ' • I 11 1 I I I I 1 , • _ I I l,-I I I 1 I 1� . ' 1 I • 1 1,- I 1 � . i • I 1 I I I 1 I I I ' I ' • - I I � T ; I I • I I � I I I ' ' ' � � I I 30 -T-1-T�T'. - --r_- I � I I • I HI I I I I ' 1 I ' �.l ' I 35 �I • ' ' --- I I I I I 1 I I I �I 1 1 1 I ' l i ' ' I r � • � I I ' I I �I I I I t' 1� 1 ' I I � 1 • • • I r i • 1 I 1 �-t I ' I ( I I I I ' I I • • I ` � � I '�I • i I I I • I I I � i � I 1 � I L'I ; I 1 • ' � -r --i. I I I I I 1 , � 1 I ' 1 ' I 40 1 I _� � 1 1 ' •1 I I I I I I • 1 1 I 1 I ; ' . I ; ; � I I I ; ; I ' 1 ' ' • I 1 • � I I � • ; 1 1 i I I I I , 1 , ; � ; ; I 1 1 1 ; . I 1 ' ; I I r i I i 1 1 I 1 I I I 1 I � � , � � • I � I I I � • I , 1 1 1 1 1 I � I I 1 1 I 1 I 1 ' I I I I • r � i I � 1 1 ' I I I I , . • ' . ' ' 1 I I 1 1 1 1 1 1 1 1 1 I I I I • 1 ' � - 1 45 TOTAL DEPTH:40.354 ft 1 sensitive fine grained 04 silty clay to clay 7 silty sand to sandy silt 10 gravelly sand to sand 2 organic material 5 clayey silt to silty clay 8 sand to silty sand 11 very stiff fine grained(") 3 clay n 6 sandy silt to clayey silt 9 sand 12 sand to clayey sand() "SBT/SPT CORRELATION:UBC-1983 CPT - 03A CPT CONTRACTOR:In Situ Engineering OPERATOR:Okbay CUSTOMER:GeoTest Services CONE ID:DDG1263 LOCATION:Arlington PREDRILL:N/A JOB NUMBER:19-0009 BACKFILL:20%Bentonite Grout TEST DATE:1/16/2019 10:09:44 AM SURFACE PATCH:Bentonite Chips 4 - - DEPTH(ft) 30.512 i . I 3� — I 2 PRESSURE (PSI) 0 -1�- 0 10 20 30 40 50 60 TIME:(SECONDS) Dissipation Time:47 minutes �- GeoTest Services Inc. Northwest Agricultural ' Consultants 741 Marine Drive Bellingham,WA 98225 2545 W Falls Avenue PAP-Accredited Kennewick,WA 99336 509.783.7450 Report:46916-1-1 Date:January 24, 2019 www.nwag.com Project No: 19-0009 lab@nwag.com i Project Name:SMARTCAP Sample ID pH Organic Matter Cation Exchange Capacity TP-1 @ 0.25' 5.8 7.41% 13.9 meq/100g TP-1 @ 1.5' 5.9 2.26% 4.6 meq/100g TP-9 @ 0.5' 5.6 7.59% 13.7 meq/100g TP-9 @ 1.5' 6.0 1.35% 3.4 meq/100g TP-13 @ 0.5' 5.5 9.16% 15.6 meq/100g TP-13 @ 1.5' 6.1 2.89% 7.0 meq/100g Method SM 4500-H+B ASTM D2974 EPA 9081 LIQUEFACTION ANALYSIS SMARTCAP Hole No.=CPT-1 Water Depth=17 ft Surface Elev.=Exist Magnitude=7 Acceleration=0.18g Soil Description Raw Unit Fines Shear Stress Ratio Factor of Safety Settlement (ft) c fc Weigght % 0 0.5 0 1 5 0(in) 1 0 GO.:� 24.1 1.633 T25 10 1� i � ; -_. - r�j O� 150.02).7 130 5 00 U� 205.26 213 130 5 11 10 257.OD.971 130 5 Gc 334.29.476 130 5 0� 333.89D.835 130 5 0 270.65.709 130 5 U 20 `. 38.73 3.295 125 25 176.51D.608 130 5 373.341.186 130 5 0 0. 157.69.844 130 5 300 212.23D.668 130 5 8� 220.98).732 130 5 r °0 257.40.675 130 5 G- 243.10.541 130 5 fs1=1 40 ° 316.10D fs2=1. 0.997 130 5 S=0.02 in. CRR — CSR fs't— fs2 — Saturated — Shaded Zone has Liquefaction Potential Unsaturat. — 50 E c� r U N s Q —60 l0 O U N U a 70 .z J CivilTech Corporation Plate A-1 LIQUEFACTION ANALYSIS SMARTCAP Hole No.=CPT-3A Water Depth=30 ft Surface Elev.=Exist Magnitude=7 Acceleration=0.1 8g Soil Description Raw Unit Fines Shear Stress Ratio Factor of Safety Settlement (n) qqc fc WeiT ht 2 % 0 0.5 0 1 5 0(in.) 1 0 — 109.4'U.651 T i Cho Qo 0 210.3D.414 130 5 p, 373.7 0.626 130 5 oCO3o 10 O 225.03.603 130 5 CO 361.90.726 130 5 ©o 233.01.861 130 5 Oo 90.410.626 130 5 20 c 0 88.931.449 125 25 O 113.83D.935 130 5 O 192.80.828 130 5 ogo 0 334.62).486 130 5 30 4000 219.841.71 130 5 o000 t 176.23).539 130 5 e 150.63).614 130 5 0 130.70.983 130 5 fs1= fs2= .00 S=0.06 in. 40 ° 165.39.215 130 5 - - CRR — CSR fs! fs2— Saturated Shaded Zone has Liquefaction Potential Unsaturat. — 50 E 0 t d s ,2 60 w `m O U Fi .2 i, a 70 d J CivilTech Corporation Plate A-2 REPORT LIMITATIONS AND GUIDELINES FOR ITS USE' Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one— not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed, for example, from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) N_ Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly—from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) GCOMST additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) , GG'oTG'ST i , CONSTRUCTION PERMIT APPLICATION Community&Economic Development City of Arlington • 18204 59th Avenue NE • Arlington,WA 98223 • Phone(360)403-3551 CIVIL(TYPE I) GRADING/PAVING/DRAINAGE(TYPE II) ❑ RIGHT OF WAY(TYPE III) TYPE I&II ONLY NEW DEVELOPMENT 71 REDEVELOPMENT Project Name: SMARTCAP 188th St. Industrial Park Developement Offsite Sewer Extension Snohomish County Tax Parcel I.D.#: 31052200101300, 31052200101200 Project Address/Location: 63XX 188th St. NE, Arlington, WA 98223 Description of Project: SMARTCAP 188th St. Industrial Park Developement offsite sewer sxtension from 59th Ave. to the first manhole on the development site. OWNER Name:SMARTCAP 188th St. Development QOZB, LLC Address:8102 164th Ave. NE, suite 110 city: Redmond State: WA zip: 98052 Phone: 425-422-3484 Email:robertsh@smartcapgroup.com APPLICANT Name:Robert Shipley Address:8201 164th Ave. NE, Suite 110 city: Redmond State: WA Zip:98052 Phone: 425-422-3484 Email:robertsh@smartcapgroup.com ENGINEER Name:Eric Scott- TerraVista NW, LLC Address:3204 Smokey Point Dr. #207 city: Arlington State: WA Zip: 98223 Phone: 425-422-0840 Email: erics@terravistanw.com License#: 36704 Expiration: 5-1-19 CONTRACTOR Name:Coast Construction Group Address:328 Olympic Ave. City: Arlington State: WA zip: 98223 Phone: 360-474-0600 Email: trevor@coast-group.com License#: COASTCG865CG Expiration: I, hereby certify that I have read and examined this application, City of Arlington Municipal Code, Standard Plan & Specifications. Performance of the proposed work shall follow all applicable laws and regulations.The owner/applicant shall assume full and complete responsibility for said work and shall be responsible for the acquisition and compliance of all applicable permits and/or authorizations which may include, but not limited to, Right of Way Permit,WSDW Hydraulic Project Approval(HPA),WSDOE Notice of Intent(NOI),National Pollutant Discharge Elimination System (NPDES),Army Corp.of Engineers Permits,the requirements of the Endangered Species Act,and the Forest Practices Application(FPA). Signature � 51 Print Name: Robert Shipley Date: 5-28-19 Pagel of 2 REV 11/2018 Complete package constitutes all items. Only complete submittals will be accepted. Civil-Submittal Requirements,Type I: ❑ Complete Application; ❑ Construction Plans including cut/fill quantities; ■ 2 full size plan sets 22"x 34" ■ PDF file of the complete plan set ■ 2 full size set of landscape plans 22"x 34" ❑ Marysville Utility plans,if applicable(2 sets); ❑ Drainage Analysis including calculations and downstream analysis(2 sets)and(PDF file);refer to Stormwater Drainage Requirements; ❑ Geotechnical Report(2 sets)and(PDF file); ❑ 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: , ❑ Design Vehicle-demonstrate turning radius include 45'Fire truck,dual axle,256 inch wheel base; ❑ Complete Streets Checklist ❑ Drafts of easement(s)dedication(s),and/or CAPE(s)for review; ❑ Flood Hazard Permit Application and required documentation if project is within 100 year flood plain;refer to Flood Hazard guidance documents; ❑ Construction Calculation Worksheet; ❑ NPDES Permit(if required);See Storm Water Drainage Report,New or Redevelopment Flowcharts; ❑ Assurance Device will be required prior to Permit Issuance(Bond or Assignment of Funds); ❑ Permit Fee due at time of permit submittal. Grading Paving Drainage Submittal Requirements,Type II: ❑ Complete Application; ❑ Construction Plans including import/export quantities; ■ 2 full size plan sets 22"x 34" ■ PDF file of the complete plan set ❑ Drainage Analysis including calculations and downstream analysis(2 sets)and(PDF file); refer to Stormwater Drainage Requirements; ❑ Geotechnical Report(2 sets)and(PDF file); ❑ 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: ; ❑ Construction Calculation Worksheet; ❑ NPDES Permit(if required);See Storm Water Drainage Report,New or Redevelopment Flowcharts; ❑ Permit fee due at time of permit submittal. Right of Way Submittal Requirements,Type III: X Complete Application; XConstruction Plans; ❑ Traffic Control Plan; ❑ Road Closure Request; Temporary Erosion&Sediment Control(TESC) Plan; ❑ Certificate of Insurance with the City of Arlington named as Additional Insured; XAssurance Device will be required prior to Permit Issuance(Bond or Assignment of Funds); Engineers Estimated Cost of Construction;$72,651.25 ; Permit fee due at time of permit issuance. Page 2 of 2 SEC 22 TWP 31 RGE 5E SMARTCAP 188th ST INDUSTRIAL DEVELOPMENT OFFSITE SEWER EXTENSION 3G4tn SINE PROJECT SITE INFORMATION PROJECT CONTACTS CONSTRUCTION DRAWING REVIEW ACKNKOWLEGEMENT SURVEY REFERENCE OWNER THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE °CfeM BASE INFORMATION PROVIDED BY BENCHMARK SURVEYING, CONTRACTOR ROBERT SHIPLEY !s9 -zn SHALL VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION. SMARTCAP WITH THE CITY A AKIN TON CODES AND ORDINANCES. CONFORMANCE OF THIS ns,Ne DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE 8201 164TH AVE SE RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE PARCEL NUMBER SUITE 110 APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW 31052200101300 31052200101200 REDMOND, WA 98052 DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE (425) 285-9291 OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY LEGAL DESCRIPTION ROBERTSH®SMARTCAPGROUP.COM OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE s� PARCEL A ARCHITECT ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT d,u 166IhSINE THE WEST 981.00' OF THE NORTH HALF OF THE SNOHOMISH QUARTER OF JIM TRUEBLOOD APPROVAL (HPA), WSDOE NOTICE OF INTENT (NOI), ANY CORP OF ENGINEERS FILL THE NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 B & T DESIGN AND ENGINEERING INC. PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. EAST, W.M. IN SNOHOMISH COUNTY, WASHINGTON; P.O. BOX 595 ..o 1T EXCEPT ROADS 250 E. SUNSET WAY BY; A" ISSAQUAH, WA 98027 CITY ENGINEER PARCEL B (425) 557-0779 „ 9'e % COM DATE: THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST JIM®BNTENGR. THIS APPROVAL VALID FOR 18 MONTHS QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. IN CIVIL ENGINEER SNOHOMISH COUNTY, WASHINGTON; ERIC SCOTT — PRINCIPAL EXCEPT THE WEST 981.00 FEET OF SAID NORTH HALF OF THE SOUTHEAST TERRAVISTA NW CONSULTING ENGINEERS QUARTER OF THE NORTHEAST QUARTER OF SECTION 22. 3204 SMOKEY POINT DRIVE, SUITE 207 G 172.s;Ne ARINGTON, WA 98223 DATUM (425) 422-0840 HORIZONTAL MERIDIAN: NAD83/2011 ERICS®TERRAVISTANW.COM BASIS OF BEARING: S.01'12'0" E BETWEEN FOUND MONUMENTS ALONG 59TH AVE NE SURVEYOR VERICAL DATUM: NAVD88 BRIAN DEBOER CONTROLLING BENCHMARK: WSDOT MONUMENT GP31531-163 BENCHMARK SURVEYING ZONING 612 KIRKLAND AVE VICINITY MAP GI—GENERAL INDUSTRIAL K RIKLAND, WA 98033 AIRPORT PROTECTION DISTRICT SUBDISTRICT: B (206) 459-7010 BRIAN®BENCHMARKSURVEYINGLLC.COM LOT CESCL TOTAL SIZE: 15 AC STEVE RUSHTON DEVEL IMPERVIOUS AREA: 6 ACRES (40%) COAST CONSTRUCTION GROUP 328 N OLYMPIC AVE o ARLINGTON, WA 98223 z (425) 315-4799 z STEVER®COAST—GROUP.COM w ABBREVIATIONS E TYP — TYPICAL z SIM — SIMILAR UNO— UNLESS NOTED OTHERWISE 3 d SHEET INDEX w SHT DESCRIPTION NO U1.1 GENERAL INFO U1.2 GENERAL NOTES Know what's below. Q Call before you dig. r U2.1 OFFSITE UTILITY PLAN & PROFILE E U2.2 SEWER STANDARD DETAILS 2 w` E PLAN CHECK BY DATE S MARTCAP 188TH ST. I N D U ST. D EVE L. JOB NO. —� °` WAS T� 181202 Terra Vista NW,,, 63XX 188TH STREET, ARLINGTON, WA 98223 2 5/2/18 1 CIVIL PERMIT EJS Consulting Engineers h DATE N0. REVISION BY SMARTCAP �sTER U��� 3204 SMOKEY PO/NI OR,Z207 DESIGNED BY: REVIEWED BY: ARUNOTON — 40 ff�ONq� C GENERAL INFORMATION d /Y/W TERRA NSTANN.'COM /1/1 9 • SEC 22 TWP 31 RGE 5E ARLINGTON STANDARD GENERAL NOTES ARLINGTON STANDARD TESC NOTES ARLINGTON STANDARD SEWER NOTES UNLESS NOTES OTHERWISE 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) 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STORM DRAINAGE DESIGN. SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD APPROVAL. SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON CONSTRUCTION. APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY STANDARDS AND SPECIFICATIONS AND THE MATERIAL SUBMITTALS SHALL MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO THE BE APPROVED BY THE CITY BEFORE SCHEDULING THE 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO CITY INSPECTOR AT THEIR REQUEST. PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE OBTAIN A GRADING PERMIT, RIGHT-OF-WAY PERMIT, AND UTILITY DELIVERED TO THE JOB SITE. ONCE THE MATERIALS ARE DELIVERED TO PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER 3. THE TESC BMP'S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE MATERIALS AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF MANNER AS TO ENSURE THAT SEDIMENT-LADEN WATER DOES NOT ARLINGTON STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS 3. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE CAN BE INSTALLED. SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY. THE APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPLACEMENT, CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION CONFERENCE AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED BY CALLING 360 403-3500. PRIOR TO SCHEDULING, THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED FOR GRADES AND ALIGNMENT BY A SURVEYOR PRIOR TO ( )CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC BY THE CITY. CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT 4, THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC AND OFFSET TO THE ALIGNMENT. CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR 4• THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A PERMITS, A COPY OF THE CONTRACTOR'S LICENSE, AND PROOF OF TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED MINIMUM OF 48 HOURS IN ADVANCE OF A TAP OR CONNECTION TO AN INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL BE PRESENT 4. COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR AT THE TIME OF THE TAP OR CONNECTION. J THE DURATION OF THE CONSTRUCTION PROJECT.OB SITE WHEN CONSTRUCTION IS IN PROGRESS. 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, WITH 5 TO 14 FEET OF 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM COVER SHALL BE PVC ASTM D 3034 SDR 35. GRAVITY SEWER MAINS 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THE WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF COVER APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO IRON PIPE IS USED FOR SEWER, THE PIPE INTERIOR SHALL BE EPDXY AND OTHER APPROPRIATE PUBLIC AGENCIES. REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. COATED (NOT CEMENT-LINED). 6. ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE 6 THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM . PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM C-478. JOINTS SHALL BE RUBBER GASKETED AND GROUTED BOTH CONTACT PHONE NUMBER OF THE CONTRACTOR' CERTIFIED EROSION AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTONSTANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE 7, THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR WALLS OF THE MANHOLE SHALL BE GROUTED FROM THE INSIDE AND ACCURACY OF ALL UTILITY LOCATIONS. AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. ADDITIONAL 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND OPERATION. WATERPROOFING MAY BE REQUIRED. UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO 7. SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE FLEXIBLE GASKETED JOINTS. SIDE SEWER CONNECTIONS SHALL BE AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW MAIN 8. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT ARE TO CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT BY REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE BE LEFT UNWORKED FOR MORE THAN SEVEN (7) DAYS SHALL BE ALLOWED ON LINES 8"OR LARGER. SIDE SEWERS CAN NOT BE CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE INSPECTOR. INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, 8 ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON TAPE 24"- 48"UNDER THE PROPOSED FINISHED SUBGRADE, OR AS INSPECTION. REACHING A DEPTH OF 12 INCHES. DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE PLASTIC, 9. THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A NON-BIODEGRADABLE, METAL CORE, AND DETECTABLE, WITH BACKING CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY MARKED "SEWER". TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND PRIOR APPROVAL FROM THE CITY INSPECTOR. 10. THE CONTRACTOR CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS COORDINATED FOR CLEARANCE WITH POWER, GAS, TELEPHONE, CABLE, STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION SHALL MAINTAIN TWO (2) SETS OF "ASBUILT"PLANS SHOWING ALL FIELD AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 FEET CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER CONSTRUCTION TEMPORARY SETTLING BASIN. BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH COPIES OF INSTALLED STARTING FROM DOWNSTREAM SHALL BE INST THE SEWER PIPE A o RED-LINED PLANS TO THE CITY. 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, 10. OF THE POINT CONNECTION A THE EXISTING SEWER OR FROM A Z FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE INSTALLED THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN RATE OF 120 LBS PER ACRE. WITH THE BELL END UPSTREAM. ENGINEER. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED E INCHES, OR 3,000 POUNDS PER ACRE. BY THE CONTRACTOR AS REQUIRED BY OSHA AND WISHA. Z 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITY'S o ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY EXISTING SEWER SYSTEM, THE CONTRACTOR SHALL INSTALL A PLUG IN GROUND COVER BMP's SHALL OCCUR AT THE END OF EACH WORK THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY INSPECTOR. DAY. THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED BY THE CITY. 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE o BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET HORIZONTAL d THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE CLEARANCE AND A MINIMUM OF 18 INCHES VERTICAL CLEARANCE FROM THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE WATER LINES. SEE STANDARDS AND SPECIFICATIONS FOR ADDITIONAL PROJECT. REQUIREMENTS AND ALTERNATIVES. 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF , a BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR ARLINGTON STANDARD AND WSDOT STANDARD SPECIFICATIONS. WHEN THE TESC MEASURES BECOME DAMAGED. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A a 16. UPON COMPLETION OF THE PROJECT, ALL BMP'S SHALL BE REMOVED PROPERLY PREPARED FOUNDATION. THIS SHALL INCLUDE NECESSARY FROM THE SITE AND RIGHT OF WAY. IF BMP'S ARE REQUIRED TO LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION Know what's b@IOW. REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANGEMENTS FOR MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED Call before U dl a REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTHEl you 9• 17. THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN AN OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE UNYIELDING CONSTRUCTION DRAWING APPROVAL UNDISTURBED STATE TO THE MAXIMUM EXTENT PRACTICABLE. ALL BASE. AREAS SUBJECT TO CLEARING AND GRADING THAT WILL NOT BE 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY THIS PLAN SHEET HAS BEEN REVIEWED AND COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE RIGHT-OF-WAY TO AT LEAST 90%" MAXIMUM DRY DENSITY FROM THE APPROVED PER THE CONDITIONS ON THE TITLE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT BOTTOM OF THE TRENCH TO A DEPTH OF 3' BELOW THE SURFACE. SHEET. THE PROJECT COMPLETION DEMONSTRATE THE REQUIREMENTS THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST 95% a ESTABLISHED IN 2014 SWMMWW T5.13, POST-CONSTRUCTION SOIL MAXIMUM DENSITY WITHIN 3' OF THE SURFACE. ASPHALT MUST BE BY:_________ ~ QUALITY AND DEPTH. cm ENGINEER.cm OF ARUNGTON COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. ALL w COMPACTION TESTS ARE AT THE DEVELOPER'S EXPENSE. DATE: E THIS APPROVAL VALID FOR 1S NDNRiS PLAN CHECK BY DATE S MARTCAP 188TH ST. I N D U ST. D EVE L. JOB NO. WAS T� 181202 Terra Vista NW,, " 63XX 188TH STREET, ARLINGTON, WA 98223 5/2/18 1 CIVIL PERMIT EJS Consulting Engineers h DATE NO. 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JOB NO. Terra Vista NW,,, � 63XX 188TH STREET, ARLINGTON, WA 98223 181202 5/2/18 1 CIVIL PERMIT EJS Consulting Engineers DATE N0. REVISION BY M /� R T l� P Of f36704�0`�� -a° DESIGNED BY: REVIEWED BY: ^�42z�--0840 �f/NNgLEENV� OFFSITE UTILITY PLAN & PROFILE U 2 . 1 WWW.7D"A67STANA:GW /1/19 SEC 22 TWP 31 RGE 5E 3/4-DIA LIFT HOLE L 13'CC 1/2"THICK WEBS LOCKING HOLE(TYP)3 PLACES 8 PLACES 13-1/2' 3/8"HIGH CLEATS AND L. -I LETTERS r 3"RAISED LETTERS p STAINLESS STEEL 1 TOP 3' 2-5/1 6*TYP CLAMP MIN Top A / 95R MAX DENSITY A FLEXIBLE STAINLESS STEEL BOOT �vI�I11 EXPANSION RING BACKFILL 3/4"RIBS 0 0 0���n ELEVATION •'. •. / MIN COMPACTION 6 PLACES ° ° ° tji 90%MAX DENSITY ° + 1/2" - oO° O� RED REFLECTOR A RED REFLECTOR qqq I�-RI�I�D°& �D. PLAN z MIN PLAN 5 2 OR O3 PIPE ZONE MIN COMPACTON 27 3/4" 90%MAX DENSITY 5/8" 26-1/2" ` 1/2"GRADE 60 STEEL 2 / REINFORCING BAR(ASTM A-615) / 6' 1/B' 6-1, n MIN 23-3/4" -41 f POLYPROYLENE ASTM D4101 _ - BEDDING STEP MEETS ASTM C-478 FOUNDATION MATERIAL I ) MIN COMPACTON SECTION AA ° AS REQUIREDAIL------JI�90%MAX ENSITV 1]/e" BECKON 7. 5" 24" 5" SEE NOTE 1 34" SECTION A-A ° NOTES: 1.ALL BACKFILL MATERIAL SHALL BE PLACED IN 4.COMPACTION TESTS SHALL BE AS REQUIRED BY THE LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER,BUT IN NO CASE LESS THAN 2 TESTS COMPACTON UNLESS AUTHORIZED BY THE CITY EVERY 200 FEET OF TRENCH(ONE AT SUBGRADE AND NOTES: NOTED: ENGINEER DUE TO THE CHARACTER OF THE ONE AT 50%OF TRENCH DEPTH). 1.MANHOLE RINGS SHALL BE GRAY IRON CONFORMING TO THE REQUIREMENTS OF PASHTO M 105.GRADE 30B. MATERIAL AND THE COMPACTING EQUIPMENT. 5.IN-PLACE DENSITY AND MOISTURE CONTENT WILL BE 2. MANHOLE COVER TO BE DUCTILE IRON CONFORMING TO ASTM A536,GR 80-55-06 OLYMPIC FOUNDARY PART O1 PVC SIDE SEWER.FOR REMAINDER OF PVC SERVICE SEE 53-090. 2.MECHANICAL COMPACTION OF BACK FILL DETERMINED USING NUCLEAREARMETHOD,ASTM MATERIAL SHALL NOT BEGIN UNTIL THE DEPTH 2922-71. N0.MH30 OR APPROVED EQUAL 2O ROMAC STYLE CB TAPPING SADDLE OR APPROVED EQUAL ON ALL PIPE. OF COMPACTED BACKFILL MATERIAL IS 2 FEET 3. LOCKING COVER TO BE USED IN ALL LOCATIONS.THE UD SHALL BE LOCKED DOWN WITH 3-5/8"S.S SIDE ELEVATION O CORE-DRILLING WITH INSERT-A-TEE MAY ALSO BE USED ON ALL PIPE. ABOVE THE TOP OF PIPE. 6.LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM ,M,c SOCKET HEAD CAP SCREWS. .�v� MOISTURE CONTENT WILL BE DETERMINED USING THE ®CORE DRILL EXISTING MAINLINE PIPE PER MFG'S SPECIFICATIONS. 3.EACH UFT SHALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH 4. RING AND COVER SHALL BE TESTED FOR ACCURACY OF FIT AND SHALL BE MARKED IN SETS FOR DELIVERY. 1.STEPS LOCATED IN RISER SECTIONS SHALL BE 6". TO THE REQUIRED DENSITY PRIOR TO PLACING ASTM D-1557. SUCCEEDING LIFTS OF BACKFILL MATERIAL. 5. ALL CASTINGS TO HAVE A BITUMINOUS COATING. O 35'MIN.45'MAX. ].BEDDiNG MATERIAL SHALL BE ay"MINUS. l.Ey 4 ar. DlPARTNBNT OF PTDILIC WORRS STANDARD DETAIL 'EY O aury TUIT l T O!PUBLIC Y S STANDARD DETAIL °lly Op °f'E DVARTIIBNT OF PUBLIC BOR83 STANDARD DETAIL QIYY O 41^i DBPARR'IOBiP OA PUBLIC ITIM STANDARD pETAIL STANDARD DETAIL NUMBER Ol „ .=nlnm STANDARD DETAIL NUMBER Anvm STANDARD DETAIL NUMBER �+n�rm STANDARD DETAIL NUMBER a®� MANHOLE COVER SS-030 a 4 SS-050 ®; NEW SERVICE ON EXISTING MAIN SS-100 a®'C TRENCH SECTION SS-120 8<INO'Ic .p<t� MANHOLE LADDER STEP aRttxc'Ic �<txGtO THIRD SIDE SEWER 48'MANHOLE NO• IF THERE IS NO 1.MANHOLES TO BE CONSTRUCTED IN ACCORDANCE WITH 7.FOR DEPTHS OVER 25'MANHOLE BASE SLAB DESIGN THIRD CHANNEL AASHTO M-199(ASTM C 478)UNLESS OTHERWISE SHOWN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. ON PLANS OR NOTED IN STANDARD SPECIFICATIONS. 3/4"RADIUS 8.ALL INTERIOR AND EXTERIOR JOINTS TO BE GROUTED 2,k REINFORCED CAST IN PIACE CONCRETE SHAL BE (SEE GROUT SPECIRCATONS). GROUT TO BE 1/2" SAWCUT 6"MIN DIVIDERS 6"MIN DIVIDERS CLASS 4000.NON-REINFORCED CONCRETE IN CHANNEL THICK MINIMUM AND 3"EACH SIDE OF JOINT MINIMUM. • #4 RE BAR AND SHELF SHALL BE CLASS 3000.ALL PRECAST THEY MUST BE INSPECTED PRIOR TO BACKFILL AC(3"THICK) CONCRETE SHALL BE CLASS 40GO J� ON 2"SADDLE 9.CORE DRIWNG ONLY,HAMMERING KNOCKOUTS WILL ARE 9/16"DIA. f OR BLOCK 3.PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS. NOT BE ALLOWED.KOR-N-SEAL FACTORY INSTALLED ROUND R __ __ F 77`7 __ 4.ALL BASE REINFORCING STEEL SHALL HAVE A MINIMUM GRADE 60 STEEL BA BOOTS ARE ALLOWED. DU 2a �3-1/2" ••�,' SIDE SEWER YIELD STRENGTH OF 60.000 AND BE PLACED IN THE 10.MANHOUS 5'-7'DEEP MUST BE FIAT TOPS. C] �,• \ ( \) SIDE SEWER UPPER HALF OF THE BASE WITHITH 1"MINIMUM CLEARANCE. 5.CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER 14^-IB DIAMETER PLUS NO I 2i 1 a a SLOPE ' PIPE SIZE I2^FOR �S i RING AND COVER W �•\ THICKNESS.MAXIMUM 3 RING STUD C MANHOLE.24'FOR •' ADJUSTMENT SECTION RUNG 1/2"DIA. J12" }� / - 6• •„4"MIN , 54'MANHOLE C4 GRADE ROUND BAR STEEL 12" 6 • MINIMUM DISTANCE BETNEEN HOLES IS W(MEASUy INSIDE FR THE ED N THE £ 30 - a .. 1 12"MAX MAIN CH MANHOL17. ANCHOR PADS ANNEL PRECAST CONE ELEVATION 6.MANHOLE SIZE N � OTHERWI SE SPECIFIED) DEPENDS ON SIZES, LOCATION AND J WITH 7/8"DIA HOLE NUMBERS OF HOLES POLYPROPYLENE PAVED TRAFFIC AREAS OUTSIDE PAVED TRAFFIC AREAS MR PIIPESDESIGN AN,MANPPROVED HOLE STEPS PER SS-050 RA a - SHALL BE A 48 OR 54" AND WARN"'BY �3 SEE NOTE 6 BUILT UP CONCRETE THE MANHOLE 3 N GALVANIZED CHANNEL DIVIDERS SUPPLIER. %3' PRECAST RISER AG #4 REBAR o SECTIONS O ANCHOR BOLTS L S 9. of 3" I 12. 12. MAX.HOLE SIZE IS 12" ww GROUT EE055-040 0.5R-2.0% FOR 48"MANHOLE,24" , U SLOPE FOR 54"MANHOLE.(SEE SLOPE=1/2"/FT(TP) ti NOTES" NOTES 5 8 5 ABOVE) , m CT CHANNEL AND 1.STEPS•SHALL BE STEEL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC CONFORMING TO: S/0f S 1001 SHELF TO THE CROWN OF THE PIPE (A) ASTM C 478 AND P75E0 M-199,MINIMUM HORIZONTAL LOAD SHALL BE 1500 CBS. NS`; - PIPE REINFORCING STEEL(FOR PRECAST INSIDE BASE WITH INTEGRAL RISER)0.15 SO (B) ASTM A615 GRADE 60(REINFORCING STEEL BAR). 1. CONCRETE SHALL CONFORM TO CURRENT 5.PRECAST ADJUSTMENT RINGS SHALL BE CAST WITH DIA' IN/FT IN EACH DIRECTION FOR 48" c STANDARDS AND SHALL BE 5.5 SACK MIX. GROOVE TO ALLOW FIELD INSTALLATION OF SAFETY MORTAR FILLET - DIA 0.19 SO IN/R IN EACH Q (C) POLYPROPYLENE CONFORMS TO D-4101. (MINIMUM 3000-P51 28-DAY STRENGTH) STEP. DIRECTON FOR 54'DIA. 2.MANHOLE STEPS SHALL HAVE MOLDED SAFETY HAND GRIP.RED REFLECTORS ARE REQUIRED. 2. L RISER ADJUST DMANHOLLE TO GRADE OF NE K EXCEEDS BY INSERTING EA 6 INCOHCRETE MINIMUM PERIMETER INCHES BHALL ELOWETHEND TO BOTTOM2OF _ CRUSHED ED�SURFSE AC SUDIN RFACING BASE�COURSE Know what's b@IOW. 3.ALL FABRICATION DIMENSIONS INDICATED ARE MINIMUM. NEW MANHOLE BARREL SECTION BETWEEN THE THE ADJUSTMENT RINGS OR BLOCKS. 48"DIA.-6" "' 'MIN.DEPTH COMPACTED TO MIN. CONE AND EXISTING BARREL. 54"DIA.- �g'� I..0.I_ 95R OF STANDARD DENSITYC811 before you dig. Q 4.THE ENTIRE POLYPROPYLENE PLASRC MATERIAL SURROUNDING THE REINFORCING STEEL BAR SHALL BE 7.SAWCUT ONLY. NO OVERCUTTING LIMITS OF PATCH. �I� T U CAST MONOUTHICALLY.MINIMUM COVER SHALL BE 3/16-INCH. 3. ADJUSTMENT RINGS/BLOCK,TOP OF CONE SEPARATE CAST IN PUCE BASE r SECTION,AND BOTTOM OF IRON RING,SHALL BE 8.IN NON-TRAFFIC AREAS(LANDSCAPED)THE OR SEPARATE PRECAST BASE E 5.STEPS SHALL BE SPACED AT 12 INCHES. WET STACKED IN 3/4"GROUT,PLASTER SMOOTH CONCRETE PAD IS 4"THICK WITHOUT REINFORCEMENT. CONSTRUCTION DRAWING APPROVAL N INSIDE AND OUT. REINFORCING STEEL(FOR SEPARATE BASE ONLY) 6.LADDER SHALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED MANUFACTURERS RECOMMENDED PLAN 023 SO IN/R IN EACH DIRECTION FOR 48"Ow N PROCEDURES. 4. STEPS OR RUNGS SHALL BE ADDED AS NEEDED 0.30 SO Irv/R IN EACH DIRECTION FOR 54"DIA THIS PLAN SHEET HAS BEEN REVIEWED AND PER SS-040 AND SS-050. 48"TYPE OR II SEWER MANHOLE APPROVED PER THE CONDITIONS ON THE TITLE qy au.E DBPARTYBNT OA PUBLIC YOAG4 {Y aAi DBPAA'lMRFI 0!PUBLIC 1I0R69 Ry wrc DBPAR'EIO3N4 OP PUBLIC YORSR N;Y N^s DBPARTYBNT 0!PUBLIC YORR9 DETAIL 01 O,, STANDARD pETAIL Gl Oy STANDARD pETAIL Gl OQ STANDARD DETAIL SHEET. QSTANDARD DETAI"STANDARD NUMBER wnlnm STANDARD DETAIL NUMBER �n�r.>v STANDARD DETAIL NUMBER ..nv4NF STANDARD DETAIL NUMBER a MANHOLE LADDERSS-O4O a*®o4 MANHOLE PAD AND ADJUSTMENT S3-070 v+®oB MONITORING MANHOLE SS-13O v$ � M MANHOLE TYPE I SS-010 BY:_________ H tt� ttx0'I <tNGt CITY ENGINEER.CITY OF ARLINGION w` DATE: _-------- E THIS APPROVAL VALID FOR IS MONTHS PLAN CHECK BY DATE ���� A S SMARTCAP 188TH ST. INDUST. DEVEL. JOB N0. Terra Vista NW uc A 63XX 188TH STREET, ARLINGTON, WA 9822311 181202 5/2/18 1 CIVIL PERMIT EJS Consulting Engineers DATE N0. REVISION BY SMARTCAP Of f36704�0`� ° DESIGNED BY. REVIEWED BY: ^�^ A Z �r �f�NNALEE SEWER STANDARD DETAILS U2 . 2 a #W77D"A srvv�w.cW /1/19 SEC 22 TWP 31 RGE 5E SMARTCAP 188th ST INDUSTRIAL DEVELOPMENT OFFSITE SEWER EXTENSION ` PROJECT SITE INFORMATION PROJECT CONTACTS CONSTRUCTION DRAWING REVIEW SURVEY REFERENCE ACKNKOWLEGEMENT _ OWNER THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL CO BASE INFORMATION PROVIDED BY BENCHMARK SURVEYING, CONTRACTOR ROBERT SHIPLEY COMPLIANCE SHALL VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION. ROBERT S WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS I 8201 DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE SU TE �840TH AVE SE PARCEL NUMBER RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE 31052200101300 31052200101200 REDMOND, WA 98052 APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE (425) 285-9291 LEGAL DESCRIPTION ROBERTSHOSMARTCAPGROUP.COM OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY PARCEL A OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ARCHITECT ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS J._ {i THE WEST 981.00' OF THE NORTH HALF OF THE SNOHOMISH QUARTER OF WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT JIM TRUEBLOOD THE NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 B & T DESIGN AND ENGINEERING INC. APPROVAL (HPA), WSDOE NOTICE OF INTENT (NOI), ANY CORP OF ENGINEERS FILL EAST, W.M. IN SNOHOMISH COUNTY, WASHINGTON; P.O. BOX 595 PERMITS AND THE R'EQ1UIREM�E/N,TS/ OF THE ENDANGERED SPECIES ACT. �.■ EXCEPT ROADS 250 E. SUNSET WAY BY: i w c — 'IT� PARCEL B ISSAQUAH, WA 98027(425) 557-0779 CITY ENGINEER THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST JIMOBNTENGR.COM DATE: 7 _ QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. IN CIVIL ENGINEER THIS APPROVAL VAUD FOR 18 MONTHS SNOHOMISH COUNTY, WASHINGTON; ERIC SCOTT - PRINCIPAL EXCEPT THE WEST 981.00 FEET OF SAID NORTH HALF OF THE SOUTHEAST TERRAVISTA NW CONSULTING ENGINEERS QUARTER OF THE NORTHEAST QUARTER OF SECTION 22. 3204 SMOKEY POINT DRIVE, SUITE 207 DATUM ARINGTON, WA 98223 ' HORIZONTAL MERIDIAN: NAD83/2011 (425) 422-0840 ERICSOTERRAVISTANW.COM BASIS OF BEARING: S.01'12'0" E BETWEEN FOUND MONUMENTS ALONG 59TH AVE NE VERICAL DATUM: NAVD88 SURVEYOR CONTROLLING BENCHMARK: WSDOT MONUMENT GP31531-163 BRIAN DEBOER BENCHMARK SURVEYING ZONING 612 KIRKLAND AVE VICINITY MAP GI-GENERAL INDUSTRIAL SUITE A-4 KIRKLAND, WA 98033 AIRPORT PROTECTION DISTRICT SUBDISTRICT: B (206) 459-7010 LOT BRIANOBENCHMARKSURVEYINGLLC.COM TOTAL SIZE: 15 AC CESCL STEVE RUSHTON DEVEL IMPERVIOUS AREA: 6 ACRES (40%) COAST CONSTRUCTION GROUP 328 N OLYMPIC AVE 0 ARLINGTON, WA 98223 z (425) 315-4799 W STEVEROCOAST-GROUP.COM ABBREVIATIONS TYP - TYPICAL Z 0 SIM - SIMILAR UNO- UNLESS NOTED OTHERWISE 3 0 SHEET INDEX d m� SH DESCRIPTION NO Q U1.1 GENERAL INFO U1.2 GENERAL NOTES Know what°sbelow U2.1 OFFSITE UTILITY PLAN & PROFILE Callbefom you dig. N U2.2 SEWER STANDARD DETAILS 0 Received a JUN 13 2019 w` �f�171�GJ LJ s a PLAN CHECK BY DATE SMARTCAP 188TH ST. INDUST. DEVEL. vn S JOB N0. 6/12/18 2 CIVIL PERMIT REVISIONS EJS 181202 Terra Vista NW u c ~ 63XX 188TH STREET, ARLINGTON, WA 98223 5/2/18 1 CIVIL PERMIT EJS - Consulting Engineers DATE N0. REVISION BYSMARTCAP 0 36704 9 �� B DESIGNED BY: REVIEWED BY: 32aAR111V M#0 �r�o� �Np�EEH GENERAL INFORMATION FO R MATI O N .7,AWSUNA U 1 . 1 NN'W.IENRANSTANW.LYAV 6 12 1 SEC 22 TWP 31 RGE 5E ARLINGTON STANDARD GENERAL NOTES ARLINGTON STANDARD TESC NOTES ARLINGTON STANDARD SEWER NOTES UNLESS NOTES OTHERWISE 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) 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR AND CURRENT EDITION OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STORM DRAINAGE DESIGN. SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY S ATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD 2 A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL C APPROVAL. SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON CONSTRUCTION. OF OF THESE HESE DOCUMENTS SHALL BE ON SITE DURING APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY STANDARDS AND SPECIFICATIONS AND THE MATERIAL SUBMITTALS SHALL MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO THE BE APPROVED BY THE CITY BEFORE SCHEDULING THE 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO CITY INSPECTOR AT THEIR REQUEST. PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE 013TAIN A GRADING PERMIT, RIGHT-OF-WAY PERMIT, AND UTILITY 3 THE TESC BMP'S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO DELIVERED TO THE JOB SITE. ONCE THE MATERIALS ARE DELIVERED TO . PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE MATERIALS AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER/CONTRACTOR. ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF MANNER AS TO ENSURE THAT SEDIMENT-LADEN WATER DOES NOT ARLINGTON STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS 3. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE CAN BE INSTALLED. SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY. THE APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPLACEMENT, CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION CONFERENCE AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED FOR GRADES AND ALIGNMENT BY A SURVEYOR PRIOR TO BY CALLING (360) 403-3500. PRIOR TO SCHEDULING, THE CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION BY THE CITY. CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC AND OFFSET TO THE ALIGNMENT. CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A PERMITS, A COPY OF THE CONTRACTOR'S LICENSE, AND PROOF OF TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED MINIMUM OF 48 HOURS IN ADVANCE OF A TAP OR CONNECTION TO AN INSURANCE COVERAGE. OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL BE PRESENT 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR AT THE TIME OF THE TAP OR CONNECTION. JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. THE DURATION OF THE CONSTRUCTION PROJECT. 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, WITH 5 TO 14 FEET OF 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM COVER SHALL BE PVC ASTM D 3034 SDR 35. GRAVITY SEWER MAINS APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THE WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF COVER REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO IRON PIPE IS USED FOR SEWER, THE PIPE INTERIOR SHALL BE EPDXY AND OTHER APPROPRIATE PUBLIC AGENCIES.6. All OF THE LOCATIONS I LIS REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. COATED (NOT CEMENT-LINED). THE EXISTING UTILITIES SHOWN IN THE 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED CONTACT PHONE NUMBER OF THE CONTRACTOR' CERTIFIED EROSION C-478. JOINTS SHALL BE RUBBER GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE STANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE ACCURACY OF ALL UTILITY LOCATIONS. 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR WALLS OF THE MANHOLE SHALL BE GROUTED FROM THE INSIDE AND AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. ADDITIONAL 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND OPERATION. WATERPROOFING MAY BE REQUIRED. UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 8• BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO 7. SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE FLEXIBLE GASKETED JOINTS. SIDE SEWER CONNECTIONS SHALL BE Ai LEAST 48 HOURS PRIOR TO CONSTRUCTION. IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW MAIN 8. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT ARE TO CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT E'i( REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE BE LEFT UNWORKED FOR MORE THAN SEVEN (7) DAYS SHALL BE ALLOWED ON LINES 8"OR LARGER. SIDE SEWERS CAN NOT BE CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE INSPECTOR. INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT 9 SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER INSPECTION. REACHING A DEPTH OF 12 INCHES. TAPE 24"- 48"UNDER THE PROPOSED FINISHED SUBGRADE, OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE PLASTIC, 9. THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A NON-BIODEGRADABLE, METAL CORE, AND DETECTABLE, WITH BACKING CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY MARKED "SEWER". TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE g SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND PRIOR APPROVAL FROM THE CITY INSPECTOR. 10. THE CONTRACTOR CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION COORDINATED FOR CLEARANCE WITH POWER, GAS, TELEPHONE, CABLE, SHALL MAINTAIN TWO 2 SETS OF "ASBUILT'PLANS SHOWING ALL FIELD ( ) AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 FEET CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER CONSTRUCTION TEMPORARY SETTLING BASIN. BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH COPIES OF RED-LINED PLANS TO THE CITY. 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, 10. THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM z FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE OF THE POINT OF CONNECTION ON THE EXISTING SEWER OR FROM A Z T14E CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN RATE OF 120 LBS PER ACRE. DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE INSTALLED N ENGINEER. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS WITH THE BELL END UPSTREAM. REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED E INCHES, OR 3,000 POUNDS PER ACRE. BY THE CONTRACTOR AS REQUIRED BY OSHA AND WISHA. Z 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITY'S ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY EXISTING SEWER SYSTEM, THE CONTRACTOR SHALL INSTALL A PLUG IN GROUND COVER BMP's SHALL OCCUR AT THE END OF EACH WORK THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY INSPECTOR. DAY. THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED BY THE CITY. 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE o BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET HORIZONTAL THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE CLEARANCE AND A MINIMUM OF 18 INCHES VERTICAL CLEARANCE FROM THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE WATER LINES. SEE STANDARDS AND SPECIFICATIONS FOR ADDITIONAL PROJECT. REQUIREMENTS AND ALTERNATIVES. N 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF a BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR ARLINGTON STANDARD AND WSDOT STANDARD SPECIFICATIONS. WHEN THE TESC MEASURES BECOME DAMAGED. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE 16. UPON COMPLETION OF THE PROJECT, ALL BMP'S SHALL BE REMOVED REQUIRED BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A FOUNDATION.g FROM THE SITE AND RIGHT OF WAY. IF BMP'S ARE REQUIRED TO LEVELINGYOFR THE RTRENCH BOTTOM RI THE SHALL NCLUDE OF THE FOUNDANECESTION Knowwnat's below. REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANGEMENTS FOR MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED �wh before w.ou dlg. REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH 17. THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN AN OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE UNYIELDING N UNDISTURBED STATE TO THE MAXIMUM EXTENT PRACTICABLE. ALL BASE. CONSTRUCTION DRAWING APPROVAL AREAS SUBJECT TO CLEARING AND GRADING THAT WILL NOT BE 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY THIS PLAN SHEET HAS BEEN REVIEWED AND COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE RIGHT-OF-WAY TO AT LEAST 90% MAXIMUM DRY DENSITY FROM THE APPROVED PER THE CONDITIONS ON THE TITLE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT BOTTOM OF THE TRENCH TO A DEPTH OF 3' BELOW THE SURFACE. SHEEP. THE PROJECT COMPLETION DEMONSTRATE THE REQUIREMENTS THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST 95% a ESTABLISHED IN 2014 SWMMWW T5.13, POST-CONSTRUCTION SOIL MAXIMUM DENSITY WITHIN 3' OF THE SURFACE. ASPHALT MUST BE BY: �/U�- QUALITY AND DEPTH. COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. ALL o^ acute M'OF ARLOWM W COMPACTION TESTS ARE AT THE DEVELOPER'S EXPENSE. DATE: 7 a DO AP0RM0VALJb FOR 18 MMM ry PLAN CHECK BY DATE SMARTC 188 AP TH ST. INDUST. DEVEL. A S JOB NO. V V12/18 2 CML PERMIT REVISIONS EJS -�Terra Vista 'A 63XX 188TH STREET, ARLINGTON, WA 98223 181202 5/2/18 1 CIVIL PERMIT EJS NW« DATE NO. REVISION BY Consulting Engineers 0 36704 9 d J10i /NCB WA 98223 f/ �l DESIGNED 8Y: REVIEWED BY: �� �fONgLEEN�� GENERAL NOTES SMARTCAPWNW.IERRANSTANWCQI/ 6 112/11d U I SEC 22 TWP 31 RGE 5E — — — -- — — — — — — I L - - - I I — T — — — — — — — — S — — • OC9MAW �9 FND 1/2"REBAR -- -- I W/CAP"12116" — — Fe,a {2W s 138.78 SWIRE UTILITY EASEMENT TO BE 0.12'N,0.16'E �jj SSMH-4 \ S777UTILITYMENT MODI T0,INDF�EWER (12/17) I I/ aM I — 1 G I t � I I � , � —i4� ---- ----------------------------------I— — --------r------------------------- 1 — 1 ---- -----{� - ^ �s- fb'rP17G S`5- 1 PVC SS / — SS SS ---- ----- --- --_ --------------- � -�-� ---- �---------- J L --- J- -- - -- - --------- --- -- - ----- ------- `, w ,�j6� u ^'�11 �3 I FND 5/8"REBAR I W W W W W W W T W W Yd �V w s W/CAP 41 S 33127' — gel i ---------------------i i---- ------------- ------------------ ---------- — ----- C SSMH-3 ----------------- — � -7 i-- I I + I 6 11-3-7� 137 I a I I I I I I } •� � J 138 I I - 73$------------------T--------------- �---- I 13 o so so NOTES: N Scale in Feet 1. 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I .... ...... .... ..E :Z : ... ..... ..... .... ....... ...I .. . ... .... .. . .... ...... � . . .... . .. .. .. ....f - - } -- i -i } + -1 . --+ - i - } _ i - - . --....._ --- -- --- +-... .-+00 9+909+W 944D 10400 104-20 10+40 10+W ,0+4M 11400 11+20 11440 11+W 114M 12400 12+20 12+40 12+W 12+W 13400 134-20 13440 13440 13+W 14+W 14-20 14440 14+80 14 M 164W 16+20 16440 15440 154M ,b+W 16420 16+10 16441D 1646D 17400 17+20 17440 17+W 17+00 18+00 N O d 1 SEWER MAIN PROFILE a 25,4 1"=30' H 1"=15' V Knowwlleias b@IOW: a Call before you dlg. C CONSTRUCTION DRAWING APPROVAL E THIS PLAN SHEET HAS BEEN REVIEWED AND N APPROVED PER THE CONDITIONS ON THE TITLE SH ET. s R'! a COY OF ARLM M DATE: w` TM APPWOL VA D FOR 16 MOWM E N PLAN CHECK BY DATE ,A S MARTCAP 188TH ST. I N D U ST. D EV E L. JOB N0. 6/112/118 2 CIVIL PERMIT REVISIONS EJS Terra Vista NW,,, - 63XX 188TH STREET, ARLINGTON, WA 98223 181202 5/2/18 1 CIVIL PERMIT EJS Consulting Engineers DATE NO. REVISION BY XW MAXEYA WTa?/U7 36704 U2 . 1 DESIGNED BY: REVIEWED BY: ^'�5'�� 2J �o�aLE OFFSITE UTILITY PLAN & PROFILESMARTCAP wW 7ZWAW5rAaWK6W 6 1 SEC 22 TWP 31 RGE 5E 3/4'DM LIFT HOLE ""CC 1/2'THICK WEBS 8 PLACES LOCKING HOLE(TYP)3 PLACES 13-I/2' T�RSGH CLEATS AND LID `• 3'RAISED LETTERS p-.... I STNNLESSSTEEL 2-5/16'lYP ryryry CLAMP 1 LAIN COMPAC110N ''�pppppp 95X MAX DENSITY � A oov000000�mvn / A V • A FLEXIBLE STAINLESS STEEL BOOT / EXPANSION RING BACKFILL MIN CACTIN 3/4-RIBS 8� 0� �yATION •�•••• •• ' ' - / BOX MAAXX DENSITY 6 PLACES _® RED REFLECTOR _ RED REFLECTOR A eD PLAN / 12 MIN PLAN / 5 2 OR O3 PIPE ZONE MIN COMPACTION 27-3/4" / 90%MAX DENSITY 5/8' 26-1,12' • " ,/2'GRADE 60 STEEL n REINFORCING BAR(ASTM A-615) / 8' 26-1, 1 I n MIN 23-3/4• POLYPROYLENE ASTM D4101 BEDDING STEP MEETS ASTM C-478 .L e FOUNDATION MATERIAL( MIN COMPACTION r�r�u� 4 AS REWIRED 90%MAX DENSITY •K1•I1M�A'A 'L--_-__J� L- r. 1 71W 9-,8 �' m 7 8' e' 5' 24'-••� SEE NOTE 1 4• 34' NOflS; SE aON Av4 O 1.ALL BACKFlLL MATERIAL SHALL BE PLACED IN 4.COMPACTION R.9SHALLINBE AS REQUIRED BY THE LIFTS NOT TO EXCEED 12 INCHES BEFORE CRY ENGINEER.BUT N NO CASE LESS THAN TESTS NOTES: •�,.': COMPACTION UNLESS AUTHORIZED BY THE CRY EVERY 200 FEET OF TRENCH(ONE AT SUBGRADE AND ENGINEER DUE TO THE CHARACTER OF THE ONE AT 50%OF TRENCH DEPTH). 1.MANHOLE RINGS SHALL BE GRAY IRON CONFORMING TO THE REQUIREMENTS OF M NOTES: MATERIAL AND THE COMPACTING EQUIPMENT.SHTO M 105,GRADE 308. 5.O 0 S PLACE DES AND MOISTURE CONTENT WILL BE PVC SIDE SEWER.FOR REMAINDER OF PVC SERVICE SEE 55-090. 2 MECHANICAL COMPACTION 0 BOCK FILL DETERMINED USING NUCLEAR METHOD,ASTM 2.MANHOLE COVER TO BE DUCTILE IRON CONFORMING TO ASTM A536,OR 80-55-06 OLYMPIC FOUNDARY PART MATERIAL SHALL NOT BEGIN UNTIL THE DEPTH 2922-71. NO.MH30 OR APPROVED EQUAL O2 ROMAC STYLE CO TAPPING SADDLE OR APPROVED EQUAL ON ALL PIPE OF COMPACTED BACKFlLL MATERIAL IS 2 FEET 3.LOCKING COVER TO BE USED IN ALL LOCATIONS.THE LID SHALL BE LOCKED DOWN WITH 3-5/8'S.S SIDE ELEVATION O CORE-DRILLING WITH INSERT-A-TEE MAY ALSO BE USED ON ALL PIPE. ABOVE THE TOP OF PIPE. 6.LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT WILL BE DETERMINED USING THE SOCKET HEAD CAP SCREWS. NOTE: 3.EACH UFT SHALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH O CORE DRILL EXISTING MAINLINE PIPE PER MFG'S SPECIFICATIONS. TO THE REQUIRED DENSITY PRIOR TO PLACING ASTM D-1557. 4.RING AND COVER SHILL BE TESTED FOR ACCURACY OF FR AND SHALL BE MARKED IN SETS FOR DELIVERY. I.STEPS LOCATED IN RISER SECTIONS SHALL BE 6". O SUCCEEDING LIFTS OF BACKFlLL MATERIAL J5'MIN.4S'MAX. ].BEDDING MATERIAL SHALL BE ,'MINUS. 5. ALL CASTINGS TO HAVE A BITUMINOUS COATING. DSPAB'NIiBNNT OF PUBNC 1T AJ Y AVR D�18ZID1NT OI POBLIC 1IOA8 .ty aV8 D1PARIYRT OP FORMIC 1108t8 STANDARD DETAIL SY arA DBPAfliIEli OF PUBLC YBR® STANDARD DETAIL G�SY pp aF4 6iANDARD DETAIL Olt O� STANDARD DETAIL o� ° NmmN STANDARD DETAIL NUMBER J °A Rmm. STANDARD DETAIL NUMBER PmmN STANDARD DETAIL NUMBER WmnN STANDARD DETAIL NUMBER Wmm v 'y I MANHOLE COVER SS-0` •®; R MANHOLE LADDER STEP SS-050 vp®o= NEW SERVICE ON EXISTING MAIN SS-100 vr�t Q TRENCH SECTION s$-120 pylNGt° PyINGtO ylNGt yINGt THIRD SIDE SEWER 48"MANHOLE NOM, IF THERE IS NO 1.MANHOLES TD BE CONSTRUCTED IN ACCORDANCE WTM 7.FOR DEPTHS OVER 25'MANHOLE WE SLAB DESIGN THRU CHANNEL AASHTO M-199(p51M C 478)UNLESS OTHERFWSE SHOWN SHALL BE DESIGNED BY A STRUCNAAL ENGINEER. ON PLANS OR NOTED IN STANOMD SPECMCATpNS. e.ALL INTERIOR AND EXTERIOR JOINTS TO BE GROUTED 3/4"RADIUS 2.ALL REINFORCED CAST IN PUCE CONCRETE SHAL BE (SEE GROUT MINIMUMTHICK AND 3' EACH GROUT TO BE 1/2" SAWCIR 6'MIN DIVIDERS 8'MIN DIVIDERS CLASSANDD SHELF SHAUL BEOCLASS SDW.ME IN CHANNEL THEY MUST BE INSPECTED PRIOR TO BACKFlL MINIMUM. • AC(3'THICK) /4 REBAR CONCRETE$HALL BE CUSS 4000. 9.CORE DRILURNG ONLY,HAMMERING KNOCKOUTS WILL ON 2'SADDLE L 9/18'pW �f \ OR BLOCK }.RECAST&15E5 SWLLI BE NRNISNEO WITH CUTOUTS. DO RAL E ALOOWEDKOR-N-SFN.FACTORY INSTALLED ROUND BAR \ -___ _ _^ 4.ALL BASE REINFORCING STEEL SHALE HAVE A MINIMUM Y ENGTH OF 60.000 PSI GRADE 60 STEEL Z7�] 3-1/2 'J 4 / \ UPPPER HALF OF THE WE WITH OMMRMUM CLEARANCE tO.MINHOLE9 5'-]'DEEP MST BE MT TOPB. Q 2, SIDE SEWER ( I SIDE SEWER CUTOUT HOLE WE IS EQUAL TO PIPE OUTER DIAMETER PLUS �. -__ --,.�.. `/ ' MANHOLE WALL RING AND COVER «O SX 2 0X THICKNESS.MAXIMUM SEE SS-030 !A, Y SLOPE PIPE SIZE 5 12"FOR RUNG 1/2'DMA. 12. '.:` >�✓ g• •,. MIN MINI48' OLE 24'FOR MUM 0 E6MNCE �AOAISTMFNT SECTION e N ROUND BAR 12" 6' .. GRADE 60 STEEL ��Il v .' ..4.•. ' .•.'. B'(NF.ASURED ONI THE 0 4 2 . • JN M 0 TIE 4 MANHOLE). PRECAST CONE (ECCENTRIC UNLESS A MAN CHANNEL E EVATION e.MANHOLE SIZE OHERNSE SPEgFlED) Z 12"MAX ANCHOR PADS DEPENDS ON SAES, 'ti 2-}/4•X 2' LOCATKIN AND POLYPROPYLENE 0, WREN 7/ebM.HOLE NUMBERS OF HOLES iX STEPS PER SS-050 FOR PIPES.MANHOLE AREAS OUTSIDE PAVED TRAFFIC AREAS DES GN AND SIZE 48'OR 54'PAVED TRAFFIC JSHALL BE APPROVED SEE NOTE 8 AND WARRANTED BY BUILT UP CONCRETE THE MANHOLE H 1/2"DIA X 3' CHANNEL DMDERS SUPPLIER. PRE RSER GMVANIZEO AC #4 REBAR o SECTIONS to ff ANCHOR BOLTS 6, ..... 9" d 3" I I MAX.ROLE SIZE IS 12' �(' GROUT 55-W LADD1 -•t-/2" 12" O.SX-2.OX FOR 48"L OLE,Re SLOPE FOR 54'MANHOLE,(BEE - SLOPE 1/Y/FT(TYP) NOTES: NOTES 5 a 6 ABOVE) , CONSTRUCT CHANNEL MIND ,.STEPS SHAI.L BE STEEL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC CONFORMING T0: `+"' SHELF TO THE CROWN 0 THE SV� PIPE i a (A) ASTM C 478 AND AASHTO M-199.MINIMUM HORIZONTAL LOAD SHALL BE 1500 L85. NOTES 3 PINq pE %.Ij REINFORCING STEEL(FOR PRECAST BASE WIM INTEGRAL RISER)0.15 50 p (B) ASTM A615 GRADE 80(REINFORCING STEEL BAR). 1. CONCRETE SHALL CONFORM TO CURRENT 5.PRECAST ADJUSTMENT RINGS SHALL BE CAST WITH �' IN/FTIN EACH DIRECTION FOR 48' STANDARDS AND SHALL BE 5.5 SACK MIX. GROOVE TO ALLOW FIELD INSTALLATION OF SAFETY MORTAR FILLER 01A 0.19 50 IN/FT IN EACH c (C) POLYPROPYLENE CONFORMS TO D-4101. (MINIMUM 3000-PSI 28-DAY STRENGTH) STEP. •C � gRECTON FOR 54'OM. 2.MANHOLE STEPS SHALL HAVE MOLDED SAFETY RAND GRIP.RED REFLECTORS ARE REQUIRED. 2. WHERE DEPTH OF NECK EXCEEDS 26 INCHES. 6.CONCRETE PERIMETER SEAL SHALL EXTEND TO 12 PRECAST BASE WITH INTEGRAL RISER £ ADJUST MANHOLE TO GRADE BY INSERTING A INN ADJUSTMENT RINGS OR BLOCKS.WTHE BOTTOM 0 �',± r: CRUSHED SURi1CING BASE COURSE KIIOW what's below. m 3.ALL FABRICATION DIMENSIONS INDICATED ARE MINIMUM. NEW CONEMRNDOE%LASTING BARREL SECTION BETWEEN THEa 54'DM,M-e" "T e'MIN.DEPTH RD DENSED TO MIN. /�� p 4.THE ENTIRE POLYPROPYLENE PLASTIC MATERIAL SURROUNDING THE REINFORCING STEEL BAR SHALL BE 7.SAWCUT ONLY. NO OVERCUTTING LIMITS OF PATCH. ] 54'DM.-e" �6'�-- "�--J_ 95X 0 STANDARD DEN511Y ■_A{WAW£W�Me you d'7• OL CAST MONOLITHICALLY.MINIMUM COVER SHALL BE 3/16-INCH. 3. ADJUSTMENT RINGS/BLOCK,TOP OF CONE V T PLACE YY UG,{�6 SECTION,AND BOTTOM OF IRON RING,SHALL BE 8.IN NON-TRAFFIC AREAS(LANDSCAPED)THE OR SEPARATE CAST IN PLACE 805E OR sEPARAiE PRECAST BASE CONSTRUCTION DRAWING APPROVAL m 5.STEPS SHALL BE SPACED AT 12 INCHES. WET STACKED IN 3/4'GROUT.PLASTER SMOOTH CONCRETE PAD IS 4'THICK WITHOUT REINFORCEMENT. REINFORCING STEEL(FOR SEPNNIE ARSE ONLY) INSIDE AND OUT. E 6.LADDER SHALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED MANUFACTURERS RECOMMENDED PLAN 0.23 50 TN/FT IN EACH DIRECTION FOR 48'DM N PROCEDURES. 4 STEPS OR RUNGS 040 AND SS 0 O.E ADDED AS NEEDED 4g"TPE I OR 11 SEWER MANHOLE 0.30 50 IN/FT IN EACH DIRECTION FOR 54'DN THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE DEPARflBNT OF IGLUC"JOB SY DBABTITRTZ DI POBURG 110B� tY am D1D'A6TM0RT OP POBIJC TIOB� SY p NM DBPARIIRNS OF PUBWC YORBB STANDARD DETAIL GSSY p, e.e STANDARD DETAIL G+ °e „mA>• STANDARD DETAIL STANNUMBERFIUL tt °.4 �+rovA.� STANDARD DETAIL �STMNDMRDER c� . Nnlm. STANDARD DETAIL NUMBER SHEEP. �'N NmnN STANDARD DETAIL NUMBER , g 4y tpi R MANHOLE LADDER SS-040 v'yt®ot wN.W� MANHOLE PAD AND ADJUSTMENT SS-07O a�®o4 NRP� MONITORING MANHOLE S,S-1`.3O v+yt�'C � !MANHOLE TYPE I SS-010 BY; yINGt WY 901140L CRY OF NUMON DATE: 6 17I W 7m APPONAL VALID FOR to MOMM N PLAN CHECK BY DATE \ u S SMARTCAP 188TH ST. INDUST. DEVEL. Joe No. Q 63XX 188TH STREET, ARLINGTON, WA 98223 181202 N e/72/18 2 CML PERMIT REVISIONS US Terra Vista NW,,, 1. 5 2 18 1 CML PERMIT EJS Consulting Engineers ATE N0. REVISION BYSMARTCAP � � 1AV7 �sso ` �.�`` SEWER STANDARD DETAILS p DESIGNED BY: REVIEWED BY: 40-Paz-6W440 NAL EN U2 .2 a N7NA'RFRANSTAN/KN:lal/ s 12 1 A ROAD CLOSURE REQUEST � A-I Community& Economic Development City of Arlington • 18204 59M Avenue NE • Arlington, WA 98223 • Phone(360) 403-3551 Name/Company: Coast Construction Group Street: North bound 59th Ave NE Date: 6/21/19 through 9/30/2019 Time: Purpose: Smartcap sewer line tie in and road patching for Swire Coca Cola O Complete Closure O Partial Closure O Diversion Closure (i.e. no access) (i.e.one lane of traffic) (i.e. to turn lane) Describe what section of the road will be closed using cross streets or a street address with the total linear footage of closure. Approximately 650 ft along the frontage of 18215 59th Ave NE. Starting about 600 ft north of 180th St NE and ending about 1050 ft south of 188th St NE. Please briefly explain your traffic control plan and/or detour route, including safety precautions that will be taken in the evenings for multiple day closures. Attach a traffic control plan in necessary. TCP attached. One lane closure using Class B signs and flaggers. Multiple closures between 6/21 and 9/30 to allow sewer tie in for Smartcap project and road patching for Swire Coca Cola. City of Arlington Public Works "proved D n aled _Approved with Conditions are: No changes authorized unless 'itv Fnerineer Or deda ew Revised 10/2013 Rar JUN 14 201` :Fwb ►'f'51� TCP; 18215 59th Ave NE All Signs& Spacing to conform to the MUTCD SPEED ww.iny6on.com LIMIT 3 5 Scale: �--t oo n—� Legend Nbh Area Cone pass B a19n *T fle99er Manifest fa avc-t Iwr....a a.xzaa.n.yyv es aaxr.r<w..e..w.r SBM Ave NE X ♦ rvXr f ® x i9notE..1 m Gty of Arlington Public Works Engineering Division s approved _Denied m _Approv with Conditions Date, -- o..«.u... No changes authorized unless approved by the City Engineer or designee -71513 pl m...siv ma a i.a.rw in v.>n an..a In ma.ywwnb�. W 6 It 2M M A&.D SWW 7CS 1010394 Eep 7012M Phone:(206)372.1 Received Emt mN9rdM MlwnySeodahl ComAi q,UC: Wdhout. , Aasco S othoorsdaya:6bnNuFi-7:OOam-Epm JUN 1.4 2019 � BARRICADE CO. CContact into: Chad Mann t o�oAne�ycouvKtwuV emn a:S-.ioa-t 30: CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE: (360) 403-3551 CIVIL PERMIT Address:xxxx 188th Street NE Permit#:1758 Project#: Parcel#:31052200101200 Location: Expires:12/25/2020 OWNER APPLICANT CONTRACTOR Name:ARLINGTON AIR LLC Name:SmartCap Opportunity Zone Fund, LLC Name:Coast Construction Group Address: 110 110TH AVE NE Address:8201 164th Avenue NE,Sutie 110 Address:328 N Olympic Avenue City,State Zip:BELLEVUE,WA 98004 City,State Zip:Redmond,WA 98052 City,State Zip:Arlington,WA 98223 Phone: Phone:425-896-8561 Phone:360-474-0600 LICM COASTCG865CG JOB DESCRIPTION Sewer CONDITIONS INSPECTIONS•INSPECTIONS(360-403-3417)MUST BE CALLED IN BEFORE 3:30 PM TO BE ON THE NEXT BUSINESS DAY INSPECTION SCHEDULE•FIRE SUPPRESSION(FIRE ALARM, FIRE SPRINKLER)INSPECTION REQUESTS REQUIRE 48 HOURS NOTICE•Inspection are Monday-Friday with exception of Local,State or Federal Holidays. Building or Civil Inspections-8 am to 4:30 pm; Water or Sewer inspections-8:00 am to 3:30 pm•To cancel or modify an inspection—Civil call 360-403-3551;Sewer call 360-403-3508•It is the responsibility of the Owner,Developer and Contractor to call and arrange for appropriate inspections.Onsite tailgate meetings are advised with each individual inspector prior to installation of their related facilities with those persons who are actually performing the work•Failure to call for inspection may result in work being left exposed and/or removed and reconstructed•Re-inspections may be charged at$127.00 per hour,%hour minimum for failure to call for inspection ADDITONAL REQUIREMENTS•Notice shall be given 3 days in advance of any approved traffic deviation by notifying Kristin Banfield;360 403-3444 or kbanfield@arlingtonwa.gov and Community and Economic Development 360-403-3551 or ced@arlingtonwa.gov. •Private property owners which may be affected by the proposed work must be notified in advance of potential disruptions in access or utility services. INSPECTIONS PERMIT APPROVAL Work to be performed as described and/or shown in the approved plans and/or application for the above named project is approved for cco-•nstruction b the pity of Arlington Public Works Department. All work is sub'ect to field inspection. City Engineer or Designee Signature Print Name Date I hereby certify that I have read and examined this permit,the City of Arlington Land Use Code,the most current edition of the City of Arlington Standards and Specifications know the same to be true and correct all provision or laws and ordinances governing this type of work will be compiled with,which may include but are not limited to: Other City of Arlington development permits,WSDW Hydraulic Project Approval(HPA),WSDOE Notice of Intent(NOI), National Pollution Discharge Elimination Systems(NPDES),and Corp of Forest Practices Application(FPA).I also understande that all insurance,approved submittals for all materials and contractor's license. The contractor shall hold the City of Arlington harmless from any loss or damage to any person or property in the performance of said work. SALES TAX NOTICE:Sales tax relating to construction and c ction materials in the City of Arlington must be reported on your sales tax return form an t5oded " pplicant Signature Print Name Date PERMIT FEES Date Name Description Fee Amount 6/24/2019 Photocopies-Large Sheet 341.81.00.00 $16.00 6/24/2019 Processing/Technology Fee 341.43.00.02 $25.00 6/24/2019 Site Civil Review 341.82.00.01 $4,359.00 Total Due: $4,400.00 Total Payment: $4,384.00 Balance Due: $16.00 CALL FOR INSPECTIONS / CIVIL(360)403-3433 -— � — When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON ` 238 N. OLYMPIC AVE-ARLINGTON,WA. 98223 PHONE:(360)403-3551 RIGHT OF WAY PERMIT Address:xxxx 188th Street NE Permit#: 1758 Project#: 0 Parcel#: 31052200101200 Location: 59th Avenue Expires: 10/31/2019 OWNER APPLICANT CONTRACTOR ARLINGTON AIR LLC SmartCap Opportunity Zone Fund,LLC Coast Construction Group 110 110TH AVE NE 8201 164th Avenue NE, Sutie 110 328 N Olympic Avenue BELLEVUE,WA 98004 Redmond,WA 98052 Arlington,WA 98223 425-896-8561 360-474-0600 LIC#: EXP: 2/18/2020 COASTCG865CG JOB DESCRIPTION Sewer CONDITIONS Notice shall be given 3 days in advance of any traffic deviation. The applicant is required to notify the Communications Department Manager; 360-403-3444 or kbanfield@arlingtonwa.gov and Community and Economic Development 360-403-3551 or ced@arlingtonwa.gov. The applicant is required to notify the City at least 24 hours before each inspection.Failure to give notice will result in an assessment of a 1-hour inspection time charge against the applicant.Applicant must comply with all applicable City of Arlington, state and federal laws,ordinances,code and regulation in performing the work authorized by this permit. Traffic Control must comply with the current version of MUTCD.Work Hours are 7 am to 7 pm Monday-Saturday(no work on Sundays or Federal Holidays). Inspections are not available on Saturday or Sunday. Two days before starting work,the applicant must have all utilities located.One Call,is a public utility locating service(#811 or 1- 800-424-5555).Privately installed facilities must also be located using a private utility locating service. Private property owners which may be affected by the proposed work must be notified in advance of potential disruptions in access or utility services. Any infrastructure affected by this installation shall be restored to City of Arlington Standards&Specifications within a time frame not to exceed 7 days from completion of the installation. Roadway repair shall be per City Standard Detail R-140. PERMIT APPROVAL Work to be performed as described and/or shown in the approved plans and/or application for the above named project is approved for construction by the ity of Arlington Public Works Department. All work is subject to field inspection. City Engineer or Designee Signature Print Name Date The above named contractor/property owner is hereby authorized to perform the above work within City Right-Of-Way in accordance with the terms of this permit and as shown on the attached drawing and subject to all applicable State,county and/or municipal laws and/or codes. All work shall be in accordance with the "standard Specifications for Road,Bridge and Municipal Construction," exept where modified by City of Arlington Public Works Standards or conditions herein. The contractor shall hold the City of Arlington harmless from any loss or damage to any person or property in the performance of said work. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and co d City of Arlington#31 i &64,�Slu' A nt Sign Print Name Date PERMIT FEES Date Name Description Fee Amount 6/24/2019 Photocopies-Large Sheet 341.81.00.00 $16.00 6/24/2019 Processing/Technology Fee 341.43.00.02 $25.00 6/24/2019 Site Civil Review 341.82.00.01 $4,359.00 Total Due: $4,400.00 Total Payment: $4 8 Balance Due: 1 CALL FOR INSPECTIONS RIGHT OF WAY(360)40 �. L 1 -- When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon DATE(MMIDD/YYYY) A�" CERTIFICATE OF LIABILITY INSURANCE 07/31/2018 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 have ADDITIONAL INSURED provisions or 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 CONTACT Kailee Billingsley NAME: Rice Insurance LLC PHONE (360)734-1161 FAX (360)734-1173 A/C No Ext: A/C,No): 1400 Broadway E-MAIL kaileeb@riceinsurance.com ADDRESS: P.O.Box 639 INSURER(S)AFFORDING COVERAGE NAIC# Bellingham WA 98227 INSURERA: Ohio Security Insurance Co. 24082 INSURED INSURER B: Ohio Casualty Insurance Co. 24074 Coast Development Co,LLC INSURER C: DBA:Coast Construction Group INSURER D: 328 N Olympic Ave INSURER E: Arlington WA 98223 INSURER F: COVERAGES CERTIFICATE NUMBER: CL1873155060 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. INSR TYPE OF INSURANCEADDLSUBR POLICY EFF POLICY EXP LTR INSD WVD POLICY NUMBER MM/DD/YYYY MM/DD/YYYY LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000 CLAIMS-MADE F OCCUR PRIM SES Ea oNcE ence $ 1,000,000 MED EXP(Any one person) $ 15,000 A Y Y BKS57455555 08/01/2018 08/01/2019 PERSONAL&ADV INJURY $ 1,000,000 MOTHER LAGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,000 POLICY PRO ❑ LOC PRODUCTS-COMP/OP AGG $ 2,000,000 JECT: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ 1,000,000 Ea accident X ANYAUTO BODILY INJURY(Per person) $ A OWNED SCHEDULED Y Y BAS57455555 08/01/2018 08/01/2019 BODILY INJURY(Per accident) $ AUTOS ONLY AUTOS HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per accidHent Underinsured motorist $ 1,000,000 UMBRELLA LIAB 4,000,000 OCCUR EACH OCCURRENCE $ B EXCESS LIAB CLAIMS-MADE US057455555 08/01/2018 08/01/2019 AGGREGATE $ 4,000,000 DED I X1 RETENTION $ 0 $ WORKERS COMPENSATION PER OTH- AND EMPLOYERS'LIABILITY YIN STATUTE ER 1,000,000 ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ A OFFICEFUMEMBER EXCLUDED? ❑ NIA BKS57455555-WA Stop Gap 08/01/2018 08/01/2019 (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $ 1,000,000 If yes,describe under 2,000,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ Leased/Rented Equipment Limit 100,000 A BKS57455555 08/01/2018 08/01/2019 Deductible 500 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached if more space is required) Certificate Holder is Additional Insured with Primary/Non-Contributory and Waiver of Subrogation per attached form CG8810 04/13.Additional Insured Products/Completed Operations per attached form CG8583 04/13.Per Project Aggregate per attached form CG8870 12/08.Auto Additional Insured and Waiver of Subrogation per attached form CA8810 01/10. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN City of Arlington ACCORDANCE WITH THE POLICY PROVISIONS. 1337,238 N Olympic Ave AUTHORIZED REPRESENTATIVE Arlington WA 98223 � e ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD COMMERCIAL AUTO CA 88 10 01 10 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. BUSINESS AUTO COVERAGE ENHANCEMENT ENDORSEMENT This endorsement modifies insurance provided under the following: BUSINESS AUTO COVERAGE FORM With respect to coverage afforded by this endorsement, the provisions of the policy apply unless modified by the endorsement. COVERAGEINDEX SUBJECT PROVISION NUMBER ADDITIONAL INSURED BY CONTRACT, AGREEMENT OR PERMIT 3 ACCIDENTAL AIRBAG DEPLOYMENT 12 AMENDED DUTIES IN THE EVENT OF ACCIDENT, CLAIM, SUIT OR LOSS 18 AMENDED FELLOW EMPLOYEE EXCLUSION 5 AUDIO, VISUAL AND DATA ELECTRONIC EQUIPMENT COVERAGE 13 BROAD FORM INSURED 1 BODILY INJURY REDEFINED 21 EMPLOYEES AS INSUREDS (including employee hired auto) 2 EXTENDED CANCELLATION CONDITION 22 EXTRA EXPENSE— BROADENED COVERAGE 10 GLASS REPAIR—WAIVER OF DEDUCTIBLE 15 HIRED AUTO PHYSICAL DAMAGE(including employee hired auto) 6 HIRED AUTO COVERAGE TERRITORY 20 LOAN / LEASE GAP 14 PARKED AUTO COLLISION COVERAGE (WAIVER OF DEDUCTIBLE) 16 PERSONAL EFFECTS COVERAGE 11 PHYSICAL DAMAGE—ADDITIONAL TRANSPORTATION EXPENSE COVERAGE 8 RENTAL REIMBURSEMENT 9 SUPPLEMENTARY PAYMENTS 4 TOWING AND LABOR 7 UNINTENTIONAL FAILURE TO DISCLOSE HAZARDS 17 WAIVER OF TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US 19 SECTION II— LIABILITY COVERAGE is amended as follows: 1. BROAD FORM INSURED SECTION II — LIABILITY COVERAGE, paragraph A.1. —WHO IS AN INSURED is amended to include the following as an insured: d. Any legally incorporated entity of which you own more than 50 percent of the voting stock during the policy period. However, "insured" does not include any organization that: (1) Is a partnership or joint venture; or (2) Is an insured under any other automobile policy; or (3) Has exhausted its Limit of Insurance under any other automobile policy. Paragraph d. (2) of this provision does not apply to a policy written to apply specifically in excess of this policy. e. Any organization you newly acquire or form, other than a partnership or joint venture, of which you own more than 50 percent of the voting stock. This automatic coverage is afforded only for 180 days from the date of acquisition or formation. However, coverage under this provision does not apply: (1) If there is similar insurance or a self-insured retention plan available to that organization; ©2010 Liberty Mutual Insurance Company.All rights reserved. CA 88 10 01 10 Includes copyrighted material of Insurance Services Office,with its permission. Page 1 Of 7 (2) If the Limits of Insurance of any other insurance policy have been exhausted; or (3) To "bodily injury" or "property damage" that occurred before you acquired or formed the organization. 2. EMPLOYEES AS INSUREDS SECTION II —LIABILITY COVERAGE, paragraph A.1. —WHO IS AN INSURED is amended to include the following as an insured: f. Any"employee" of yours while using a covered "auto" you do not own, hire or borrow but only for acts within the scope of their employment by you. Insurance provided by this endorsement is excess over any other insurance available to any"employee". g. An "employee" of yours while operating an "auto" hired or borrowed under a written contract or agreement in that "employee's" name, with your permission, while performing duties related to the conduct of your business and within the scope of their employment. Insurance provided by this endorsement is excess over any other insurance available to the "employee". 3. ADDITIONAL INSURED BY CONTRACT,AGREEMENT OR PERMIT SECTION II —LIABILITY COVERAGE, paragraph A.1. —WHO IS AN INSURED is amended to include the following as an insured: h. Any person or organization with respect to the operation, maintenance or use of a covered "auto", provided that you and such person or organization have agreed in a written contract, agreement, or permit issued to you by governmental or public authority, to add such person, or organization, or governmental or public authority to this policy as an "insured". However, such person or organization is an "insured": (1) Only with respect to the operation, maintenance or use of a covered "auto"; (2) Only for"bodily injury" or"property damage" caused by an "accident" which takes place after you executed the written contract or agreement, or the permit has been issued to you; and (3) Only for the duration of that contract, agreement or permit 4. SUPPLEMENTARY PAYMENTS SECTION II — LIABILITY COVERAGE, Coverage Extensions, 2.a. Supplementary Payments, paragraphs (2) and (4) are replaced by the following: (2) Up to $3,000 for cost of bail bonds (including bonds for related traffic violations) required because of an "accident"we cover. We do not have to furnish these bonds. (4) All reasonable expenses incurred by the insured at our request, including actual loss of earnings up to $500 a day because of time off from work. 5. AMENDED FELLOW EMPLOYEE EXCLUSION In those jurisdictions where, by law, fellow employees are not entitled to the protection afforded to the employer by the workers compensation exclusivity rule, or similar protection, the following provision is added: SECTION II — LIABILITY, exclusion B.5. FELLOW EMPLOYEE does not apply if the "bodily injury" results from the use of a covered "auto" you own or hire. SECTION III— PHYSICAL DAMAGE COVERAGE is amended as follows: 6. HIRED AUTO PHYSICAL DAMAGE Paragraph A.4. Coverage Extensions of SECTION III — PHYSICAL DAMAGE COVERAGE, is amended by adding the following: If hired "autos" are covered "autos" for Liability Coverage, and if Comprehensive, Specified Causes of Loss or Collision coverage are provided under the Business Auto Coverage Form for any "auto" you own, then the Physical Damage coverages provided are extended to "autos": a. You hire, rent or borrow; or ©2010 Liberty Mutual Insurance Company. All rights reserved. CA 88 10 01 10 Includes copyrighted material of Insurance Services Office,with its permission. Page 2 Of 7 b. Your "employee" hires or rents under a written contract or agreement in that "employee's" name, but only if the damage occurs while the vehicle is being used in the conduct of your business, subject to the following limit and deductible: A. The most we will pay for"loss" in any one "accident" or"loss" is the smallest of: (1) $50,000; or (2) The actual cash value of the damaged or stolen property as of the time of the"loss"; or (3) The cost of repairing or replacing the damaged or stolen property with other property of like kind and quality, minus a deductible. B. The deductible will be equal to the largest deductible applicable to any owned "auto" for that coverage. C. Subject to the limit, deductible and excess provisions described in this provision, we will provide coverage equal to the broadest coverage applicable to any covered "auto" you own. D. Subject to a maximum of $750 per "accident", we will also cover the actual loss of use of the hired "auto" if it results from an "accident", you are legally liable and the lessor incurs an actual financial loss. E. This coverage extension does not apply to: (1) Any"auto"that is hired, rented or borrowed with a driver; or (2) Any"auto"that is hired, rented or borrowed from your"employee". For the purposes of this provision, SECTION V— DEFINITIONS is amended by adding the following: "Total loss" means a "loss" in which the cost of repairs plus the salvage value exceeds the actual cash value. 7. TOWING AND LABOR SECTION III — PHYSICAL DAMAGE COVERAGE, paragraph A.2. Towing, is amended by the addition of the following: We will pay towing and labor costs incurred, up to the limits shown below, each time a covered "auto" classified and rated as a private passenger type, "light truck" or"medium truck" is disabled: a. For private passenger type vehicles, we will pay up to $50 per disablement. b. For "light trucks", we will pay up to $50 per disablement. "Light trucks" are trucks that have a gross vehicle weight (GVW) of 10,000 pounds or less. c. For"medium trucks" , we will pay up to $150 per disablement. "Medium trucks" are trucks that have a gross vehicle weight (GVW)of 10,001 —20,000 pounds. However, the labor must be performed at the place of disablement. 8. PHYSICAL DAMAGE-ADDITIONAL TRANSPORTATION EXPENSE COVERAGE Paragraph A.4.a., Coverage Extension of SECTION III — PHYSICAL DAMAGE COVERAGE, is amended to provide a limit of$50 per day and a maximum limit of$1,500 ©2010 Liberty Mutual Insurance Company.All rights reserved. CA 88 10 01 10 Includes copyrighted material of Insurance Services Office,with its permission. Page 3 of 7 9. RENTAL REIMBURSEMENT SECTION III —PHYSICAL DAMAGE COVERAGE, A. COVERAGE, is amended by adding the following: a. We will pay up to $75 per day for rental reimbursement expenses incurred by you for the rental of an "auto" because of "accident" or "loss", to an "auto" for which we also pay a "loss" under Comprehensive, Specified Causes of Loss or Collision Coverages. We will pay only for those expenses incurred after the first 24 hours following the"accident" or"loss"to the covered "auto." b. Rental Reimbursement will be based on the rental of a comparable vehicle, which in many cases may be substantially less than $75 per day, and will only be allowed for the period of time it should take to repair or replace the vehicle with reasonable speed and similar quality, up to a maximum of 30 days. c. We will also pay up to $500 for reasonable and necessary expenses incurred by you to remove and replace your tools and equipment from the covered "auto". d. This coverage does not apply unless you have a business necessity that other "autos" available for your use and operation cannot fill. e. If"loss" results from the total theft of a covered "auto"of the private passenger type, we will pay under this coverage only that amount of your rental reimbursement expenses which is not already provided under Paragraph 4. Coverage Extension. f. No deductible applies to this coverage. For the purposes of this endorsement provision, materials and equipment do not include "personal effects" as defined in provision 11. 10. EXTRA EXPENSE - BROADENED COVERAGE Under SECTION III — PHYSICAL DAMAGE COVERAGE, A. COVERAGE, we will pay for the expense of returning a stolen covered "auto"to you. The maximum amount we will pay is $1,000. 11. PERSONAL EFFECTS COVERAGE A. SECTION III — PHYSICAL DAMAGE COVERAGE, A. COVERAGE, is amended by adding the following: If you have purchased Comprehensive Coverage on this policy for an "auto" you own and that "auto" is stolen, we will pay, without application of a deductible, up to $600 for"personal effects" stolen with the "auto." The insurance provided under this provision is excess over any other collectible insurance. B. SECTION V— DEFINITIONS is amended by adding the following: For the purposes of this provision, "personal effects" mean tangible property that is worn or carried by an insured." "Personal effects"does not include tools, equipment,jewelry, money or securities. 12. ACCIDENTAL AIRBAG DEPLOYMENT SECTION III — PHYSICAL DAMAGE COVERAGE, B. EXCLUSIONS is amended by adding the following: If you have purchased Comprehensive or Collision Coverage under this policy, the exclusion for "loss" relating to mechanical breakdown does not apply to the accidental discharge of an airbag. Any insurance we provide shall be excess over any other collectible insurance or reimbursement by manufacturer's warranty. However, we agree to pay any deductible applicable to the other coverage or warranty. 13. AUDIO, VISUAL AND DATA ELECTRONIC EQUIPMENT COVERAGE SECTION III — PHYSICAL DAMAGE COVERAGE, B. EXCLUSIONS, exception paragraph a. to exclusions 4.c. and 4.d. is deleted and replaced with the following: ©2010 Liberty Mutual Insurance Company.All rights reserved. CA 88 10 01 10 Includes copyrighted material of Insurance Services Office,with its permission. Page 4 of 7 Exclusion 4.c. and 4.d. do not apply to: a. Electronic equipment that receives or transmits audio, visual or data signals, whether or not designed solely for the reproduction of sound, if the equipment is permanently installed in the covered "auto" at the time of the "loss" and such equipment is designed to be solely operated by use of the power from the "auto's" electrical system, in or upon the covered "auto" and physical damage coverages are provided for the covered "auto"; or If the "loss" occurs solely to audio, visual or data electronic equipment or accessories used with this equipment, then our obligation to pay for, repair, return or replace damaged or stolen property will be reduced by a $100 deductible. 14. LOAN / LEASE GAP COVERAGE A. Paragraph C., LIMIT OF INSURANCE of SECTION III — PHYSICAL DAMAGE COVERAGE is amended by adding the following: The most we will pay for a "total loss" to a covered "auto" owned by or leased to you in any one "accident" is the greater of the: 1. Balance due under the terms of the loan or lease to which the damaged covered "auto" is subject at the time of the "loss" less the amount of: a. Overdue payments and financial penalties associated with those payments as of the date of the "loss", b. Financial penalties imposed under a lease due to high mileage, excessive use or abnormal wear and tear, c. Costs for extended warranties, Credit Life Insurance, Health, Accident or Disability Insurance purchased with the loan or lease, d. Transfer or rollover balances from previous loans or leases, e. Final payment due under a "Balloon Loan", f. The dollar amount of any unrepaired damage which occurred prior to the "total loss" of a covered "auto", g. Security deposits not refunded by a lessor, h. All refunds payable or paid to you as a result of the early termination of a lease agreement or as a result of the early termination of any warranty or extended service agreement on a covered "auto", i. Any amount representing taxes, j. Loan or lease termination fees; or 2. The actual cash value of the damage or stolen property as of the time of the "loss". An adjustment for depreciation and physical condition will be made in determining the actual cash value at the time of the"loss". This adjustment is not applicable in Texas. B. ADDITIONAL CONDITIONS This coverage applies only to the original loan for which the covered "auto" that incurred the loss serves as collateral, or lease written on the covered "auto"that incurred the loss. C. SECTION V— DEFINTIONS is changed by adding the following: As used in this endorsement provision, the following definitions apply: "Total loss" means a "loss" in which the cost of repairs plus the salvage value exceeds the actual cash value. A "balloon loan" is one with periodic payments that are insufficient to repay the balance over the term of the loan, thereby requiring a large final payment. ©2010 Liberty Mutual Insurance Company.All rights reserved. CA 88 10 01 10 Includes copyrighted material of Insurance Services Office,with its permission. Page 5 Of 7 15. GLASS REPAIR-WAIVER OF DEDUCTIBLE Paragraph D. Deductible of SECTION III — PHYSICAL DAMAGE COVERAGE is amended by the addition of the following: No deductible applies to glass damage if the glass is repaired rather than replaced. 16. PARKED AUTO COLLISION COVERAGE (WAIVER OF DEDUCTIBLE) Paragraph D. Deductible of SECTION III — PHYSICAL DAMAGE COVERAGE is amended by the addition of the following: The deductible does not apply to "loss" caused by collision to such covered "auto" of the private passenger type or light weight truck with a gross vehicle weight of 10,000 lbs. or less as defined by the manufacturer as maximum loaded weight the"auto" is designed to carry while it is: a. In the charge of an "insured"; b. Legally parked; and c. Unoccupied. The "loss" must be reported to the police authorities within 24 hours of known damage. The total amount of the damage to the covered "auto" must exceed the deductible shown in the Declarations. This provision does not apply to any "loss" if the covered "auto" is in the charge of any person or organization engaged in the automobile business. SECTION IV—BUSINESS AUTO CONDITIONS is amended as follows: 17. UNINTENTIONAL FAILURE TO DISCLOSE HAZARDS SECTION IV- BUSINESS AUTO CONDITIONS, Paragraph B.2. is amended by adding the following: If you unintentionally fail to disclose any hazards, exposures or material facts existing as of the inception date or renewal date of the Business Auto Coverage Form, the coverage afforded by this policy will not be prejudiced. However, you must report the undisclosed hazard of exposure as soon as practicable after its discovery, and we have the right to collect additional premium for any such hazard or exposure. 18. AMENDED DUTIES IN THE EVENT OF ACCIDENT, CLAIM, SUIT, OR LOSS SECTION IV — BUSINESS AUTO CONDITIONS, paragraph A.2.a. is replaced in its entirety by the following: a. In the event of"accident', claim, "suit'or"loss", you must promptly notify us when it is known to: 1. You, if you are an individual; 2. A partner, if you are a partnership; 3. Member, if you are a limited liability company; 4. An executive officer or the "employee" designated by the Named Insured to give such notice, if you are a corporation. To the extent possible, notice to us should include: (1) How, when and where the "accident'or"loss"took place; (2) The "insureds" name and address; and (3) The names and addresses of any injured persons and witnesses. 19. WAIVER OF TRANSFER OF RIGHTS OF RECOVERY AGAINST OTHERS TO US SECTION IV— BUSINESS AUTO CONDITIONS, paragraph A.5., Transfer of Rights of Recovery Against Others to Us, is amended by the addition of the following: If the person or organization has waived those rights before an "accident' or "loss", our rights are waived also. ©2010 Liberty Mutual Insurance Company.All rights reserved. CA 88 10 01 10 Includes copyrighted material of Insurance Services Office,with its permission. Page 6 of 7 20. HIRED AUTO COVERAGE TERRITORY SECTION IV — BUSINESS AUTO CONDITIONS, paragraph B.7., Policy Period, Coverage Territory, is amended by the addition of the following: f. For "autos" hired 30 days or less, the coverage territory is anywhere in the world, provided that the insured's responsibility to pay for damages is determined in a "suit", on the merits, in the United States, the territories and possessions of the United States of America, Puerto Rico or Canada or in a settlement we agree to. This extension of coverage does not apply to an "auto" hired, leased, rented or borrowed with a driver. SECTION V— DEFINITIONS is amended as follows: 21. BODILY INJURY REDEFINED Under SECTION V— DEFINTIONS, definition C. is replaced by the following: "Bodily injury" means physical injury, sickness or disease sustained by a person, including mental anguish, mental injury, shock, fright or death resulting from any of these at any time. COMMMON POLICY CONDITIONS 22. EXTENDED CANCELLATION CONDITION COMMON POLICY CONDITIONS, paragraph A.—CANCELLATION condition applies except as follows: If we cancel for any reason other than nonpayment of premium, we will mail to the first Named Insured written notice of cancellation at least 60 days before the effective date of cancellation. This provision does not apply in those states which require more than 60 days prior notice of cancellation. ©2010 Liberty Mutual Insurance Company.All rights reserved. CA 88 10 01 10 Includes copyrighted material of Insurance Services Office,with its permission. Page 7 of 7 COMMERCIAL GENERAL LIABILITY CG 85 83 04 13 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. BLANKET ADDITIONAL INSURED CONTRACTORS - PRODUCTS/COMPLETED OPERATIONS This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART A. Paragraph 2. under Section II—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 or written agreement. Such person or organization is an additional insured but only with respect to liability for "bodily injury"or"property damage": 1. Caused by"your work" performed for that additional insured that is the subject of the written contract or written agreement; and 2. Included in the "products-completed operations hazard". However: a) The insurance afforded to such additional insured only applies to the extent permitted by law; and b) If coverage provided to the additional insured is required by a contract or agreement, the insurance 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 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 Conditions. B. With respect to the insurance provided by this endorsement, the following are added to Paragraph 2. Exclusions under Section I—Coverage A—Bodily Injury And Property Damage Liability: This insurance does not apply to: 1. "Bodily injury" or"property damage"that occurs prior to you commencing operations at the location where such "bodily injury" or"property damage" occurs. 2. "Bodily injury" or"property damage" arising out of the rendering of, or the failure to render, any professional architectural, engineering or surveying services including: a. The preparing, approving or failure to prepare or approve, maps, shop drawings, opinions, reports, surveys, field orders, change orders or drawing and specifications; and b. Supervisory, inspection, architectural or engineering activities. ©2013 Liberty Mutual Insurance CG 85 83 04 13 Includes copyrighted material of Insurance Services Office, Inc.,with its permission. Page 1 of 2 C. With respect to the insurance afforded by this endorsement, exclusion I. Damage To Your Work of Paragraph 2. Exclusions under Section I—Coverage A— Bodily Injury And Property Damage Liability is replaced by the following: I. Damage To Your Work "Property damage"to"your work" arising out of it or any part of it and included in the "products- completed operations hazard". D. With respect to the insurance afforded to these additional insureds, the following is added to Section II— 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: 1. Required by contract or agreement; or 2. Available under the applicable Limits of Insurance shown in the Declaration. whichever is less. This endorsement shall not increase the applicable Limits of Insurance shown in the Declarations. E. With respect to the insurance afforded by this endorsement, Section IV—Commercial General Liability Conditions is amended as follows: 1. The following is added to Paragraph 2. Duties In The Event Of Occurrence, Offense, Claims 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; 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. Paragraph 4. of Section IV—Commercial General Liability Conditions is amended 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. 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 additional 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. ©2013 Liberty Mutual Insurance CG 85 83 04 13 Includes copyrighted material of Insurance Services Office, Inc.,with its permission. Page 2 of 2 COMMERCIAL GENERAL LIABILITY CG88100413 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 ERRORS/MALPRACTICE 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, 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 (ii) 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 II -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 © 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 signs, awnings, canopies, cellar entrances, coal holes, driveways, manholes, marquees, hoist away openings, sidewalk vaults, street banners, or decorations and similar expo- sures; or (b) The construction, erection, or removal of elevators; or (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 I -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. 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; 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/ 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 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 2. The injury or damage occurs subsequent to the execution of the written contract or written agree- ment. © 2013 Liberty Mutual Insurance CG 88 10 04 13 Includes copyrighted material of Insurance Services Office, Inc.,with its permission. Page 8 of 8 COMMERCIAL GENERAL LIABILITY CG 88 70 12 08 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. CONSTRUCTION PROJECT(S) - GENERAL AGGREGATE LIMIT (PER PROJECT) This endorsement modifies insurance provided under the following: COMMERCIAL GENERAL LIABILITY COVERAGE PART A. For all sums which the insured becomes legally obligated to pay as damages caused by 'occurrences" under Section I - Coverage A - Bodily Injury And Property Damage Liability, and for all medical ex- penses caused by accidents under Section I - Coverage C Medical Payments, which can be attributed only to ongoing operations at a single construction project away from premises owned by or rented to you: 1. A separate Construction Project General Aggregate Limit applies to each construction project, and that limit is equal to the amount of the General Aggregate Limit shown in the Declarations . 2. The Construction Project General Aggregate Limit is the most we will pay for the sum of all damages under Coverage A, except damages because of "bodily injury" or "property damage" included in the "products-completed operations hazard", and for medical expenses under Cov- erage C regardless of the number of: a. Insureds; b. Claims made or "suits" brought; or c. Persons or organizations making claims or bringing "suits". 3. Any payments made under Coverage A for damages or under Coverage C for medical expenses shall reduce the Construction Project General Aggregate Limit for that construction project. Such payments shall not reduce the General Aggregate Limit shown in the Declarations nor shall they reduce any other Construction Project General Aggregate Limit for any other construction project. 4. The limits shown in the Declarations for Each Occurrence, Fire Damage and Medical Expense continue to apply. However, instead of being subject to the General Aggregate Limit shown in the Declarations, such limits will be subject to the applicable Construction Project General Aggregate Limit. B. For all sums which the insured becomes legally obligated to pay as damages caused by 'occurrences" under Section I - Coverage A - Bodily Injury And Property Damage Liability, and for all medical ex- penses caused by accidents under Section I - Coverage C Medical Payments, which cannot be attrib- uted only to ongoing operations at a single construction project away from premises owned by or rented to you: 1. Any payments made under Coverage A for damages or under Coverage C for medical expenses shall reduce the amount available under the General Aggregate Limit or the Products-Completed Operations Aggregate Limit, whichever is applicable; and 2. Such payments shall not reduce any Construction Project General Aggregate Limit. C. When coverage for liability arising out of the "products-completed operations hazard" is provided, any payments for damages because of "bodily injury" or "property damage" included in the "products- completed operations hazard" will reduce the Products-Completed Operations Aggregate Limit, and not reduce the General Aggregate Limit nor the Construction Project General Aggregate Limit. D. If the applicable construction project has been abandoned, delayed, or abandoned and then restarted, or if the authorized contracting parties deviate from plans, blueprints, designs, specifications or timetables, the project will still be deemed to be the same construction project. E. The provisions of Section III - Limits Of Insurance not otherwise modified by this endorsement shall continue to apply. CG 88 70 12 08 Includes copyrighted material of ISO Properties,Inc.,with its permission. Page 1 of 1 City of Arlington DevelopmentCommunity & Economic June 6, 2019 SCG 188th Street Industrial Park 8201 1641h Avenue NE,Suite 110 Redmond,WA 98052 RE: Pre-Construction Requirements Project Name: SCG 188th Street Industrial Park-Sanitary Sewer Main Extension Project No.: PWD-1758 Mr.Shipley, In order for work to commence at the SCG 188th Street Industrial Park-Sanitary Sewer Main Extension project site,the following items need to be submitted to the City of Arlington. 1. A performance bond will need to be on file with the City of Arlington. This bond is to insure completion of the following and shall be indicated on the security: The following improvements to include but not limited to, TESC,sanitary sewer and right- of-way restoration. Performance Bond Estimated Cost of Construction is $72,651.25 x 150% _$108,976.88 2. Material submittals for all proposed sanitary sewer infrastructure shall be submitted and approved. Once the items above have been received and approved,I will schedule a pre-construction meeting. The performance bond shall be released when inspection and approval of all work has been completed, as-built plans, easements, dedications, and bills of sale have been approved and a two- year, 20%maintenance bond is on file with the City of Arlington.The maintenance bond consists of following and shall be indicated on the security: All included infrastructure relating to the sanitary sewer systems,and right-of-way restoration. Maintenance Bond Estimated Cost of Construction$72,651.25 x 20% _$14,530.25 Should you have any questions or require additional information,please contact me at 360.403.3527 or IUeterson@arlinetonwa:gov. Sincerely, aVna Peterson,Permit Technician II Community&Economic Development City of Arlington DevelopmentCommunity & Economic June 6, 2019 SCG 188th Street Industrial Park 8201 1641h Avenue NE,Suite 110 Redmond,WA 98052 RE: Pre-Construction Requirements Project Name: SCG 188th Street Industrial Park-Sanitary Sewer Main Extension Project No.: PWD-1758 Mr.Shipley, In order for work to commence at the SCG 188th Street Industrial Park-Sanitary Sewer Main Extension project site,the following items need to be submitted to the City of Arlington. 1. A performance bond will need to be on file with the City of Arlington. This bond is to insure completion of the following and shall be indicated on the security: The following improvements to include but not limited to, TESC,sanitary sewer and right- of-way restoration. Performance Bond Estimated Cost of Construction is $72,651.25 x 150% _$108,976.88 2. Material submittals for all proposed sanitary sewer infrastructure shall be submitted and approved. Once the items above have been received and approved,I will schedule a pre-construction meeting. The performance bond shall be released when inspection and approval of all work has been completed, as-built plans, easements, dedications, and bills of sale have been approved and a two- year, 20%maintenance bond is on file with the City of Arlington.The maintenance bond consists of following and shall be indicated on the security: All included infrastructure relating to the sanitary sewer systems,and right-of-way restoration. Maintenance Bond Estimated Cost of Construction$72,651.25 x 20% _$14,530.25 Should you have any questions or require additional information,please contact me at 360.403.3527 or IUeterson@arlinetonwa:gov. Sincerely, aVna Peterson,Permit Technician II Community&Economic Development i PRE-CONSTRUCTION MEETING AGENDA Community&Economic Development City of Arlington • 18204 59th Avenue NE• Arlington,WA 98223 • Phone (360)403 3551 Project Name: SCG 188th Street Industrial Park Project No.: P"#1758 Date: 6/25/2019 Contractor: Coast Construction Superintendent: Trevor Gaskin Ph.No.:425.923.0277 The purpose of this meeting is to provide the most common inspections and noteworthy information.This meeting is not intended to be all-encompassing. It is the responsibility of the Owner,Developer and Contractor to adhere to the approved plans,verify compliance with the City of Arlington Municipal Code,Public Works Design and Construction Standards and applicable local,state and federal requirements. INSPECTIONS • INSPECTIONS (360-403-3417) MUST BE CALLED IN BEFORE 3:30 PM TO BE ON THE NEXT BUSINESS DAY INSPECTION SCHEDULE • FIRE SUPPRESSION (FIRE ALARM,FIRE SPRINKLER)INSPECTION REQUESTS REQUIRE 48 HOURS NOTICE • Inspection are Monday-Friday with exception of Local,State or Federal Holidays. Building or Civil Inspections-8 am to 4:30 pm;Water or Sewer inspections-8:00 am to 3:30 pm • To cancel or modify an inspection-Building or Civil call 360-403-3551;Water or Sewer call 360-403-3526 • It is the responsibility of the Owner,Developer and Contractor to call and arrange for appropriate inspections.Onsite tailgate meetings are advised with each individual inspector prior to installation of their related facilities with those persons who are actually performing the work • Failure to call for inspection may result in work being left exposed and/or removed and reconstructed • Re-inspections may be charged at$127.00 per hour,ih hour minimum for failure to call for inspection ADDITONAL REQUIREMENTS • Notice shall be given 3 days in advance of any approved traffic deviation by notifying Kristin Banfield; 360 403-3444 or kbanfield@arlingtonwa.gov and Community and Economic Development 360-403-3551 or ced@arlingtonwa.gov. • Private property owners which may be affected by the proposed work must be notified in advance of potential disruptions in access or utility services. • Any infrastructure affected by this installation shall be restored to City of Arlington City of Arlington Design and Construction Standards within a period not to exceed 7 days from completion of the installation.Roadway repair shall be per City Standard Detail R-140. Submittal DocumentsO 0 Contractor contacts and 24 hr.emergency numbers: O Copies of other agency permits or proof that the Trevor Gaskin 425-923-0277 application is in progress-N/A 0 Proof of insurance listing the City of Arlington as additional 0 One week prior to the pre-construction meeting. insured: Exp.8 1 2019 Submittals for all materials and subcontractor 0 Performance Bond must be on file:#492120S approvals: 6/19/2019 0 Contractor's License:Current 0 Department of Ecology General Construction O Drafts of easements and dedications must be in for review: Stormwater Permit:NA Need separate legal and exhibit map for City Council CESCL Name:Steve Rushton Approval CESCL#INT0050 Exp.: 1/25/2021 0 Contact State Historical Preservation Officer and Stillaguamish Tribe if required per Land Use Permit Sam Barr- Stillaguamish Tribe of Indians Dept.of Archaeology Historic Preservation 360-622-7055- sbarr@stillaguamish.com 360-586-3065 O City of Arlington Design and Construction Standards and Specifications. (Available online) 0 Construction Work Hours-Monday-Saturday 7 am to 7pm.No Sundays or Federal Holidays 0 Inspection Card,Issued Permit and Approved Plans shall be kept onsite O As-built plans will be required-submit contractor redlined plans with as-built submittal Revised 6/2019 Inspections shall include,but are not be limited to: InspectionGeneral . 1 1 Do not cover without inspection ❑ Traffic Control and Drainage/Erosion(TESL) ❑ • Installation Methods • Materials • Staking Requirements • Lamping and videotaping if required • Bedding • Bulk Hydrant Use-360-403-3526 • Suitability of native backfill&compaction requirements • Call for Locates-811 or 1-800-424-5555 Curb/Gutter/Sidewalk/Driveway ❑ • Grade compaction,preparation and approval • Workmanship • Staking requirements 0 Testing(if required) • Curb ramp location approval Protection from weather and vandalism • Source/Mix Design/Truck Tickets • Grade compaction,preparation and approval Irrigation ❑ • Materials • Approval prior to backfill Al Roadway • Subgrade preparation,approval&compaction results • Source/Mix Design/Truck Tickets • Top course requirements,approval&compaction results 9 ATB&CL.B installation requirements&approval • Blue tops(if required) 0 Workmanship&protection until cured • Right of Way work requires and approved TCP 0 CDF required in right of way per R-140 Landscaping ❑ • Planting schedule and methods • Verify root barrier installation • Approve changes,additions and/or deletions • Planting methods&before planting mulch installation • Onsite inspection prior to and during planting • Staking&top mulch installation • Inspect final grade for lawn installation • Inspect miscellaneous landscape items • (Hydro-seed/sod) • Final Inspection Striping,Signage and Permanent Barricades ❑ • Paint/Thermoplastics/RPM's • Posts and installation requirements • Workmanship&protection until cured • Sign duplicates • MUTCD Re uired • Monumentation Lighting and Fencing ❑ InspectionSewer . 1 1 IS Do not cover without inspection ❑ • Installation methods Suitability of native backfill&compaction requirement • Staking requirements 0 Materials • Bedding: 0 Testing 3/8"clean washed pea gravel or imported clean sand 0 CDF required in right of way per R-140 Revised 6/2019 SEC 22 TWP 31 RGE 5E SMARTCAP 188th ST INDUSTRIAL DEVELOPMENT OFFSITE SEWER EXTENSION PROJECT SITE INFORMATION PROJECT CONTACTS SURVEY REFERENCE OWNER CITY OF ARLINGTON BASE INFORMATION PROVIDED BY BENCHMARK SURVEYING, CONTRACTOR ROBERT SHIPLEY AS—BUILT DRAWING APPROVAL ACKNOWLEDGEMENT SHALL VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION. SMkRTCAP 8201 154TH AVE SE THIS AS—BUILT PLAN SET HAVE BEEN REVIEWED AND ACCEPTED AS A RECORD PARCEL NUMBER SUITE 110 DRAWING. THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR k 31052200101300 31052200101200 REDMOND, WA 96052 ON THIS SHEET ASSUMES FULL AND COMPLETE RESPONSIBILITY FOR THE ACCURACY (425) 285-9291 THEREIN. LEGAL DESCRIPTION R08ERTSH®SRNARTCAPGROUP.COI� BY: � � �^ DATE: / PARCEL A ARCHITECT CITY ENGINEER, CITY OF ARLINGTON THE WEST 981.00' OF THE NORTH HALF OF THE SNOHOMISH QUARTER OF JIM TRUEBLOOD THE NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 8 & T DESIGN AND ENGINEERING INC. EAST, W.M. IN SNOHOMISH COUNTY, NWASHINGTON; P.O. BOX 595 EXCEPT ROADS 250 E. SUNSET WAY S I T ISSAQUAH, WA 98027 PARCEL 8 (425) 557-0779 THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST JIMOBNTENGR.COM QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. IN CIVIL ENGINEER SNOHOMISH COUNTY, KWASHINGTON; ERIC SCOTT — PRINCIPAL _ EXCEPT THE WEST 981.00 FEET OF SAID NORTH HALF OF THE SOUTHEAST TERRAVISTA NW CONSULTING ENGINEERS QUARTER OF THE NORTHEAST QUARTER OF SECTION 22. 3204 SMOKEY POINT DRIVE, SUITE 207 DATUM ARINGTON, WA 98223 (425) 422-0640 HORIZONTAL MERIDIAN: NAD83/2011 ERICS®TERRAVISTANW.COM BASIS OF BEARING: S.01'12'0" E BETWEEN FOUND MONUMENTS ALONG 59TH AVE NE SURVEYOR VERICAL DATUM: NAVD88 BRIAN DEBOER CONTROLLING BENCHMARK: NWSDOT MONUMENT GP31 531-1 53 BENCHMARK SURVEYING ZONING 512 KIRKLAND AVE SUITE A-4 b I C I N ITY MAP GI—GENERAL INDUSTRIAL KIRKLAND. WA 90033 AIRPORT PROTECTION DISTRICT SUBDISTRICT: 8 (205) 459-7010 BRIAN®BENCHMARKSURVEYINGL LC.COM LOT CESCL TOTAL SIZE: 15 AC STEVE RUSHTON REVEL IMPERVIOUS AREA: 5 ACRES (40%) COAST CONSTRUCTION GROUP 328 N OLYMPIC AVE a ARLINGTON, WA 98223 w (425) 315-4799 STEVER®COAST—GROUP.COM 9 ABBREVIATIONS Z TYP — TYPICAL SIM — SIMILAR UNO— UNLESS NOTED OTHERWISE co F co SHEET INDEX Il m U N SHT am DESCRIPTION NO U1.1 GENERAL INFO Know whar3 below. a U1.2 GENERAL wV1Trc� NOT INCLUDED Call before you dig. U E U2.1 OFFSITE UTILITY PLAN & PROFILE N SEWER ST-AA E)ARD DETAILS NOT INCLUDED �Vl/ d 0 3 d 0 E PLAN CHECK BY DATE 20 3 As BUILT EJS —� ��\c� S ,� SMARTCAP 188TH ST. INDUST. REVEL. JOB NO. B/92/9ii 2 CIVIL PERMIT REVISIONS EJS Terra Vista NW«< 53xx 188TH STREET, ARLINGTON, TWA 98223 181202 5/2/18 1 CIVIL PERMIT EJS Consulting Engineers DATE ND. 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R, nEn a y O oID I ° � � o O EAEn �3 a o �, Bn FD CAD n fD O ear y 00 Lori N Z CO rDD O O a (D n MAJ in G O V �o O n G � cr P f0 "' O `C CD p vCD W Oi O O rt O O O �' Cn h = M n O O O u i City of Arlington v� Community & Economic Devetopment October 21,2019 SCG 188th Street Industrial Park 8201 164th Avenue NE,Suite 110 Redmond,WA 98052 RE: Project Closeout Project Name: SCG 188th Street Industrial Park—Sanitary Sewer Main Extension Project No.: PWD-1758 Mr.Shipley, The construction portion of this project is complete.Prior to Certificate of Occupancy issuance on the 188th Street Industrial Park Project and performance bond #492120S release, review and approval of all items related to the project closeout are required.Plans shall adhere to the Public Works Design and Construction Standards (PWDCS) 1-11. 1. Bill of sale for public sanitary sewer submitted with the as-built plans. 2. Legal description and exhibit map by a licensed Surveyor for a twenty(20) foot easement in which public infrastructure is contained on private property. 3. Maintenance Bond as outlined below. 4. As-built plan submittal for the public sanitary sewer. 5. Submit two (2) paper sets,AutoCAD and PDF files. A 2-year maintenance bond is required; this is your official letter of request to take to the surety of your choosing. The city of Arlington does not have a standard form for a maintenance bond; the surety's standard form is acceptable.The 2-year maintenance bond consists of the following and shall be indicated on the security: All included infrastructure relating to the sanitary sewer systems,and right-of-way restoration. Maintenance Bond Estimated Cost of Construction$72,651.25 x 20% = $14,530.25 Should you have any questions or require additional information,please contact me at 360.403.3527 or Ip-eterson in tonwa.�ov. 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DEVEL. �°� N° R1/8/20 3 AS BUILT EJS Terra Vista NW«< 63XX 166TH STREET, ARUNGTON, WA saz23 181202 93/92/9O 2 CIVIL PERMIT REVISIONS EJS 5/2/1B 1 CIVIL PERMIT EJS Consulting Engineers U2 . 1 DATE N0. REMSION BYAALW7MARTCAP 3ST OFFSITE UTILITY PLAN & PROFILE a DESIGNED BY: AL I REVIEWED BY: *�"1V-�40 FL # W7E AAWSTANW.aW 1/8/201 NO EXCISE TAX REQUIRED AFTER RECORDING, RETURN TO: FEB 14 2020 BRIAN SULLIVAN,Snohomish County Treasurer CITY OF ARLINGTON B: BRIAN SULLIVAN 18204 59th Avenue NE 1111111111111111 11�1111 Arlington, WA 98223 202002140545 4 PGS 02114/2020 2:37rN06.50 SNOHOMISH COUNTY, SHINGTON SANITARY SEWER UTILITY EASEMENT GRANTOR (S): SWIRE PACIFIC HOLDINGS, INC. GRANTEE (S): City of Arlington, Washington LEGAL (Abbrev.): A portion of the North '/z of the SW '/4 of the NE '/4 of Section 22, Township 31 North, Range 5 East WM ASSESSOR'S TAX #: 31052200101200 THIS AGREEMENT is made and entered into this 11th day of, February 2020 by and between SWIRE PACIFIC HOLDINGS, INC., a Delaware Corporation, (hereinafter "Grantors") and the City of Arlington, Washington (hereinafter "City"). WHEREAS, Grantors are the owners of certain property located within the City of Arlington, Washington; and WHEREAS, Grantor wishes to grant an easement to the Grantee; NOW, THEREFORE, for valuable consideration, the receipt of which is hereby acknowledged, it is agreed by and between the parties hereto as follows: 1. Grant of Easements by Grantors to the City. 1.1 Grantors convey and grant to the City of-Arlington, its successors and assigns and permittees and licensees, a perpetual easement for utilities and the right, privilege and authority to construct, alter, improve, repair, operate and maintain a sanitary sewer lines, and/or pipes, and appurtenances, over, under and across Grantor's property legally described as follows: See Attached Exhibit "A" & "B" together with the right to ingress to and egress from said lands across adjacent lands of the Grantor, for the purpose of constructing, reconstructing, repairing, renewing, altering, changing, patrolling, and operating the said lines and appurtenances, and the right at any time to remove said lines and appurtenances from said lands. 1.2 The Grantor reserves the right to use the surface of the above- described easement in any manner now existing, but shall not erect any buildings, structures, patios, or other construction of any nature on said easement; provided, however, that Grantor shall have the right to CITY OF ARLINGTON UTILITY EASEMENT make any use of the easement area not inconsistent with the Grantee's rights hereunder. 2. General Terms. 2.1 Entire Agreement. This Agreement contains all of the agreements of the parties and no prior agreements or understandings pertaining to any such matters shall be effective for any such purpose. 2.2 Modification. No provision of this Agreement may be amended or added to except by agreement in writing signed by the parties. 2.3 Successors in interest. This easement shall be a covenant running with the land and shall be binding on the Grantor, and Grantor's heirs, successors and assigns forever. 2.4 Subordination of Mortgage. Any mortgage on said land held by Mortgagee shall be subordinated to the rights herein granted to the Grantee, but in all other respects shall remain unimpaired. DATED this 11th day of February, 2020. GRANTOR: Swire Pacific Holdin_q, Inc. By: This record was acknowledged before me on by (date) as y CZ-C yys;C� of c, �JA C - (name) (type of authority) (name of party/company)-� KATHY P CHEKOURAS (,� Notary Public-State of Utah . =t Comm.No.693433 N to lic for the State of Utah My Commission Expires on Apr 1,2021 My Commission Expires: 6326 o0_41t CITY OF ARLINGTON UTILITY EASEMENT EXHIBIT A SEWER LINE EASEMENT (LEGAL DESCRIPTION) AN EASEMENT FOR SEWER AND APPURTENANCES OVER, UNDER AND ACROSS THAT PORTION OF PARCEL A, CITY OF ARLINGTON BOUNDARY LINE ADJUSTMENT FILE NO. PLN-425, RECORDED UNDER RECORDING NO. 201808235003, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, BEING A PORTION OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 22, TOWNSHIP 31 NORTH, RANGE 5 EAST OF THE WILLAMETTE MERIDIAN. SAID EASEMENT BEING 20 FEET IN WIDTH AND HAVING 10 FEET OF SUCH WIDTH ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE: COMMENCING AT THE NORTHWEST CORNER OF SAID PARCEL A; THENCE SOUTH 01'14'00" EAST ALONG WEST LINE OF SAID PARCEL A, A DISTANCE OF 20.67 FEET TO THE POINT OF BEGINNING OF THE HEREIN DESCRIBED CENTERLINE OF THE 20 FOOT EASEMENT; THENCE SOUTH 88°13'12" EAST A DISTANCE OF 686.69 FEET; THENCE NORTH 00'42'45" WEST A DISTANCE OF 19.63 FEET TO THE NORTH LINE OF SAID PARCEL A AND THE TERMINUS OF SAID EASEMENT CENTERLINE; SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. BENCHMARK SURVEYING LLC SWIRE 59TH AVE NE 12/13/2019 QW11 q��+ fIr 3127 I AL LAB EXHIBIT B SEWER EASEMENT I S014'00"E 666.24' N 0°42'45"W 19.63' I PARCEL A III CITY OF ARLINGTON BLA: PLN-425 ao AFN: 201808235003 coo I c°'o 3 I co PARCEL#31052200101200 0 SWIRE PACIFIC HOLDINGS INC co 18215 59TH AVE NE 00 CA I ARLINGTON, WA. 98223 z Q I M ID 00 00 00 N I I CENTERLINE 20' SEWER LINE EASEMENT II II II II II S014'00"E 666.26' 20. - - 59th AVE NE - - - SCALE: 1" = 150' DATE: 12/13/2019 BENCHMARK SURVEYING LLC SEWER EASEMENT 1 1915 44TH DR.SE EVERETf,WA 98208 CITY OF ARLINGTON 206-396-3199 $WFE 591M AVE NE 1 OF 2