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20114 Old Burn Rd_BLD2571_2026
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Cl CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION Ok- THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE' BUILDING DEPT. O PLANNING DEPT. � � CITY OF ARLINGTON ,; �: I I f, L llvov- N01 " ICE TO PERMITEE AND OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY CI APPROVED PERMIT#: I LOT#: DATE: JOB ADDRESS: ���� (,)ll? LAL I LA TYPE OF INSPECTION: C. Cl NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. Cl CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR i PENALTIES IMPOSED BYLAWMAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR BUILDING DEPT. ' \' CI PLANNING,DEFT. CITY OF ARLINGTON `�. „. 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N mO Q oa oz a W u z � a w z z z z H i a z M U O O a 3Q zLQ oz d w o � G FZ vQ"i a z aG Q CA O W zm Q C; ti Q O ¢ W p" F ZCR� p PC Ca. o = Z R o z 91, ° Q 3 � F y m A. o w O Q a z a WA 0 QCi OC G F Z G Z a d W C�' O C• z c z ❑ w >+ A ❑ a Q O F Z r� vTi C o mCL a U Q CC A r, N M ¢ m U op IT O F x A a H M Z ¢ W vzi Fad ; o 0 E, cV.7 H o B a z z W4 a � p ca v' 1y O W O a N O w y a i t GiTY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:20114 Old Burn Rd Permit#:2571 Purccl It:31051400102200 Valuation:300000.00 OWNER APPLICANT CONTRACTOR Name:KOVARIK BRICE P/KOVARIK BETH E Name:Brice&Beth Kovarik Name:Allied Construction Association Inc. Address:5517 128TH PL SE Address:1682 1 Smokey Point Blvd 9816 Address:3120 1lewitt Ave City,State Zip:EVERETT,WA 98209-9541 City,State Zip:Arlington,WA 98223 City,State Zip:Everett,WA 98201 Phone: Phone:425-238-1071 Phone:425-259-6057 LTC:ALLIECA008DF EXP:05/08/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:ALLIED CONSTRUCTION ASSOC INC Name:ALLIED CONSTRUCTION ASSOC INC Address:3120 HEWITT AVE Address:3120 HEWITT AVE City,State,Zip:EVERETT,WA 98201 City,State,Zip:F.VERFTT,WA 98201 Phone:425-259-6057 Phone:425-259-6057 LIC#:ALLIECA008DF EXP: 05/08/2020 LIC#:ALLIECA008DF EXP:05/08/2020 JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: VB DWELLING UNITS: 2773 OCC GROUP: R-3 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED TFIEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 19.27. THIS APPLICATION IS NOT A PFRIVIIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY I IAS BEEN GRANTED. IBC1I0/IRC1 I0. SALES TAX NO'17CE:Sales tax relating to constriction and construction materials in the City of Arlington most be reported an your sales tax return form and coded City of Arlington#3101. ` / C Signature Print Name Date Released By Dut CONDITIONS • 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 (360-403-3417) MUST BE CALLED IN BEFORE 3:30 PM TO BE ON THE NEXT BUSINESS DAY INSPECTION SCHEDULE • Inspection are Monday-Friday with exception of Local, State or Federal Holidays. Building, Storm and 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 360-403-3433; Water or Sewer call 360-403-3526 • KEEP ROADWAY CLEAN • 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, %2 hour minimum for failure to call for inspection• City of Arlington Design and Construction Standards and Specifications. (Available online) • Construction Work Hours—Monday— Saturday 7 am to 7pm. No Sundays or Federal Holidays • Inspection Card shall be kept onsite • As-built plans will be required—submit contractor redlined plans with as-built submittal • See redlined plans for additional requirements - ADHERE TO APPROVED PLANS. • GEOTECH SHALL BE ONSITE AS INDICTED IN THE REPORT FROM NELSON GEOTECHNICAL ASSOCIATES, INC. • IT IS THE OWNERS RESPONSIBILITY TO MAINTAIN THE DRAINAGE SYSTEM AFTER FINAL BUILDING INSPECTION. THIS PERMIT AUTHORIZES ONLY ni WORK NOTED,THIS PERMIT COVERS WORK TO Hf•:Dk. ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL RF,QIJIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 8/1412019 Building Permit Fee $3,118.46 8/14/2019 Building Plan Review Fee $2,027.00 8/14/2019 Mechanical Fee(Enter Fixture Fee) $75.00 8114/2019 Mechanical Permit Base Fee $25.00 8/14/2019 Park-Community SF $1,662.00 8/14/2019 Park-Mini SF $484.00 8/14/2019 Plumbing Permit Base Fee $25.00 8/14/2019 Plumbing Permit Fee(Enter Fixture Fee) $216.00 8/14/2019 Processing/Technology Fee $25,00 8/14/2019 Site Civil $1,600.00 8/14/2019 State Surcharge per Dwelling $6.50 8/14/2019 Traffic Mitigation-City $3,355.00 8/14/2019 Water Heater $25.00 Total Due: $12,643.96 Total Payment: $12,643.96 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon GITY OF ARL NGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:20114 Old Burn Rd Permit#:2571 Parcel#:31051400102200 Valuation:300000.00 OWNER APPLICANT CONTRACTOR Name:KOVARIK BRICE P/KOVARIK BETH E Name:Brice&Beth Kovarik Name:Allied Construction Association Inc. Address:5517 128TH PL SE Address:16821 Smokey Point Blvd#816 Address:3120 Hewitt Ave City,State Zip:EVERETT,WA 98208-9541 City,State Zip:Arlington,WA 98223 City,State Zip:Everett,WA 98201 Phone: Phone:425-238-1071 Phone:425-259-6057 LIC:ALLIECA008DF EXP:05/08/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:ALLIED CONSTRUCTION ASSOC INC Name:ALLIED CONSTRUCTION ASSOC INC Address:3120 HEWITT AVE Address:3120 HEWITT AVE City,State,Zip:EVERETT,WA 98201 City,State,Zip:EVERETT,WA 98201 Phone:425-259-6057 Phone:425-259-6057 LIC#:ALLIECA008DF EXP: 05/08/2020 LIC#:ALLIECA008DF EXP:05/08/2020 JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `IB DWELLING UNITS: 2773 OCC GROUP: R-3 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. 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 coded City of Arlington#3101. S Signature Print Name Date Released By Dat CONDITIONS • 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 (360-403-3417)MUST BE CALLED IN BEFORE 3:30 PM TO BE ON THE NEXT BUSINESS DAY INSPECTION SCHEDULE • Inspection are Monday-Friday with exception of Local, State or Federal Holidays. Building, Storm and 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 360-403-3433; Water or Sewer call 360-403-3526 • KEEP ROADWAY CLEAN • 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, '/z hour minimum for failure to call for inspection • City of Arlington Design and Construction Standards and Specifications. (Available online) • Construction Work Hours—Monday— Saturday 7 am to 7pm. No Sundays or Federal Holidays • Inspection Card shall be kept onsite • As-built plans will be required—submit contractor redlined plans with as-built submittal • See redlined plans for additional requirements - ADHERE TO APPROVED PLANS. • GEOTECH SHALL BE ONSITE AS INDICTED IN THE REPORT FROM NELSON GEOTECHNICAL ASSOCIATES, INC. • IT IS THE OWNERS RESPONSIBILITY TO MAINTAIN THE DRAINAGE SYSTEM AFTER FINAL BUILDING INSPECTION. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 8/14/2019 Building Permit Fee $3,118.46 8/14/2019 Building Plan Review Fee $2,027.00 8/14/2019 Mechanical Fee(Enter Fixture Fee) $75.00 8/14/2019 Mechanical Permit Base Fee $25.00 8/14/2019 Park-Community SF $1,662.00 8/14/2019 Park-Mini SF $484.00 8/14/2019 Plumbing Permit Base Fee $25.00 8/14/2019 Plumbing Permit Fee(Enter Fixture Fee) $216.00 8/14/2019 Processing/Technology Fee $25.00 8/14/2019 Site Civil $1,600.00 8/14/2019 State Surcharge per Dwelling $6.50 8/14/2019 Traffic Mitigation-City $3,355.00 8/14/2019 Water Heater $25.00 Total Due: $12,643.96 Total Payment: $12,643.96 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon f CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON,WA. 98223 PHONE: (360)403-3551 SIDE SEWER/WATER METER Address: 20114 Old Burn Rd Permit#: 1834 Plat Name: Lot#: Parcel#: 31051400102200 OWNER APPLICANT Name:KOVARIK BRICE P/KOVARIK BETH E Name:Brice and Beth Kovarik Address: 5517 128TH PL SE Address: 20114 Old Burn Rd City, State Zip:EVERETT,WA 98208-9541 City, State Zip:Arlington,WA 98223 Phone: Phone:425-23 8-1071 JOB DESCRIPTION 5/8"Water Connection for SFR CONDITIONS Must follow all City of Arlington Public Works Construction Standards and Specifications Connection to a water or sewer mainline requires 48 hours advance notice,call 360-403-3526 Water Meter Installation or Tail Piece inspection requires 48 hours advance notice, call 360-403-3526 Well decommissioning requires 24 hour advanced notice,to schedule an inspection call 360-403-3526 Side Sewer Inspection requires 24 hours advanced notice,call 360-403-3508. Monthly Water/Sewer billing begins on date of water meter installation PERMIT APPROVAL I agree to pay in advance and in accordance with existing ordinances and regulations of the city,the below charges,the exact charges will be determined and payable immediately upon completion of installation. I further agree that all rates and charges for water and sewer service to the above property shall be paid in accordance with existing ordinances and regulations of the city,or any such ordinances and regulations passed hereafter. I hereby authorize any tenants,to have all accounts for water kept in his/her name with the understanding that water bills mailed to said tenant shall not relieve the property from liability for water charges incurred. I understand that the city will use all reasonable effort to maintain uninterrupted service,but reserves the right to shut off the water at any time without notice for repairs, extensions,non-payment or rates or any other reason and assumes no liability for any damage as a result of interruption of service from any cause whatsoever. The sewer superintendent may require the permitee to furnish plans pertaining to the application and issuance of permit. Reference; Chapter 13.08,Arlington Municipal Code for rules and regulations governing side sewers and connections to the public sewer system. 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 coded City of Arlington#3101. Owner/Authorized Agent Date PERMIT FEES Date Name Description Fee Amount 8/6/2019 Processing/Technology Fee 341.43.00,02 $25.00 8/6/2019 Water Connection Fee 405.343.40.04.05 $6,868.00 8/6/2019 Water Meter Fee 403.343.40.00.04 $720.00 Total Due: $7,613.00 Total Payment: $7,613,00 Balance Due: $0.00 Horne : Espafiol Contact VW Search L&I i Industries WorkplaceRights .d wa: ALLIED CONSTRUCTION ASSOC INC Owner or tradesperson 3120 Hewitt Ave Principals EVERETT,WA 98201 BJELLA,LOWELL SCOTT,PRESIDENT 425-259-6057 SNOHOMISH County BJELLA,TIMOTHY SCOTT,SECRETARY BJELLA,CLINTON JAMES,TREASURER a ROMBERGER,STEVENS WAYNE,MEMBER (End:05/04/2012) Doing business as ALLIED CONSTRUCTION ASSOC INC WA UBI No. Business type 602 002 943 Corporation Governing persons LOWELL SCOTT BJELLA STEVENS WAYNE ROMBERGER; Certifications&Endorsements License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. ALLIECA008DF Effective—expiration 03/06/2000—05/08/2020 Bond AMERICAN CASUALTY CO $12,000.00 Bond account no. 929187061 Received by L&I Effective date 05/07/2002 05101/2002 Expiration date Until Canceled Insurance Continental Insurance Co $1,000,000.00 Policy no. 6046146505 Received by L&I Effective date 04/30/2019 05/08/2019 Heipus improve Expiration date 05/08/2020 Insurance history Savi...n.gs ........... .... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Cause no. 17-2-09824-8SEA Dismissed Complaint filed by Complaint against bond(s)or savings MISSION GLASS LLC 929187061 Complaint date Complaint amount 04/19/2017 $107,115.46 Cause no. 15-2.02783-1 Closed/Satisfied Complaint filed by Complaint against bond(s)or savings KATE CHAVIRA 929187061 Complaint date Complaint amount 03/13/2015 $0.00 L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Public Works Requirements Workplace safety and health Ail= improveI Help us a � CD �' o 0o LA p 'O 0 C. w CD r° � CD 0 FZ) ¢ b x rrDCD rj I O C O � CD rD ' "CA v� z � � � y rD a Y c o WEN �, �• a N I IF O O C n A Ul VN d eo 4-� O O O 7d a IE1 0 1 .P LA .P z a1 Q W N W 1 O W V V I•r z o o CrJ W P !-� o ram-' o ry 00 0 nrD r+ n Ib O w 0 O o e a CD o b o o � b o z � o o cam- O O C w �j C C Lrl a. '1 i t42& 4aA oj�y_ Qj D- �i pw fi q-n 1 . LIV -- - 1 Yn mAvjnd-dlzL),I qB �31 bk LOOP --N�t�i►t� �� Permit Information Date 7/25/2019 Permit Number 1834 Project Name Kovarik Water/Sewer Applicant Name Brice and Beth Kovarik Applicant Address 20114 Old Burn Rd City,State,Zip Arlington,WA 98223 Contact Beth Kovarik Phone 425-238-1071 Description Water/Sewer Site Address 20114 Old Burn Rd Permit Type PWD Project Cost 0.00 Project# 0 Status Applied Permit Issued Permit Expires Email bethkovarik@gmail.com Memo 5/8"Water Connection for SFR Assigned To Raelynn Jones Property Parcel Address Legal Owner Owner Phone Zoning 31051400102200 120114 OLD BURN RD I 1KOVARIK BRICE P/KOVARIK BETH E 1 1910 Undeveloped(Vacant)Land Fees Fee Description Notes Amount Process in fTech nology Fee 341.43.00.02 $25.00 Water Connection Fee 405.343.40.04.05 $6.868.00 Water Meter Fee 403.343.40.00.04 $720.00 Total $7 613.00 Uploaded Files I Upload File Date File Uploaded B 7/25/2019 3:17:08 PM 11834 App lication.pdf Jones, Raelynn ili i UTILITY SERVICE APPLICATION Community& Economic Development City of Arlington • 18204 5911 Avenue NE•Arlington, WA 98223• Phone (360)403-3551 Application for 0 Water ❑ Sewer Permit Submittal Requirements: silk ❑ Completed Application Form ❑ Site Plan Depicting the Proposal or Clv<Permit# Project Site Address: 20114 Old Burn Rd,Arlington,WA 98223 Property Tax ID#: 310514-001-022-00 Subdivision: Occupancy: IN Single Family ❑ Duplex ❑ Multi-Family ❑ Commercial ❑ Industrial ❑ Institutional Property Owner: Brice and Beth Kovarik Address: 16821 Smokey Pt Blvd,#816 City Arlington State WA zip 98223 Phone No: 425-238-1071 Email: bethkovarik@gmail.com Contact Person Beth Kovarik Address: same as above City State Zlp Phone No: Email: Give a brief description of your proposal and/or request: Provide water service for the new construction of a single-family residence. Is there a onsite well? ❑ Yes 13 No Is there a onsite septic? M Yes ❑ No Will a water meter be required? M Yes ❑ No Water meter service size: 5/8" Total square footage of Building: 2,773 SF Lotiparcel size calculation: 83,200 SF Total square footage of impervious surface(parking lot, building,sidewalks etc.) 4,659 SF(at completion) I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington. Applicant's Signature Date El}�? 9U im Y 1 /< Print Applicant's name ..Y Revised 03/2015 JUL 3 3 2O1e V c �; * 'If_ WATER & SEWER AVAILABILITY Community& Economic Development City of Arlington • 18204 59'h Avenue NE • Arlington,WA 98223 • Phone(360)403-3551 L7 WATER AVAILIBILITY REQUIRED 71 SEWER AVAILABILITY REQUIRED REQUIRED SUBMITTALS: 1) Completed Application 2) 8'/2 x 11 Site Plan/Sketch of the Proposal Owner's Name: Beth Kovarik Mailing Address: 16821 Smokey Pt Blvd, #816 Phone No. 425-238-1071 City: Arlington State: WA Zip: 98223 E-mail Address: bethkovarik@gmail.com Cell Phone No: same Owner's Agent: Same Project Name: Kovarik Residence Parcel Tax Account#(s): 31051400102200 Location/Legal Street Address of Property: 20114 Old Burn Road, Arlington, WA 98223 Check all that apply: 0 Land Use Permit ❑ Site Civil Permit 0 Building Permit 17 City/❑ County Residential: 0 Proposed Single Family Home ❑ Existing Single Family Home ❑ Proposed Multi-family#of Units _ ❑ Residential Plat#of Lots Commercial: ❑ Plat/Subdivision # of Lots #of Phases Total Building Square Footage ❑ Auto Service ❑ Hotel/Motel#of Units ❑ Food Service ❑ Industrial ❑ Medical/Dental/Lab ❑ Warehouse/Storage ❑ Public Assembly ❑ Retail ❑ Office ❑ Other(Specify) Is there an Existing Well? Yes ❑ No 0 Is there an Onsite Septic System? Yes ❑ No 0 Size Water Meter Required? 0 5/8 ❑ 1" ❑ 1.5" ❑ 2" ❑ 3" ❑ Unknown Type of Fire Protection Required: ❑ Fire Sprinkler System ❑ Hydrant 0 Unknown 1, the undersigned, request City of Arlington Utilities Division to certify willingness to provide water and/or sewer as indicated. The above information is complete and accurate to the best of my knowledge. 1 understand that any changes to the above information must be reported immediately to the City of Arlington Utilities Division as a condition of Utility Availability approval. 3/27/2019 Signature (owner/agent) Date Received WEB Form Page 1 of 2 8/10 Ip MAY 2 3 2019 �3l-0 ls�l I 11 7 I I TO BE COMPLETED BY THE CITY OF ARLINGTON CITY OF ARLINGTON UTIL TIES DIVISION - PRELIMINARY INFORMATION / CERTIFICATION This non-binding preliminary commitment is only valid for the above referenced property in accordance with City of Arlington policies and for only two years. NO A water main or other capital facility improvement ❑ is required; ® is not required (if required, refer to attached conditions). YES Water is presently available from City of Arlington to service the above referenced property and specified number of connections upon payment of applicable connection fees and charges N/A A sanitary sewer main or other capital facility improvement ❑ is required; ❑ is not required (If required, refer to attached conditions). N/A Sanitary sewer is presently available from City of Arlington to service the above referenced property and specified number of connections upon payment of applicable connection fees and charges. Other: Water and sewer are available for this request, per the below conditions and comments. Approved By: Date EXPIRES ONE YEAR FROM DATE OF ISSUE CONDITIONS 1. Water is available for this project, coordinate with Arlington Utilities Manager for location of the water connection, water meter and any on-site requirements. 2. The water meter appears to be low, please contact the City of Arlington water department to reset meter and service line location. ♦: I wl i E-. ��lDc�►��s .,y�, �oN bt.f i��-y ,40Vk460 -7,11-1/1 i Permit Information Date 5/24/2019 Permit Number 2571 Project Name Kovarik SFR Applicant Name Brice&Beth Kovarik Applicant Address 16821 Smokey Point Blvd#816 City,State,Zip Arlington,WA 98223 Contact Beth Kovarik Phone 425-238-1071 Email bethkovarik@gmail.com Permit Type Single Family Residence Site Address 20114 Old Burn Rd Valuation 300000.00 Status Applied Permit Issued Permit Expires Square Feet 2773 Type of Construction/Occupancy Load SFR Number of Stories 2 Proposed Use New Single-family residence on Old Burn Rd MIC/Opportunity Zone Assigned To Raelynn Jones Property Parcel Address Legal Owner Owner Phone Zoning 31051400102200 120114 OLD BURN RD KOVARIK BRICE P/KOVARIK BETH E 1910 Undeveloped(Vacant)Land Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# ALLIED CONSTRUCTION 425.869.7663 CONTRACTOR ALLIECMIICP Review Date Type Description Tar et Date Completed Date Assicined To Status 5/24/2019 residential Dwelling Ouilding In Review Fees Fee Description Notes Amount Building Permit Fee 322.10.00.00 $3.118.46 Building Plan Review Fee 345.83.00.00 $2,027.00 Mechanical Fee(Enter Fixture Fee) 322.10.00.00 3 $25 ea. $75.00 Mechanical Permit Base Fee 322.10.00.00 $25.00 Plumbing Permit Base Fee 322.10.00.00 $25.00 Plumbing Permit Fee Enter Fixture Fee 322.10.00.00 15 Cad$12.00 ea. $180.00 Process in /Technolo Fee 341.43.00.02 $25.00 ate Surcharge per Dwellin 386.00.01.0C $6.50 Water Heated322.10.00.00 $25.00 Total S5 506.96 Uploaded Files Upload File Date File Uploaded By 77=7 5/24/2019 11:50:14 AM 2571 ARplication.pf lJones, Raelynn I x RESIDENTIAL PLAN PLAN REVIEW Owner D<ovk 4? Address 20t l r{ OLD QUO-VA Cz-o Building Type Single V," Duplex Townhouse Type of Work Existing New Reviewed By c) Date -///q Design Criteria 301.1 Engineered I i-� Prescriptive 301.2 Loads:Tables 301.5-301.7 1 Yes No _ 302.1 Location on Lot: 5 feet/35% maximum Yes No 302.2 Townhouse Separation I Yes No 302.5.1 Garage Openings: 20-minute door Yes No 302.6 Garage Separation Yes No - Footings and Stem Walls 401.4.1 Soils: Geotech or Prescriptive 403.1 Footings: (2) #4's continuous Yes ExIf7r No T403.1 Footing Size I Yes No 403.1.2 Continuous Footings(D2) Yes No 403.1.3 Vertical Reinforcement:#4 @ 4'/hook Yes No 403.1.3.1 Stem Wall: (2)#4's horizontal I Yes No 403.1.16 Foundation anchors: 1/2 inch @ 6' Yes No 403.1.7.1 Clearances from Slopes Yes No 404 Foundation Walls(see Tables) Yes No .1.2.3.7.3 Wall Openings:Vents within 12" ea.Side Yes No 405.1 Foundation Drainage or exception Yes No 406.1 Damproofing(basement) Yes No 407 Columns:4 X 4 and R317 Yes No 408.2 Crawl Vents 1:300 and 3'of corners Yes No 408.3 Unvented Crawl Space Yes No 408.4 Crawl Access: 16 x 24 or 18 x 24 (Yes No Architectural 303 Light/Ventilation: 8%and 4% Yes rill No 303.2 Whole House Fan Yes No tZL 303.3 Bathrooms: 3%or 50cfm Yes No Q 303.6 Stairway Illumination I Yes No 304.1 Habitable Rooms: 120sf min. Yes f No 304.2 Other Rooms: 70sf min. _ Yes No 305.1 Ceiling Height: 7 feet min. Yes No 307.1 Plumbing Fixture Clearance Yes No 308.4 (Safety Glazing: Hazardous Locations Yes No eG Life Safety 310.1 Emergency Rescue Windows: 5sf/5.7sf 1yes I INo 310.2 Window Wells INo Life Safety Continued 311.2 Doors: 3 feet min. @ 6'-8 IYes No CLL- 311.3 Landings: 3'X 3' min. Yes No Q 311.4 Vertical Egress Yes — No 311.5.1 Landing Attachment Yes No 311.6 Hallway Width 3 feet min. Yes No 311.7.1 Stairway Width 3 feet min. Yes -- No 311.7.2 Headroom 6'-8" min. Yes -7 No 311.7.4 Stairs:7 3/4" Max/10" Min. Yes No 311.7.4.3 Handrail Profile I Yes -- No 311.7.7 Handrails-4 plus risers Yes No 311.8 Ramps I I Yes No 312.1 Guards-30 plus inches Yes — No 312.2 Guard Height-36-inches min. Yes No 314 Smoke Detection Yes No 315 CO Detection Yes No ✓�2� 316 Foam Plastic Yes No 325 &326(Adult Home/Day Cares Yes — No Floor Systems 502.2..... Deck Ledger Connection Yes No 502.2.2.3 Lateral Load Connection orfihneere Yes d." No 502.3 Allowable Joist Spans or TJ Yes No 502.10. Headers/Openings I Yes No — 502.11 Trusses or Rafter/joistl IYes — No 502.12 Draftstopping: 1,OOOsf max. Yes No 504 Pressure Treated Wood Yes No 506 (Concrete Floors: 3.5 inches min. IYes No Wall Systems 602.3 I Wood Wall Framing and Plates Yes INo 602.3.1 Fastener Schedules(2, 3,4, 5) Yes INo v 602.9 Cripple Walls: Less than 14" or 4' Yes No v- 602.10. Wall Bracing:GESinLerribor Prescriptive Yes ,-'—,No 602.10.3.2 Alternate Braced Wall Panel Yes No t/ 602.10.9 Cripple Wall Bracing IYes No ✓ 602.11.2 Stepped Foundations Yes No t/ 602.12.1 Veneer Yes No !/ 610.1 Glass Unit Masonry Yes No ✓ 612 Exterior Windows/Doors Yes No 702.1 Interior Wall Covering I Yes jNo 703 _ Exterior Wall Coverings(WAC) IYes INo 703.4 Stone/Masonry Veneer Yes I No Roof/Ceiling 801.3 Roof Drainage (SD-14) Yes — I No 802.3 Ridge Beams:<3:12 pitch_ Yes No '- 802.4 Ceiling Joist Span:Truss or Platform Yes No 802.5 Rafter Spans:Truss or Platform Yes — No 802.11 Roof Tie-Downs(48" o.c.) IYes INo 803 Roof Sheathing Yes No 806 Roof Ventilation: 1/150 high and low Yes No 807.1 Attic Access: 22" X 30" Yes No �- 905.2.7 IUnderlayment IYes No Mechanical Systems Chapter 10 Chimney and Fireplaces Yes No 1305.1 Equipment Access: 30"X 30" Yes No 1305.1.3 Appliances in Attics Yes No 1305.1.4.1 Ground Clearnaces: 3"Concrete Slab Yes No 1307.2 Anchorgae of Appliances Yes No 1307.3 Elevation of Ignition Source Yes No 1307.3.1 Protection from Impact Yes No 1401.3 Equipment Sizing: WSEC Yes No Chapter 14 Specific Appliances Yes No 1502 Clothes Dryer Exhaust: 25' or M.I. Yes No 1502.4.5 Length Identification Yes No Chapter 18 Chimneys and Vents Yes No Chapter 24 Fuel Gas and Piping IYes No Plumbing-UPC WSEC and Lighting:See Energy Code Plan Review i I ,�.: Dimensions 36 Elite 6'Blower Lead ss �S c F ra m i n Guide RequUemtu Walyht:590 Lbe. I ��v)J n/ /•/ /i�' Jr/,/' �yl n vents" V � 20-11 tav diametee6nal 1"~- \ B'Electrical Input Lead 'f/ �� �4" 3r G�J stand-ons TRAVIS INDUSTRIES _`�� 2a• O U S IE 0 11F T 9 P..E 1 1-1/2"Wide Nall 12521 HARBOUR REACH DRIVE 41• Down Flange MUKILTEO,WA 98275-5458 18100018 optional Electrical 7se� Conduit Exit Location 1" s E� The set-up face shipped on the fireplace Is / shown wide and 2 finished tall(dimensions / shown are for the Ilnlshed face) 6"Blower hook-ups are on both sides and on the bottom (centered 7-5/8"from the rear edge). Remove the cover Includes the 1/2" plate to access the blower hook-up. ,tandoffs Fireplace Placement Requirements Minimum Framing Dimensions A flrestop is required at the top of the fireplace enclosure or ceiling level (whichever is lower). 81"Min. Min.4-1/2" The fireplace enclosure must be a minimum 81"tall(above the base of We recommend installing the the fireplace). shaded framing members after If the fireplace is raised,the installing the chimney. Arrange the enclosure height must be raised to framing members so there is not a maintain the 81". vertical member directly in the center Do not build into this area. of the opening where it would Do not slope the walls inward. 45-1/2" interfere with pipe clearances. \ Header Framing Dimensions at 450 26"/\ (install vertically to ensure proper /\ pipe to header clearance) 20-1/2" 43" 22-1/4" \ Fireplac (includes -1 1/2„ Make sure to accommodate the blower(see the R C*7 —standoffs) section"Blower Requirements"for details). CS 66-1/2" 26" 43" 25-1/2" � m J o CD i CL 1 Ln _ ra Ur 7C rp �e 0 0 CL 3 rt PIP c- CL rn - Ui ka um J o m • �. rM FT QG' m G rr Z 4� t I-Fj �+ GI v CL 1 42 fti LA ij Cr 0 ��u �"c�/ ^ , . APPLICATION FOR ANON8[TESEVVAGE~SY�,��/owrE 7������ 1 Q8}80 PROPERTY TAX ACCOUNT NUMBER: ~� ' ^~�= ' � Now � Renewal 0 Redesign El Alteration 11 Revision 0 Repair 1_:�qa ~. 8I�6g,�1��kh Applicant Phone Mailing Address xT__ JCity ZipZF_1Q_2__. 20114 For installation at City Soo Twp 31 RgOY1/4Sec £ Subdivision Name Lv/ B|k_____ (or attach legal) Water Supply: El Individual Well Public Name SEWAGE DISPOSAL SYSTEM DESIGN INFORMATION Attach 4 copies of the oosito sewage disposal plan with a minimum of5 soil log descriptions Type nfBuilding: A Now 0 Existing It 8FR 11 Duplex #ofBedrooms ^� 0Commarciu| El Other Pretreatment Type: El SF 1% ATU 1:1 PBF � N/A El Other Dispersal Type: 1-1 Gravity 0 LPD IN SGD 1:1 Mound 11 GLB El Other LotGizo _t Operating Capacity gallons/day Design Flo gallons/day Depth(o Water Table/Restrictive L ^~P—~~ inches Soil Texture Type(1'0) f Z__ Application Rate ga||onn/sqfilday Absorption Area vq# |naiu||adnn Depth. ^' inches Daio8oi|n ��� Septic Tank Size gallons Pump Chamber Size gallons Required Cover Soil: Vn|umo cubic yards Signature of eoi —Date Address e, . Do,igno,'vNamo Lioonae# ���� Phone-3 6,. Fee Simple Owner/Contract Pu,chasor/0woo/v Authorized Agent Name —SiOnu�m Prin\edName FOR HEALTH DISTRICT USE ONLY APPLICATION APPROVED Sanitarian_:/�___77� Date Comments/Conditions: See reverse side for additional information APPLICATION APPROVAL EXPIRES ON: 'Approval of this application is based solely on information provided in this application and does not constitute a Permit to begin construction of the system,or any other improvements on the site. This approval shall NOT be considered an assurance, either ^ —expressed-implied, development- - *A copy of the SHID's appeal'process will be furnished upon request. *As a precaution,the soil in the designated draihfield and reserve areas should remain undisturbed. PERMIT ISSUANCE APPROVED By Date PERMIT NUMBER Installer Final Inspection Requested Date Final Inspection Approved By Date ENVIRONMENTAL HEALTH DIVISION ������4����]�A Wa�raw��wo�,a��n �Ja�p\ve� PUBLIC HEALTH ~' ' '~' ' —''--' ' onuo Rucker Avenue,numa1m* xLW�owmamwo FOR«SAFER AND HEALTH DISTRICT Everett, yyAg82O1' 90O COMMUNIT vvvvvv.swoHD.ons 425.388.5250 \\ \ -� tL) ��^� � ���� \ i oof .48 V la-(g Z' ."" "4OF ."A 1-7 7- ,-? �,/ " 4r,' . 7-7'.s-lz-�s 00 "llo -Ile 4? Ilk qi 01 O DAVI A. H'4f!B AUGH 'PI sz� III WATERTIGHT LID VPNT(0) � DUAL PORTnERATOR`� i RISERS(TYP) 36'MAX. 1'PVC(TYP) 1/2'PVC ° MASTIC AIRLINE 4' 2'COUPLING REDUCER B' t � 21 TEE--" 1'PVC SLUDGE 12' RETURN LINE ' �'PVC ----� TRASH CHAMBER y DIGESTER CHAMBER C RIMER OPERATING DAPACn'Y:417 GALLONS I OPERATING CAPACITY:421 GALLONS C MBER FLOOD CAPACITY:490 GALLONS FLOOD CAPACITY;494 GALLONS tgo�;LON' -- FLOg91 GAL, 66 58, ll 50' 54' 53' I 16, ee ee e ° c� / TEE 1/21 e I o o j o , I , ti 12' DIFFUSER BARS(2) PARALEL TO TANK WALL 4' E 3' SLUDGE RETURN J j1,5'TAPER 4* STONE-FREE NATIVE SOIL OR COMPACTED SAND INSTALLATION INSTRUCTIONS OVER STONY SOIL 1)Excavate tank hole With vertical walls to 1 foot larger than tank on all sides. 2)If bottom of hole Is stony,install 3"of compact sand&level X 9'2' out with screed. —— - — — -—— 3)Install tank in Center of hole,keeping 1 fL void space on I 7 r all WOO, ! 24 rI;ISERtr 24*aLOwER I � ) 4)As tank Is Oiling with water,fill in void space with compact I I usadd OAS N TOP of t r granular(sandy)soil free of large clumps of clay. 5)Install rest of system,&affix risers to adapters with I :I I waterproof adhesive. I I Io I I I 4'.s� B)Perform watertightness test In field as required by local I I II I Jurisdiction. I I I2'RISER I I I 7)Upon approval to backfill,Carefully backtill with native soils over top of tank. i TRASH CHAMBER I{ DIGESTER I JCLA 8)Final grade the surface to avoid chanelfing surface I__- _ _ - -___J L _ ?1__ _J water toward tank. TOP r°=zen �rvcurn,,k, AEROBIC EA TMENT T4_NK DFTAIt-, ,FOR Nu WA TER BNR-500 TREATMENT UNIT Imo' ENVIRO-FLO, INC, REVISED: N. y� � Wastewater Treatment Technologies 3101112 -T.., P.O.BOX 321161,Flowaoa MS 39232 SCAL-E., (877)836-8476 (601)845-4718 fax iP P i ,. 1 WORIKSHEET: The following worksheet is available on an Excel spreadsheet and can be downloaded from Geoflow's homepage at www.geoflow.com. If you would like a copy sent to you at no charge phone 800-828-3388. To calculate the area required for your drip dispersal system you must know: 1. the quantity of effluent to be disposed of 09 gallons per day) anal 2. the soil acceptance rate (i.e. gallons per day per square foot). Make a sketch of the dispersal area with contour lines. WORKSIIEET 1-DISPERSAL FIELD DESIGN FOR SINGLE ZONE SYSTEM Worksheet �'or�uFa A) Quantity of effluent to be dispersed per day P p gpd B) Soil type or hydraulic loading rate Based on soil analysis loading rate(gaUsq.ft./day) C) Determine the total area required Refer to State or Loeal regulations. If none, refer to Table 1, page 8 and 2.00 square ft Divide gpd by loaditig rate. (A)/(Bii) D) Choose the spacing between each WASTEFLOW line and each Standard spacing is 2 ft. WASTEFLOW emitter i) a ft. between WASTEFLOW lines u) / ft. between WASTEFLOW emitters E) How fftauy litieai'feet of dtipline in (Area/2 )for 2ft. line spacing. (C)/2.0 or the total area? (Area/1)for 1 ft. line spacing. (C)/I.0 or (Area/0.5)for 6" line spacing. (C)/0.5 ft F) Calculate the number of emitters (Linearft of drpline/2)for 2 ft emitter spacing. (E)/2 or (Linearft.ofdripline/1)for I ft emitter spacing. (E)II or emitters (Linearft ofdripline/0.5)for 6"emitter spacing (E)/0.5 13 :e G) Choose pressure compensating or Classic Seepage 4 and Appendix 1, page 28 dripline ® WASTEFLOW Classic dripline or ❑ WASTEFLOW PC dripline ` H) Determine dripfield pressure Standard pressure is 20 psi. 10 psi WASTEFLOW Classic systems need between 15 and 45 psi(34.7 and 104 ft.) at the start of the dripfield. WASTEFLOW PC systems need between 10 and 45 psi (23.1 ft. to 104 ft.)at the start of the dripfield. T) pet rr ine feet of h atl regta #� at 01. pfield N1ul ply pressure above by 2.31 to get head required. ft. of head (H)x 2.31 .n What is the flow See WASTEFLOW flow rates in Appendix 1. rate per emitter? /13 gph/emitter K) Determine total flow for the area Number of emitters multiplied by the emitter flow It— rate at the design pressure. Z 0 gph Gph = (F)x(J) Gpm = 9ph/60 /3 gent L) Select pipe diameters for manifolds and submains Based on total flow from(K) above, in gpm. See schedule 40 friction loss charts on page 44 7-' inches Optimum velocity is between 2 and 5 ft.per second. M) Select size of Vortex filter or Based on total flow from (K) above, in gpm. See WASTEFLOW Headworks minimuin and maximum flow requirements cortex filter or for each filter in Appendix 2. WASTEFLOW Headworks N) Sketch a layout of the WASTEFLOW See Maximum Length of Run table in Appendix 1 lines in the dispersal plot to make sure that the maximum lateral length of each WASTEFLOW line is not exceeded. 5 14 Geoflow Design and Installation Manual i t VW®BKSHEET 2 - SELECT PUMP • 'rWorkslieet Formula O) Minimum pump capacity Z-3 gpm From(K) above P) Header pipe size inches From (L) above Q) Pressure loss in 100 ft. of pipe Z psi Refer to PVC charts on page 34. R) Friction head in 100 ft, of pipe 3 ft. of head Multiply psi_from (Q) above by 2.31 S) Static head i) Height from pump to tank outlet. ft. Number of ft. ii) Elevation increase or decrease ft. Height changes from pump to dripfield. T) Total static head �- ft. Add(Si) + (Sii) U) Friction head i) Equivalent length of fittings /VA ft, Estimate loss through fittings-usually inconsequential for small systems. U) Distance from pump to field. /10 ft. Measure length of sub-main M) Total equivalent length of pipe. ft. Add(Ui) + (lilt) iv) Total effective feet. ft. (Uiii)/100 x (R) 1 v) Head required at dripfield ft. See line (I) in Worksheet 1 above. vi) Head loss through filter or Headworks ft. See pressure loss for filters in Appendix 2 or,see.pressure loss for Headworks box in Appendix Z Multiply pressure by 2.31 to get head loss, vii) Head loss through zone valves ��� ft. See pressure loss in Appendix 4 for electric valves. For manual or index valves check with the manufacturer. Multiply pressure loss in psi by 2.31 to get head loss. V) Minitnum Total friction head — ' ft. Add(Uiv) + (UV) + (Uvi) + (Uvii) V�Minimum Total Dynamic Head � ft. Add(T) + (V.)Frotn line item (0) above X) Minimum pump capacity l gPm NOTE: Some States and Counties require additional flow for flushing. Please check your local regulations. If you need help on flushing design, see Geoflow's flushing worksheet at www.geoflow.com or call Geoflow at 800-828-3388. Y) Choose the pump, Based on pressure from line (W) above and flow from line (X) above. DEG Z6011 _ Model Number(0o2 = Oi,�itic°c� Manufacturer 15 larn iary 9004 v. 11 I�I s : Aw+ma!o Hcdwrlc operation ;eoflow accessory parts are now available pre- Field and filter flushing can be done manually OF ssembled with either manual or automatic flush =mat"Ir,,, onfigurations. Each headwork box includes the Manual Headworks ollowing: $©tll.•valves should-be cracked•open-slightly-at - Vortex filter - filter flush valve ajj_fim6s_W_.aHGw A-constantt;lush:. Mal a-swe - Field flush valve F l�.,wure gauge p t.the-Headwork-gaftge is at-least 3-psi, - Headwork air vent - Headwork box andAf w;-elme,the-valves-slightly to-increase Vasteflow Headwork Ultra includes flow meter pmesum;The valves need to be open fully for a ad pressure gauges across the filter and can be complete system flush twice a year. pecial ordered with zone valves pre-assembled in Auto-Headworks ae box. Tote: Air vents,d�piirte,and fittings �required Bad-valve;a�•at uv�t{ei�ctx:tcelly.�S�tdtt� � complete the Geoflow disposal system: rereoarra�ds-zrsarg-a�•c°mroller°ta�aeflwa� 'ressure regulators are recommended with youg•fltrsh cycles in the Automatic l^]Eiadworks. `dasteflow Classic. vadeviv HMWtWM'M arsaig�y�iis�o'�g� w iletlwofttft FIN 1"mil T+�D+ YYdBIAa w +�rR"'+"►^ •r 'f0 fief ,��, �N < r � z`dtj J SF-AIAt 4 gpm I I gPM \tKel t'ilcr` W W-IF-Aut/Man ✓'10 gpm 23 gpm «� WHW-1.5F-3-Aut 34 gpm 42 gpin ,J Vn 1.5rL4-AIIi 45 gpm 55 gpm W13W.2F-3-Aut 68 gpm 84 gpm AYsu r w WW4F-4-Aut 90 gpm 110 gpm .may L halal Cl+sB. Gholul/{Ci4N[k a January 2004 V D 43 d VORTEX FILTERS Des3cAption To stay clean,two criteria must be met: The filters are placed between the pump and a, blow into the filter must be within the specified dripfield to screen out any debris. range to produce a 5 to g psi pressure 3ody-Two-piece threaded housing with 0-ring differential across the filter. seal. Molded from high heat ABS and chemical b. The alter flush valve must be partially to fully resistant glass reinforced plastic. open allowing debris to flush away. Szgvern - Sintered stainless steel Sintering is a G process in which three pieces of stainless steel mesh am transformed into one; a perforated plate, 30m then 150 mesh, Soaeen collars molded from vinyl for long life and durability. Upper Dousing Span !l 12te and&ain - Directional spin plate is molded of PVC or fiberglass. spin _ -pig 'Kxte s Spica A�cdon -Incoming water is forced plate through a directional nozzle plate otie6 inside ' Debris basin of the stainless steel screen. A centrifugal motion starts inside the screen chamber,throwing organic and inmgauie particles outward against the Screen screen. -0mvity,moves the debris down the r. eemen wall to the 3/4"flush outlet at the base of Volr 4_Filter. iltLt4V .A7 . :. T1 t31: AAF OW t Y• 1. AP4E-35F 3/4° 04- 11 80 pal 6.0" 12.0" 3/4`XlPTT 23A inches AP4E-IF 1.0" 07-28 s0 psi 6.5 p 13.0° 3/4°JvjP` 28.4 inchw2 AP4lr 1.3F-3 1.5" 34-42 100 psi 110" 1531, 3/4°Wr 60.B inchW2 ANE-1.5P-4 1.5" 1 45-55 10006 12.0" -- 15.50 314.MPT �f.11 inehe5c 60.8 inehes2 AP4E-2F-3 10" 68-84 80 psi 12.0" 16.0" 3/4°lNjFrl' AP41f2F-4 2 0 P 90-110 &0=pw :T V 16.01 3/4°MW 60.8 inches2 _ i i G I , CIE1c�viu+1C dirt cap�� 11� Jul I' Measure test probe seal`— %Tf hose thread.---'� Flex vinyl seat 41,IR VACUUM BREAKERS Air-relief chamber loaorip ian Low density ball- Air Vacuum Breakers are installed at the Halt retainer High points of the WASTEPLA)W dripfield to keep soil from being sucked into the drip In NIPS_ � emitters due to batik siphoning or baackpressure. This its an absolute necesdW with undwWound drip systems. They are also used for proper draining of the supply t and return manifolds in freezing conditions. Use one on the high end of the supply manifold and one at the high point of the flush manifold and any other high points in C� the system. Air vat uum spwflea llorl InsUmt and continuous vacuum relief Non-continuous air relief The air vacuum relief valve provides Seals tight at 5 psi austant and continuous vacuum relief and Durable,weather resistant non-continuous air relief. Both the body Readily accessible pmssure test paint and the removable dirt cover shall be Easy to inseall constructed of molded plastic. The body - Removable dirt cover iod the dht cover shall be corsnected:with a - Maximum flow of 50.gpm 314 i b tine thread The ball shell be coameted of low density plastic and the intema l seat shall be constructed of vinyl, The air vacuum relief valve shall seal at y psi. Inlet size shall be a 1 inch male pipe thread. The air vent shall be Geoflow item number APV K-1. January 2004 v 11 41 I 1 aLjv. 17. 2017 04 :31 AM 36065363fa PAGE. 1/ 1 sr I 13 0 ~P V t �:_ � y I J Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Kovarik Residence- New Construction Beth Kovarik 20114 Old Burn Road bethkovarik@gmail.com Arlington, WA 98223 (425) 238-1071 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. 2 /� Authorized Representative Date 7 "/ All Climate Zones R-Values U-Factors Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb.e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall,m,n 21 int 0.056 Mass Wall R-Value' 21/21h 0.056 Floor 309 0.029 Below Grade Wall"`" 10/15/21 int+TB 0.042 Slab R-Value& Depth 10, 2 ft n/a "Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑� 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 0.5 1 b Efficient Building Envelope lb 1.0 ❑ I Efficient Building Envelope 1c 2.0 ❑ I Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 ❑ 3b High Efficiency HVAC 3b 1.0 El 1.0 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 0.5 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 1.5 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits F 3.50 *Please refer to Table R406.2 for complete option descriptions Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .=co,...nuous insulation, int .= intermediate fram.„g. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. ' Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. NELSON GEOTECHNICAL �- vvr �`� ASSOCIATES, INC. GEoTECHNICAL ENGINEERS & GEOLOGISTS Main Office Engineering-Geology Branch 1731 1—135'b Ave NE,A-500 5526 Industry Lane,#2 Woodinville,WA 98072 East Wenatchee,WA 98802 (425)486-1669•FAX(425)481-2510 (509)665-7696•FAX(509)665-7692 MEMORANDUM DATE: March 15, 2019 TO: Ms. Beth Kovarik �9 M. S� ti of q FROM: Khaled M. Shawish,PE �Q`w WA, Carston T. Curd, GIT L RE: Kovarik Residence Development-Setback ` 35215 w 20114 Old Burn Road �s FcIsT0-�°�ti� Arlington,Washington S��IVAL NGA File No. 1056818 This memorandum documents our review and conclusions of the updated site plan for the Kovarik Residence development project located at the subject address in Arlington, Washington. We issued a revised geotechnical report for the site titled "Geotechnical Engineering Evaluation - REVISED — Kovarik Residence Development," dated January 16, 2019. Upon review of the most recent site plans, we understand that you are interested in adjusting the location of the footprint of the proposed residence to be at least 15 feet away from the steep slope. It is our opinion that a 15-foot buffer from the top of the steep slopes should be sufficient to provide protection against shallow backwasting failures and erosion which may affect this slope. It will be especially important to prevent water from concentrating on slopes throughout the property to maintain the current stability of the site. Foundation subgrades within proximity to the top of the steep slope should be embedded an additional 2.0 feet past the prescribed 2.0 foot embedment criterion for perimeter foundations across the site to guard against unforeseen circumstances. Upon review of an annotated topographic map showing the proposed location of the residence, the additional embedment consisting of 4.0 feet beneath the existing grade should be applied to foundation lines within ten feet of the southwestern structure corner. We trust that this memorandum should satisfy your needs at this time. Please do not hesitate to contact us should you require anything further. Received o-o-o MAY 2 3 2019 LLD 2- 'i I it i +' 4 L Targeted Drainage Report Kovarik SFR PFN: for Owner: Brice & Beth Kovarik 5517 128'h PI SE Everett, WA 98208 SITE LOCATION: 20114 Old Burn Rd Arlington, WA 98223 Tax ID: 31051400102200 J 3BB35 ,+ �NA4 Prepared by: Elias Troutman,E.I.T. Checked by: Joseph M. Smeby, P.E.Job No. 19-0120OF FICE COPY March 2019 CITY OF ARLIN rl";Ji BUILDING DEPARTMENT APPROVED Received DATE 4 7 gy MAY 2 3 2019 NO CHANGES AUTHORIZED 00 1h1 I UNLESS APPROVED By TFtE BUILDING INSPECTOR TABLE OF CONTENTS ITEM PAGE TABLEOF CONTENTS........................................................................................I............1 LISTOF FIGURES.................................................................................I.........I..........I......2 1. PROJECT OVERVIEW............................................................................................3 2. EXISTING CONDITIONS SUMMARY .....................................................................4 3. OFFSITE ANALYSIS AND MITIGATION.................................................................5 A. UPSTREAM ANALYSIS.......................................................................................5 B. DOWNSTREAM ANALYSIS ................................................................................5 4. SWPPP NARRATIVE..............................................................................................6 A. SITE GRADING/EROSION CONTROL RISK ASSESSMENT ..... ... ..................6 B. SWPPP MINIMUM ELEMENTS................................................... .......................6 5. SOURCE CONTROL.......................................................................................... ....8 6. PRESERVATION OF NATURAL DRAINAGE SYSTEM..........................................8 7. ON-SITE STORMWATER MANAGEMENT................................................. ...........9 8. SUMMARY........................................................................................ .......... ....... ..9 APPENDIX A A ............................................................................................. 1 LIST OF FIGURES ITEM PAGE FIGURE1 VICINITY MAP.....................................................................I......................10 FIGURE 2 EXISTING DRAINAGE BASIN MAP ...........................................................11 FIGURE 3 DEVELOPED DRAINAGE BASIN MAP ......................................................12 FIGURE 4 SNOHOMISH COUNTY SOILS MAP..........................................................13 FIGURE 5 UPSTREAM/DOWNSTREAM TRIBUTARY AREA MAP.............................14 2 1. PROJECT OVERVIEW This document is intended to provide engineering information necessary to support the land disturbing activity application to the City of Arlington for the new SFR and driveway proposed on this site. The site is located at 20114 Old Burn Rd, Arlington, WA 98223, refer to Figure 1 for a vicinity map. The parcel area is approximately 1.92 acres. The existing site currently consists of pasture, a chicken coop building, and an asphalt apron. The proposed area of disturbance currently consists of pasture and the asphalt apron to be removed. The slope in the area of disturbance for the proposed SFR and driveway is approximately 12 percent. Ravine slopes begin approximately 25 feet to the southwest of the proposed SFR and step down to the southwest at gradients between 36 and 63 percent according to the geotechnical report. The proposed SFR will be set approximately 14 feet from the eastern property line, and 135 feet from the southern-most property line. The proposed driveway will take access from the existing roadway to the east (Old Burn Road). This project proposes to construct less than 5,000 sf of new hard surfaces. Therefore, minimum requirements 1-5 apply to all of the new and replaced hard surfaces for this project along with all the disturbed pervious surfaces. This proposal does not meet any of the land-use criteria that require specific source control for the final use and a SWPPP has been prepared to address the runoff from the site during construction. Refer to Sections 4 and 5 for a detailed discussion. Figures 2 & 3 are provided to show the existing and developed basins and runoff conditions for this site. The runoff in the existing conditions spreads over the pervious, vegetated surfaces to the southwest towards an on-site ravine slope. Roof and driveway runoff in the developed conditions will be tightlined to the bottom of the slope to the southwest. Due to the size of this project only Minimum requirements 1-5 apply to the proposed drainage design as noted above. Included on the following page is a copy of the MR flow chart out of the 2014 DOE Manual showing how the applicable minimum requirements were determined. The drainage design for this project has been laid out per the 2014 DOE Manual. Kovarik SFR 19-0120 March 2019 Page 3 Start Here Does the site have See Redevelopment 35%or more of Minimum existing impervious Requirements and coverage? Flow Chart No Does the project convert (Figure 3.3) %acres or more of Does the project vegetation to lawn or result in 5,000 landscaped areas, or square feet, or No convert 2.5 acres or more greater, of new plus of native vegetation to replaced hard pasture? surface area? Does the project * s No result in 2,000 square T'� feet, or greater, of All Minimum new plus replaced hard surface area? Requirements apply to the new and replaced hard surfaces and converted PYes / ' vegetation areas. Minimum Requiremenes the project have #1 through#5 apply tland disturbing the new and replacedctivities of 7,000 hard surfaces and theare feet or greater? land disturbed. No T IF Minimum Requirement#2 applies. Figure 2.4.1 —Flow Chart for Determining Requirements for New Development Volume I—Minimum Technical Requirements—August.2012 2-10 2. EXISTING CONDITIONS SUMMARY The site covers approximately 1.92 acres. The existing site currently consists of pasture, a chicken coop building and an asphalt apron. The proposed area of disturbance currently consists of pasture and the asphalt apron to be removed. Access to the site will be from the existing asphalt apron that enters the property from the north. Approximately 3,836 sf (0.09 acres) of new hard surfaces will be added to the site, with approximately 10,600 sf (0.24 acres) of the project parcel being disturbed as needed for the clearing/grubbing and restoration of the existing site. The proposed area of disturbance for the driveway and SFR is located on the east side of the parcel inside of an existing utility easement that is to be relinquished by the city, and drains in a southwestern direction. No significant area appeared to drain towards the project area. This project will not affect any offsite flows from passing through the site as in the existing condition. Runoff from all proposed hard surfaces will be tightlined to the bottom of the slope to the southwest. Soil logs from the drainfield design for the proposed SFR were used to determine the soils on site. All soil logs showed fine sandy loam & gravel with pockets of fine/medium sand & gravel to a depth of 60"+. USDA Web Soil Survey was also used to show the soils on site to be Tokul gravelly medial loam and Tokul-Winston gravelly loams. The general site slopes in the area of disturbance are moderate and average approximately 12 percent, but there are steep slopes to the southwest of the improvements. Based on the existing soil information and the sethacks of the proposed improvements from any of the property lines or steep slopes, there is little potential for erosion or sedimentation during construction assuming the basic BMPs included in the SWPPP are installed and maintained properly. Refer to Figure 2 for an existing basin map. Kovarik SFR 19-0120 March 2019 Page 4 3. OFFSITE ANALYSIS AND MITIGATION This site proposes to construct approximately 3,836 sf of new hard surfaces. The following table summarizes the new PGHS and NPGHS proposed. PGHS (sD NPGHS (sq Total s Existing 1,037 283 1,320 Removed 1_ 497 0 497 Re laced 0 0 0 New 1,919 1,917 3,836 New + Replaced 1,919 1,917� 3,836 Total Hard 2,459 2,200 4,659 The new hard surfaces will be mitigated using on-site stormwater management BMPs including tight lining roof downspouts and driveway runoff to the bottom of the slope to the southwest, and soil management. A. UPSTREAM ANALYSIS During the site visit and based on existing contour lines, several parcels to the southeast appear to drain toward the ravine that flows through the project site. However, it was clear that all off-site flows will pass through or around this site and remain that way after construction. Based on the location of the proposed improvements, the existing runoff from the upstream area will continue to flow unaffected around this site after the project has been constructed. B. DOWNSTREAM ANALYSIS Runoff from the proposed disturbance area of the existing site sheet flows southwest and down 30 to 60 percent ravine slopes to the southwest and into the bottom of the ravine that flows west through the site. Runoff flows approximately 250 feet to the west through this low point until it crosses the western property line. Once across the western property line, the ravine becomes less-defined, and runoff sheet flows approximately 180 feet down the vegetated hillside and into a man-made ditch that flows through the existing mobile home park. An 18-inch CMP culvert carries the runoff under a road in the park into a small wetland in the middle of the park. From the! wetland, water flows through a well-defined ditch to the north for approximately 600 feet which turns 90 degrees and flows to the west for approximately 300 feet and ultimately through what appeared to be a 30-inch CMP culvert that carries flow across 80'h Ave NE. Once through the culvert, runoff flows through a small wetland approximately 100 feet and ultimately into Portage creek approximately 1/3 mile downstream of the area of disturbance on site. At this point, the downstream analysis was concluded. Based on the fact that this project proposes to construct less than 5,000 sf of impervious surfaces and that the new roof and driveway surfaces will be tight lined to the bottom of the on-site slope, developed flows are expected to be slightly higher than in the existing conditions. See Figure 5 for a depiction of the project basin and downstream path. Kovarik SFR 19-0120 March 2019 Page 5 4. SWPPP NARRATIVE The intent of this section is to provide the information necessary to support the engineering plans in order to implement a design that will; reduce, eliminate or prevent the discharge of stormwater pollutants, meet or exceed the water quality and sediment management standards for the City and State, and prevent adverse impacts to the receiving waters for this project. Note; this narrative is intended to support the SWPPP that is included with the Targeted Drainage Plans also a part of this submittal package to the County. A. SITE GRADING/EROSION CONTROL RISK ASSESSMENT Area proposed to be cleared/worked: 0.24 acres Average slope for the site: 12% (Area of Disturbance Only) Erosion Hazard of Soil Medium Critical Areas downslope Yes (Steep slopes) Site is upstream of an ESA Stream No Based on the above information and the fact that the area of the site to be disturbed is of moderate slope and construction site runoff will pass through silt fencing or other perimeter filtration features prior to leaving the site, and that if site conditions warrant, additional BMP's can be implemented as corrective measures, the Risk Category for this site is Medium Risk. Extreme care should be taken while installing the tight line system on the steep ravine slope. B. SWPPP MINIMUM ELEMENTS 1: Preserve Vegetation and Mark Clearing Limits The first step in the construction process is for the contractor to flag or fence the limits of clearing/disturbance prior to any other construction activity. The engineering plans locate and provide the square footages for the areas of grading, clearing, hard surfaces and un- disturbed areas on the proposed site. Large amounts of existing vegetation will be preserved on this project. Approximately 13% of the project parcel will be cleared or disturbed for this project. 2: Establish Construction Access The SWPPP calls for the existing pavement driveway to be used as the construction entrance. At this time winter work is expected during the wet season. 3: Control Flow Rates This project is below the thresholds requiring flow control for the project. 4: Install Sediment Controls construction entrance, vegetative buffer, silt This site SWPPP proposes to maintain a fencing or a brush barrier if necessary and retention of the existing vegetation that will provide a vegetated strip between the cleared areas and any property line. The construction of these features should be completed before the clearing and grading of the site. Mulch will also be used on the exposed soil as necessary to limit erosion. -- 19-0120 Kovarik SFR Page 6 March 2019 5: Stabilize Soils The Construction Sequence calls for the stabilization of soils that remain unworked for certain lengths of time based on the time of year. Stabilization techniques may include but are not limited to mulching, plastic sheeting or hydroseeding, notes have been added to the plan regarding protection for the stock pile area if necessary. A stockpile area has been identified on the SWPPP and is setback a minimum of 10-feet from any down slope property line or critical area. 6: Protect Slopes All disturbed slopes on site during construction are required to be protected with mulch or other means as specified in the construction sequence. A minimum building setback from the top of the steep slope has been established by the geotechnical engineer to protect the slope and minimize landslide hazard. No concentrated runoff or significant amounts of sheet flow will be directed to new cut or fill slopes or the existing steep ravine slopes during construction. 7: Protect Drain Inlets No existing drain inlets exist on this site. New yard drains will be protected. 8: Stabilize Channels and Outlets The outfall for this project will be a manifold tee onto a rock pad. 9: Control Pollutants No outside chemicals are expected to be necessary for the construction of this project. Concrete truck chutes, pumps, internals and hand tools shall be washed out only into formed areas awaiting installation of concrete or asphalt. Unused concrete remaining in the truck and pump shall be returned to the originating batch plant for recycling. When no formed areas are available, washwater and leftover product shall be contained in a lined container and disposed of in a manner that does not violate water quality standards. All vehicles working on and around the site would need to meet the State requirements for emissions. A drip pan or other appropriate temporary containment device shall be placed at locations where leaks or spills may occur during the fueling or maintenance of machinery. 10: Control DeWatering DeWatering is not expected for this project. 11: Maintain BMPs The construction supervisor will be responsible for maintaining all BMPs during construction and working with the County to relocate or add BMPs as necessary as site conditions change. 12: Manage the Project It will be the responsibility of the Contractor and Developer to manage this project and coordinate with the County Inspector and Engineer. Kovarik SFR 19-0120 March 2019 Page 7 Inspection and Monitoring: Site inspections shall be done by a person who is knowledgeable in the principles and practices of erosion and sediment control. The person must have skills to first assess the site conditions and construction activities that could impact the quality of stormwater, and second assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. Whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP: The construction SWPPP shall be retained on-site or within reasonable access to the site. The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven days following inspection. 13: Protect On-Site Stormwater Management BMPs for Runoff from Hard Surfaces The use of on-site management BMPs for this project are not allowed based on the geotechnical findings and recommendations. In addition, the organic content of the amended soils will be tested and verified prior to final project acceptance. 5. SOURCE CONTROL This project proposes to construct a new SFR and paved driveway. Chapters 3-5 of Volume IV of the DOE Manual were reviewed for specific BMPs required for this type of land-use. None of the activities or land uses contained in any of the chapters in Volume IV applies to this project. Therefore, no site/development specific source control BMPs are required for this project. 6. PRESERVATION OF NATURAL DRAINAGE SYSTEM The runoff from the proposed roof and driveway surfaces will be tight lined to the bottom of the steep slope to the southwest. However, by not grading or compacting the majority of the pervious surfaces to remain after construction in the area of disturbance a maximum amount of site runoff from the developed project will be absorbed and infiltrated into the existing on-site soils naturally. This will mimic the existing conditions by maintaining the existing direction and condition of flow from this site. Kovarik SFR 19-0120 March 2019 Page 8 7. ON-SITE STORMWATER MANAGEMENT As previously mentioned, there are on-site steep slopes to the southwest of the proposed SFR, which make both infiltration and dispersion undesirable. A geotechnical Assessment performed by Nelson Geotechnical Associates, Inc. recommended that all runoff generated on site, including roof downspouts, yard and footing drains, and hard surfaces be collected and routed into a permanent discharge system at the bottom of the slope or to the street. The geotechnical report also states, "Under no circumstances should water be allowed to flow uncontrolled over the slopes." To comply with the geotechnical analysis, roof runoff shall be tight lined and directed to the proposed 'Type I' catch basin adjacent to the house. The driveway shall be graded to flow into the proposed yard drain, from which runoff will be conveyed through 4-inch PVC pipe to the catch basin. The remainder of the system will consist of a 6-inch fusion welded HDPE pipe, buried the first 48 feet with a minimum 2-feet cover compacted to 90% density minimum, connected to a diffuser tee that will outfall to a rock pad at the bottom of the slope, where runoff will be collected by the existing low point on site. The pipe will be anchored with #4 'U' shaped rebar bent to pipe and spaced at 25 feet on center. The rebar is to be set a minimum of 30 inches into the ground. See drainage plans for details. Finally, any area of the site not proposed to be covered with hard surfaces but graded or compacted will be treated to meet the criteria for BMP T.5.13. Please refer to the engineering plans for the locations of the soil amendments and additional details. Refer to Appendix A for Soil amendment quantity calculation worksheets. 8. SUMMARY This project proposes to construct less than 5,000 sf of new hard surfaces. As a result, the use and land cover for less than 5,000 sf of the site will be converted pervious to impervious surfaces. On-site stormwater management techniques have been incorporated into the design. In addition, based on the proposed improvements for the site drainage design the post developed runoff from the site is expected to match the runoff from the existing system. Therefore, the stormwater design for this project has met or exceeded all of the applicable Minimum Requirements 1-5. Kovarik SFR 19-0120 March 2019 Page 9 2 a 'a 1 � SITE 907H sr LIN VICINITY MAP SCALE 1" = 2000' FIG. 1 OMEGA VICINITY MAP ENGINEERING, INC. K O VA R I K S FR 2707 WETMORE AVE. DATE JOB NO. 7SCALE SHEET Everett WA98201 2/6/1 9 to 19-0120 000' 1 OF 1 (a 25.�87.3820 (fl 425.259.1958 -m rm o o..o C"Lt' �`1 D --- \ ' 7 `- • J; . r -0Q O/ f m O• gyp \ gym -i �7 000 cil ry o � ` J - U / m -o I1 1 O'm zj J O Z r'l G p),-i V Mr m Q.. /613 1 _ z m C" S'f r z - / / r6 , S00'48'26"1N r �. f 6 ��•�g .�.. U, 22.9.84 0 c 7 l.; cn o / Onocyl CD ova 0 od . o FIG. 2 OMEGA EXISTING BASIN MAP ENGINEERING, INC. K 0 VA R I K S FR 2707 WETMORE AVE. DATE JOB NO. SCALE SHEET Everett,WA 98201 2 6 19 19-0120 1 = 40 1 OF 1 (o)425. 87.3820 M 423.259.1958 / / to 0. -o:m m 'm rn O'OO r U' � c) OD o _ wm -i m o o / I PROS CA \..D \ D r\ z -�� ( \ 1d 1 m-*'-r j l t RESFR o m 0 U) I 1 -0 F- '(A "'4' -zi ocN» � REA D m 1 t 1rnI o z ., "fin o m D m it rn D of f t. D C7 �0 FT ! v- -1 V3 ! Dmrn- r V W .J V n +M �' Tl O cil �\ ^ A. O _ / O J, D = � D -I O / D o / '0��p � � oo_ oc� '.y co < _ D Tl FIG. 3 LejOMEGA DEVELOPED BASIN MAP ENGINEERING, INC. KOVARIK SFR 2707 WETMORE AVE. DATE JOB NO. SCALE SHEET Everett WA 98201 (o)425.387.3620(f)425.259.1958 2/6/19 19-0120 1 11 = 40' 1 OF 1 Z o�99Ees 009a 9 089M 099M O19BfO4 OS99M OMM ��l °T w M.91 aZZT M.19911 aZZT �,,1 N 0 00 S v o O1 ® S J s a Y:•tS t•�3v:�!If'jK �J 2 I C � � L •mil J1 a i go 15 U , cu L tH— L o N it1 � O � C C ' O O Z ca Ln s r � Q 6 V c c — o IJ 7 In z zU M„ZI1 oZZT I M„ZT4 aZZT OLOAt�:' Q)31�T'S OB99M W.K.7� (]/7:1=; ,�?�i.:� 23_EL`; CIs", 11; Z = P -F\ GFfl ` - e- ` wry�.J• f .'F.t -f...` , r I i, r se, r _ - 1 �•.T" - �Il `����� tir ,�, 11 •-w - ,..�. ir'__�••• ,i,. ')iy'tl "yiJ�.l��` �. .f,/� V •. Tm J. ,� dr' 1�1 f 1`, ii+ ,J-� II t •� �f !. �Ivlt''!�� t i.• � r' ;..r J r 1 � J rY,L�ti n, >I J :� +,ru, ! I � � 1'• l 1. , � '�p�{�rpp 1 fj J :.` .r :+li y r J rC! jj \...•r ry•C1 / l•-,• ' +� r' C Illlt I, � x Ni`�iM a.... 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I I I�',rl1J�l t1 1'(,r/'� _ ����iG�ll.l�� is�� ���I r1W..�r•r l4l.0 rT,r.J+r r •,. .f ... _ . � `e O l,. 2 _ I � '�5.�' Li-__'I MIfCJ�+,!� •-�''•d I, � �.-•��,(/y�_ 1 /, I s , �i' � J I��'r'(►Ra�.r������ei��r���.�: �,Iz� �G � �� •`Ir � ,! ar 'r, , ' '• _ ' R� i.• :, � -r c ,; sue Ire•' •���_�`�1r I • 1� I ja J 1° y to AM PIP', �j •I r I i J1. .: �I i o '•A APPENDIX A ADDITIONAL STUDIES, CALCS & SITE PHOTOS '6 � '� _.e""� ��i .� .�:�' (. ��Er.'�. .�.r1�•4<-. �-.`.. r �, y� vr,"- skc�w.. -•rtR,�7t' �".d'%�Css,� It �—T'Til".i '�' air .,'�• i t�1.1. 1 Fs r;. nY ty � LLyy lee T i�:- �.. , '1 �cF •`q,��� 4� 4.L+':J iV7aq���:\h � , - 1 _ r .�:. ��;}. � �'• 1 `1��--ray"''��. -•d `ram _J������f4-"��•+—„�,� �..� ... _- r •_ _ "�"��, -�•�4,1✓4� �,,�; .fir'-- '�,.. 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Inlet of 30" CMP culvert under 80th Ave NE ANN ,/'q^i�/�!��`' 1 r1 ��� � �•/;�% w���il��NJ ,y�M• ?i. .0�.'C��_"�'���y1n..'Ar�.%<�'"�ri� !•~ 1i�I�� Q�i.y.��5:•7'�����—'r'�r Figure 10. Outlet of 30" CMP culvert under 80th Ave NE NELSON GEOTECHNICAL NG A ASSOCIA'T'Fs, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office Engineering-Geology Branch 17311 — 135"'Ave NE,A-500 5526 Industry Lane,#2 Woodinville,WA 98072 East Wenatchee,WA 98802 (425)486-1669• FAX(425)481-2510 (509)665-7696• FAX(509)665-7692 MEMORANDUM DATE: March 15, 2019 TO: Ms. Beth Kovarik O M• S FROM: Khaled M. Shawish, PE Carston T. Curd, GIT y RE: Kovarik Residence Development- Setback 20114 Old Burn Road Arlington,Washington s pow Al- NGA File No. 1056818 This memorandum documents our review and conclusions of the updated site plan for the Kovarik Residence development project located at the subject address in Arlington, Washington. We issued a revised geotechnical report for the site titled "Geotechnical Engineering Evaluation - REVISED — Kovarik Residence Development,"dated January 16, 2019. Upon review of the most recent site plans, we understand that you are interested in adjusting the location of the footprint of the proposed residence to be at least 15 feet away from the steep slope. It is our opinion that a 15-foot buffer from the top of the steep slopes should be sufficient to provide protection against shallow backwasting failures and erosion which may affect this slope. It will be especially important to prevent water from concentrating on slopes throughout the property to maintain the current stability of the site. Foundation subgrades within proximity to the top of the steep slope should be embedded an additional 2.0 feet past the prescribed 2.0 foot embedment criterion for perimeter foundations across the site to guard against unforeseen circumstances. Upon review of an annotated topographic map showing the proposed location of the residence, the additional embedment consisting of 4.0 feet beneath the existing grade should be applied to foundation lines within ten feet of the southwestern structure corner. We trust that this memorandum should satisfy your needs at this time. Please do not hesitate to contact us should you require anything further. o-o-o NGA -- AssociA►'TEs, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Gflice Engineering-Geology Branch 1711 1—1151 Ave NE,A-500 5526 Industry Lane,U2 Woodinville,WA 98072 East Wenntchee,IVA 98802 (425)486-1669 FAX(425)481-2510 (509)665-7696• FAX(509)665-7692 January 16, 2019 Ms. Beth Kovarik 5517— 12811i Place SE Everett, WA 98208 Geotechnical Engineering Evaluation -REVISED Kovarik Residence Development 20114 Old Burn Road Arlington, Washington NGA File No. 1056818 Dear Ms. Kovarik: We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation —REVISED — Kovarik Residence Development — 20114 Old Burn Road — Arlington, Washington." This report summarizes our observations of the existing surface and subsurface conditions within the site,and provides general recommendations for the proposed site development. Our services were completed in general accordance with the proposal signed by you on September 7,2018. We visited the site on September 11,2018 to observe the current site conditions and complete explorations of the subsurface conditions. The property consists of an out of true rectangular shaped parcel covering approximately 1.92 acres, located at the above address. The proposed development areas of the site are relatively level to gently sloping,although the property contains steep southwest-facing ravine slopes within the southern and western portions of the property,respectively. The property is vacant except for a chicken coop on the northern property line. We understand that the proposed development plan will include construction of a new residence and associated utilities within the central-northeastern portion of the property, and may include a daylight basement. Specific grading and stormwater handling plans were not available at the time this report was prepared. We completed five test pit explorations within the site on September 11, 2018. Our explorations indicated that the site was underlain by competent, native soils at shallow depths, below a surficial layer of topsoil. It is our opinion that the planned development is 1=easible fi•om a geotechnical standpoint, provided that our recommendations are incorporated into the design and construction of this project. We have recommended that the new residence be founded on medium dense or better native soils for bearing capacity and settlement considerations. These soils should generally be encountered approximately two to four feet below the existing ground surface, based on our explorations. However, deeper areas of loose soil and/or undocumented fill could also exist within unexplored areas of the site. If undocumented fill is encountered in unexplored areas of the site, it should be removed and replaced with structural fill for foundation and pavement support. Geoteellmcal Englneering Evaluaf-"''1-REVISED _ NGA File No. 1056818 Kovarik Residence Development 1 January 16, 2019 Arlington, Washington Summary-Page 2 Due to the close proximity of the proposed structures to the steep slopes, we have recommended that the downhill southern side of the residence located within the moderate to steep southwest-facing ravine slope buffer be supported on driven piles extending down so that a minimum effective setback of 20 feet from the face of the slope is maintained. Alternatively, deepened foundations on the downhill sides of the proposed residence could be employed to prevent shallow sloughing events from impacting foundation elements. We recommend that the remainder of the residence foundations be designed to utilize conventional spread footings extending clown to medium dense or better native soils for bearing capacity and settlement considerations. These soils should generally be encountered approximately three to five feet below the existing ground surface,based on our explorations.We should note that deeper areas of unsuitable soils and/or undocumented fill could be encountered in the unexplored areas of the site. It is also our opinion that the soils that underlie the site and form the core of the site slopes should be stable with respect to deep-seated earth movements, due to their inherent strength and slope geometry. However, there is a potential for shallow sloughing and erosion events to occur on the steep slopes below the proposed residence. The proposed residence location within the moderate to steep southwest-facing slope should be feasible provided that southwestern foundations for the structure are supported on driven piles as described above. Specific reconuuendations for design and installation of deep foundation systems, as well as recommendations for permanent basement retaining walls, site grading, subgrade preparation, drainage, and erosion control are further discussed in the attached report. We recommend that NELSON GEOTECHNICAL ASSOCIATES, INC. (NGA) be retained to review the geotechnical aspects of the project plans prior to construction, We also recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations,to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate- whether or not earthwork and foundation installation activities comply with contract plans and specifications. It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, PE Principal TABLE OF CONTENTS INTRODUCTION............................................................................................................. 1 SCOPE............................................................................................................................... 1 SITECONDITIONS.........................................................................................................2 SurfaceConditions....................................................................................................... 2 SubsurfaceConditions.................................................................................................. 2 IIydrogeologic Conditions ........................................................................................... 3 SENSITIVE AREA EVALUATION............................................................................... 4 SeismicHazard............................................................................................................. 4 ErosionHazard............................................................................................................. 4. Landslide Hazard/Slope Stability................................................................................. 5 LABORATORYANALYSIS........................................................................................... 5 CONCLUSIONS AND RECOMMENDATIONS.......................................................... 6 General............................................................. ........................................................... 6 Erosion Control and Slope Protection Measures ......................................................... 7 Site Preparation and Grading ...................................................................................... 8 StructureSetbacks........................................................................................................ 9 Temporary and Permanent Slopes ............................................................................... 9 Foundations................................................................................................................ 10 RetainingWalls.......................................................................................................... 12 StructuralFill.............................. ............................................................................. 13 Slab-on-Grade ............................................................................................................ 13 Pavements.............................................................................................................. .... 14 Utilities..........................................................................................I......4..................... 14 SiteDrainage.............................................................................................................. 14 CONSTRUCTION MONITORING............................................................................. 15 USEOF THIS REPORT................................................................................................ 15 LIST OF FIGURES Figure 1 —Vicinity Map Figure 2 —Schematic Site Plan Figure 3 —Cross-Section A-A' Figure 4—Cross-Section B-B' Figure 5 —Soil Classification Chart Figures 6 and 7—Log of Explorations Figures 8 and 9—Grain Size Sieve Analyses MX'1 cniW rFnTJ=1-J4Al1na1 accn1-_1aTF4Z ►nir_ Geotechnical Engineering Evaluation - REVISED Kovarik Residence Development 20114 Old Burn Road Arlington, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the proposed Kovarik Residence Development project located at 20114 Old Burn Road in Arlington, Washington, as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site's surface and subsurface conditions and to provide geotechnical recommendations for the proposed site development. The site consists of a roughly rectangular shaped parcel covering approximately 1.92 acres located at the above address. The proposed development areas of the site are relatively level to gently sloping, although the property contains steep southwest-facing ravine slopes. The property is vacant except for a chicken coop on the northern property line. We understand that the proposed development plan will include construction of a new residence and associated utilities within the central-northeastern portion of the property. Specific grading and stormwater handling plans were not available at the time this report was prepared. The existing site layout is shown on the Site Plan in Figure 2. SCOPE The purpose of this study is to explore and characterize the site surface and subsurface conditions, and provide general recommendations for site development. Specifically, our scope of services included the following; 1, A review of available soil and geologic maps of the area, as well as other historical documentation pertaining to the site. 2. Exploring the subsurface soil and groundwater conditions within the site with trackhoe test pits. Excavation equipment was provided by the client. 3. Mapping the conditions on the site slopes with hand tool excavations, as necessary. 4. Qualitatively evaluating current slope stability conditions. 5. Performing laboratory testing or soil samples, as needed. 6. Providing general recommendations for earthwork, foundation support, and slabs-on- grade. 7. Providing general recommendations for temporary and permanent slopes. 8. Providing general recommendations for pavement subgrade. 9. Providing general recommendations for site drainage and erosion control. 10. Documenting [lie results of our findings, conclusions, and recommendations in a written geotechnical report. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evalu^'�on -REVISED NGA File No. 1056918 Kovarik Residence Developmc. .tanuaiy 16, 2019 Arlington, Washington Page 2 SITE CONDITIONS Surface Conditions The site consists of a roughly rectangular shaped parcel covering approximately 1.92 acres. The property is vacant except for a chicken coop along the northern property line.The ground surface within the proposed development areas along the northeastern property line is generally gently to moderately sloping at gradients between 4 and 18 degrees (7 and 33 percent grade)from the northeast to the southwest, as shown on Cross Sections A-A' and 13-13' in Figures 3 and 4, respectively. In the central portion of the property, steep, dry-ravine slopes step down to the southwest at gradients between 20 and 32 degrees (36 and 63 percent), shown on Cross Section A-A' in Figure 3, supporting an approximate vertical relief of 50 feet. The site is bordered to the north by a residential property,and to the south by undeveloped land.Vegetation on the property consists of a moderate distribution of mature trees, such as bigleaf maple, as well as pervasive grasses, weeds, and groundcover throughout the property. At the time of our visit, we did not observe surface water on the site, and understand that the dry-ravine does not currently support surface water. Subsurface Conditions Geology: The geologic units for this area are shown in the Geologic meth of the Arlington East (Quadrangle Snohomish County, Washington, by James P. Minard (USGS 1985). The project site is mapped as surficial deposits of the Fraser Glaciation, consisting of Vashon Stade glacial till (Qvt) and glacial advance outwash (Qva). The till is described as a non-sorted mixture of particle sizes including silt, sand, gravel, and cobbles. The advance outwash is described as mostly clean gray, pebbly sand with Silt. Our explorations generally encountered a surficial layer of topsoil, underlain by medium dense fine to coarse Sand with silt and gravel, which is more consistent with the description of recessional outwash soils. Recessional Outwash is generally described as stratified sands and gravels, and the material encountered on the site may correlate to the Stillaguamish Sand Member of the Vashon recessional outwash mapped near this elevation in the distal vicinity of the site. Explorations: The subsurface conditions within the site were explored on September It, 2018 by completing five excavated test pits between 6.0 and 6.3 feet below the existing ground surface within the planned construction portion of the site. Supplemental shallow hand excavations were completed within the ravine areas to verify material consistency. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the explorations. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evalur --p- REVISED NGA File No. 1056918 Kovarik Residence Development January 16,2019 Arlington,Washington Page 3 The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 5. The logs of our explorations are attached to this report and are presented as Figures 6 and 7. We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the exploration logs should be reviewed. In general,test pits encountered between 0.5 and 1.2 feet of surficial,light brown,silty fine to medium sand with roots, which was interpreted to be topsoil or undocumented till associated with site grading. Underlying the topsoil in Test Pits 3 through 5, we encountered 0.3 to 1.8 feet of red-brown, silty, tine to medium sand with gravel. This weathered soil was dOCUmented in a loose to medium dense condition. Underlying the weathered soil or surficial material,all explorations revealed a 0.3-to 4.0-foot, intermediate layer of tan to gray, silty fine to coarse sand with gravel in an increasingly medium dense condition. All explorations terminated below this intermediate layer in an underlying layer of gray, fine to coarse sand with silt and gravel at depths of 6.0 to 6.3 below the existing ground surface. Hydrogeologic Conditions No groundwater seepage was encountered in our exploration. If water was to be encountered on the site, we would interpret this seepage to be perched water and not a regional groundwater table. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of a relatively low permeability material. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched groundwater to decrease during drier times of the year and increase during wetter periods. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering> vale--'ion -REVISED NGA File No. 1056818 Kovarik Residence Developme January 16, 2019 Arlington, Washington Page 4 SENSITIVE AREA EVALUATION Seismic Hazard We reviewed the 2018 International Building Code (IBC) for seismic site classification for this project. Since glacial soils are interpreted to underlie the site at depth, the site best fits (lie IBC description for Site Class D. Table I below provides seismic design parameters for the site that are in conformance with the 2018 IBC, which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. Table 1 --2018 IBC Seismic Design Parameters Site Class Spectral Spectral Acceleration Site Coefficients Design Spectral Acceleration at 0.2 at 1.0 sec. (g) Response sec. (g) S1 Parameters S, F„ SDS Sm r-D 1.055 0.410 1.079 1.590 0.758 0.435 The spectral response accelerations were obtained from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website (2008 data) for the project latitude and longitude. Hazards associated with seismic activity also include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, tine sand deposit beneath the groundwater table. It is our opinion that the dense glacial deposits interpreted to underlie the site have a low potential for liquefaction or amplification of ground motion. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type,slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Soil Sturopy of Snohomish County Area, Washington by the Soil Conservation Service (SCS) classifies the site as Tokul gravelly medial loam, 0 to 8 percent slopes, and Tokul-Winston gravelly loamy, 25 to 65 percent slopes. The erosion hazard for these soils is listed as slight to severe. Based on our experience in the area and our observations in the field, it is our opinion that the site would have a moderate to high erosion hazard for areas where the soils are exposed. It is our opinion that the erosion hazard for site soils should be low in areas where vegetation is not disturbed. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evalul i -REVISED NGA File No. 1056819 Kovarik Residence Developmcm January 16,2019 Arlington, Washington Page 5 Landslide Hazard/Slope Stability The criteria used for evaluation of landslide hazards include soil type, slope gradient, and groundwater conditions. In the central portion of the property, steep, dry-ravine slopes step clown to the north and northwest at gradients between 20 and 32 degrees (34 and 63 percent), with a vertical relief of around 50 feet as shown on Cross Section A-A' in Figure 3. We did not observe evidence of significant slope instability during our investigation, such as deep-seated landsliding, nor did we observe groundwater seepage from the slope within the vicinity of the property. The core of the slopes is inferred to consist primarily of medium dense or better native, glacial soils. Relatively shallow sloughing failures as well as surficial erosion are natural processes and should be expected on the slopes during extreme environmental conditions. This is especially true within the loose surficial soils on the slopes. It is our opinion that while there is potential for erosion,soil creep,and shallow failures within the loose surticial soils on the steep slope, there is not a significant potential for deep-seated slope failures under current site conditions. Proper slope stabilization measures, retaining wall construction, site grading and drainage as well as foundation placement as recommended in this report Should help maintain and enhance current stability conditions. LABORATORY ANALYSES We performed two grain size sieve analysis on samples collected from the explorations. The results of the test are shown in Figures 8 and 9. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evalt-';on -REVISED NGA File No. 1056818 iCovarik Residence Developmei January 16,2019 Arlington, Washington Page 6 CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the proposed residence development provided all recommendations provided in this report are incorporated into the development plans and strictly implemented during construction. It is also our opinion that the soils that underlie the site and form the core of the site slope should be stable with respect to deep-seated earth movements, clue to their inherent strength and slope geometry. However, shallow failures could occur on the slopes in the loose sunccial soils, especially during adverse weather or a significant seismic event. Specific development plans for the site were not available at the time this report was prepared. Given the conditions observed on the slopes,we recommend that the residence be set back a minimum of20 feet from the top of the steep southwesterly-facing slopes, with the downhill foundation lines embedded a minimum of four feet into competent native soils. We have provided recommendations fot• structure setback and foundation embedment to lessen the impacts of the proposed development on the slope and to allow for some slope recession during a reasonable life span of the structure.This is further discussed in the Structure Setback subsection of this report, If instead a daylight basement style development is chosen, the southwestern foundation lines within the 20-foot buffer of the top of the steep slope should be supported on deep foundation to provide a more significant effective setback between the base of the foundation elements and the face of the slope. These recommendations are detailed in the Deep Foundation subsection of this report. Our explorations indicated that the site is underlain by sunccial topsoil with medium dense or better native, glacial soils at depth. The competent native deposits were encountered approximately three to five feel below the existing ground surface. However, potential for undocumented fill in unexplored areas throughout the site exists. This condition, if encountered, would require deeper excavations in foundation, slab,and pavement areas to remove the unsuitable soils.The underlying medium dense or better native soils should provide adequate support for the planned structure. Based on our explorations, medium dense soils should typically be encountered approximately two to five feet below the existing surface in the proposed building area. The downhill footing lines, however, should be advanced a minimum of four feet: into competent soils. NGA should be retained to evaluate foundation-bearing soil during construction. All grading operations and drainage improvements planned as part of this development should be planned and completed in a matter that enhances the stability of the steep slopes, not reduces it. Excavation soils should not be stockpiled near the slope or be allowed to encroach on the slopes. Future vegetation management on the slope should be the subject of a specific evaluation and a plan approved by the City of Arlington or relevant jurisdiction. The slopes should be monitored on an on-going basis, especially during the wet season, for any signs of instability, and corrective actions promptly taken should any signs of NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evalur"`.1 -REVISED NGA Tile No. 1056818 Kovarik Residence Development January 16,2019 Arlington,Washington Page 7 instability be observed. Lawn clipping or any other household trash or debris should never be allowed to reach slopes. The upper surficial soils encountered on this site are considered moisture-sensitive and may disturb easily when wet. To lessen the potential impacts of construction on the steep western slope and to reduce cost overruns and delays, we recommend that construction take place during the drier summer months if possible. If construction takes place during the rainy months, additional expenses and delays should be expected. These extra expenses could include additional erosion control and temporary drainage measures to protect the slope, placement of a blanket of rock spalls to protect exposed subgrades, and the need for importing all-weather materials for structural fill. Under no circumstances should water be allowed to flow over or concentrate on the site slopes,both during construction and after construction has been completed. We recommend that stormwater runoff from the roof drains,paved areas, and yard drains be collected and tightlined to an approved discharge point. The slopes should be protected from erosion. We recommend that all disturbed areas be replanted with vegetation to re-establish vegetation as soon as possible. No fills of any sort should be planned at the top of this slope. Stormwater runoff should not be allowed to concentrate and flow over the slope down to the dry-ravine area. Specific recommendations for erosion control are presented in the Erosion Control and Slope Protection Measures subsection of this report. We recommend that NGA be retained to review final project plans and provide consultation regarding structure placement, site grading, and foundation support. We also recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations,to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. Erosion Control and Slope Protection Measures The erosion hazard for the on-site soils is interpreted to be moderate to high for exposed soils, but actual erosion potential will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting S1.11—face water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site or flowing over the slopes. Stockpiles should be covered with plastic sheeting during wet: weather. Disturbed areas should be planted as soon as practical, and the vegetation should be maintained until it is established. The erosion potential for areas not stripped of vegetation should be low. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Eval--ion- REVISED NGA File No. 1056818 Kovarik Residence Developmc January 16,2019 Arlington,Washington Page 8 Protection of the setback and steep slope area should be performed as required by the City of Arlington. Specifically, we recommend that the setback area and top of slope not be disturbed or modified through placement of any fill or removal of the existing vegetation as part of site preparations. Vegetation may be cleared from these areas when the site is landscaped after construction is completed provided the cleared areas are immediately replanted (subject to proper weather conditions) and covered with erosion-resistant material (wood chips,jute netting, straw, etc.) No additional material of any kind should be placed on the slope or be allowed to reach the slope, such as excavation spoils, lawn clippings, and other yard waste, trash,and soil stockpiles. Trees and vegetation should not be cut down or removed from the steep western Slope unless a mitigation plan is developed, such as the replacement of vegetation for erosion protection. Replacement of vegetation should be performed in accordance with the local code. Any proposed development within the slope setback area, other than light decks or patios, should be the subject of a specific geotechnical evaluation. Under no circumstances should water be allowed to concentrate on slopes. Site Preparation and Grading After erosion control measures are implemented, site preparation should consist of removing loose soils, topsoil, and any unclocumentecl fill from foundations, slab, and pavement areas, to expose medium dense or better native soils at depth. The stripped soil should be removed from the site or stockpiled for later use as a landscaping till. Based on our observations, we anticipate native, medium dense or better soil to be encountered at approximately two to four feet within the future building and associated pavement areas. We should note that additional deeper areas of unsuitable soils and/or undocumented fill could be encountered in unexplored areas of the site. This condition, if encountered, would require deeper excavations in foundation, slab, and pavement areas to remove the unsuitable soils. After site preparation, if the exposed subgrade is deemed loose, it should be compacted to a non-yielding condition and then proof-rolled with a heavy rubber-tired piece of equipment. Areas observed to pump or weave during the proof-roll test should be reworked to structural fill specifications or over-excavated and replaced with properly compacted structural fill or rock spalls. if loose soils are encountered in the foundation areas, the loose soils should be removed and replaced with rock spalls. if si&mificant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi-dry condition. If wet conditions are encountered, alternative site grading techniques might be necessary. These could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading, and covering exposed subgrade with a layer of crushed rock for protection. If wet conditions are encountered or construction is attempted in wet weather, the subgrade should not be compacted, as this could cause further subgrade disturbance. in wet conditions, it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evalu%''-'1P -REVISED ~� NGA File No, 1056818 Kovarik Residence Developmen, January 16,2019 Arlington, Washington Page 9 disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around areas of prepared subgrade, Sti•uctin•e Setbacks Uncertainties related to building along steep slopes are typically addressed by the use of building setbacks. The purpose of the setback is to establish a "buffer zone" between the structure and the top of the slope so that ample room is allowed for normal slope recession during a reasonable life span of the structure. In a general sense, the greater the setback distance, the lower the risk of slope failures impacting the structure. From a geological standpoint, the setback dimension is based on the slope's physical characteristics, such as slope height, surface angle,material composition, and hydrology. Other factors such as historical slope activity, rate of regression, and the type and desired life span of the development are important considerations as well. We recommend the structure be set back a minimum horizontal distance of 20 feet from the top of the northerly-and westerly-facing slopes. The downhill footing lines on the northern and western portions of the proposed residence should be embedded a minimum of four feet into competent soils. We should be retained to evaluate the residence foundation setback distances and subgrade soil prior to placing foundation fortes. If the above setback requirements restrict proposed development, we recommend that deep foundations be used to support the structure in areas near the top of the steep slopes to maintain an effective setback of 20 feet between the bottom of the foundation and face of the slope. Recommendations for the installation of such systems are provided in the Deep Foundations subsection of this report, Any proposed development within the setback area, including decks or patios, should be the subject of a specific geotechnical evaluation. Under no circumstances should water be allowed to concentrate on the slopes, during or after construction. Temporary and Permanent Slopes Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain sai:c slope configurations at all times as indicated in OSHA guidelines for cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and Should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor, NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evalu•':on - REVISED NGA Tile No. 1056818 Kovarik Residence Developmei_ January 16,2019 Arlington,Washington Page 10 For planning purposes,we recommend that temporary cuts in the upper surfieial soils should be no steeper than 2 Horizontal to 1 Vertical (2H:1 V). Temporary cuts in competent, native soils at depth should be no steeper than 1.51-I:1V. If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. Permanent cut and fill slopes should be no steeper than 2I-I:1V. However, flatter inclinations may be required in areas where loose soils are encountered. Permanent slopes should be vegetated and the vegetative cover maintained until established. Foundations Shallow Foundations: Conventional shallow spread foundations should be placed on medium dense or better native soils, or be supported on structural fill or rock spalls extending to those soils. Medium dense soils should be encountered approximately two to four feet below ground surface within the planned building footprint, based oil our explorations. We should note that deeper areas of unsuitable soils and/or undocumented fill could be encountered in the unexplored areas of the site. Where undocumented fill or less dense soils are encountered at footing bearing elevation, the subgrade should be over-excavated to expose suitable bearing soil. The over-excavation may be filled with structural fill, or the footing may be extended down to the competent native soils. If footings are supported on structural fill,the fill zone should extend outside the edges of the footing a distance equal to one half of the depth of the over-excavation below the bottom of the footing. Footings should extend at least 19 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed in accordance with the current IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above,we recommend an allowable design bearing pressure of not more than 2,000 pounds per square foot (psi) be used for the design of footings founded on the medium dense or better native soils or rock spills extending to the competent native material. The foundation bearing soil should be evaluated by a representative of NGA. We should be consulted if higher bearing pressures are needed. Current iBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the NELSON GEOTECHNICAL ASSOCIATES, INC. Geoteehnical Engineering EvalU,"'"I-REVISED --1 NGA File No. 1056918 Kovarik Residence Development January 16,2019 Arlington, Washington Page I 1 recommended allowable bearing pressure is estimated to be less than 1-inch total and %2-inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pef) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one foot of soil be neglected when calculating the passive resistance. Deep Foundations: If development plans require structures to be located within the 20-foot buffer from the top of the steep ravine slopes, we recommend that the foundations within this buffer area be supported on a deep foundation system consisting of drilled piers or augercast piles to maintain the effective setback of at least 20 feet to the face of the slope. The piles should be driven to a minimum depth of 12 feet below the existing ground surface, and extend deep enough to provide a horizontal effective setback distance of 20 feet between the bottom of the pile and the face of the slope. The piers should be a minimum of 16 inches in diameter and consist of structural reinforced concreted. The piers could be chilled open hole but the contractor should have the capability of casing the holes should caving be experienced. Any water seepage into the drilled holes should be removed prior to pouring \��\concrete. The piers should be reinforced with rebar cages as recommended by the structural engineer. For v1 16-inch drilled piers installed as described hereon, a design axial compression capacity of 15 tons could be y� ►V) \ ,used for the purpose of sizing the piers and determining pier spacing. Lateral resistance on the piers should `��1be similar to shallow foundations with the exception that the upper four feet should be neglected when calculating lie passive resistance. Maximum pier spacing should be kept at 8 feet and all corners within the \ \1 downhill foundation line should receive piers. la Alternatively, shallow foundations could be used throughout the site, such that downhill foundation elements be extended to deptlis of 6 feet below the existing grade his criterion should apply to areas within 12 linear feet of the proposed southwest corner,the proposed 20-linear-foot-long western foundation line, and within 10 linear feet of connecting sections on the northern and southern sides of the NELSON GEOTECHNICAL ASSOCIATES, INC. Geotedmical Engineering Evaluation-REVISED NGA File No. 1056918 Kovarik Residence Developme. January 16,2019 Arlington, Washington Page 12 aforementioned westernmost foundation line. The attached Site Plan in Figure 2 indicates the approximate foundation lines to be deepened. Retaining Walls Should basement walls or any other retaining walls be utilized, they should be designed and constructed as outlined hereon. The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement which can occur as backfill is placed, wall drainage conditions, and the inclination of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the wall (active condition), soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing (at-rest condition). We recommend that walls supporting horizontal backfill and not subjected to hydrostatic forces, be designed using a triangular earth pressure distribution equivalent to that exerted by a fluid with a density of 40 pcf for yielding(active condition) walls, and 60 pcf for non-yielding(at-rest condition) walls. These recommended lateral earth pressures are for a drained granular backfill and assume of a horizontal ground surface behind the wall for a distance of at least the subsurface height of the wall,and do not account for surcharge loads. Additional lateral earth pressures should be considered for surcharge loads acting adjacent to subsurface walls and within a distance equal to the subsurface height of the wall. This would include the effects of surcharges such as traffic loads, floor slab loads, slopes, or other surface loads. We could consult with the structural engineer regarding additional loads on retaining walls during final design, if needed. The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and by passive resistance acting on the below-grade portion of the foundation. Recommendations for frictional and passive resistance to lateral loads are presented in the Foundations subsection of this report. All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report. Care should be taken to prevent the buildup of excess lateral soil pressures due to over-compaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting the backfill with small, hand-operated compactors within a distance behind the wall equal to at least one-half the height ofthe wall. The thickness ofthe loose lifts should be reduced to accommodate the lower compactive energy of the hand-operated equipment. The recommended level of compaction should still be maintained. Permanent drainage systems should be installed for retaining walls. Recommendations for these systems are found in the Subsurface Drainage subsection of this report. We recommend that we be retailed to evaluate the proposed wall drain backfill material and observe installation of the drainage systems. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Rvalur`'` p -REVISED NGA File No. 1056818 Kovarik Residence Developmem January 16,2019 Arlington, Washington Page 13 Structural rill General: Fill placed beneath foundations, pavement, or other settlement-sensitive structures Should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in-place density tests to document the attainment of the desired degree of relative compaction. The area to receive the till should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Sloping areas to receive fill should be benched using a minimum 8-foot wide horizontal benches into competent soils. MaterialS: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather fill should contain no more than five-percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-incli sieve). Some of the more granular on-site soils may be suitable for use as Structural fill; however, this will be highly dependent on the moisture content of the soil during construction. The use of the on-site soils as structural fill during wet weather will be very difficult, if not impossible. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a mininnun of 95 percent of its maximum dry density. in this report,maximum dry density refers to that which is determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of Optimum so that a readily compactable condition exists. it may be necessary to over-excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Slab-on-Grade Slabs-on-grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least six inches of free-draining gravel with less than three percent by weight of the material passing Sieve#200 for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch-thick moist sand layer may be used to cover the vapor barrier. This sand layer is optional, and is intended to be used to protect the vapor barrier membrane and to aid in curing the concrete. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evakl-'ion - REVISED NGA Rile No. 1056818 Kovarik Residence Developmc. January 16, 2019 Arlington, Washington Pagc 14 Pavements Pavement subgrade preparation and structural filling where required,should be completed as recommended in the Site Preparation and Grading; and Structural rill subsections of this report. The pavement subgrade should be proof-rolled with a heavy, rubber-tired piece of equipment, to identify soft or yielding areas that require repair. The pavement section should be underlain by a minimum of six inches of clean granular pit run or crushed rock. We should be retained to observe the proof-rolling and recommend subgrade repairs prior to placement of the asphalt or hard surfaces. Utilities We recommend that underground utilities be bedded with a minimum 11 inches of pea gravel prior to backfilling the trench with ou-site or imported material. Trenches within settlement sensitive areas should be compacted to 95% of the modified proctor as described in the Structural Fill subsection of this report. Trenches located in non-structural areas should be compacted a minimum 90%of the maximum dry density. Site Drainage Surface Drainage: Stormwater handling plans were not developed at the time this report was prepared. We should be retained to evaluate drainage plans. If possible, final site grades should allow for drainage away from the top of the slopes and away from the planned residence. We suggest that the finished ground be sloped at a minimum gradient of three percent for a distance of at least 10 feet away from the building and top of the slopes. All runoff generated on this site, including roof downspouts, yard and footing drains, and hard surfaces, Should be collected and routed into a permanent discharge system at the bottom of the slope or to the street. Under no circumstances should water be allowed to flow uncontrolled over the slopes. Water should not be allowed to collect in any area where footings or slabs are to be constructed. Subsurface Drainage: if groundwater is encountered during construction, we recommend that the contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. We recommend the use of footing drains around the structures. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum 4-inch-diameter, rigid, slotted or perforated, PVC pipe surrounded by free-draining material wrapped in a filter fabric. We recommend that the free-draining material consist of an 18-inch-wide zone of clean (less than three-percent fines), granular material placed along the back of walls. Pea gravel is an acceptable drain material. The free-draining material should extend up the wall to one foot below the finished surface. The top foot of backfill should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the Footing drain. Footing drains should discharge into tightlines NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evalul°^•fit -REVISED NGA File No. 1056819 Kovarik Residence Developmen, 1 Janu1,11y 16, 2019 • Arlington, Washington page 15 leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. CONSTRUCTION MONITORING We should be retailed to provide construction monitoring services during the earthwork phase of the project to evaluate subgrade conditions, temporary cut conditions, fill compaction, underpinning, and drainage system installation. USE OF THIS REPORT NGA has prepared this report for Ms. Beth Kovarik and her agents, for use in the planning and design of the development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods,techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre-construction meetings if requested. All people who own or occupy homes on hillsides should realize that landslide movements are always a possibility. The landowner should periodically inspect the slope, especially after a winter storm. if distress is evident, a geotechnical engineer should be contacted for advice on remedial/preventative measures. The probability that landsliding will occur is substantially reduced by the proper maintenance of drainage systems at the site. Therefore, the homeowner should take responsibility for performing such maintenance. Consequently, we recommend that a copy of our report be provided to any future homeowners of the property if the home is sold. Within the limitations of scope, schedule, and budget,our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared, No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. o-o-o NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evalu-•`:•m-REVISED NGA File No. 1056918 Kovarik Residence Developmei, January 16,2019 Arlington,Washington Page 16 It has been a pleasure to provide service to you on this project. If you have any questions or require further information,please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. (;a (;of Carston T. Curd, G1T Staff Geologist 11 ix ►5.". S J w Khaled M. Shawish, PE Principal CTC:KMS:dy Nine Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. 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Project Number NELSON GEOTECHNICAL No.I do Date Revision By CK 1056818 Kovarik Slope Evaluation N G A ASSOCIATES, INC. , sr2sr,e O iginal oPN CTc GEOTECHNICAL ENGINEERS & GEOLOGISTS Schematic Site Plan w..dmvm.aet.. E.11 w...1d...ou.. Figure 2 17311.1351h Ave,NE,AS00 55261ndu.Iq Len.,N2 Woodinville,WA 96072 E..1 W t.he.,WA96602 (.25i IB&1669/Few:401.2510 vNlv.nel6ongeo1et11.wm (5MW5.7MIF.r.66576N2 S C m Q) N a) a] 41) `J. 00 O (a a) fTrri ou)° z O ao N C -O •- c (0 U C 7 0 U p C a) O U � N U '� c ro N a o c w .mx � — a) m a - o � � � Z (b Zw C) N O m a) E a) o. M w I o to o ,7 � c N m .a) a`) L) E C c N (n o — L I N L a] o '- O CO +N- rr= C a) • E a 7 N u a) v E Ui CD m c I C O � -0 _o O Cc M5n LU C o 0 11 1 1 1 1 1 i I I I l I l I l l l l l l I I I I I I I I I l l m >o — Y (0 N 3 C J l` C @. U) �m5 O O 00 O O Cn _ o 43 `O � (O N 00 x 4N) u?n L) (° U O r- L 3u'S mE o U) Q C Of 2U as uol ena ties i j d) �o CIS �, 3 as 4' a a U Project Number NELSON GEOTECHNICAL No. Date Revision By CK ASSOCIATES, INC. 1056818 Kovarik Slope Evaluation N G A 1 9/26118 Original DPN CTc 1 GEOTECHNICAL ENGINEERS & GEOLOGISTS u Cross-Section A-A W—dlmlll.oma. E..IW.W.W.01n.. E Figure 3 17311-1351h Ao,NE,A500 55261ndu6lry Lane,N2 - WaadINI a.WA 99072 E..l W.nelah..,WA 96602 (425)466.1659/Fa.;491.2510 vw.v.nel.."ealech corn (609)665�7695 1 Fax:6657692 M C a) N O O .0 > 04 O O ao o W E � I I o ao °O N U C 7 U +' Q ++ W — c � O U) (0 O U CO N N t N (a C `o c U) a0 > p � a) aa) z (n w O N O � N N (U a) i N 0. O o � o CV m — a) d C C_ ~ C) U 00 _ N _N 'o C c m 1 _ L (a _ C N U) e-- 7 0 C E a) j 1n e- (a a) 3 >_ c I v C) O u N Cam. w J1 O Im M o >` T O s —w (n > �_(�� I I , I I I I I I I I I I I I I I I I I I I I I I I I I .0 .� M to Y L (D N CC) O K aJ`i o U �_ � a z d col oo (� n 'C N n o (taa}) u01ten913 tiea}Iqjy � p c3 o a Project Number NELSON GEOTECHNICAL No. Date Revision By CK 1056818 Kovarik Slope Evaluation �NGA ASSOCIATES INC. 1 9/26I1B Original DPN CTC GEOTECHNICAL ENGINEERS & GEOLOGISTS Cross-Section B-B' Woodinville Office Eae1 Wenalehee olnce E Figure 4 17311-1351h Ave,NE,ASoa 55261nductry Lane,M2 8 Woedln""WA 9a072 Eem Wenatdtee,WA a6622 G (42.14B&16691 rav:4a1-251a V/YIVl neleaigevleeh eam (509)665-769a i r-665.7692 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL CLEAN GW WELL-GRADED,FINE TO COARSE GRAVEL COARSE - GRAVEL GRAVEL GP POORLY-GRADED GRAVEL GRAINED MORE THAN 50% GRAVEL OF COARSE FRACTION GM SILTY GRAVEL RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL-GRADED SAND,FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50% RETAINED ON MORE THAN 50% NO.200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO.4 SIEVE WITH FINES SC CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50% SOILS ORGANIC OL ORGANIC SILT,ORGANIC CLAY MORE THAN 50 INORGANIC SILT AND CLAY MH SILT OF HIGH PLASTICITY,ELASTIC SILT PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY NO.200 SIEVE 50%OR MORE ORGANIC OH ORGANIC CLAY,ORGANIC SILT L C HIGHLY ORGANIC SOILS PT PEAT 0 T NOTES t a 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: w examination of soil in general o accordance with ASTM D 2488-93, Dry-Absence of moisture,dusty,dry to N s the touch 2) Soil classification using laboratory tests is based on ASTM D 2488-93, Moist-Damp,but no visible water. w 3) Descriptions of soil density or Wet-Visible free water or saturated, consistency are based on usually soil is obtained from v interpretation of blowcount data, below water table visual appearance of soils,and/or test data. ti z c� Project Number NELSON GEOTECHNICAL No. Date Revision By CK 1056818 Kovarik Slope Evaluation NGA ASSOCIATES INC. p 1 9128/18 Original DPN CTC Soil Classification Chart GEOTECHNICAL ENGINEERS & GEOLOGISTS wa Invme omaa Eae1 Wenalahee omee E Figure 5 17311-1351h Ave.NE,A500 55MINueny 02 3 Woadlndle,WA 9W72 Eeel YNnalcMe,Y!AW=2 (425)46&16691 F-461-2510 VANv,nelaon9eolech,com (509)66&76961 Fey:665-7692 LOG OF EXPLORATION DEPTH(FEET) USC SOIL DESCRIPTION TEST PIT ONE 0.0-0.9 LIGHT BROWN SILTY FINE TO COARSE SAND WITH ROOTS(LOOSE,MOIST)(TOPSOIL/F_ILL) 0.9-2.8 GM TAN SILTY GRAVEL WITH FINE TO COARSE SAND and TRACE ORGANICS AND IRON OXIDATION STAINING(MEDIUM DENSE,DRY) 2.8-6.2 SP-SM GRAY FINE TO COARSE GRAIN SAND WITH SILT AND GRAVEL (MEDIUM DENSE TO DENSE,MOIST) SAMPLES WERE COLLECTED AT 4.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.2 FEET ON 9/11/2018 TEST PIT TWO 0.0-1.0 BROWN SILTY FINE TO MEDIUM SAND WITH ROOTS(LOOSE,DRY) O(T PSOIL/FILL) 1.0-2.9 GM LIGHT BROWN SILT AND FINE TO MEDIUM SAND WITH COBBLES AND ORGANICS (LOOSE TO MEDIUM DENSE,MOIST) 2.9-3.4 SM TAN-BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL(MEDIUM DENSE, MOIST) 3.4-6.3 SP-SM GRAY-BROWN FINE TO COARSE SAND WITH SILT AND GRAVEL(MEDIUM DENSE,MOIST) SAMPLE WAS COLLECTED AT 3.0 AND 4.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.3 FEET ON 9/11/2018 TEST PIT THREE 0.0-0.7 BROWN SILTY FINE TO MEDIUM SAND WITH ROOTS(LOOSE,DRY)(TOPSOIL) 0.7-1.0 SM TAN TO RED BROWN SILTY FINE TO COARSE SAND WITH GRAVEL AND TRACE ORGANICS (LOOSE TO MEDIUM DENSE,DRY) 1.0-5.0 SP GRAY BROWN FINE TO COARSE SAND WITH GRAVEL AND TRACE SILT (MEDIUM DENSE, MOIST) 5.0-6.0 SP-SM GRAY FINE TO COARSE SAND WITH SILT AND GRAVEL(MEDIUM DENSE,MOIST) SAMPLE WAS COLLECTED AT 4.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED MINOR TEST PIT CAVING WAS ENCOUNTERED AROUND 3.0-5.0 FEET TEST PIT WAS COMPLETED AT 6.0 FEET ON 9/11/2018 TEST PIT FOUR 0.0-1.2 BROWN SILTY FINE TO MEDIUM SAND WITH ROOTS(LOOSE,DRY) TO( PSOIL) 1.2-3.0 SM RED-BROWN SILTY FINE TO COARSE SAND WITH GRAVEL AND TRACE ORGANICS (LOOSE TO MEDIUM DENSE,DRY) 3.0-5.0 SP-SM TAN-GRAY FINE TO COARSE SAND WITH SILT AND GRAVEL(MEDIUM DENSE,MOIST) 5.0-6.0 SP-SM GRAY FINE TO COARSE SAND WITH SILT AND GRAVEL(MEDIUM DENSE,MOIST) SAMPLE WAS COLLECTED AT 4.0 AND 6.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED SLIGHT TEST PIT CAVING WAS ENCOUNTERED BETWEEN 3.0 AMD 5.0 FEET TEST PIT WAS COMPLETED AT 6.0 FEET ON 9/11/2018 AJS:CTC:KMS NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 1056818 FIGURE 6 LOG OF EXPLORATION DEPTH(FEET) USC SOIL DESCRIPTION TEST PIT FIVE 0.0-0.6 LIGHT BROWN SILTY FINE TO MEDIUM SAND WITH TRACE ORGANICS(LOOSE,DRY)(TOPSOIL) 0.5-1.5 SM RED-BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL(LOOSE,DRY) 1.5-2.2 SM TAN SILTY FINE TO COARSE SAND WITH GRAVEL(LOOSE TO MEDIUM DENSE,DRY) 2.2-3.0 SP-SM TAN FINE TO COARSE SAND WITH SILT AND GRAVEL(MEDIUM DENSE,MOIST) 3.0-6.0 SP-SM GRAY FINE TO COARSE SAND WITH SILT AND GRAVEL(MEDIUM DENSE,MOIST) SAMPLE WAS COLLECTED AT 3.5 AND 6.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.0 FEET ON 9/11/2018 AJS:CTC:KMS NELSON GEOTECHNICAL ASSOCIATES,INC. FILE NO 1056818 FIGURE 7 0 0 CD o co J ❑ � N II II (0 5 U) ; � U U N ❑ C� fA fn O 0 O o F. J_ C a) 00-, O M 0 � 0 iT e, o w IQ, _ z w N0� _ ' w O cn O�G w � c`a >W Oz. — °z c0i = W 04, o J ❑ / g C (UO QO` Z O+ LU / - N H d, _ Z O w = (D W Lo ❑ /O�� _ z ❑ 0 / J 11 /I-h / - - — Z _ w O HOf 0 m Cl) O z 41 a o X w a U J J _S m m 00 U w o a u� z X C) .0 C) r O M 0000 1- ((O M d• M N 1H013M A8 �13NIJ iN302lDd 4 LL N (i a L9 Project Number NELSON GEOTECHNICAL No. Date Revision By CK 1056818 Kovarik Slope Evaluation NGA ASSOCIATES INC. 1 9/27/18 Original DPN CTC r GEOTECHNICAL ENGINEERS &GEOLOGISTS Sieve Analysis E Waodlnvllle Ortlea Eael Wenatchee 011ice Figure 8 17311-1351h Ave.NE,MW 5526 W.dryLane,02 `3 Waadl 11e,'A"' Eeel Wenalchee,WA 95502 (@5(I06-Ififi91 Fax:�91-2510 vnnv.neleonpeolerh.cam (509)665-7598I Faa:555-2 S o - 0 0 Z O o 00 \ (Y) J =) — N II Q m II >, N } I- > U Up O (A fn — O � o O J .N a c _ m o°z. — — Z > O ca 0+ rn OOZ a L oti / it 3 U 00 Z W c p (o lu l 0 W J N fA oti a H O U) LU W z W o10 ¢ n V U) ti _ o f U) E) o p w C O" Z IL LU Z o� N U) U) o _ z O W = U J N ti� U Q W LO w ❑ (vi o Z 2 LL J 6 j U W Z U) OLU i- 0 IM In P a O J � v CD -- a Z m W12 9 J J 2 O (n m W O CL U . 2 : N W a o O O O a) 000 I` (O It) 'q' M N O c- � o 1HSI3M AS b3Nld 1N3Ob3d v n 0 tL i5 a! 0 n`. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 1056818 Kovarik Slope Evaluation N ASSOCIATES INC. 1 9127118 Orlglnel DPN crc Sieve Analysis GEOTECHNICAL ENGINEERS & GEOLOGISTS Wo dlnWls OM a Eaal W—I.h-Oleee Figure 9 nal 1-1151h A-0E,A-500 5526 Ind My Lana,M2 µbWtnWl.,WA 56072 Ea al W-111h..,WA06502 (a25)466116f.91FA 461.2510 Wvnv,.1—gaola1h cam (6091655.76961 F...665-7692 1 1 1 1 �C • A � ale- r'48 /,? e _ �'�A�inly`,a,- ,� �., „ � .,•�`,'�',,-'",,�"''� � ` f�.�s��/w �'�Wiz.. �1�7`rf �+ �r!Otf•5:�i�T�'• 6� ,,,d'``'F � �''��,s�'A6 •w,.�'" r•'�'�'� _ ..�,-,•'•"`""..d-�-' .. .....a �"�'tZ,. R 7,6- ��/'YA� I4�'�C�:i�!� • �/f.•f'/\\f� � �•'�• a.. IYIr�LR1KTJnfIQ1, 7 JZ^'7�(�--7 i:•`, . J/ { m�� p �� ' uI wow�vnCea.*.sev+.?� ` /'�G��£Z ..+m.I•sJw.w.r.ui.wx.r..•V.'YRs•\.--.� 'ar��' 6A� y.3•'i.'4 �r'�_.es".�� /�L ' f{•�'x� � �R��.-_..*.,'.ram -���.� W v ' I ye' ryw� uF\ • ��®��� � I• Y 1 '�F•O cQ wAsN�,. 5180228 Q'Z DAVIDA. HAtABAUGH`•. /0,A° `. No. 21 -Conveyance Storm Pipes Drainage System Potential Conditions When Maintenance Is Results Expected When Maintenance Feature Defect Needed Is Performed Or Not Needed General Obstructions, Root enters or deforms pipe,reducing Use mechanical methods to remove root Including Roots flow. if possible.Use of chemicals to remove roots shall be done in accordance with applicable regulations. If necessary, remove the vegetation over the line. Pipe Dented or Inlet/outlet piping damaged or broken Pipe repaired and/or replaced. Broken and in need of repair. Pipe Rusted or Any part of the piping that is crushed Pipe repaired and/or replaced. Deteriorated or deformed more than 20%or any other failure to the piping. Sediment& Sediment depth is greater than 20%of Install upstream debris traps(where Debris pipe diameter, applicable)then clean pipe and remove material, Debris barrier or A debris barrier or trash rack that had Debris barrier or trash rack is replaced. Trash Rack been installed on the end of a drainage Missing pipe is missing Joint/Seal The joint between pipe sections is The joint and/or seal is repaired so that Problems separated and/or the seal at the joint is joint is not separated and is properly cracked or broken. sealed. January 2016 Snohomish County Drainage Manual Volume V-Runoff Treatment BMPs 50 No. 22-Facilit,Discharge Points Drainage System Potential Conditions When Maintenance Is. Results Expected When Maintenance Feature Defect Needed; Is Performed Or Not Needed Monitoring Inspection of Sheen,obvious oil or other Identity and eliminate pollution source Discharge Water contaminants present. AND report discharge to Snohomish for Obvious County Surface Water Management Signs of Poor Division. Water Quality. Effluent discharge from facility should be clear. Receiving Area Water in receiving area is causing Receiving area sound. Saturated substrate to become saturated and unstable. General Rock Pad- Only one layer of rock exists above Rock pad replaced to design standards. Missing or native soil in area five square feet or Moved Rock larger,or any exposure of native soil where pad was originally installed. Rock Pad- Soil erosion in or adjacent to rock pad. Rock pad replaced to design standards. Erosion Obstructions, Roots or debris enters pipe or deforms Use mechanical methods to remove root Including Roots pipe,reducing flow if possible.Use of chemicals to remove roots shall be done in accordance with applicable regulations. If necessary, remove the vegetation over the lone Pipe Rusted or Any part of the pipe that is broken, Pipe repah•ed or replaced. Deteriorated crushed or deformed more than 20%or any other failure to"tlne piping January 2016 Snohomish County Drainage Manual Volume V-Runoff Treatment BMPs 51 Raelynn Jones From: Beth Ellen <bethkovarik@gmail.com> Sent: Tuesday,July 23, 2019 2:24 PM To: CED Main Line Subject: Kovarik-Revised Plumbing Permit Application Attachments: Permit 2571 Revised Plumbing App Section.pdf [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] As discussed with Raelynn yesterday, we had some incorrect fixture counts on the plumbing section of our permit application. See attached revisions. The revisions are in blue ink so you can easily see what changed. Let me know if you have questions! Beth Kovarik (425) 238-1071 i I Vy RE&DENTIAL PERMIT APPLICATION ° Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK, OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 20114 Old Burn Road,Arlington,WA 98223 Plat: 310514-001-022-00 a Single-family I.J Duplex ❑ Townhouse Ij Addition ❑ Accessory structure Proposed Area: 1 st Floor: 1,080 SF 2nd Floor: 1,209 SF Garage: 484 SF Total SF: 2,773 SF Describe Proposal (include cross street): New single-family residence on Old Burn Road, nearest cross street of 195th Street Valuation: $300.000 Owner: Brice and Beth Kovarik Address: 16821 Smokey Pt Blvd,#816 City: Arlington State: WA Zip Code: 98223 Phone: (425)238-1071 Email: bethkovarik@gmail.com Applicant: Beth Kovarik Address: 16821 Smokey Pt Blvd,#816 City: Arlington State: WA Zip Code: 98223 Phone: (425)238-1071 Email: bethkovarik@gmail.com Contractor: Allied Construction Associates, Inc. Address: 3120 Hewitt Avenue City: Everett State: WA Zip Code: 98223 Phone: (425) 259-6057 Email: accounting@alliedconstruction.net Contact Person: Keith Bjella License Number: ALLIEDCA008DF Expiration: 05/08/2020 Received MAY %3 2019 6/16LP (L b Page 1 of 3 ,� ., a, ,• - _ •-.'.. ' � �� •. `'Y RESIDENTIAL PERMIT APPLICATION i� Department of Community& Economic Development ,yG`�� City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x 1 [ Sink (1.5) x ( Shower (2.0) x 2 [v' Lavatory (1.0) x Clothes Washer (4.0) x 1 (� Water Closet (2.5) x 3 ( Dishwasher (1.5) x 1 Water Heater x 1 Hose Bibb (2.5) x Water Heater Model# Rheem Electric Hybrid Performance Platinum Model XE65T10HD50U1 (3.7 UEF) "j Other (list) x 1free-standing tub (48 gallon) Plumbing Section Continued Proposed Water Piping Size: V to the house Proposed DWV Material: 7,r& 9 Proposed Piping Material: PEx and copper Proposed DWV Size: 3" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) Received 6/16LP Page 2 of 3 JUL 14 7.019 � ''� _.' I I f I IQ RE&DENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) -3551 Plumbing Section (continue filling out if plumbing is in ed) ,401 (Check all that apply and indicate the number of fixtures proposed) C� Bath/Shower Combo (4.0) x 1 ❑ Sink (1.5) x 5 Shower (2.0) x 2 Lavatory (1.0) x Cj Clothes Washer (4.0) x 1 Water Closet (2.5) x 3 Dishwasher (1.5) x 1 Water Heater x 1 C� Hose Bibb (2.5) x 1 Water Heater Model # Rheem Electric Hybrid Performance Platinum Model XE65T10HD50U1 (3.7 UEF) Other (list) X 1 free-standing tub (48 gallon) Plumbing Section Continued Proposed Water Pipin Size: V to the house Proposed DWV Material: Pyc Proposed Piping Ma rial: PEX and copper Proposed DWV Size: 3" • All hose bi s required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water upplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 tti RE&DENTIAL PERMIT APPLICATION Department of Community& Economic Development ,_S City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 I Yl\Y I� Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Electric Air Handler Furnace (80+) Model# American Standard TAM9-042 AFUE n/a Heat Pump Model# American Standard 4A6H5042 SEER 15 HSPE 9.5 ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System Ld Fireplace Inse — GdAPXE l Outdoor BBQ ❑ Storage Tank ❑ Freestanding Stove ICI Gas Piping ❑ Other Gas Piping Information Not Applicable: Pipe Material. Pipe Size Total BTU's of all Appliances: Distance from Meter to Furthest Appliance. • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: ��� G� L� Date. Print Applicants Name 6/16LP Page 3 of 3 .� j: I A a A w z O' w w V3OC, a A _ � U Fx z A z U J � � -.14 w ❑ �Q O O V Q � '7 a z � c7 p O w Lo G ❑ ❑ _:� as Qz � � F z � .� �v � � a V A�! cFn � A O � M w F O w o W v z cn °mo U oZ O Fl aF W A" p 3 Qa z < H AO O maZ ry V U � z Zp0Q W a wa. o a! F a z gz Q u O a a � k Z au �" � � o v > z � v o uz cz o = z c4 a O z ° ate 0 ¢ 3 � ? CA _ � ) ❑ °" F ❑ ❑ ❑ ❑ ❑ ❑ o >- A ; 4 Gw0 Q o pv z u a w I - - — A F u o w z O 91. 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F o ❑ 17 ❑ ❑ ❑ ❑ z ❑ , 5 NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: r''� ( AM/PM _ DATE: L JOB ADDRESS: !J' �0 L-k+, LOT#: PROJECT: V(i V TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION sri c?Al t'NSd�,KTiaJ r _ 1�I��IW�ai1-r 7o T� ������ i-� C�1/Sr,-✓i `i 1 // , s THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY, FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE 71 PLANNING 0 CIVIL � BUILDING CITY OF ARLINGTON • • NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: `lAM M DATE: JOB ADDRESS: I I I �r 1 �'.>v i r1 LOT#• PROJECT: TYPE OF INSPECTION: +' 6 Vl OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE Cl PLANNING Cl CIVIL UILDING CITY OF ARLINGTON f NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL .f CORRECTIONS REQUIRED ❑ DO NOT OCCUPY '' ❑APPROVED PERMIT#: I",� '�� I AMI PM DATE: Z� JOB ADDRESS: )'71: ►c LOT#: PROJECT: TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION I�G !J k)I I A)0 i VA2p F c NCrk_ S EC Q IZ Cr L1 A)I AJOT /2Pot�/- 1 , 7�,k r + Ti;f_. THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 Za INSPECTOR DATE ClY PLANNING O CIVIL P CITY OF ARLINGTON BUILDING (41 . s NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 71 APPROVED PERMIT#: AM/PM DATE: JOB ADDRESS: �J ` I , , 1 . LOT#: PROJECT- i V TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT Cl CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. 0 CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION l/C' J 1 ( � � THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAY APPLY. FOR INSPECTION CALL: 360-403-3417 �L r) INSPECTOR DATE 0 PLANNING Cl CIVIL -t BUILDING CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL P51CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: 1 ,A V/PM DATE: I2'i 2t' JOBADDRESS: �� ��I 1 v'�� � LOT#: PROJECT: TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 1, Gawi►"u- Trb -- )OoLl4 I# N 43lk% vz s °� LI1G! iJf �r1 1cu 7ee ,; teLL -7 1 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE / Cl PLANNING o CIVIL M BUILDING CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: /`� IAA t PM DATE: 1 JOB ADDRESS: �� 1 ' ��' ;i y,i PROJECT: #_ .f tA TYPE OF INSPECTION: j I:$ } ✓�_Gt OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION / 1-.Kk1Ypsrz- % 13t- Gawt►emu r� - 1?a�l� t� l �4 IPt N� � C� 6? fJ�JE"Al Y 7/u J &I ALI 0c.y s l - .') THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 11 ' 7 7 INSPECTOR DATE 0 PLANNING Cl CIVIL O BUILDING CITY OF ARLINGTON (4j 9 ✓ NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: AMIPM DATE: 7tOTOB ADDRESS: E- LOT#: PROJECT: TYPE OF INSPECTION: ��{1 C �'1✓1 t OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 14 C? - THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAT Cl PLANNING 0 CIVIL -1 BUILDING CITY OF ARLINGTON . NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 3'APPROVED PERMIT#: { (AmV)/PM DATE: JOB ADDRESS: `7 t `" LOT#: PROJECT: C �� TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE, CAS ryiF Cl PLANNING Cl CIVIL -1 BUILDING CITY OF ARLINGTON c. f, o NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY �n APPROVED PERMIT#: �C�� LOT#: DATE: JOB ADDRESS: 7(7J 1Lj 1 FAA TYPE OF INSPECTION: VI--C.1j ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION �,,K>>�,94 r� THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAn CT BUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ,�APPROVED PERMIT#: LOT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: j. ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION oe THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. �� Cl PLANNING DEPT. CITY OF ARLINGTON 4 _ I EE W O. Z GO O a CO. ` CY �.j cn w > w �: Z x O a Z a C Z Z V3aa A Q � Fx z A z V � � d" w oG O G, z w � > Z oo Ln � O V Q wQ w � 0 � wCa F c� �t M ~ G ❑ p, -a Zz � O F Z � ZQ' Z a' 0 A A O � M e p U z a W F, pFq — 0w0 N vZ M ma Z O — CD zU w az z � w °m WAzz o F 04 o W 375 zOQ .¢a H Owo °Go l\, oa f LQ Z o 0. F a E- a. x O F z o Ow a aF Fi �n cn V Ca w O 0. WA z av HFp WO Z � Q a z z O F A CDaF zaa p a0.a a � z � P a z {. v .a z ¢ w O - Owo. F. 00. O � O i aSo d�a • ,J G a ca w z .1� z zCt 0-40 'n Q 7 Q U av ow. o a z _ x CA W w z O w M a OG � w z v > Q zo d � wwl A z v w o Ln ❑ � � M F_ G ❑ as zzz U ca `.. > a U o F a Oow.. tin mp d W F" % ` Q vwC) N UZ M z W F ,.. w p tr y W \\ F U a p 1 a zaCa Q w wa O Q v U z o a D Z a Q 1 w d 0 a z o�cv aH > 3 wo z � z jz Q ZLIJ aa Y RESIDENTIAL PERMIT APPLICATION 0 Department of Community& Economic Development 7 City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 ANC. THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK, OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 20114 Old Burn Road,Arlington,WA 98223 Plat: 310514-001-022-00 Single-family Duplex Townhouse IJ Addition Accessory structure Proposed Area: 15t Floor: 1,080 SF 2"d Floor: 1,209 SF Garage: 484 SF Total SF: 2,773 SF Describe Proposal (include cross street): New single-family residence on Old Burn Road,nearest cross street of 195th Street Valuation: $300,000 Owner: Brice and Beth Kovarik Address: 168215mokey Pt Blvd,#816 City: Arlington State: WA Zip Code: 98223 Phone: (425) 238-1071 Email: bethkovarik@gmail.com Applicant: Beth Kovarik Address: 16821 Smokey Pt Blvd,#816 City: Arlington State: WA Zip Code: 98223 Phone: (425) 238-1071 Email. bethkovarik@gmail.com Contractor: Allied Construction Associates, Inc. Address: 3120 Hewitt Avenue City: Everett State: WA Zip Code: 98223 Phone: (425) 259-6057 Email: accounting@alliedconstruction.net Contact Person: -Keith Bjella License Number: ALLIEDCA008DF Expiration: 05/08/2020 6/16LP Page 1 of 3 c`� °�' RESIDENTIAL PERMIT APPLICATION Department of Community$ Economic Development 7 �i jNG,to City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) ❑ Bath/Shower Combo (4.0) x 1 ❑ Sink (1.5) x 5 ❑ Shower (2.0) x 2 ❑ Lavatory (1.0) x ❑ Clothes Washer (4.0) x 1 ❑ Water Closet (2.5) x 3 ❑ Dishwasher (1.5) x 1 ❑ Water Heater x 1 ❑ Hose Bibb (2.5) x 1 Water Heater Model # Rheem Electric Hybrid Performance Platinum Model XE65T10HD50U1 (3.7 UEF) ❑ Other (list) x 1 free-standing tub (48 gallon) Plumbing Section Continued Proposed Water Piping Size- 1"to the house Proposed DWV Material Pvc Proposed Piping Material PEX and copper Proposed DWV Size: 3" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 Y RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development �Pl jN�,tO City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Electric Air Handler Furnace (80+) Model# American Standard TAM9-042 AFUE n/a Heat Pump Model# American Standard 4A6H5042 SEER 15 HSPE 9.5 ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System Fireplace Inse //l/OODLCI Outdoor BBQ ❑ Storage Tank �wrri�J ❑ Freestanding Stove �Li Gas Piping ❑ Other Gas Piping Information Not Applicable: d Pipe Material Pipe Size: Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature Date- Print Applicants Nam&, �I ��0�/�i/'/!< 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 + PHONE; (360) 403-3551 BUILDING PERMIT Address:20114 Old Burn Rd Permit#:2571 Parcel#:31051400102200 Valuation:300000.00 OWNER APPLICANT CONTRACTOR Name:KOVARIK BRICE P/KOVARIK BETH E Name:Brice&Beth Kovarik Name:Allied Construction Association Inc. Address:5517 128TH Pl.SE Address:16821 Smokey Point Blvd#816 Address:3120 Hewitt Ave City,State Zip:EVERETT,WA 98208-9541 City,State Zip:Arlington,WA 98223 City,State Zip:Everett,WA 98201 Phone: Phone:425-238-1071 Phone:425-259-6057 LIC:ALLIECA008DF EXP:05/08/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name:ALLIED CONSTRUCTION ASSOC INC Name:ALLIED CONSTRUCTION ASSOC INC Address:3120 HEWITT AVE Address:3120 HEWITT AVE City,State,Zip:EVERETT,WA 98201 City,State,Zip:EVERETT,WA 98201 Phone:425-259-6057 Phone:425-259-6057 LIC#:ALLIECA008DF EXP: 05/08/2020 LIC#:ALLIECA008DF EXP:05/08/2020 JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: VB DWELLING UNITS: 2773 OCC GROUP: R-3 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110ARC 110. SALES TAX NOTICE:Sales tax relating to constriction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlingtoi #3101. '�<a4y�� 4 o 5/—/—,? mLk Signature Print Name f fDate Released By Dat CONDITIONS • 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 (360-403-3417)MUST BE CALLED IN BEFORE 3:30 PM TO BE ON THE NEXT BUSINESS DAY INSPECTION SCHEDULE • Inspection are Monday-Friday with exception of Local, State or Federal Holidays. Building, Storm and 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 360-403-3433; Water or Sewer call 360-403-3526 • KEEP ROADWAY CLEAN • 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, %2 hour minimum for failure to call for inspection • City of Arlington Design and Construction Standards and Specifications. (Available online) • Construction Work Hours—Monday— Saturday 7 air to 7pm. No Sundays or Federal Holidays - Inspection Card shall be kept onsite • As-built plans will be required—submit contractor redlined plans with as-built submittal • See redlined plans for additional requirements - ADHERE TO APPROVED PLANS. • GEOTECH SHALL BE ONSITE AS INDICTED IN THE REPORT FROM NELSON GEOTECHNICAL ASSOCIATES, INC. - IT IS THE OWNERS RESPONSIBILITY TO MAINTAIN THE DRAINAGE SYSTEM AFTER FINAL BUILDING INSPECTION. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED,THIS PERMIT COVERS WORK TO BF.DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC:DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL RF.QIIIRE SEPARATE PEI MISSION. PERMIT FEES Date Description Fee Amount 8/14/2019 Building Permit Fee $3,118.46 8/14/2019 Building Plan Review Fee $2,027.00 8/14/2019 Mechanical Fee(Enter Fixture Fee) $75.00 8/14/2019 Mechanical Permit Base Fee $25.00 8/14/2019 Park-Community SF $1,662.00 8/14/2019 Park-Mini SF $484.00 8/14/2019 Plumbing Permit Base Fee $25.00 8/14/2019 Plumbing Permit Fee(Enter Fixture Fee) $216.00 8/14/2019 Processing/Technology Fee $25.00 8/14/2019 Site Civil $1,600.00 8/14/2019 State Surcharge per Dwelling $6.50 8/14/2019 Traffic Mitigation-City $3,355.00 8/14/2019 Water Heater $25.00 Total Due: $12,643.96 Total Payment: $12,643.96 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 leave the following information: When calling for an inspection please a e e g Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon i i r k j i a S I nn r� 1 I _ 9 q Jam. f d IT N i�.�.. 6J m 57 4 A,I ' wz,- CE C 0 F - CITY OF .A.F,LINGTON - - - �-- BUILDING DEPARTMENT wa �; EB - , -�-�r-' APPROVED AL -fir.,_ . .. r . i w - CHANGES=AUT-HOR1ZED _ _.._. ...,.. � .. �1 _ _. _..._. _ ... SS APPROVED-BY THE BUILDING INSPECTOR _..........4�.. .. . .... ......—,.,,. � if - - .. .,»,._.,_.._,.»._.....,,,.... ,..._.—..., .....__...,,..., .,,, ...mow.... F LA JLJ d Received r 4 Q MAY 2 3 2019 13110 16-1 1 4 ( � 4 y w'- i of, Cs 14 �S . 0 40 lit 1 t+ sNJV Off 7i - • - lit WXK: 04 77 u �"y 74_ `, - �.. 10 PUM Nit c(� 12, tA L j FVd •fit a 1ZI � / rIBX it2 syg - '.� �' ^` c t.�3 "_JI i fi LZ _ Lj 40 r r to l _ _ . t �'3 a _ ry j u _ _..1 � "'� U . } fi { �E f X 4 10 { ._.N 4 ( � i �•�, r� N�a f 00. _ f jv" }" R Kk _ I °#00, OL 0 tom . PLA ( � - f ; 2o�' { 1 V Ile all r = # 5v4p =W1 a 06 gad o Its ef it Ni N 1 d f F I Pw' Fit Luk JPlop JA I Ot- 00 s { 1 . ( ' F 8 t` , d P 1HL . - P� LO AZ re 70 loo i 1 a i r f � f i i 8 t e s , i ii. i T = 111( s ..! � a _ s .44 t a - , , . r -40LLt , r ; • v _4 ... sus f .���►.. .._ _ .__.� i ...:� .. :. ,. . .0}fit WAI.Uc= .. ._ ..._._ ...., . ,. . .. . � .. .. .. . . , .. _ ._ • . . ,..-. . . .,... , vv ZtAuRfl TP , i A r , , ` 00 ---tM7tND fftAact. ` + I&Ia5G. f. ' ON 3•0.c. • , i • OA (t)7.N .. i .. -c.:, ► ..�r,�r� � �N t AIVIN HEADER AT CORNER C�= c' _ .a. I�\fjyLr...�.{/e.yaw.. i I `�tyR le000,� . w" 10—!5 ' tf� f BIUI K try' W/w - � .,. �" � �• � � �- �� � X�a ark -- Cc� 2? - ; f 72 . .. ,..r.i', , 1 I f '..._ f S . � . . FLOORS _ R507.3 Wood/plastic composites.Wood/plastic composites R507.3.1 Installation of wood/plastic composites. ..• used in exterior deck boards, stair treads, handrails and Wood/plastic composites shall be installed in:accordance ] guardrail systems shall bear a label indicating the required with the manufacturer's instructions. y performance levels and demonstrating compliance with the provisions of ASTM D 7032. EXTERIOR SHEATHING V EXISTING STUD WALL i EXISTING 2x BAND JOIST-----,, , I OR ENGINEERED-RIM BOARD ,; . .." . . .. 2"MIN i DECK JOIST 1-5/S MIN. 5"MAX. LAG'SCREWS OR BOLTS 2"MIN. T. FLOOR FRAMING '��+ JOIST HANGER EXISTING--- •`-�'" FOUNDATION WALL- For SI: 1 inch=25.4 nun. FIGURE R507.2.1(2) PLACEMENT OF LAG SCREWS AND BOLTS IN BAND JOISTS HOLD-DOWN OR SIMILAR TENSION"DEVICE L a �. FLOOR SHEATHING NAILING AT 6 IN. MAXIMUM ON CENTER TO JOIST WITH HOLD-DOWN # + + + > 1 � FLOOR JOIST QECK JOIST t" i .�Ctr MID"14 VP • ir+I Y I`�p , _ L I• For SI: i inch=25.4 mm. FIGURE 507.2.3 ;. :�s^TkZ DECK ATTACHMENT FOR LATERAL LOADS a 1448 E5 INTERNATIONAL RESIDENTIAL CODE i f ------------ _ d i Fasteners into or in contact with PT or fire retardant treated g ' • j I Wood shall be hot dipped galvanized steel,stainless steel, v { .Table R402.1.1 Footnotes For Si: 1 foot.=304.8 mm,ci .=continuous insulation, int.=intermediate framing. silicone bronze or copper. Exception: %"diameter or greater steel bolts. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is l * less than the label or design thickness of the insulation,the compressed R-value of the insulation from f ! Appendix Table A101.4 shall not be less than the R-value specified in the table. The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. Fasteners into or in contact with PT or fire retardant treated s € Exception:Skylights may be excluded from glazed fenestration SHGC'requirements in Climate Zones 1 Wood shall be hot dipped,galvanized steel,stainless steel, ` through 3 where the SHGC for such skylights does not exceed 0.30. silicone bronze or copper. Exception: I/2"diameter or -.. greater steel bolts `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the •-' �`" .• • ••••• When applicable,provide collar ties 4'O.0 .,Y basement wall at the interior of the basement wall."10/15/21.+TB"shall be permitted to be met with R-13 --- - - - - -'- -- - - ---- -»--- •- ••- =�' m•.- - -w-- -_.___...._.. _..._.._ ! € cavityinsulation on the interior of the basement wall plus R-5 continuous insulation on the interior or Operable portion of window to be min.24"above # ' � . . Finished floor or protect per IBC R612. � ,� • .i j exterior of the wall."10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. Install 1 1/2"xl6 ga strapping at all plate cuts. Use 18/16d ' e nails per side. i There are no SHGC requirements in the Marine Zone. #Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table R30 p 0% O Programmable thermostat req. Certificate of energy code g Reserved. FIRE F%^ I IG RELATED TO 5 FT, SETBAUrVi _ compliance Win 3 of electrical panel. " First value is cavity insulation,second is continuous insulation or insulated siding,so"13.+5" means R-13 cav At overframe areas,rafters shall have A-35 or hangers, I The second R-value applies when more than half the insulation is on the interior of the mass wall. BUMP-OUT S THAT PROJECT CLOSER THAN 5 FT. TO PROPERTY LINE IE. FIREPLACE- rafters to ridge board. Rafters shall be supported at the ridge I. by a brace to a bearing partition or designed to carry and 1 For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. distribute the load. �l k NO WALKING SURFACE) - Int.-(intermediate framing)denotes standard framing 16 inches on center with headers insulated with a mini t Anchor bolt note: Bolts shall be not less than bolt diameters i Egg and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation r MAXIMUM IS IN.ENCROACHMENT(1NCLUDiNG EAVE OR OVERN�ING) And not mote than 12"from the ends of each individual �# # Table 9t402. � . foundation sill plate. Minimum embedment 7". 1.3 Footnote NO ROOF/ATTIC VENTILATION I i a Nonfenestration U-factors shall be obtained from measurement calculation or an approved source or as N AT WALLS-5/8'X'GWB INSIDE/5/8:GYPBO,ARD OUTSIDE--- Plenums/Ducts z j pp p 1 HR.CONTRUCI i0 -- _ Metal ducts shall be installed with at least 4 of separation installed t ' From earth Metal ducts when' aped in or under concrete Slab shall encased -,, be cas in at least 2"of concrete. •� 1 GENERAL&STRUCTURAL NOTES A. L{2EQUIREML01'I•S G.TIMBER FRAMING(CORT.) ALL SHALL COMPLY YA1M FHE a�'* EOIt10N-OM•7HE INT6HNAWOHAL 00pUpt1AINQQ1(c�C�qDM£!T�((SWRggiUC1U ). t 57U�SHAD.8E yEO Wi1N DOVOLE 70P PATES OISFaUEO TOP pE OVI;RUPPING omit } SHiFRNA al REWOWAIIAL Ltoa'> E"{ �ilE�UI070AM PI,UMOMe Y WOE.E'ANY STAI$AAIttD LOCAL BE OFRs AND A7INTkRSECAMiS WITH ataRMG PAR'ItR t3 ETtD xM>ZE M Dovst.E PLATFs _... ._. ._ ...,.y. - �. C.O A-V 1t t3R�1NI7+"' r�L ! . tdEGHANIOA C00&RNhRNATIQI .,AWWHtT«i STATE ENtDt4 I:OGE.AHY BE OiFSg't AT IEASf 4iY: 1 I"-AiR`aPAC w/ ` '1 1 • AMLa01M AHY APP 9.MOM AND IRWOM SIWL COMPLY glfli W R%2,7 M0 7NE POLMLOVO 0 "{�••�/ NS•"RAF iN'rAKi: t : e tr 18 INC. UTY 70 REM AND VERDY AU,DWFHffiONS AND T>oNs OF iSIFSE A.sOUD SLOCMNG OF NOT tFss THAN a NONAAL,THIC WM SHALL SE PROVIDED AT ANO AT ALL ��'"..- y - °y� '-" GARBOARR p 13UL V 5TRtP 36"FROM WOE { : p�?S W17N WORK, 0ONIRACM SNAu y}�Dpy AU STEPS 0 SUPPatIS 0P JOISTS allo RAPERS, � I t3AFFLE FaCTEND 24" • L � { PRSOR m NF16fiTtL q1�A+SO FWOR FJBYATiON6 6iNW,Be V'�/WO 0 B,BESTYFFN MtOMOE BLOCMNG OR SRIOOR�tO AT O'.•D'aa POR FLOOR d015TS o t0-Yaa ff `l.�i�i .IBC-If roof overhangs encroach into 5 Side ' OP' V>?. '�,{[j 3 s ' uND SVR P 7o EloAvatroN.a�gNCY IN PLANS BE t to�}?F FOR RAPir 3 g ABOVE INSW.. TY}'.ROOD �~�� '` t. s ' ATENAGN OF INS fONFR BSil371ATR.Y. 00 N07 WAI O1MEN�SN=W.NA1W ZolPREWt1�1os tarA AND EXWHNA Of! Y7 S• BE VERIFIED WIN WOMEN tS. SWSAs sRAu SF ORAbE a4>`va DF/DP m CONFORMANCE TH La NDs P�FOR: or rear setbacks,no vent blocking allowed. Provide a i ro �1. SNP ig AND aaF va POR eoNtatDarG sPaNs. FrPosFo atu�"aM ee�s L BE�aL 1 r GON9T.PEt2 INS 930 IH BE r�Ot15iBLE FOR DEVA,OPMG WNSRWo"MAU NF.C68MY TO c" r APPEARANCE ataDi-. t solid blocking&roof jacks. No gable vents @ setback SOLD SLOGK,GUT TO FIT T16HT Cp,E IU7Bl& ALL RA M0.WEATIFYN�RaoRND G of 7 WTpLTPIIIR2 ASS AM RS FULL A10 mNPLE'1E of THE A.WAVA?fa API,RATED SWARLMO,sa.S.oPOSURLL i AGAINST TOP PLATE 8 SHEATHINGS DETAILS LOtIt AND THFSF DE yltp-1., Cl'AVStWJ01E0�MA�AotyROt, RE IRE llts ti�LDI{to CODE NAIL To OUTaoE'Fux of sTUos as NAILS AT C<.c.ALL PAN AND AT tr a M FIRD, w/(4)Sd NAILS EACH SLOGK. y 1S I i /gyp TO PAtFORM di® SSity OR CONSRWCitON OB80T 710Na�`+SIRVICE'3 PROVIDE SWD S4QGRM0 AT ASL JIFFS. UNIESS'"I" 0 PUW OR SNEAK WALL 110TES - 0 � ! k • FOR THIS PRO AND IS NOT U oR FOR pffiEXMININO ADEQUACY OF C0t18 UOTION OF MROOP t/. APA RA7gq 0NEA•RINA�a E�o�DRE. Vent attic 11150sf net free or 1/300 w/50-80 fo 3 above yg tit•(' A ti{t�sLOc •"`, BWLDiNd PB OR 0 ASS SHALL RFSPO� RE FOR MSPECDILG AND VWWPVMO NAIL YO OUTSIDE TNX OF 8TUOS Sd NAF•S A7 S'a*,Ali WIS.t7 M AND AT IS'oa IN FIRO. 0 f �""�•^•F. THAT AU,�kp7yA�ypIN0.Y+FAET 'I OOflNO PROVIDE SCUD BLOpOHO AT ALL UK"NOtEO 0 E. eaVe&20-50/o @ cave ,t (�.)RG-TABLE f2�02.t(A3 S!I Tj1kRPR00F0J0, C AND WA MAU ARE BUILT CORRFCiLY ANO MEET F' OV4tFR✓SULLOFKS ARPROYAI.BFFCRE ODWRW SY SU0&EQUENT CONSY1WOM VMK. USE OF•MESE ARAORSs 83'APA RATED SNEATH?NA ao/zo EXPOSURt» 1 ,. OLV$AND NAIL TO FIA JOISTS WSiFt SQd NAN.S A7 d'a ALL PANEL SOOES,AND A7 t0`as IN PIF3O.L Q • .„,,.,». .+,c. PLANS BY ANYONE OTHER THAN THE-tN OWNOt/SUILDFR!S NOT PERMITTED, D. It DRY DECK SYSTEMS SHALL HAVE-A MIN OF Si {ESLTERtO[Z)CROSS BANOED PLYWOOD AND ' F.u ao,-r'9 ` 'r 3 ANY It®UNDANGY LESS m THESE NOTES S••SNESTS THE S'-SHEETS SMALL SUPERSEDE. SHALL W NARPO 70 JOISTS WITH RMG SHANKED QALYAN NABS• SLOPE OEClC070 A MM.OF}"PM ( ' X}S"�y"�' ,•,•t t i OCGUPANGYAND COSTRUCTION. r-D`. MSCALLSION OF OEgfMG MFMBRIwE PER MAFRIF SPEC$ Address must be posted on site at all times. Permanent - i a COWANOV; 8.flRESI.00i(ING DRAFiSTDPS,AND FIRE574P5 S}IAU. VIM;SDY.tt. y numbers to be 6"or larger and be clearly visible from the ?' }€ }- sti NAWNO SHACL COLiPLY ro I.R A TABLE itWa 3(I) 4THFRYASE NOTED. POST/BFAM AHD BFaL/lsFaM • sR 3 90tOLF FAMILY ' U-f M L _ oMILY SE MAC USMG LSONT OAOE M FRAMMG DONHECFOR$.SO SON•STRONO_aE'dt : street and of contrasting color to the background. .•- c CONSTRUCAON TYP& IAROOF TRUStiS9 OM BE DESIGNED BY AN ENOM RFOISTERED IN THE.ZfATE.OF•WAIRWICN AND = � � '� �" , R"4i$ITT OR # ' TYPE.b:NON-RATED FABRIOAIEO FROM HIS DEILONS. 1HF LOAD SHALL K NOTED UNDER DESIGN LOADS VERIFIED PRIOR To 091110A TRUSS oesaNs WI BE ewBLOTIEO FOR Ma�oAUED FOR i Lots graded t0 drain surface water away from foundation. TYPICAL ALUM. BLOWN INSUL' a DWON LOADS - M PLANS. HANDLE AND BISFALL M BTAtOT OAHU LRi}L MADIIF ROOF LOAD SNOW 25 PSF ILL.ROOF f8 RSF DL W/LOCAL ZONING}. MHON-SFAIgN6 MUST BE HEW AW IRtLaS CHOADB Im AN APPROVED FASTENER TO GUTTER i MstRRF THAT THE T BorroM CNOHD 'ND7�AR�WAu::- surface water cannot discharge onto adjacent properties s " AT,IC uYE WO to vsF g J p P /p, LSWS AT ! VAHD LOAD eo MPH•NAND vaoafY,EXPOSURE 8 tY,Ai+PROVSD HANGERS MUBr>Nr tRSFD A AIL COtMEC80ttS OF RAFTERS JACK.OR NIP TAU55'd8 70 THE MAIN IMM110�ZONE SNE CLASS D 13.f TEAMS�,OCRO'^i.AM3 k P -WAIL}AND PLYWOOD We 1Ri�.9E5 ? unless provided with permanent swale etc.approved by • ((``�� KZY P OAOTOR mA i.UO 125, S. 0.4(UM 2=12003 BY TrLua2 AND WN01TU0E) TTd)MML 0E MaNUPACnraFD , ' ,< • - FLWR.LGAD FLOORED 4o PSF LL,i0 PSF Ot. OMS;40 P .SrA1Rst too PSF • BY. t1RDt 140 TFO VTNEER LUMBER(LLl}ALLAWAOLE DESIGN SIRES6ES` jurisdiction. OVERHANG SiMP50N t•}..t T{F..S . FWD PRESSURE 35 PSF E�T,8006000 PIN,Fb a.600 07R FY r Z85 PA Fa-750 PSI,FO.a,400 PSI flER�'I"AN ® EA.TRUSS .��-•,.r i ZOE YAT PARR L 87RAN0 LUMBER ALLOANNt DLr!STRER4E& i Er2.00A000 P94 •2,SW PSI,FSr n 290 Fe{.no PIL Fa a 2M0 PW m,;i, t„,,,,,.,. ;.3- »^ • .:',"• . i SplL AND FOUNDATION DATA EovlvatFNt ENGMEERED PRWUCTS BY oT1LETt WWUFAOTURFRS MAY BE suBsnTvi PaHmNo SA19FW! Install PRV when water pressure>80 psi. 2t TO 5'FROM. t'ERTY-Llt t D BEa61No 8tRFNGTH 2O00 PSF AND APPRovAL oP FR,PROYIOtLo THEY HAVE fM&f APPROVAL FfIR Eg14L oR QtEATER aLLOWABLE ? (2)2x6 TOP '�. ,?' ;,• ': '`I aF FSAOTION oas LNi S PLATES is ;. PRT�BrANCE 300 POF ShNEAOERS NOT CA OUT ON IN%PLANS SHALL BE(2)2x0 OF--L R OR'BETTER VW ONE CRPAS AND ONE: ' CARRY ALL FDomt�txmN ro ONMS'NRBED SOIL.MMlMt1M LSEPTH•13'tR1LESS NOTED. TL4t Fo0TIN0S ON RGMO STUD AT END FOA OPDMO$s-o oR Less AND Tvo�DPPM An�NINO ITDo FOR Install 1 TY2"xl6 ga strapping at all plate cuts. Use 18/16d SIVIN6,SHEATH0t AND _ �`��` `��' ? 3 a t CDWMNS AND WAILS rM UNLESS S .01OALL LIWFNWONEO OTHffRtiS OPFNINCB M AN-�-0'YADE.- ALL tO1VMNs NOT OAISED Ot1Y oN THE PSJWS SHALL PE{2)01TJOS ' NAILING PEiZ TYPICAL WALL• - -- a •, COtTpAOIED FILL SNpp�LL,C0NffiIST OF �O�?NtiI.Y MI.ORAOEO'GRANNULAR SOD.ME CF IAA1FRiat BLOCK SOLD FOUNWATION. i � F?Y'iB AT 4 AHD OEreais FNL SNOULII 8E P M MASIIMUTA B"LOOW:WTS AND OWAOTIII 70 A MOM OF SDI nails per side. DETAIL. INTERIOR WALLS ? ; OP 7HF MASaMUM DFNWTY AY pARMUM'M018TtItE CONTENT t)FIERLIptEO BY ASiM 0-iSS7 TEST RES tSSPIKE LAM TL 21e4 WlUMN3 TODEINER N71H f0d O 8`AA STAOOEREd LAMMATE 2 S COLUMNS,TOGETHER ; ? ,.. + i . - WIN RORS OF'ISd NA1LS O��"'•0.0.DRIVE AgUIC6NY FfmAt OPPOSITE S2f$S OF THE e Eqpt INWYbNRL.STOC SNr4a.BF ATTACHED TO THE A0�SN0. ! - a.SITlrvim Fasteners into or in contact with pt or fire retardant TRUSS & EAVE pETAlL R-2I aAfT i ! 1 I.Sa0?ALL MMOAUR DRAM AT PFtIME1'ER OF BUILDING VAIN COURSE ORANULAR FEE.(1 1/y-5/8 AN i ^: ._4: , t'"� ';. ty'e •Jri f i waW+Fn aogt YAw MM IS,•s1oE BLANKET p17F714Mo 7o FIOSMD ewe.)PR0IBDT DRAIN THE AHD H.T AL•ANO MOISTURE PROTECTIQU {NSUL. WATE'ItPAWflN0. 1. Tt01i OE NUISK7S STALL.M T 0R EXCEED THE LATEST EDITION Of THE WASHMG70N•FttEROY WOE treated wood shall be of hot dipped galvanized.steel, .,,. ... .. : ~•.` , Z.p�UGH ORADWG +RpMDE POW tiE ORAINAQE AWAY�g 11tIR�NA tRENCH TO tOEYATIONS FldERGT•CODE�p PiFA 8Y' i3OCAL JU R RtSULATION RtAtOREAIERTS SHAU,9E SNONTI ON - ,py,.� .e LRtE FOR STORM OR L'VALTFR 'Ip,fig,AND 1RRIGR'°•A«t sLFE4ES. PLANS OR OR A SEP°AttA7E S SY DAA.twLAT�M t � - stainless steel silicon bronze or copper. Exception: � ar:A�i eikc .t• � t '{ i PROHDF PTtitryDR,4TSA PLAgTb PIPE FWNOA710N GRAINS WHERE 8HOYM iN DPIAYAN08. CGMfiOT TO ROOF APPLY t COAT�pN}y WAVY BODWD ASPHALT SiTUA0N0U5 DAMPp�pNO TO OF 110N > pp p •KWF BAVE FiRE-riE5i5TAPlLE RAT1N6 ; ssoWd WRIER ST9TESA. IN JtIWI01 RtLtWIRING SEPARATE ROOF DRAM UNEB,.PRpvroE 110HT FR+E WALLS FROM POOAND TO FINISHES GRADE AT tsOiINDA'110N WAtts THAT RSFAM'`'LF' 'atf°ERa allorOF'�"Nc�AosE : 1 » '_ t :`•[•Y'TEIS L'`)Cl'Ef�t�?R WALL DETAILS FOR t }} y 4.OCtPIFCLEO TO ROOF DRAINS M AODi TO PtGtFORATID DRARJ LINES. INTERIOR SPACES AND FLOORS OELOW CUM {R40 Q 1 � /2 diameter or greater steel bolts. a 0 ON THE UNDERSIDE PROVIDED THERE t COc2LEtIES AND ttEYA1NMG WaLta Si�'0E tlE3LONF0 BY A LICENSED EHpNEgt allo MSTN1Eo PFR APPUOABI.E 3.APPLY APPROPRIATE VIA*II PUL14TS TO ANY MASONRY.CEMENT.PLAS'IM 0 STUCCO PER � �MC ,-&eDiSnTAANC9iE FROM PROPERTY LINE ARE NO 6A5LE VENT OPENINGS: 1 F 9 CODE. MANUFACTURER'S NS7Rt)WION& V C R302.3 4a,aG Lr� {RG RSOi2.I trr) { C;CONCRETE d PROVIDE S MIL SLACK POLYETHYLENE VAPOR BARRIER 1N ALL CRAYASPACF AREAS -.- , I.WNCRFTE SHALL BE 1'ORMFA P AND FINISHED M ACWROANCF YATN AS,3t8. LAPPED AT ALL SPUM AND OVER F00TiF1GS 1 Provide combustion&make up air vents in garage. I 90019INCT PER ELEVATIONS 2Aco1R PAW s s � Y i MOTH AND MOL 1. A9I&NES ! ;2 0!W#FELT o/7(61 1 APA i &MNOLIUM SSWWMM 4'. OAR OBUNGS SI EAM HABITABLE SPACES SHALL BE WVtM WIN Ti TYPE'%•GYPSUM WALL.BOARD.ftL SOMD, � RAT:0 24/16 OSS SHEATHING A MAXMUM WA W �LENTTrfa/6t RATIO.O.GS B.o W1i0N6 PER SACK. GAR CAW $IMMI I ATOO oR NON UYMG SPACE SHALL BE W Mt MIX SE•O+NSUM ' 2 seismic straps and expansion tank ... '! 1 O•TGNNtuM oaTRARaAD AIR t;ONTEHT WSAu.0E SSG 4 17C WALLS DAL SHALL BE COVFAIT)WLM tx• G»suM I 1 FfMAP W MAP�1F.GA6LE 1 r E•SATE ND CALCIUM CNLOAIOE ADMIK7URES NNERE ARAIMINUM ALLOY MATERIALS ARE ALL ALL OARS HA GARAGE GYPSUM Ytt3LS BHALt VE JOOI'T8 FD VOTH MARS SE7 L - ? 3.PROVIDE STANDARD CRACK QONTROL JOMf OF ALL&AS•.Wi-DRAPE U51NG MAXIMUM DIMENSION a0•o` CpAPOU AU.OrMW WALLS SNAti Mawr awes"JMW TRUSS E ( - ENO.TRUSS LMLF$S oTHERiWIF HDTEO, THAN 15'SHALL t+woS1YF aYPsvM WALLBOPRo oR GYPSINA c�luNG t M. WALLS Follow mfg clearance requirements from range to mwave t _ FASCIA T 4,TYPICAL SK.1.ANCXOR BOLTS SHALL BEY'D1A AT as u,a tiATH MM.EMSEDLIETtT OF Y UN N07E0 Ott SNOA EMU,IM O SMRED%ITN WA AIY O ENT WALL On sralhR-Pa00F FAIN To a HStGNr WI 7x ASOYE A WALL A FLWR, O AY RE MEN I S FOR 100 cfin minimum/VTOS G ALL WooD FStMB USED FOR OONIstEtE N INS Gaoutro nR SE'PIYEFN.FGUNOAttox SILL$ THE OROUNO WUU.BE RUST M ACCORDANCE vnTN NOR7HDEST WALL ALW LY7UN6 BVRFap RECOMMEN TIONS troll I TRIM PER ' MATERIALS:BODKIN IH.APPUCA7NR1 T103MIQUE3,AND 17Ni9HES. PLAN. ' t • 4.PLA t 0 U.AGA1NSr FOUNDATION WALLS UNTIL RON ARE • 7.PROVE BiIOOAI OR 0POSED AOMOATE VOW FOR ALL y� Effi PAIWS STAIRS• 1.PLVMBBIG 81B1EM8 BE OtEIGNW,AND M$TAUFA BY A COMPL�GNT F1tPIA1FNCW PLUNBER'ANO 1N ': �� AIw LESS OWN PROStOE FRtE fLOAEKRT iTNDI� ACES To aE coYF+�o ACC@tD,WCE YAtH,,,E axNAnoxaL R+LUMPDIO CODE allo LacAL Wt1E^�. Operable.portion of window to be min.24 above BY OR CARTEL PROVDE wTROSEt"M FCtt INIERtOR SVRFAtES MItCH t'ALL NOT BE BY INC. - - 2 HV BE AND tNBTAUEO BY A COMPEiPN7 AIIIO E10�ERIFNCED MECNAAIICaL ? 8.NJ.ESt3FR07R Cow1FRs OF FxPosED Cd7CRET8 SHAD.HAVE A#•CNAMTtR 0 TItOMMU1 D I'RaDws UNLESS ✓�r mn1 THE MA IAT,O11aL MEd LEDGE,aGW DF Ap tOOiL�H I finished floor or protect per IBC R612.. R �,TT OR P ATIOFS OF RHACF AJ:U CYYATAIC lNWIIATipN SNAIL T! STATE CODE. WNF1I I ALLFO N N�AIOtO LINIf3 SHALL 86 PLACEo 3tiCN TNF,T ALL•PILBt t G. OTKUMM suss POROUS SLABS ro DRAINS LURL$B tTU ILLAYJLG slat is OR SWRFCLRES ARF LWAtEO A MM.Of is ABOVE ENE GARAOF BOOR ? Jl$ 2x4 SARL3E BLOWN INSUL 10.PRORC7 ALL CO1 TSORK•D CORING 70 MINIMIZE EVAPDRAROH, : Egress window per section R310 i RAFTER s D.RIENFORCING STEEL K.ELECTWAL • _ I F oa AND PUu RE•-STEEL a9 31f0YAt M ACI'M OF STANDARD PRAIRIE•• AM$1S. SYSTEMS SMALL BE rm-1EO AND OHIY BY A WFAPETEIiT AND EXPERIENCED hti.WiltiCAL coNMOTO t OR OR ao.tyraRooi!P&BARS OF FS LARGER SNAIL BE CHAOS GA M p�pp�t,N TStRt THE NA D LpCa�GDOFs. FtEC1RiGAl s ARC$ OVEF'.HAtd6 - ODYHt CLEAR DEI PROMD4:D IN 7M8$ET OF PIJDSS ALAR£FOR LA`IOt1T Ot11.Y, yi,.': -` t F { At overframe areas,rafters shall have A-35 or hangers, F PLAN a OCTI Oat F FOO F�PiaFa LE aRTN 2: L.�'3 rafters to ridge board. Rafters shall be supported at the ride 33 A SOTNM OF FAMIEs SL CLS it METSTOPPRG SNAIL SE PROHDED TO WT OFF ALL LED'ORAFr OPMOS(SOIN VERTICAL AMC- TO ` g Pp g I i v D.BOTMM OF EIAYATFID SLABS t'CLEAR. T AND FORM AR k7•FFCiIVE f1EE 6 KIMIN AND aSfi&BK A TOP STORY AND 4.LAP ALL,Fm sPUM 30 O109 R6 BEND WALL AND SIRS W ABC=ALL CORNERS,OR 4= II t�TGP Butt sE PRO WOOD��S1 Arm ; by a brace to a bearing partition or designed to carry and MANUP.M _. CORNER PARS DORM ALL TO E YATIN p4 LIaBa AT it HOOKED INTO WALL. LOCATION& : t a a�WIRE PA%=SHau fS AND SHALL RAF G<B- YRe0AM.4 LAP ONE FULL MESH ,• { qS gp sPpC�g OF S WAUS N FURRED SPACED^NOT TO EXCEEO Sty tl j distribute the load. DBL.TOP PLATE Is 24"o6 i 3 OAI20NT'A11Y AND AT THE0"0 AND 8 STRUCTURAI.STEEL qq,q.t �i 2 AsoFi ALL 1 D t wN cEtttFwa Etn AI HOtDZO OL SPACES SIM AS ODOUR AT i , R-aE 13A77 GWB a GEILINC5 3 • I., RAL STEEL SHALL Be DEr FAINUDAIED,AND ERECTED N AOGORDAW"THE.W�tYa'I�. 3.M�p� p�ED SPOOFS BETWa'FN STAIR SiftMOERS AT THE TOP t?oTrON oP'ME RUN AND WAL7,DAb'OE8' When applicable provide collar ties 4 O.C. - ' T - W IJSC MANUAL of SFE9.ti0NS1RUC AEON. .M fJNE WtrMi 37RM6DRS. 9 '. 2. CONFORM TO AstM AM FDR APES AND PAN0.AM A% MADE a FOR PIPE;ASTM ADD OR AWI a AT'oPENMG6 AROUND I4I1t&PIPE$DUCTS,CLILRiEY3 AND AT CEILING AND FLOOR L$ItFL,WAN. � � � INSIJL.EXCEPT• 1 . AT 6AKA6E. DrtYWALL I • 3.WCWRTG SxpL1..1IONFORM TO aws tl-I. AND SHALL BF IIONF aY WAPO CERDflED VIEWERS, CLWRODFS SMALL NON-GOMBL�s7Aets t+ATERLaLs NAILER ` s TIE MM SIM MEW SMALL U N Duo When applicable,provide thermal break at slab/rigid insulation. \ ; Bot•11�� `au WNFORM To ASRA M.MISCELLANEOUS NOTES A 81RUOilIRAI.EEO,SHALL HAVE t=OAT�iRON @JADE UNLESS NOTED OTNE"a COUCH UP flEtD j - SOARS FOLiOTI0 EREOtIM. 111AOTOR SHAD.SI)PMIT S ORAWRtGS TO ENGINEER FOR RENEW PtIOR t0 T,CONIRAOTOR SHAD.VERIFY ALL ONCKS108%W�DDRONRt ETA IN ME FIELD OR TO PROCFEOIHA 2` O z✓`FROM ROAD ---�""" NDS(� {�"AG T RTY L{NE 5 #, FaeNCA71oH. 2 AND noNa ALL OPE1llNG31N 1HE FtWR.Robt;AND WALL TH MINCHANtCat AND ! - Sheet 5 typical wall detail shows 5/8"AB. _(" F.MASONRY {suPm3 OAusiRUOt10N MIPtuTrolt NOT REOUIRFO.)' y 3 PROMOF SWX4 DFWORS M ACCORROANCE TATIt MQ{R314) W10KE TD BE Itpy. ; 5iD{N6,SHEATHING AND -.--- -Y2°6WB AT I.MASONRY CONBTRIIORON ALL RJONPOAN TO INC P1t0Y1W0LI5 OF iHE' {,RtO. WNNEGIIID S6EINCd+.AND 14AVE$4MY MWPS A SMOKE DESEOTOR�iNALE. DSSTAtLFO IN I 0 t, p�L EACH SLEEPI G ROWA AM 001M EACH SLEEPING AREA IN TNr IMM04 INC .. NAILING PER TYPICAL WALL WALLS 1 aMWIM SHSH NAVE MRCS SDAAY COMPRESSIVE S7RlNGM OP X.PSI. ROILS (R31<] SMOKE D� SHALL Be INTFROMOM ED IN SUCH A MANNER AT AoWkroN Programmable thermostat.req. Certificate of energy code DETAIL. { 4. RY VF]W'ER AtL SE ANCHORED TO GAMING MA'IEIUA1.M ACWROANCE V47H IRC AND PER OF BON ALARM VIAL LARMIS K BSAOT1VATlo11 OF ALL ALARMS N DRAIS SX �pgpN S A CARBON MORonoE ALARMS SHALL aF MSrAUFD otNslDs EACH SEPARATE sLEEPMd AREA N : compliance wlin'.3' of electrical panel. tAANUFAC7oRdt DNB. THE V1gNITY OF 7NE> $, QL311f)EFPFCRVE JAM.1,2D17. I I) ............�..r•. f # �,�( 6. RAND DRYER BA1H AHD LAUNDRY tJU0T5 SHALL TFAMINATE 4 E ^'• Aq [;•COIN C S An f".":sc� 19'ri A 6. ANO BE 4 Td7H BAWC DRAFT'�N s -` - , _ [�y�(•�' I7 I.a,,OH LF AS TO MAT�DMw•m TNFR sNAu SE FLASHED AND WUMTFA-F1.AsttED!N SUGt a E E�1+/ V'GTA13 ,. ».... W.. # ...._S A..21f4 D1-Fla STUD OR STANDARD AND BETTER ! '- .. .. ..... .. ... & 2XS AND KATESt HEM-flR,NQ awo BETTER 7.sFIOYS'RP MUSt HAVE A oRRtYROL DENCE'RM7 LIMITS F1OYeS 70 25 GPM, ; ! ••,••.• •• �•�,,,) A AND RAPIERS:LSEH-FIR NA a oR DP#Z B.cuARORA?Ls ro A•MN,GF 3G•A844E fl1Elkt FLOOR.(t7F'FP, RON3 70 DIMMER«AL PER IBCJ ; D. OR 8ETh7t 0.0> ti O0yyAtiDRAILS TO HAYS: tE RAN.S PICAiE15 PlAGRD StN1i THAT A SPHERE IH i �" E. Neu FiR NO.t OR MTT19t OIiSBNER CARROT PAS® ! x r, S 'J P MD MINER MOM OI CWITAOT MH=CAM OR MASONRY AND ALL EldERIQt DECK MWNG 10.BEDROGd EAF RaJ89CY 1TWitDS73 MUST HAVE A ION.NET CLEAR OPftANO DF&7�,fL HMOSyiM ! } � BE PRS iE TREATED PER ISO/RLA ALL HARDWARE IN OAYTACT WIN PRFSIURE TREATED WOOD «.FJAR OPEIIABLE WIN OF 20`AND MM,NET CLEAR OPENMO HEGHT OP/4`. MAIL ilNlSt><TO SLL HEIGHT t SHALL HAVE CORROSION RESISTANT 11"WENT. OF 44'A80VE SNOW FLOCK. i GENERAL &STRUCTURAL NOTES A N RAL REQU�R MEN'l'S �g G.T#MEER IFRAMWO(CON'�'.) JAM WORK SHAW COMPLY WTN TNE*f lavu ante iN1NLRNATlONAL 8llILDMNG CODE(STfttlCTIIRAL DES[Si� 4,,SAM SNAU.LME CN'�it!DOMJBLM:TQP FU►1>~S INSTALN;ED TO PROS 01�RLAP JOYS AT OitERHATiONAi.Kamm m WE�� l rim" B�'NTMOt ArO+tAL COMM AND AT IH 7NON8 YAW SENti1tli PARTkTlC a MOOD JOINTS S!'DOUBLE KAM STALL MES3lANitCAt COOS,LNT MATtOAfAt EL OTRIC .�ASilINOTON STAVE ENF.R!#Y .AI�NY STATE M0 IOCAL a ww AT LEAST 4r. ! AM,IENOAMENTS AID AIiY APpt#OA6LE M.AtND iM�° p S. AMC :SUM Ct�Lx WIYH 1R43 WAW7 AN*i61B P+3tLQiHt1G!t'MI� �. tT!S ttiE CD*wA*TCR'S I;l��TO NO AM VOW Ali.D�AND IOA'Ei0M8 OF"ti" A,jN0 SLCCk W OF HOT LESS UM Mt"MNORM L 7MitC OMN 24"SB Pl OW10 AT EIO$AHD AT AM � , 4 fuRS PR�It TO O MNa WMTN VWtK. pQ9NARAO7OMt SlMAIk'YN 1t Alt. s'i OH iE scMPPOAtg oP J0L4iffi ANNt:RAF'MeRS. # N>RIOR TO CON S7N. ALL MlBtGltTS;SE S. AR?D t140R .ViM4TISINSSt�1 BY AC70�y� &fN:fWSE�t Ts PttrlviOE 9lOOKtN9 Qlt SRt061Nv AT W-•O" MR-FLOOR JOISTS AND t0-V0-% � 3 � LAND, ON� CO 11di TO �01A E.Y. Ot!NOICHo �T Stiff P � T itA1R;E ( pg� ;' PRESIOgMCE OVER SCALED DRAWfN08 AHL!t'.IUS11N0. CN-S1tE[DIMEH$i4h8R W VFRIBIEO VAIN Nt11Tl f G. + AND V& IN #'4FE COk 1 e PA iAMM Bt�MlS$HATfd. I+F� �ti. A s D�AtEN PRIOR TG OONSSINtMCTION• APPEARAINCE GRA01;. log UW SHALT.BE RUPONMIL"it I EVILOPNNQ tXS1Si13U MOMM IXLTAI<S NECES MRY TO CONSTRUCT A 7. >AfiRA8LE BUtttIINO. ALL FLASNiMtG + bt0:RNO AMC 1N�7RROMM Y ?. SS#EA AP b 7t4 8 E!cPOS+IR� Cr Ti+f> OETAE. AM�E Tt+lE i9�lP A.WA61.� Tfa A RATE Sft£A*W0. . • . I ti tCER AND THESE MAU SHAM.`OE CO M MtiMCtMx1 IROt IrEA1 WAC n WALWOM S. OYIWtttO CODE MAIL TO OU1Sl *FACE Of S1t1D8 1S 8d NAILS AT C04.ALL iPAHFL @C;ES AND AT tZ 0.4 IN FWD. t iu IS AM ACIp-%�STANOAROS FOR POSOMtWIM JOSSIOM A48 NOT am PROYIOt;$a*1I00104 AT ALL Dom UNt£5$r Rolm OTHEItW15'E.IN PLAN OR SHED'WALL MOTES, 0 cD Q FCp�Tki PRO.tEtT �NOT LMABLS A N3CE�OF�STTRUUCTiO C� B.RFJOR �i6i Ai>A RA'�0 Si AM1N6.E#jYB,fOfPOSWt� ' . x = o o J NAIL TO OMIWK i•ACS Of SUDS WITH 8d MASS AT 8' P0.G ALL PANEL EOGES AND AT IC ono.IN FiI:1.D: = f I3QItLTMNO t3tVNMOPE OR.OETA14$. 7HE SINANER• FR SNA#L.B FOR LNG AMC V�YINQ PROVIDE SOLID BLXKM AT AIL» UNLW iNOW4 OTMiFJtWAL ¢ THAt AL2,FiAtlFNNQ.WEAMLRPR IFIN0.RO�D WAAZwRPi O DETAILS ARE WLT CORR&OIL1C ANO M$1:T C FLOORS: W APA PAM SISKI IIt�tG. 40/$A 901511M } co� 0O p w z a 8 j z `OY1NkYt/ffiU1LA8lCS AIePEOVAL$EFORE BEING CGWIEitEO SY Sll9 �7EiNT CCN31f4US I01N vorw use CF usse GM AND NAIL To I JOMt1T8 WW.lot NAILS AT 4` o a AtL PiAIEL WOW. AND AT IV 4m.46 IN FwxL Z x x z i-x 0 1- = PTAtlB>3Y ANYCH6 OTi#]t THAN ME INt D iri+&tS lltAER IS NOT PERMktiEtf D.t RSOR 13RY DF7ClC SYS7Ei4S SHALL HAVE d►!dill.OF 2 AOX ML'FI:M)CROSS$AVOW PLYWOOD AND .. Y o Y LuWW o m w ci M w AIIY'REDi1NDAAtOY f M€SE NOTES lgVD$:SHE TIC S- k SHALL R9WE SMALL 8E NAIE,EQ TQ JASTB Vot XW SHA O OALVAN►ZEO NAIi.S► VLM DICKINO A.ids;OF i"PER z¢z cn o�Y O z x z t'-•t3'. INSTALLAIIOMN W DF�LS %MOSRANS PER N�MANUFACTI�tER Wets w w- ¢0.1:�O z� I-a`0) OCiyUPANCY AND COSTRUOT}OXTYPE x o wax x cn m cn n u9 8. nR mAM(DMO,vitAPTSTOPS, Aim MR90M SHAM COMPLY TO'MC:302:1t.. war �. a o oGL>r FAl#LY 9. LNAiLIAMO Sk1At}.COMPLY TO M,NLA TABLE R802.3(f)UNLESS 07MIE ttOlm. t�ost/sEAM AND,BSAM,IBEAML U-t SIMS r P,ARAGE O� ALL 6E MAIX USING LIGHT 0M MEYAL FRAMM CO6WECTORS..-SIMPSOX•$TR03tG-Mir (ft DU ADC5;;Q "z' I0jWW 1MtUSS SHAL#.BE OESIONEO BY AN>;MiOMNEEK RESNfSTERED IN 7tIE•$TAT£.Or WRlrttlNl°:[ON AND ' _ 1 CQNSIRUCTiON TY$F3 iA@IgOA'180 fii�t MHS fIESiONB. THE SNOW LOAb SMIALL 8E MN07LED LdRI10't OF�tGN LOADS AMMO VERifJED ` TYPE v,tNON•4tA1E? PAN 100 FASN Imm DESIGNS 3HAtl Be SI18MMED FOR MIEYIN;1� BLOCK M�IMI8 WAiI3�CALLID FOIL THE WA NOT SE CHORD g TO 0 IH PLANS, HANOW AND INSTALL IN tWOACOOR UNCLE WINMdAMtUFAS;`TEMltERWS ` ESIGN LOAN ti.W014-SEARING Y/AI.LS fAW BE HELD AWAY FROM SS S CHORD$TAC► OT'fOtd tMM AN mvw FASI�I� NER s ! D ° ° ° ° ° °° ° ° ° ° ° ° ° SNOW 25 PSP LL.ROOF tS PSF OL. W/LtMCA1 ZOM LOAD MHSURE 7MiAT THti Tt#SS L1TTOM DCE4 Ali ONN:M» ¢ 1 LIVE LOAD 20 P MAPP1tOM RANGER$WAY W USSD AT AtL COHNWTIO S OF RAFTERS,JACIF,00 HiP IDWSS'ES'TO T1IL MAIN U WAIND LQAD 85 M�PH'WWIINND VICIOCtMY.E%POSUR@ B QRW 7wim f f° ° ° 01" -d a a-ef a W SITE CIAD 1SPLYt" WAAS OACR04AS&PARA-LAMS)AND PLYMW WB itM(TA)WALL 88 MANUFACTURED a b � 1E (U 2 BY UTITtOt AND LOWTDE o S -d4� MC � � I1Y i3R11ftMS-JCtST MACMNMLAMM I to W YACM Let YTS}�ICROi m LANSAMA7ELI VENEER LUMBER{Ltq ALLOWABLE W M STRESSES: O co z o Z RM tOAD FLCORS; 9O PSF tl.tQ PSF DL. E?I 40 Pam.StA tO0 PSF folA O.00O PSI, lb so ZM P$4 fv w M PS4 Fcl -780 PSi►Ftr-Z460 PSI ! I o as 3 E-0 36 P$Y ! ; I-- _ ?�, Ftuo PRfi�Uttl 2.4t"PARALLAM PARALLEL STRAND 11TM�R AttOWAM3LE SIGN SiR£SSESt Z w z m o i- O Z.4 9040OD:O00 Mg. F6 ., W A LLj in D f p- 0 ?.800 PBI,kY a 2SN0 t�Fd m �� ►ro M z90 PSI a x z ¢m z i v W O O a_P Y N a w z ® $OIL Ai+iQ FOitIVQATION l?A`�A EWYAL�NT 9401NEN ID LU990t PRODUCTS Sy Oim M�OAC7LiRER$MAY LME�PENDING IIEVIEW W_w x o 0 z W O x❑ o o AND APP WAL Or`TILE COOMM PROYID80 TROY HAVE APPWOL FOR EW&OR 7LR ANLOWABLE Q am0 z <Mxl-u.t NUQ� xwzc9 ® 0 Dow SMI�• x DEOW WA>IIINSt STRENGTH 2000 PIP' W a(n I-wxMpJ < W¢M m¢Z � �11 ; t ! �• o p a w x 0- w w w ¢ w<n ao J 14 NEADt"ItS NOT CAUJV*VT ON INN PLANS 04ALL K(2) W OF tpt OR,BE•TtL�ft VAIN ONE CRtPPL£ AM M # a �•-_ `(D III6§9 �pxz 1-Wco mopW qmw� PAW4WRSTAWX 340PCF W ~N�C7 0o>OC9vw V)¢ Z �Zxm OvW _ S CARRY ALL FODTENOS AOY11I TO U� IrIlbNMUM CEPTH '°' t>3"UNLESS NOT�O• CENTER MTlS1Ti w ON XW SPUD AT LAC"Do FOR OPENINGS Ir-ir OR LESS AND TWIO CRMPPUS AM ONE MGM#SAGO FOR U `n cj w z w w o I-z N��_n. o o O¢w a o w x = GOLUMMNS A W►AU.S ABOVE UMts.I:55 BPI:LAEL DIMaOMUM NEC'QIA RVISL OPN:NI w MORE THAN'8'-0`ItdDE.• AL3. Ji lI�I1iv 1tOT CAtiiEO Ot3T ON 7H8 PL.l1NS SHALL 8E(B}$NtiS. ! ag a x u= w w x o Y J¢ z v -�U 0 m~ -0(.)w = t 01,NPAO3tl3 FILL SHALL CSINSIST OF?M11014lINANTLY Y41L GttI W QRANNULAR SCR.ME OF OMtOM MA'ILRIAL M3tAC1E SXrY3 TO FOUIUTATION. °D cO W 0 Q W J U J U 0 W-�¢ U w Z z w-; z w z CN H AND F"SOLD OE MACEO IN MAXIMUM a 1N01M LOM UM AND ACWO,TO A MINIMA OF WX _ tS.f3p)KE L.A6I14ATE Sc4'CSH.UMNS TOG!"TMNEML WMTIt i8d'S NM"O.C.BTARGEItEIL IAMINATE 2x8 COL>}MNS TOOEtHER p z m a W z a U¢OJ o p z¢w o Y z a �a U z OF THE MAW#jM ODOW Al OPTIMUM'MOIST4W CONTENT 0ETIRMYIHO BY ASTiN b-1S5!''EfiS7�'i�4� 1NIri1 Ci�'SfT RODS OF t8d LS A 8""tLQ.DIVE raw 1tA�8. 0�'P08ITE OP YISE z r IwHOcxn LLcnozm�aOz? O (�} } # Caw' 6� EACH �.s1tNIlt;t.eE ATTACMI1wIi raw ADJAGBN't STUD, . W s.SITEWOW Z cn C4 2 1. BACIWiti.POWCAT01 ORAIR AT PE�METER OF gulLouNG WIT>I COt GRAHULAIt Flit« (i t%1-•3j8 iX�+i H.THERML-AND MO}STUB$PRO'T'eCf ou ` # -===---------------------------- x o x WtASNSD ROW W41N MIN.it Witte SIJriNkt f iHQ TO ANOM CRAD&)i�RO'IRICT DRAW US ANf? # z_ MIX f. !1i$1ttAAt M RIB .MEET $3tCEAO iHa t INS 4 ON III= MiNQT01I•ENERGY CODE LL x7 O x I-z x R T S}1 PROIADE t=& . CURAGE AWAY WIM SISLDI N& IRWOR TO MAIMS SOW MW OR EM6Rt;Y`an A110P1I�BY'"UWAI.JIJ�• �iLAIIGN'R FS BiIALt.13E SHOWN ON � o w o z¢o ¢ a w o m LL I»MR 8"fORNd LIMN, LI6f<TLrR � AND MttipQATMON ZIi�. PLANS OR ON A SLPAf4A7S EiB ROY CAt ,TMODM SMUT- CD w H 0 x s J¢ m 6 N O W J S PWE MC PE IA'IM P1.41W PIPE iit DRAYS tIb1ERE 8MI'dMIAN Ii N.*Anim COIAiNECT TO ROSMF AttD 2. AMY f COAT ) HEAVY 80010 ASPHALT BITUMlM=OAM+PROFW TO tlilTLiRtOR Of P OW 0AMOR TC+t1NISHED 69 w AT FOUNDAZOMN WALES T14AT RETAIN CM AND ENIMME x m (D i-- to z X x a 4 S10RM WATER SYSTEM. IN AWSDOr"S MSQL Mt186PARJtTE.ROOF LTRANN L i'ROYlDL:>M6Rt LINE tVAIL$i# a =ux o Zn W Z z z o z N_o H H H 4. C01lHECTEO TO ROOF DRAMS IN ADDN t0 PIRM�FtATEO CRdkN LMMNES. MN' $PACE$AM FLOORS NOW GRACE... (R4t18.t) w s w O O O o z m t7 y W x z No Z O O m o ?g RCClSFRIES AND,ftETAINIH6.WALLS-K OWA4'�BY A IICEN$FA EN{iINOR AND OISTALLFA PM:R APpLICABi�E 3. APPLY/ RiATE Wikld I�PELtAENNTS TO'ANY MASONRY.WAINT,KASTIR,CR=000 00 J uANI�ACIURER"S•IMi$IRS� I c m Q ?¢ ow xcn FZ o�mU o 0Q zn -i- I-a 0 C00� x i-Z< w� x o _� x w W z o O x z o g z a 0 LL d CO Cli :>'E 4 PROVW 6 W BLACK'POLYETH'l6 W VAPOR" MI£B tN AIM:CRAWLSPACE AREAS p x n o w cn ¢ w n. W a w m o E- m^ C• N LAPPED AT ALL SWCES AND OVER FOOTIMtGS. o O w p a ¢:L. x z n_O n.N m p z a c7 uz1 W x x I. $MiALL BI:i 0.Mi%ItL PLACW, AHet FINiSMiW IN ACCORDANCE Wi i!t A� 3t8.. x w a w w w¢ o o ° o_z o J z o x¢ z z a O x = 2.t".N M TE SAMAil.•,LIB OF Iw Fu4 28-DAY vW 61RINt#7ML ma MIK § "J 0 m 00 w m cn x O >: x w►w- o p 0 cxi iv Z L L A,f C�'sOII PS. 6 SACKS W�►tW M Ct W YARD. 1.P!N!$HE& ` u W z o W H W W ,�, GAMiA�tE CptMNI#S.$ENBA7ML NA8ITA9EE SPASM SHALL 8a COYMAEO WIN E`TYPE'7I`G•1PS[IM WAW tMOARD. q O w O:: w p¢ a x w w z x 0 0. d•MAWW SLUM 6 QA>W MUMbS eINB W ATAC OR NEE 1100 SP'ACL SIWL BE COS+EIt WifTMI Or 40SUJM WALL BOARD. x z o x rn z U 0 w O o n ¢F- S.uAvma WATER/ 11W RATIO+• O S3C 6.Et 6At10M15 8EE BACK. NAIL$ T I I W _ x F-U. 0O z o=m x =x z w a Z wp w z w x E- d Nu MMUM CRTRAM AIR CONTENT SMALL SE 8ML�1% WALLS AND STRUOT W Si:PAR I N6 RESDH UL AND OARAM SPACES'SHALL BE CO"aIEREb>lilTMt 1/x' 6YPSUtd ' . t_ x c9 a z x cn x p_ z p (,0 �m W Q O lNC0RP0RATE NO CALS2UUM CHLORIDE ADMdIM<ltMitES'YIHEttE ALUMMNtlM AN;1AY MATERIALS fi WALi.SOW.ALL:tTARASiE trYMi9UM WALLBOARm 8M►Atk L3AYE Jo1117S FttiETAAffD TMML SE Allp u� w 00 w g Z>� v9~w w u~i z� ¢ O z 2 w-' W co > = LEMON DDEM) COMpOUm". ALL OT1NLiR WAUA SHALL RECEIVE V JM WALbOARO. ON'1IJMGS WAIN Jowv nwss � # x 'SU ww o O a ni-� x w 0 _¢o x m O X o O m 0 o g W SPAW WIAVR IRAN le SHAM RECENVQ '�W1L6Ma0AMRM OR GY'PSIJM CBfUNG N . WALLS � w x x v W w V ¢ F S,PR01409 STAVOW CRACK CONTIM JOINT OF ALL SI A9-0-GRA09 it5(tRi MA7pN1L1M ti1MENSION CF ZO't� g� i p W m O a I-C9 ¢z o N p 2 w p m x x g Mo J W UPS Q�E N01EO. SURROLiNow TttBS#OR SiOOWERS MALL W.OOVERi:D tI4TMI YtAfiER-RB318 f 6WPSUM 1LAt1 SOW. m z z x w Q w o -� z 0 O 0 U) o v W WA1IMii-PROW S AI ACE 70 A IVIGHT W 72'A80VE AtWACLHT p�0M ANY CF7�NT PLASTER OR STUCCO I- o W LL Lu W x 0 9 J p J x o 0 w m z m x rid 4 Ti?+IGAL Ill.AliCi 80Ri>3 SMiAtt 13E ` .AT 4ffi'o.G YhtMt iSN.M:MOtI01tE1tT Of i•ilMkESS NOTIrD 1 w u z �- x O¢ d cl)W m U¢o F- o W z l- 4AHF,ttWAt>& SMALL.9 I NSTAMM IN ACOORDAMOR MA tR NORifNMT WALL AND eUtIi:A41 EBSA>t1IdENNFIATtONS F i�R Q } ? III x O �_p z Z z Z x o W O U Z z M C7 w z O r p Z S.ALL 1YDOD POMtMtS USED A*OONCRM IN THE GROUND nR '•FOt1IR'tATtOSN ILLS AND TMIE GROUND MA;f@3lIAlEi.SACICNO. LATH.APPLICA1i�TECIINtOt1ES,AND Y1N15M1E,� w w" x w g W w.-cn o=ao w vw z x a o z ,-� O + SMtALL PEEMAOVED. O N W H o nj 0 x m w - n U $.PLACE LI< AGAINST FMOAV Nt UNTIL.ROOMS A1iE IN PLACE. J'.NRECrH 1(.. i ¢O Q ua1 coo a Z-N O- Z z z O Z Z w 7.PROVaiL M3NMQGI;1 0R E7oM'OSED AOGRL k FOR ALL F T Ct VI+ALL$.FAT10S� ST t. PWNdBtNO:i'ISTEtiMS SNAtI.Sfi O>iSiGldW'ANO INSTALLER BY A COMPEIENF pXPEf:lEMlCFA PLUId881t'AND W . . z x`� w U o x x O M i s cn w H g o `n V- oo F�0RCFIES. AMMIl CS�IINlE9S NOW orro PROVIDE.FM MOAT FINOR MR SURRAM T9 88� AdXaROI NAAM1 iNI INTM'RMtA7MO1MAt.PLINOW CaOE AND LOCAN.CON . i P w �,� 2 •..w gY Tll>±. CAMtt .X PROM STILL.7MLM L#'MASbi.FOR INTERIOR WALKW SUWMXS VMICH YlIL $, HVAC S SMNALL.BE MUM AND r4TA W,DY A OOMPEMIT AMID tI W W[LNCED MiECitAHICAL # z= O NOT�E 'A�S1t M�IAOtINQ tX1111Tt iN AtL'E Wtt1t Tim ki'F�IAilQdlAt.MBAL AO�, 1R JWO tAQAt.C0 ' w g ) cn &ALL EXnWn CORN M OF VROSED OO NCRTL:SNAW HAVE A it CHAMFER OR TROWFAT.E4 4'RADIUS tI1LESS PRCh�0CC4plENTAT>cJN OM'FUlttlA,CE A,F. LMUOTi► t 1MtSkMtA'II i SMIALL COIF TO W+bSNiNGrCN w i-A /� II NOtiOI Ott01t • STATE rY CQt2r. WLiE1t iNSTALM.If1 IMIUI� MA1MD>Q UMHTS 8111�1L..8B PLAN SLMSi.1iNAT Att'AI,LrT _ wrl LIGtd'IS, ! ,i�ATING MfiS, OR ARE WOATIO A ttlH. OF f8" ASQvE'THERAS;E fI.00R. �' 9.SLOPE cW SALTS M11 OAttAtiE S MINU 0 LE APO t 0 10.PR W ALL.�VMX t7A*9 CURIbI6 TO bUNii EVAL'ti1tA7�N. N' i4m ------------- -- - p _ X.ELECTWAL fd n s=a n s=a a =m n o.a n-s=°=o 0.R'EWFOR0918 STEEL •• SYS''I A SNALd'.W l>'00*0 AI�U'�,iNSTAtW SY AC4MPE1EliT At�I3 EXPftR1E1If�E0 R� CON'fltAtiTORa a-a° °° ° ° °° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° 2, DETAR.'t:At`IRICA AND PLACC RE-StL�EI.AS 040w fN ACI'RfiRt qx CF STANDW PRAC[IC£ ACt 31S W Aftp kMIN T RA7tO AL>A4lWlW4AL.C OK AtiO LOCAL CQDES. �SOIIIII#►Y�S �- 2.MSiNC�DRRt,'PI6 Si .iTE @tiA 40, 40.000 PSt SA RS OF p Ma L11RM SHALL 6X OFtAoe 8O> PAONOEtM i TM88 SET PLANS ARt lHIR�iAYOtMT�p,Y, { T;) ¢_ A G4VkR(CIAW FAWS)Or WA#ttS 1 � L. O k S f M `'gyp-►I•� 1H013HVIR'lICAL>?AS 6MOP0 TOLlTMi 2 L O x N Q SOf'i0M OF SOOT 3"" t. RRIBt'OPP11tO"LL K PRWIM TO CUT OFF AL#.COIiCLRIEQ fltiAM=T 4P�IiEi68(801ffi VgCRCA AND o.a of RLE.YAAFA MAN t`CLEAR. M9E>R=y; AMID 1%KORM AN VFW MVE ARE BARIOER 8ET'�M STOAT A#D BEIWEEMi k TOP«3T0Tt l AND O �I N -ta 1H013H lldM 1d101'X` IN„Z1 11 4 LJIP AM t1ELD SIR S.!0 MNIiA S, MYALL AtNI31rO01INO BARS t8'An0UN4 AM CpiWFRS.0R.t3SB Tm RQpF � FiRlSttaPPlIs SHALL K PROti M IN WOOD FRAMFB' TION IN, ME FtKJ.OMnt1G 0 3.W W JO�ABW SAAL,L.owa ALL� 18d4 ANC-i&MIALt.BE W- A«4xVTYt� TAP Room AL MESMt t.IN COMMGEALEC SpAC>;8 OF BTtMD WALLS'AND PAftTi'RONS, INt,`LtlORtO FVRRID SPA0F3 NOT 7t?F.IM�EG fOt»D' .; V AT SPUCE9. HORIZONTALLY, AND A'C THE CEILING AbiD SAOMt LPL. J Z AT Ali. tOiJNN IXIN.S NME N AUD VF MOAL AND HOB.vActs Vic"AS Ima AT J SOM I%DROP CItLJHGS,TOM CGUROS ETC. v, E.STRUCTURALW'I'EEL , t. $TIiIlCL1iRJLM.IS&SHALL SE 00 WAM FM WATELI:AND MCM W ACCORDANM OATH'AiI����� 3.Ni COH�/�EIJ�AS;ES BEiwEBhl&TAiR StRBVOER9t AT TINE TOP Ate 80TfOtd 0> THE RtxN AM Y�t3.CA1yMTBS w AND AI90 MANLiAt aF sTEE1. t:OMTtoN. W.tMNR 1AMlti STRINGERS. 2r F TC CoWoRM TO'AMMJ1 AW BM7E S AND!SARSI ASIM'AW.'GRACE B FOR PIPE'ASTMS MW OR ASVi 4,AT OPSNM M AROMIND VOM PIPS. DUCTS, Cb NNEYS AND FIREPLACES AT 4MU NG AND FLOOR Lou.YQTDl. fi ORM An 0-4 t ANO SMALL.K DOME 9Y WASO CIRTMFNEM?�1NEL BM � NOON•- MSTAI9L$'MATERIAW. ��pp��. t LLcoN£r 15in SKAL �$HALL at W UN"N018D O1Ft�WL M.MNSCEi�.ANEOUS NOTES . t SOUS SNAIL CONFORM TO ASThM A301, NOTED Oufatem M SMAi.L"Me CNN;COAT IRON aI W pp't��fMEit tIN(SSS NOiI:O OTfiIItW1Sl: TDtiCH i1�FfEWALL �-�t•�T 5C10t5 FDtLOWIN6 LRIrCTlON. CONTftAL'#CAt$HAIL tI"uB1dMT SidOP iMRAMt 70 EINGlNL EDt FON YIEVQ> R aF AUJD�.IN: FLk1M ROWP AND WAIL �1�P�OHA�Ni�tl.AtitD FAI MCAVON. ' F.MASONRY istlalaR CONSTRtlORON NNSPLO7tOt+I NOT REQI1It4I.! DK44 AND MM VE SADAMiC 1MATMi I.R.C. ram) DETECTGRS 7G MME AU ; s MWIMMAttu ftllVE 8A►TTERY BASXfUPS. A SMOKE LIETF.Ot9DR iNaTALtID f. MASONRY tMONSTRUCTtON S+lAtL TO AMNE PROYMSMCHS W UNE� , liter tEAt2i (O RON AMID OI IM� PW AREA IN THE•IMMEDiA�I7Y OF 79 Z MORTAR 3144.BE'TYPE M OR$ �ALA�rt 4) SMOKE L3E7ECTC&,S SMMAIt.BE NN fEROOtWt�IN StMCN A NrFAtRtaR THAT AS:TWAINON f 3.O WT qWL,NAVE A WK 20 DAY C0L1PttESSMW STRaMm of 3.000 PSI. OF DIME MttL REST 1 IN THE ACTIVAYION OF ALL AMrl".INN`DAE3 AM& ; 11 si MASONRY YtO1E£R SHALL 8E ANO}M0REi1 TO MMACIgN6 MRAWRIAL SN ACCOADAM WiATH IRO:AND PER' 4,CARBON MOM"A #Mw$HALL.BE 1NSTAUS0 OItMW UCH:SEPARATE 86EEPW AREA'AND iN � r MAiOMFRY WI'R$Pi•;4XL BE AN we VlCONW OF'WE»O US £Ws)VotO IA OAM+L t. 2011. ""' S.KMliCNdM RAI> aRAtMC AND LAIMNDRY ROQM YG� TKlti'GUOMt:gHALL,1ERMiSNATE OUTSIIIE TMit OWi: AND MR BALE GRAFT D f. COMPLY 1Y1TgM�i pW,�G.UB s ANDIP. 190.1w�sR'iQ•. NI.$MLA��'1!I! 1NEAl14Ett SNAtt.K R ASHEO AMNIl CGUIN'MIR-�LASt1I0�N1M sllClM A MANNERt"L A'H �DS 11HLp STUD OR STA14DAM AND SE'IMER 7.� W A carom EMEVtt�THAT LIMITS fLm Tb 26!►'F'M. Ni. 20 SPOTS AtiD PLAIM 14 F7R.ft I AND BETTER 8. JLS TO 8K A.M.O'3r ASOW F N0H nook(Elcum I TO COMNMUROAi..PER i .) C. JOi5T5 AAlO RAM NEM-FIR HO. 2 iX OF t g;OPER 6LiASIORAtLS IV MMAVl:1Mi3 A1E RANI.S OR PICl�TS T+tACENM S7i0Mt TFfAT A SPMM£MtE 4""1N D. SAW SEIRbIE L1F�1. R 8E'47Eft I >G; kiE1N FMR . 1 OR l�CiSR AND dEIiER IN CONTACT WTH fiK�RM OR MASONRY AHEM ALL BXIEiRtOR G 1fL �OF W D»NNET�C OPEfIIIO H TG" OF MiIA7L.FIVE��SILL HEIGHT� SHAi;T.8E PRILSiR9iE TtSA'IED'PER too/It>"C. ALL�iN CONTAIOT V47H� })F 44`ANYONE 1�PAIR. WALL HAVE CORR�ON�T 7RL1►'lTsRINT. 1 � R n'•Washington State Energy Code{WSEQ items : 0 R303.1.1.1 Insulation Markers . . TableFootnote m Intermediate Framing The following Prescriptive checklist cites Z _ x. Int. nstructlon projects.This checklist is not a substitute for', The thickness of blown-in or sprayed roof/ceiling insulation .44 rs {intermediate framing}denotes standard framing 15 inches on center with headers that apply to most.residential new ca P J insulated with a minimum of R 10 insulation. the energy code itself nor is it a list of comprehensive energy code requirements.To obtain a ' {fiberglass or cellulose)shad be written in inches(mmj on markers that are installed at least one for every 300 square �_ T copy of the energy code,go to:www enerav wsu.edulcode I feet(28 m2)throughout the attic space. y SANDWICH HEADER ❑ R103.2 ❑R303.2.1 Protection of Exposed Foundation Insulation. ' include:details in construction documents regarding insulation materials andtheir R-values; � I �HESx k' `" WITH RIGID ti�531l.A'nCiN` •area-weighted U-factor calculations;mechanical system design criteria; above grade and 6"below grade 4« SANtNVOW BETilYEEN fenestration U-factors, Insulation applied to the exterior of basement walls, . :: mechanical and:service water heating system and equipment types,sizes and efficiencies; ; ► ' and pipe insulation and location;and air crawlspace waits and the perimeter of slab-on-grade floors equipment and systems controls;duct seating,duct a p p shall have a rigid,opaqueand weather-resistant.protective. ` ! 4x HEAE}ER ' : seating details. . . , '. : tht rox WALL . �l covering to prevent the degradation of the insulation's 0QWLE 2K6 thermal performance. rtm \]{ Q.R103.3.1 Approved Drawings on Site h construction documents so reviewed shall be retained by the code official.The other: one set of constr y t fly:, i t returned to the..applicant,kept at the site of work and shall be open to inspection set shalt be ;R3o3.1.3 insulation Markers' + ❑ R401.3 Certificate. by the code official or a duty authorized representative. ;insulation marker installed in attic. E tCOw jf7R QCp� s .. A permanent certificate shall be completed and posted on ; Make sure the marker is appficabte to ' { or within three feet of the electrical distribution panel by ;the type of insulation installed f 2.1 Wall insulation inspection I(fiberglass,cellulose,etc.). " /' 4x HEAaER R104. notification,shall shalt make a wait insulation inspection in addition to.. the.builder or registered design professional The The building official,upon notregistered design professional.The certificate ' d b the builder or g p t 2x NCR those inspections required in Section R109 of the international Residential Code. This certificate shaft be complete y g. i . insulation is in lace and prior to cover. must list the energy features of the structure. HEADER HANGER ._ insu p Nti't`�i�'UAI.t�iEAl7ER inspection shall be made after all wall and cavity Stag TO f3E Cr+i.,C L ATED .. , Design Certificate: tp./Iwww.evergywsu.ed /DacumentsNVSEC-2�12-Avery-5573 2 Per Sheet.udf• F ?�iL4AOiNGGOl�101Ti4tlii5 0 R302.2 Design:Conditions for Sizing HVAC z ; The heating or cooling outdoor design temperatures shalt be selected from the - - ocuments/20120Enerev%20Anaendice - ., wsu edu/D - � t7i.�ffiCH WSEC Appendix h�talrwww ene , Q Table 402.1.1 Footnote"d"Slab 4 SAiI HEAOER � R Value I „� Pi YW=Pl AIX $ Q R303.1 insulation Certification _ `n the manufacturer and R-value R 10 continuous tnsulation is required under . lNEG`l i TO t. insulation installers shall provide a certification listing type, VNOLE STUD�IYITFi The heated slab on grade floors.See 11402.2.9.1.' 1 r n orsprayed �Tu FRAMING C4NNEG'tQR of insulation installed in eac h element of the building th¢rmaI envelope.For blowe. hickness settled thickness,settled RR AWAt+iCED FtttMil+iG) Y lass and cellutoseb the initial installed t insutatian(fiberglass l ll shall be listed on the El Table 40a.1.1 Footnote"k"Ceiling ` ► k . ; ens` coverage area and number of bags installed s. _ Table 402.1.1 Footnote"k"intermediate Framing value,installed density, ne foam SPF insulation,the installed thickness of the.. R-Yatue I "7N7°walls require R-10 insulated headers.These drawings show various ways to achieve this requirement certification.For sprayed polyurethane { j For single rafter or joist vaulted ceilings,the _ ___,_ .covered and and R-value of installed thickness shall be listed on the certification.The $ i - "' areas c ; insulation installer shalt sign,date and post the certification in a conspicuous location an.the job insulation may be reduced to R 38. . .,. i 7 site. i t . TTable R402.L1 Footnote"d"Slab R-value --- insulation Certificate for Residential New construction' R 10 fully insulated slab for heated slab-on-grade floors,� httg//www enerev revs-u edu/DocumentsJtnsuiax►on%24tertificate9G2205 Z0 odf . -- ❑ 2. Ft Exception Rao 2.7 Dons do -,..._�.. •y ,� ❑ R4t? .2.7 Floors • . c surface bet to enclosed .. Attic ces .,: .• •: :�.:�.,��.�, .�:.;" � .., �. - � �Substanti contact with the being insulated is not required in a los¢d floor/ceiling R402.2.1 Ceilings with ( s T� ' �' Floor insulation shalt be installed to •� x Ilia : w insulation is installed between the duct and the halt be deemed to satisfy the : a:, E assemblies containing ducts where full R value R-38 s s - maintain permanent contact with the r the full height p su e requirement for R-49 wherever 8 .;-:• ; ., .. �. . .. exterior rfac l I sc"wnidvere ° : �.. underside of the subfloor decking insulation extends aver ¢• �r f of uncompressed R-38 r. - `w : ; Insulation supports shall be installed so the watt tap plate at the eaves. s R:. ""�' z s acin is no more than 24 inche on p g Ductwork inside Foundation vents shall be placed r. conditioned space . center.Fa • ❑ R402.2.1.1 Loose Fill Insulation-In Attic a to of the vent is below the. ' Rim insulated and SO that th p sealed to same levels E p Bbclung lower surface of the Saces floor insulation. ti Open-blown or poured loose fill insulation may Between • as above grade walls • Trusses be used in attic spaces`where the slope of the R402.2.T Roars . Floor insulation' R402.2.i Ceilings with Attic Spaces [} R402.2.7 Floors Exception: in contact with feet in 12 and there.is i 7i insulation R-value#0 3$i�`you !Floor insulation installed with contact to the underside of the ? garage ceiling 1 ceiling is not more than 3 iron can reduce cer ng • -38 extending to the exterior waft line. When foundation vents are not placed so floor decking.Note the inset stapled twine. t.least 30 inches of clear distance from the top have R g I a t truss or ceiling joist • that the top of the vent is below the � t • of the bottom chord of the lower surface of the floor insulation,a permanently attached baffle shalt be installed at an { .;.�vt ; to to the underside of the sheathing at the roof ridge. _' € a divert air flow below the lower surface of the floor insulation. ► angle of 30 from horizontal,t . 402.2.3-Faye Baffle ' vented attics,a baffle shall ,, CNING For air permeable insulations in WAU.FRr4 � 1 soffit and eave vents, ` . � : .. „ Y' be installed adjacent to SQ ems. l G jR40 assembly: d . 2.Z 7 Floors Exception. • Exception.for substantial contact with the surface being insulated in a floorjeelfing 'it is im erative that the rim joist be caulked and sealed to minimize air inf<7tratfon� VENT CLOSURE t } Q R40a.2.4 Access Hatches and Doors m conditioned spaces to unconditioned ., doors from p Access MUt7 SILL spaces(e.g.,attics and crawl spaces)shalt be weather : r.. PEfZfirtANENT BAFFLE _.. .._. ' to the SELL SEAL ANC} �'`• - > stripped and insulated to a level equivalent ` CAPILLARY 131;,EAlC - • ` insulation on the surrounding surfaces. E STEM WALL S R402.2.3 Eave Baffle ,v�b Baffle at cave vent:Minimum 2p. ��,� . unobstructed air space required., I .. � �� .. MOISTURE BARRIER , _ (ia M L BLACK POLYETHYLENE Y R402.2.7 Floors Exception H Baffle at rim joist vent_The same application is needed for jpfsts hung from the mudsfll at a foundation vent Location. _.., R402.2.4 Access Hatches and.Doors i :Insulated crawl space access.The same � 'method applies to attic access hatches.... ' lt�"" .. _�.., __- R402.2.8 basement Wads I _ R402.2.B basement wails_ _ •_._ ❑ R40L2.9 Slab-on-Grade Floors exterior cold side of the Walt shall extend ' -, Yt"�•: : <. - Below-grade exterior wall insulation used on the (cold) x ., .. 3 The minimum thermal resistance(R:value)of the insulation around the perimeter of unheated" k Recommended wall assembly from the to of the below-grade wall to the top of the footing and shall be approved for below- ;. r4 ;n � : or heated slab-on-grade floors shalt be as P --23 bott applied.over R-5 foam - _ - insulation shall be protected.insulation used on the interior(warm) / ; * � '� #. ._ , grade.use.Above grade lnsutat o p "� ��. � � •, ,. .. ;w .. . ' �' �" specified'in Table 1;402.1.1.The insulation � .... .. . side of the wall shall extend from the top of the below-grade wall to the below-grade floor level shall be placed on the outside of the board providing a thermal break between the concrete wall and the }� l and shalt include R-5 rigid P g foundation or on the inside of the slab. -a �. .: �,, foundation wall.The insulation shall. downward extend nwa d from the top of the , s. .�. x• en Walls.2.8 Basement _- R402 ' n. slab for minimum distance psi. r �: .. . R:._•. . ., :�,._... ..�' ce as shown in Y• `.. .c. Exterior Insulation R-la continuous �_ ��•�'• ��•...: sty;: 7 ad V'_ =:4 f"',f.i.• •7�`: `t t. - .. : .;�.. .. ; the.t able or to the to of the footing, �- ' i">?s _ Ste'. - off,�'�•''._:�::" p • a_ 'F 2. r� 4T' 1 }-,- �' .:�.• .; whichever is Tess,or downward to at least •. .- : �i Y.� the bottom of the a bo m 0 e l n v Y slab and then v - k t i t horizontally•�d:. tQ the interior or exterior or for the total distance shown' ,... o to the table.A E ;F fv two-inch b two-inch maximum Y ( R402,2.9 Slab-on-Grade Floors" ) y , :Exteriors lied oundatl pressure treated nailer may be laced at pp f on insulation as a monalhhicslab. a the finished floor elevation for attachment of interior finish materials.insulationextending -....��� .: r :: ,► .. awa from the building shaft be protected b av m Y g e ent or by a minimum of 10 inches s 254 Y `~ of soil. Interior insulation R-25 continuous � . '_• - .. `'">;�:•.:'. •i- .,� ,. „2 ::- r, .. � ,ti� .y`,.. ,.} z 1Ab.. ,.f - ! ,,..s„� .Y .� .5.'c, .. .�t".x.K• `� i ❑ R40L3FI.U- actor -. .— . _ -y ,y-'. �• .-!K• ..,y,� Jt�}h3 Y.: '. �. - ,�' J k y..v.c5_ '9' .;� ' - i �r An area-weighted average of fenestration products shotl be permitted to.satisfy the U-factor requirements. 3 Example of Area Weighted U-Value Calculation: Do not install'vapor retarders in.belary grade walls = — - i � ' Window#1 area iQ ft2 U .34 U x A—3 4 i �.. I ! Window#2 area 15 ft2 U=.28 U x A=4.2 § l Y 7 l -.: : •: .•'� Total area 25 ft2 Total U x A —7.6 Area weighted average .6/25—0.30 , �.. :° t • 9 R702.7 Vapor retarders.Class I or!t vapor retarders R-21 cavity allowed but not recommended due to t potential moisture problems r re required on the interior side of fram e walls i i a q Climate Zones 5,6,7,8 and Marine 4. t w Exceptions: .. . - 1. Basement wails. 2 Below grade portion of any wait.. 3. Construction where moisture or its" freezing wiU not damage the' materials • C1 R40L3.3 Glazed Fenestration.Exemption _ Up to 15 square feet(1.4 m2)of glazed fenestration AND t INSTALLATION . TABLE R402.4 h. AIR BARRIER INSULATION tNSTALrA --•� j per dwelling unit shall be permitted to be exempt ' COMPONENT CRITERIA " ! from U-factor requirements in Section R402.3,3. Air barrier and thermal barrier A continuous.air barrier shall be installed in the building envelope Exterior thermal envelope contains a continuous air rrier o joints . O R402.3.4 Opaque Door Exemption barrier. r jo' in the air barrier shall be sealed Air-permeable insulation shaft not be used as a sealing material � Cavity insulation installation All cavities in the thermal envelope shall be filled with insulation.The density of the insulation shall be at the manufacturers t(, One side-hinged opaque door assembly up to 24 s . product recommendation a7d said density shall be maintained for all volume of each cavity.Batttype insulation wilt show no ' square feet(2.22 m2)to area.is exempted from the voids or gaps and maintain an even density for the entire cavity.Batt insulation shalt be installed in then recommended cavity U-factor requirement in Section 402.3.4.. depth.Where an obstruction:in the cavity due to services,blocking,bracing or other obstruction exists,the batt product will be cut to fit the remaining depth of the cavity.Where the bate is cut around.obstructions,loose filGinsulation shall be placed to fill any surface or concealedvoids,and at the manufacturers'specified density.Where faced Batt is used,the installation - _ - ❑ R402.4.1.2 Testing w Y, tabs must be stapled to the face of the stud.There shall be no compression to the batt at the edges of the cavity due to inset The building or dwelling unit shall be tested and stapling installation tabs. . verified as having an air leakage rate of not Insulation that upon installation readily conforms to available space.shall be installed filling the entire cavity and within the :Glazed Fenestration Exemption exceeding 5 ail changes per hour. :Up to 15 square feet of glazing are exempt from: manufacturers`density recommendation. . U factor requirements This.does not apply if Ceiling/attic . The air barrier in any dropped ceilingtsoffit shall be aligned with the insulation and any gaps in the air barrier sealed.Access Building Air leakage Testing Specifications: You are doing a UA tradeoff approach. openings,drop down stair or knee wall doors to unconditioned attic spaces shalt be sealed.Batt insulation installed in attic. htto://w ww.energv.wsu.edu/DocumentVAir4620leakaee%20T may be compressed or required roof assemblies d at exterior wall lines to allow f attic ventilation estina96201 29 12.adf c,, s _ a .- s Walls Corners and headers shall be insulated and the junction of the foundation and sill plate shall be sealed._The junction of the �( top plate and top of exterior wails shalt be sealed.Exterior thermal envelope insulation for framed wails shall be installed in ✓� r substantlat contact and continuous alignment with the air barrier.Knee walls shall be seated: ' ❑ R402.4.2 Fireplaces Windows,skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. New wood-burning fireplaces shall have tight-fitting :w « Rim joists Rim joists shalt be insulated and include the air barrier: flue dampers and outdoor combustion air. i floors(including above-garage and insulation shall be Installed to maintain permanent contact with underside of subfloor decking.The.air barrier shalt be ❑ R402.4.4 Recessed Lighting i cantilevered floors) installed:at any exposed edge of insulation. Crawl space wails Where provided in lieu of floor insulation",insulation shall be permanently attached to the crawispace walls.Exposed earth Recessed luminaires installed in the buiiding thermal - in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. envelope shall be seated to Limit air leakage ,R4a2.3.4 opaque Door Exemption Y f :one door assembly,up to 24 square feet,is -insulation of crawl space walls is not Prescriptively allowed.A Total UA Alternative method is required between conditioned and unconditioned spaces.All rexempt from v factor requirements. Shafts,.penetrations Duct shafts,utility penetrations;and flue shafts opening.to exterior or unconditioned space shall be sealed. recessed luminaires shall be Type IC-rated and labeled certified under ASTM E283 and shall have a label attached showing compliance with this test method..All recessed luminaires shall be sealed with a gasket or caulk between the housing and the. interior waft or ceiling covering.. . O Table 402.4.11 Air Barrier and Insulation r r installation:Requirements Air barriers and insulation must be Installed in 24Q2.4.4 Recessed lighting accordance with Table 402.4.1.1,below. ;Labeled and sealed recessed light.: 1. u her ❑ 403.1 Programmable ... .. : . . ,_ . . .:. . .: . W R e the primary heating TS�rnw.. ... - Thermostats for Forted. - Air Furnaces - d- furnace,at least one thermostat er dwelling ry. system Is a force air fu n p elt�ng connPonLeivT CRITERIA' unit shall be capable of controlling the heating and cooling system on a daily schedule to temperature set Narrow cavities Batts in narrow cavities shalt be cut to fit and installed to the correct density without any voids or gaps or compression. maintain differentpOintS at different times Of the day.The therm OStat shall � 1. Narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity space. � allow for,at a minimum,-a 5-2 programmable schedule iweekdays/weekends and be capable 1 Garage separation - Air seating shag be provided between the garage and conditioned spaces. of providing at least two programmable setback periods per day. . ! Recessed fighting Recessed light fixtures installed in the building thermal envelope shad be air tight,IC rated,and sealed,to the.drywall..' CD R403.1.2 Heat Pump Supplementary Heat. + Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterwr wails.There shall_be no voids or gaps or i Unitary air cooled.heat Pumps shall include controls that minimize compression.where cut to fit.Insulation that on installation readily conforms to available space shall extend behind piping : supplemental:heat usage and wiring. during start-up,.setup,and defrost conditions.See R403.1.2 for control and set-up Shower/tub on exterior waif Exterior walls adjacentto showers and tubs shalt be insulated and the air barrier installed separating them from the showers requirements. . p f and tubs. s 1 a � I Eiectrical/phone box on exterior.walls The air barrier shall he installed behind electrical or communication boxes or air sealed boxes shalt be installed, ❑ R403.2.1 Duct insulation $ tVq; HVAC register boots HVAC register boots that penetrate building,thermal envelope shall be sealed to the subflooror d !-gv rywalt• Ducts in attics shall be insulated to a minimum of R-8. l -� FireRiaCe An air barrier shaft be installed on fireplace walls.Fireplaces shalt have gasketed doors Exception: Ducts Or portions thereof located completely inside the building thermal envelope. Ducts loca in crawl spaces(vented orunventedj do not qualify far thisexce exception p p t t a. In addiYu�n,inspection of b8 walls shall be in accordance with the rovisions of ICG 4ff0. ❑R403.2.2 Sealing and Testing C Ducts,air handlers, and filter boxesshall be sealed.Joints and seams shall comply with either s the international Mechanical Code or International Residential Code,as applicable. Ducts shall • 1 y A be lean tested in accordance wit .WSU RS-33,using the maximum duct Leakage rates specified. t } RS-33 Duct Testing Standards: 1 htto:/Iwww.eneray.wsu.edu Documents/nip { p �...._ t%20TPstine%20Standards%�Omadified new r v �4 12 ndf 0 R403.2.3 Building Cavities- installation of ducts in exterior walls,floors or ceilings shall not displace required envelope insulation. # ❑ R403.4.2 Hot Water Pipe Insulation . insulation for hot water pipe shall have a minimum.thermal resistance of R-4.An SBCC interpretation states that insulation can be discontinuous where passing through framing _. members or where necessary to ass another in a stud space. {{ 0 R403.S Mechanical Ventilation ry pipe ! A mechanical ventilation system is required to be installed in accordance with the , Washington state amendment to the IRC and/or IMc or to ASHRAE Standard 62.2-2010: ❑ R403.4.3 Electric Water Heater insulation . http•i/asps lee wa ao-v WACldefault asnx?cite-51 50 . All electric water heaters in unheated spaces or on concrete floors shall be placed on an _ incompressible m ressible,insulated surface with a minimum thermal resistance of R-10. ❑ R404.1 lighting Equipment -- --------- A minimum of 75 percent of permanently installed lamps in lighting fixtures shall be high- r efficacy lamps. HIGH-EFFICACY LAMPS.Compact.fluorescent lamps,T-8 or smaller diameter linear i fluorescent lamps,or tamps with a minimum efficacy of: 1. 60 lumens per watt for lamps over 40 watts; WASHiNGTON STATE ENERGY CODE RE UiRFMENTS i . 2. SO lumens per watt far lamps over 15 watts to 40 watts;and _ '3. 40 lumens per�watt for lamps 15 watts or less. SEC. 401.3 - Post Energy Code Compliance Certificate within 3 ft. of l -- - - -- e earl . .l _ __.. ...__.._._._._�.�_.__ ._ ca N � are available at www.ener panel these l�v wsu.edu/code) SEC. 4024.1 - Provide door blower test affidavit by final building inspection i 3 SEC. 403.1.1 - Provide 1 ) programmable.thermostat S �EC. 403.2.12 -- Provide duct. sealing affidavit by final.inspection �- SEC. 404.1 --A minirnum.of 75% of all interior lighting shall be of high efficiency � TABLE R402.1.1 INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT' . lL1MA f1=.Zi7fliE. 6AND . MAMME 4 FENESTRATION U-FACTOR? 0. 0 ©aO SKYLIGHT?U-FACTOR }} f 0.54 0.54 GLAZED FENj!wRAnoH SHGC?'' AIR . .. CEO R-VAwej y 4 49 WOOD FRAME WALL't'I R-VALUE 21 itit 2I+Sci - Mass wall R Valus` 2I12111 11+5� Fi.OoR R-VALUE NY ` 30s BELow GRADE'WALL R VALUE I4:1 `2I ixrt r TB 10,15421 iat*-TB SLAB?RVALUE&DOTii _ 10,2 8 10,4 ft I a i KOVARIK vSFR SECTION 14, TOWNSHIP 31 N , RANGE 5E, W. M . - 0 a SITE N ! o 31051400102100 1 r I I \ \ _ r T T 1��`IT Hwy- ®^, IT`7I O 511'00�1 E.t0;34' m LIl V t0 V 1�1 1 1 16 I 22rraa�` M'I OF I EARINOII \ F�1R AINF�ELD S7 4R ARE14 r I ya 6p n a %ACINITY MAP SCALE ,: a z,000' :ny o:y ..... I { I 'I' {•i I I i 1 i / f f �. ` I { ;.\ 1'. � ; � ,j 11 IgY-.�� � tl 1 1 4 {. I I I i { { 1 .\ 1 I f 1 a .• i I ` ` • \ \ �Sor { \ \ t I { { { { I { \ \ {,\ Ek. RAVED M° 1 u: :' LEGAL DESCRIPTION �+ ROX. LOC\Ot\TOP OF AP�ON TBR _^°' \ " \ \ 1. : i `j' i \ PROP. PAVED SECTION 14 TOWNSHIP 31 RANGE 05 QUARTER NE '$TEEP\SL'OPEI O03 I ',/ �¢ / \' LOT 4 CITY OF ARL SP MN-02-044-FSP REG UND AFN i I 13{ 1 \,\.\ \ \ \ .\\ it 1 {\ \\ ° I ti�w \ • '\ 1 Yn I \ 9 9 200 7 BEING A\ L� D/W(1, 1 SF) 200212305006 CORR BY AFN 3011 0070 oS PTN N /4 NET/ ... E1 4 ° 1 { n 1 { 1 1"..:\ \ \�,\ \\\\ `�..` .''*.* \\ \\ \ ._._„1 \1 `;:BL�G �l i >', i ...1 AFSEMENT 200 12305006' SITE DATA p ' # W ` SITE ADDRESSES: 20114.OLD BURN RD -EX. FLOW \ / ( { ARLINGTON, WA 98223 \ \ C 1 1 \ ♦ \� \ 1 \ 1, .., \ { \ \ \ \ \ \ ARROW,(TYP.) \ �. \ \ TAX ACCOUNT NUMBERS:31051400102200 '^ \ \ PROP. \ I LOT SIZE: 83,832 SF(1.92 AC) \\ � \ \ \ \ \- \ t.' \ \ ZONING: CITY �,P� dX.\ OCR .\\\\. ,�\���\\\ �` \ \ \ \ .,.\' \ SEPTIC ,.,4.. 1 PROP. SFR `C \ 0 T- kOF ,`.,� '. \ ..•� "- l `\3 \ \ \ \ TAN{(S \ \\\{ I I I 10 (1,917 SF) IJ,� 1 { { \ StiE FO �\ •� `� :�\ * \ \ { I I I ER APPLICANT 1'`� `"•.,,•��y31051400102200 \\ '�� \\ \ \\ I 2' _ RIOME&-�H KOVARIK \ { o �\ \\ \ \.\ ,�'�`�'� ;`��• .,;,��`•�`'`,,.\\\\,,\\\\\;�\\\\,\� `\\ \�; \ \\4\\'.{. j - /1v, I .,� Q EVERETT, WAP98208 v v v . �'� �zu.v �� `• �a v v v v I I G CIVIL ENGINEER SURVEYOR (� 1 \ A 4 �Ja ?s V v � � ?� 's �. A f� A \ 1 I i 14' 0, v a� V A / w OMEGA ENGINEERING, INC. D.R. DOWNING LAND SURVEYING, INC 1 \ \ \\ I„�'1, 1 ."T' -t. -�•.\.. '\'\ \.\..\ \ �\ \' \. \�\ \ \ 1 \ \\. 'I 4 S TE 02 <.\ . : 'f, x/.';;,,�;, / ,/ -.,,\ \' \\ \ \\ A '\ \ 1` \ \; \\ i� I �\ AO. o' 2707PWETMORE AVE. MARYSVILLE, WA 98270 2 ! \ \ V. ✓ i.. %"'` '--^•✓ / -{, \ \ \� \ \'\. \ \ X \ \; •{� \ { ...\ o EVERETT, WA 98201 360.653.5385 r \ 04 425.903.4852 �j \ \. F:425.259.1958 >N '/I j/. /� /� /✓✓y y i _ _�~ \ �.� ��\ \ \\� �\ \\ � yp\�'� �` \ \ \ 1 \ o co DRAWING INDEX \ \\\C6Q VE \' \ \ \\ .' 9 /F'. j/ // % / �!7/ // rx xr': •- - - _ `l \ .\AC\4S$8t`U"flLITT\ ;\,, \ \ \ \ 1) PROJECT COVER SHEET O>i Si ry ...1.; / / // / / / i. . xi �x .>. \. \ \ `EASEMPNT ., \ �,'�\ �� \ 2) DRAINAGE PLAN v v /1 / /: ! / ✓ / / �'/ ,x yr xx. x"' f �" - '_ i \AF�,8 80,1065061 T'O\ \ \, \. \\ \\.' N\\ - \' 3) SWPPP y��j....r_ �.�. I B0 RE�INQUISI�ED \ \ / " \ I r - \ \ ..�'n\ \ \ \ - 4 SOIL MANAGEMENT PLAN /j I� ,!////%///j ✓ /,,..�„� �.n'!'.�,..'� xx"� 'i 665D, - _,��•..- \/ {I \ \\ \ \ \ \ MI v.OF'I ING. N\\.. \\ ) n 1 - yI / / './ // / / /✓..j, /l ..lx. .,� �x: ix. 42.E \ 1 \ \ \ \ tO�QR WITH QZA GEN \ i / / ✓, / ✓' f i s F _ - \ AREA-1.92Ao ( f / ,f c//. /'/ /, ✓ / ✓ : / x ! xx ...., I ...\:..; \ \h`\ FLAG61N�(1Q60Q F) \ \ \ \•\ . / ' / / / / .A.,'./ / /., .✓. ✓ ✓ v. x ,.. x x `'`^•` ''a \\. TOTALHARD SURFACE AREA SUMMARY TABLE / / ,a: /:, .., ✓., / \ \ \ gI PGHS(sO INPGHS Total i05149fl101509 ]. .. / 1 { \ \ \ \ a .. 1 Rgoved 497 'n New I ! 1 r \ 1 , T29 a W W i t I GRADING QUANTITIES: — j f ` ✓ { I: 1 CUT 150 C.Y. % O V' /. �31051300200500 FILL = 150 C.Y. _ W GRADING QUANTITIES ESTIMATED I t /�"'• - - ! EXISTING FEATURES NOTE: BASED ON CURRENT SITE / \ — ----- „ INFORMATION & ASSUMED A TOPOGRAPHIC SURVEY WAS l / EXCAVATIONS NECESSARY FOR PERFORMED BY D.R. DOWNING LAND - .. PROPOSED SED IMPROVEMENTS.MENTS. SURVEYING, INC. THIS SURVEY WAS Z ` USED FOR THE LOCATION OF THE 0 EXISTING BUILDING AND PAVEMENT. F EXISTING SOIL& VEGETATION NOTE: DUE TO INCOMPLETE CONTOUR LINES Z THE SOIL ANALYSIS FOR THIS FROM THE TOPOGRAPHIC SURVEY, THE PROJECT FOUND THE EXISTING CONTOUR LINES SHOWN WERE TAKEN = SOILS TO BE FINE SANDY LOAM & FROM THE PDS MAP PORTAL ON THE Q rp GRAVEL WITH POCKETS OF SNOHOMISH COUNTY WEBSITE.. y FINE/MED. SANDS & GRAVEL TO L.L 60"+. THE SITE IN THE AREA OF : ZO Zp W DISTURBANCE CURRENTLY CONSISTS NOTE: - F- OF PASTURE. A BOUNDARY SURVEY HAS BEEN 0 W Z PERFORMED FOR THIS PROJECT BY V J Z a)D.R. DOWNING LAND SURVEYING, INC. 0 J LL = PROPERTY DIMENSIONS ARE BASED ON O F- THIS SURVEY. Q Z p LL O CITY OF ARLINGTON 0 � M N BUILDING DEPARTMENT } Oa APPROVED I- U DATE /R BY-&:!!2 NO CH NGES AUTHORIZED UNLESS AP QVED BY THE P.i BUILDING YSPEPNeived °^a'•� 19-0120 �eY EJ MAY 2 3 2019 — bl��h'II 2/6/2019 Know what's below. P'=30' Call two business OFFICE COPY HORIZONTAL SCALE days before you dig. "1 4 KOVARIK SFR SECTION 14, TOWNSHIP 31-N , RANGE 5E, W. M . Z 0 a 41 BAND NON-WOVEN FILTER FABRIC �. \ i � TO B"TEE AND 6"PIPE WITH ENOUGH SLACK 0 / J / \\ 11 11• II '\ / / ../ 1.5'OF PPE EXPANSION/CNTRMODATE ACTION I \ - NON-WOVEN 6°FUSION WELDED PIPE I FILTER FABRIC / INSTALL 6"PIPE A MINIMUM OF EX. P.AVED.: 1 I \ / 5-FEET 1 "INTO 8 TEE 1 1 1 \ 1 APRON TBR 1 � I � / p� NOTE: LOCATION OF FUSION WELDED PIPE MAY BE ADJUSTED AS LONG AS DESIGN y SPECIFICATIONS ARE MAINTAINED. °PVC OR PLASTIC to N I I I it 1 l ! \ I•' / DIFFUSER TEE y°O 1 \ 1\. I ( ' RIP-RAP .., 1 I. I \ a \ 12'THICK(MIN.) \�. PROFILE EX. I / f _ a NTS 6"FUSION WELDED PIPE DEV. FLOW ( ) ` ARROW TYP. .:. 1 \' INSTALL 6'PIPE A MINIMUM OF \ \\ 2-FEET INTO 8 TEE PROP. PAVE r W. �,`\ ..'""'.,,�y�, \� \\" \ I 1. 1.. PROP, - ( w: / 3•. L DEW(1�919 S \. DIFFUSER TEE PE r•, ',ARROW 1.. \ `! \. 1 SEPTIC + a +" - THERMAL EXPANSION 1"/100'/10'F TEMP ANCHOR TEE WITH METAL PIPE V \� •,_ `• '`' EX:PLOW, .\ \.. \ \' TRAFFIC RATED CHANGE \ \ \ \ TANKS \ I SLOPE ANCHORS.SEE PLAN ') . . \ \ .\,. . \ .\.\ \'. *\� .YARD DRAIN WITH NOTE SHL.2 ' I \� LENGTH OF EXPOSED PIPE.<.200' . N. .\ \ .'\ \ \ \ \\ \�\ - SDCO / D.I. GRATED.LID e"�^3, :�, z APPROX. LOC.OF \ \ \ \ \ \ \ \ \ \ \ (Np.) / THERMAL EXPANSION 2"/10'F TEMP TOP PPEFi3�I \ `�� ` , \\ \ \. \ \ \ \ \ 1 ✓ O CHANGE' J ELT \� 3'-'4 ` � \,\\ \\\ \\ \\ \\ \; \ \\ \ LY I j C TYPICAL TEMP RANGE: 20'-90' �``� \\\ \` \♦ ♦ \ . \ \ \ \ �\ \. 14 PVC I \ EXPECTED MAXIMUM o Q \\� \ `A�PROX...LOC.\\ \\ \ \\� \\ \\ \,\.: \\ \\ \ I( •) I I EXPANSION/CONTRACTION RANGE: 1.2' EXTEND RIP-RAP �.� ` �` OF TO pF \ \ \ \ \ \ \ I / I `''^-.,,,,� '".,` °"r•� STEEP ESLbPE FUSIZ9 APPRO PIPE\ DIFFusER TEE \ NN AROUND ENDS OF •,•.,,�^ ,�. - �,\ \\ QJELDED\ \ \ �YLIGHT LOO� TION `\ \\ \\ \ \\ \\ \\ \\ \\ \ \ \ CBS TYPE I I Q \ RIM=333.0ft / JE-329.0 f T PLAN .\ \� \\ \ \� . \ \\ \` \ \`. \. I\ PROP. SFR `ts\ sIo op Iuaolo c oN W w 1,917 SF \ \ RFLIFIEu w PROFl6E.PlN1 r \\\\ )rDPF I1(iLgE6 OF FARRICATE N O W r rrr! rrr�y ..R ANbHOR\PIP�yON SLOP \ \\ �?s� U'"GHARFD AR '\ \\ _ — — --- .i \ \ \ NT O PIPE SRACE \ ,\ 1 \ \ r �... _ - ``\ \ \ \ 2 FEET O.C� \ `� \\\' I " Q Z ."r I \ \ \ \ \ \ A• n e 6oLE WMER'13 ______, REB�AR BE ET A .DIFFUSER : y \ �114. 0 I T0: �OUN r TEE (SEE_0ET) \ \ .:\ \ \ \ \ \ \ \ \ \ W m LU r f•r rrrr,r frr r!��r!rir — ` !\\ \�\ \\ \\ \\\ \ `\\ \ \ \ 3 \.. \\\ \\\ XaeN aocoo M�erEnwi. oF'IF.e,i+NLY. O W PIPE VIAMET IWIDI9T IS,0 Tc� 0.INCH.THE-1 INC%HOLES \ •:IS NON TIE+S INCH WLiSj z Y 3 Q � Q) 3zw) z UJ 0 w z O fn Y Qom Z 0 0 0 N a 0 1;0120 —..,•.EJ 2/6/2019 Know what's below. 1°=20' 0 20 40 Call two business ICI iI days before you di 4 ` HORIZONTAL SCALE s . Y Y 9 SECT.10 114y' TOW SHP 1 ,1,, RANG. E E I. 1,10 `` fk ` t t ,' FILTER FABRIC MATERIAL. 60"WARE ROLLS.USE p t - STAPLES OR WIRE RINGS " .t - \ _ - .t / \ TO ATTACH FABRIC 2 X 2 BY 14 GA.WIRE I I it I I I { { 1 I 1 WIRE. FABRIC OR EQUIV. JI li � ! // !1 / / \\i 11 11 I I \\ \�\ � /// \ /y/ •o F Ull-r5 oFi CLEARINk t 1 / - / t _ - BURY BOTTOM OF FILTER MA RIA FOR DRAI�IFlELD-Ai EA i : . - /i \\ IN 8 BY 12—TRENCH 1j 6' MAX k..Y... EX. 0% TO fit BE USED AS I ,` \ - - OR EQUAL ALTERNATE: STEEL FENCE POSTS. 'b \ 1 / L 1.; `,._ ..` \ _ \ \ J 6 / •_.tCON$T. T. i- 2"X 4'WOOD POST,STANDARD OR BETTER s•�� EX. PAVED or /e APRON TBR 1 t I ` s \vr i Al- , 2"X 2".BY 14 GA.WARE FABRIC OR EQUIV. , B MIN. FILTER\t j I{:" '. \ ._ 1\ II ...f. t\\. \\ ,\ Il , •�•` ;``` \\ \t r/ \ MATERIAL.FABRIC \ \ �STO PILE \ / \\ \\ \\ 1 \\ I J (SEE OTE) .PROVIDE 3/4"-1.5"WASHEO \ \ \ -\ \ 1--- . ! 1 \�\-. `\\\ \\ \� \.�/ T iEX. - ,/ i \f 'x I .. TOPS IL - .GRAVEL BACKFTLL.IN TRENCH. \ \ - \ \ \ I B G \ 1 - \ AND ON BOTH SIDE OF FILTER \' \ \ \ \ I I 1 ( 1 (SEE OTE \' \ �.. � � \ 8"MIN.' ) FENCE FABRIC ON THE SURFACE. \!'`* I / �. \ \ 2"x4" WOOD POST,. ` \ \ \ w �'� '1O' U UTIES - " ALT.,STEEL FENCE POSTS.- 5 EX. FLOW ARROW' \ \ \ \ \ \ I / I / l EASE NT \ \ w w:.4TYP.) AF 2 212305006 \ \\ \\, \\ \ \ \ t \ ,� ? 1 \ \ 8 SILT FENCE DETAIL \ \ \\ APPROX.LOC OF \.� \\. 1 I Y \ !< N.T.S. TOP OFF• TEED \ .\ \ \ \ \w `• �� \\ \ \.\ \ \ \\ \ I I I INLET \ \\ \ \\ SL'ORE (>33% ., \ \ ,.\ .. \.' \ \ \ \ \ PR TEC'110N. �� 0 �:. - w \\\. \\ w.� ``�.• `""�•ww; .. -�\ .. \\. . \\ \\ \ \ \\ \� \\ \t . i.. - tf \ �Q NO DESTUMPING IN DRAINRELD/RESERVE AREA CONTRACTOR .\\\ ' \\\ \ \ „• \\ w w w _\ \ \ \\ \ \ \ { f ■ I I I TO\ DRAINFlIMIZE SOIL ELD/RESERVE.TURDANCE IN AREA OF \ \ \ \\\ \ \w w AT'PROX. LOC.\� \\ \ t. \\ \ \ t\.. \ 1 I 1 I G \ . �;w •.;` r.;; OF TOE�QQF \ \ \ \ \ \ \ TOPSOIL/STOCKPILE NOTE: "•\~~ �S,TEEP SLDFE ,!:\\' \ \\ \\\ \ \ \ \ :\\ \� - ; i -x ■t It. - PILES ARE TO BE COVERED W/PLASTIC SHEETING WITHIN 24 - Ui O"m� \ ` ) I TOPSOIL \ �..,�. w��.. \w. '•"w �;' \ \ \ \ \ \ \:. \' \ \ \ \ \ HOURS. Q N 0) CONTR \`wwv,,` `w•�?... \`?4Q, ~� w \2 \fig \\" \'\ \\ \\ \\. \\ `t t \\ -\\ \\.. \ ..1. t F \ ALONGAPERIMETERCTOR TO NIFTVEGETTATIVE BUFFER DOES NOT PROVIDE-ALL SILT FENCING WHERE NECESSARY ¢rn N - \ ey may, \ \ -\ ADEQUATE PROTECTION. ° V IN N I - IN LALLT 04 ol rr \\C-\\\ \\\.;\\'\\\\�\\\\ \\ \\\ \ ~` � w ��w \\�..,�. 11 \.. \ we . J,•y .. ' ---------- '\ \ - \ \ 60 WIDE \ \ \`. \�' � ACCESS&UTILITY \ .\ \ t\ \ W ---- - -- r \ \ \ -\ \ EA`SEMEN'I \ b1F#9601005001 YO BE\ �\ �� \\ \ \. O i /C i/ srr irr yam- -- { \ \ \\ REW Ui 1ED \ W I\Jf,QM OF\ ARI, \1 ..,---- w\ \ ` \\ \ :\ MA WITH QQRAN - / \FLAGGIINt,\(10.690/ / z -- 1 \ i \ \ { � � O .Z1 U. � o F Y zo LL o_ o � M N 0a U w�. y 19.0120 EJ V 2019 0 20 40 ' ..Know What's below. . . - Call two business � A O T ONTAL SCALEdays before you dig. 4 SFR SECTION 145 TOWI SHIP. 1 N , RANGE 5E, W. M . Z a it gAcl 01 AMENDMENT NOTES O SOIL RETENTION. RETAIN, IN AN UNDISTURBED STATE,THE DUFF LAYER AND NATIVE TOPSOILTO THE MAXIMUM EXTENT PRACTICABLE. IN ANY AREAS REQUIRING GRADING REMOVE AND STOCKPILE THE DUFF LAYER AND TOPSOIL ON SITE IN A DESIGNATED, CONTROLLED AREA, NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS,TO HE REAPPLIED TO OTHER PORTIONS OF THE SITE WHERE I I FEASIBLE. F a SOIL QUALITY. ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL I I I I 1 1 I I I I \ \ / / FILL OR,SLOPE SHALL, AT PROJECT COMPLETION,DEMONSTRATE THE FOLLOWING:. 1411 1. A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10%DRY WEIGHT IN c� / / / - / \ 1 I I- {. \ /✓ / PLANTING BEDS,AND 5%ORGANIC MATTER CONTENT IN TURF AREAS,AND A PH FROM 6.0 TO / ......,.;Y� ✓/ / / / \ 1 I 1 � \ ;( / 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL THE TOPSOIL LAYER.SHALL HAVE A / ✓✓ / / 1 1 1 I i l \ j / ( \ MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA. SUBSOILS BELOW THE TOPSOIL K; LAYER SHOULD BE SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER •'� MATERIAL TO AVOID STRATIFIED LAYERS, WHERE FEASIBLE. 2. MULCH PLANTING BEDS WITH 2 INCHES OF ORGANIC MATERIAL L " 3. USE.COMPOST AND OTHER MATERIALS THAT,MEET THESE ORGANIC CONTENT REQUIREMENTS: SD THE ORGANIC CONTENT FOR 7RE-APPROVED'AMENDMENT RATES CAN BE MET ONLY USING COMPOST MEETING THE COMPOST SPECIFICATION FOR BMP T7.30: BIORETEN71ON CELLS, SWALES, / \ \ AND PLANTER BOXES (P:959), WITH THE EXCEPTION THAT THE COMPOST MAY HAVE UP TO 35% EX PAVED. (- ,I :BIOSOUDS OR MANURE. THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER CONTENT OF 40% t, APRON TBR ( I TO 657k AND A CARBON TO NITROGEN RATIO BELOW 25:1, THE CARBON TO NITROGEN RATIO L \ I' I r 1 I \ fX'�•' I MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE f PUGET SOUND LOWLANDS REGION. 7 b. CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIAL MEETING L I /. / \' \ \ \ (A.) ABOVE; OR OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN W \\ \ I I \ RATIO REQUIREMENTS, AND NOT EXCEEDING THE'CONTAMINANT LIMITS IDENTIFIED IN TABLE 'jjj \ 220-B, TESTING PARAMETERS,IN WAC 173-350-220. \. II f I f \\ / THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. — W i( \ IMPLEMENTATION OPTIONS: THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY O J \� \� . —\ — \ \ \\ 1� \\ \ 1 BD. I " USING ONE OF THE METHODS LISTED BELOW: U / `L 1. LEAVE.UNDISTURBED NATIVE VEGETATION AND SOIL, AND PROTECT FROM COMPACT ON DURING \ \ * \ I CONSTRUCTION. /a i 2. `AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT 'PRE-APPROVED TIES, OR AT TES BASED ON TESTS OF THE SOIL AND AMENDMENT. S . OM CALCULATED RA SEPTIC r at '�• 3. STOCKPILE EXISTING TOPSOIL DURING GRADING,AND REPLACE IT PRIOR TO Eft. FLOW ARROYY �\ \ \ \ \ \ �.,.. — - \ PLANTING. STOCKPILED TOPSOIL MUST ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC TANKS 'PRE-APPROVED- Z_(TYP.) \ \ \ \ \ \ s' i \ \ MATTER OR DEPTH REQUIREMENTS, EITHER AT DEFAULT PRE APPROVED'RATE OR AT A \\ \\. \\ .\\ \\ \ �\.. CUSTOM CALCULATED RATE. \ \\ A�PRQX. LOCH OF \ \ \. \ \ \\ I / O 4. IMPORT TOPSOIL MIX OF SUFFICIENT.ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. ` \ \ TOP OF- TEEF �� "� ` \ \ \\ \ \ \\. \\ \ I \\ \; SCORE (>3e1 \�` \ \ \ \ \\ ( I \ MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE SOIL THAT 00 -•-4 \ \ \ \ \ \ \ \ \ \I Q ALREADY MEETS THE DEPTH AND ORGANIC MATTER QUALITY STANDARDS, AND TS NOT W o U COMPACTED, DOES NOT NEED TO BE AMENDED. ¢rn APPROX. LOC. OF TOE, F , \ \\ \ \\ . . .� � F\ �v-STEEP S v RA AD \7 LLI \\, \\ �\ \ \\.: \\ \i \ ! \ N W 'a \ \ ,\ // ✓r ✓.r �•�' �,.,,.,,. `may I \,. \\ \� \ \\ v. .01 __ j! // r.. ✓ fir' r�� �1�Vy ��` j/ A. \\ \\. ✓ \ \... \ \ / r / /,'� /�/ /fir �,✓'" ✓,,,/. ✓�,_...�' '�...,.�.' :: � \ \: �� :.''\ \ -,..\\ \\. � \ \\,. \ N' . N Q LL > � Zy AREA A AREA B O J o STOCKPILE AND UNCOMPACTED,UNGRADED, � Q Z AMEND SOIL IF UNDISTURBED 0 C NECESSARY"OPTION 3" - - - 0 Z } a Ad9MEEND SOIL FOR GRADED OR COMPACTED AREAS ONLY. N I_ U ESTIMATED.MATERIALS NEEDED: COMPOST OPTION:47 Cy TOPSOIL OPTION: 188 CY S� � 19-0120 EJ 2/6/2019 Know what's below. 1"=20` o zo ao Cali two business 4 4 L H w u days before you dig. FIELD REPORT NELSON Project: Kovarik Residential File No.: 10568B19 GEOTECHNICAL Development ASSOCIATES,INC. Client: Beth Kovarik,Allied Date: 8/19/2019 Construction Associates 17311 — 135th Avenue NE#A-500 Location: 20114 Old Burn Road, Report No.: 1 Woodinville,WA 98072 Arlington,WA V: (425)486-1669 Weather: Sunny, 70s Page: 1 of 2 F: (425)481-2510 Purpose Subgrade soil bearing capacity By: KSB of Visit: verification We visited the site today at the request of Beth Kovarik with Allied Construction Associates to observe the current condition of the foundation subgrade for the construction of a new single family residence and attached garage located at 20114 Old Burn Road,Arlington,Washington. Upon arriving at the site,we met with Mr. Kovarik and the earthwork contractor,to discuss the current work. The majority of the house foundation had been excavated to subgrade levels, with a current depth of up to 3 feet. The native soils within the subgrade consisted of tan to gray silty fine to medium sand. In a previous memorandum for the project, we recommended a minimum 4-foot embedment spanning 10 feet on either side from the southwest comer of the house for a setback of 15 feet from the top of the slope. We evaluated the exposed subgrade with a %2" diameter steel probe rod. Probing in all areas of the excavation yielded penetrations of up to 3",which we interpreted as medium dense conditions. Additionally, we verified the setback distance by measuring from the corner of the foundation subgrade to the top of the slope, and found it to comply with our recommendations. No sloughing or instability of the excavation sidewalls or steep slope was noted at the time of our visit. Our findings and conclusions are based on specific observations made while on site. We are available to return to the site for additional geotechnical consultation and earthwork construction monitoring services upon request, and will be returning to verify the embedment of 4 feet in the southwest comer,as well as evaluate the remainder of the subgrade after completion of the excavation. Attachment: Site Plan Signed: �cCG Distribution: atelyn S.Brower,GIT �p V03 W Ovi awswwi t�Nouns riouaoa .B N�d f0�8�ti NOlFlNIN8YM'NOlDNIIW j0 AL'J � a �. 3E)VNIVIa " Nd dM�53O uvo s�F�a, NINVAON '$ EOp i iry G C €91 s � i LU LO �^ M AL o , W 10. lei i i 1 I •r \ ?aaas r s r /fr ���, ,d� / II� It\ •tg��t.l 1 1 1 1\ o O � 2 /� FIELD REPORT NELSON Project: Kovarik Residential File No.: 10568B19 GEOTECHNICAL Development ASSOCIATES,INC. Client: Beth Kovarik,Allied Date: 8/21/2019 Construction Associates and 8/26/19 17311 — 135th Avenue NE#A-500 Location: 20114 Old Burn Road, Report No.: 2 Woodinville,WA 98072 Arlington,WA Weather: Sunny, 70s Page: 1 of 2 V: (425)486-1669 F: (425)481-2510 Purpose Subgrade soil bearing capacity By: KSB of Visit: verification We visited the site today at the request of Beth Kovarik with Allied Construction Associates to observe the current condition of the foundation subgrade for the construction of a new single family residence and attached garage located at 20114 Old Burn Road,Arlington,Washington. Upon arriving at the site on 8/21,we met with Mr.Kovarik to discuss the current work.The entire house foundation had been excavated to subgrade levels.The native soils within the subgrade consisted of tan to gray silty gravelly fine to medium sand. In a previous memorandum for the project,we recommended a minimum 4-foot embedment spanning 10 feet on either side from the southwest comer of the house for a setback of 15 feet from the top of the slope. We evaluated the entirety of the exposed subgrade with a''/z"diameter steel probe rod.Probing in most areas of the excavation yielded penetrations of up to 3",which we interpreted as medium dense conditions.One softer area was identified in which the probe rod yielded about 12 inches.We recommended overexcavation of the loose soil. The client agreed and informed us that the footing would be extended to rest directly on the native material. Additionally, we verified the recommended foundation embedment in the southwest corner to be at least 4 feet, spanning 10.5 feet from the comer on the west side of the house, and 10 feet from the comer on the south side of the house which is consistent with our recommendations.No sloughing or instability of the excavation sidewalls or steep slope was noted at the time of our visit. Upon arriving at the site on 8/26,we met with Mr. Kovarik to provide construction monitoring services.We were informed by the client that the loose yielding area we discovered in the prior visit had been overexcavated. We evaluated the overexcavation with a'/2"steel probe rod. The excavation yielded up to 2". Our findings and conclusions are based on specific observations made while on site. Our recommendations appear to have been followed, and the foundation subgrade appears to have been suitably prepared and should support the planned loads. �f Attachment: Site Plan Signed: _r Distribution: Katelyn S.Brower, GIT N N ' •*Ill%unmNlom WM'18Y353ONVtl Wam IQ _ W MMQ dWSNM0L W Kf ASd0NOMWd y3 NVZ SgrgZti N0lflNIHRYM'N01flNIlNVd0ALfl I 3JVNIVU(3 3 M� U9 tJ�S �N _ � W a rip ,; � � �- 7s. ASS to �, •� 1 --- r-- --- w* r I / � ✓ 7 40 e U -- --- LIJ vmv Ga ` - a ,l Permit#: 2571 Permit Date: 05/24/19 Permit Type: RESIDENTIAL SINGLE FAMILY Project Name: Kovarik SFR Applicant Name: Brice &Beth Kovarik Applicant Address: 16821 Smokey Point Blvd#816 Applicant, City, State, Zip: Arlington,WA 98223 Contact: Beth Kovarik Phone: 425-238-1071 Email: bethkovarik@gmail.com Scope of Work: New Single-family residence on Old Burn Rd Valuation: 300000.00 Square Feet: 2773 Number of Stories: 2 Construction Type: VB Occupancy Group: R-3; Residential ID Code: Permit Issued: 08/06/2019 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning KOVARIK BRICE 9 1031051400102200 20114 OLD BURN RD P/KOVARIK BETH (Vacant) Undeveloped cant)Land E (Va Contractors Contractor Primary Contact Phone Address Contractor Type License License# Allied Construction 425-259-6057 3120 Hewitt Ave CONSTRUCTION L&I ALLIECA008DF Association Inc. CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 10/25/2019 C09.FRAMING Shearwall Nailing 10/25/2019 BUILDING Completed 09/04/2019 R20.SFR/DUPLEX 9 AM 08/30/2019 BUILDING Completed FINAL Footing Drains 05/04/2020 C20.BUILDING 05/04/2020 Approved FINAL 03/05/2020 R04.PLUMBING HVAC Final BUILDING Approved GROUNDWORK 02/27/2020 C08.PLUMBING Plumbing Final BUILDING Approved ROUGH-IN 02/27/2020 C20.BUILDING Building Final BUILDING Completed FINAL 02/27/2020 R04.PLUMBING HVAC Final BUILDING Completed GROUNDWORK 02/21/2020 C08.PLUMBING Plumbing BUILDING Completed ROUGH-IN R18. 02/21/2020 STORMWATER Storm BUILDING Approved FINAL Plan Reviews Date Review Type Description Assigned To Review Status 05/24/2019 RESIDENTIAL SINGLE BUILDING FAMILY Provide maintenance and operations information to property owner for slope drain and spall energy 06/28/2019 BLD dissipation. Nova Heaton Civil and geotechnical engineers to provide as- builts/construction inspection to ensure recommendations have been followed. Fees Fee Description Notes Amount Building Permit Table 4-1 $3,118.46 Building Plan Review Table 4-2 $2,027.00 Mechanical Fee(Enter Fixture Fee) 3 @$25 ea. $75.00 Mechanical Base Permit Fee $25.00 Plumbing Base Permit Fee $25.00 Mechanical Commercial Permit Table 4-7;Per Unit 17 @$12.00 ea. $216.00 Processing/Technology $25.00 State Surcharge-add'1 DU Residential Additional Units $6.50 Water Heater(Tank) $25.00 Park-Community SF Single Family $1,662.00 Park-Mini SF Single Family $484.00 Traffic Mitigation-SF Single Family $3,355.00 Civil Civil Review Critical Slope $1,600.00 Total $12,643.96 Attached Letters Date Letter Description 07/31/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 08/06/2019 Kovarik Check#1076 Raelynn Jones $12,643.96 Outstanding Balance $0.00 Notes Date Note Created By: 07/24/2019 Pre-Con meeting scheduled for 7/31/19 @ 10 am at CED Conference Room Raelynn Jones 07/11/2019 A pre-construction meeting needs to be scheduled and held prior to the building permit issuance. Kristin Foster Uploaded Files Date File Name O1/15/2020 6113702-2571 8-30-19IC.pdf O1/15/2020 6113701-2571 8-15-19 IC.pdf 01/06/2020 6055200-2571 9-4-19 IC.pdf O1/06/2020 6055201-2571 9-11-19 IC.pdf 01/03/2020 6051532-2571 10-7-19 IC.pdf O1/03/2020 6051533-2571 10-25-19IC.pdf O1/02/2020 6047289-2571 11-13-19IC.pdf O1/02/2020 6047290-2571 11-18-19IC.pdf O1/02/2020 6047291-2571 11-26-19IC.pdf O1/02/2020 6047292-2571 11-1-19IC.pdf 08/16/2019 5473942-2571 Issued permit.pdf 05/24/2019 5113073-2571 Application.pdf '` RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Lr`7 Bath/Shower Combo (4.0) x 1 Sink (1.5) x I [g/ Shower (2.0) x 2 []� Lavatory (1.0) x E Clothes Washer (4.0) x 1 L ' Water Closet (2.5) x 3 [/ Dishwasher (1.5) x 1 Gj�' Water Heater x 1 Hose Bibb (2.5) x Water Heater Model # Rheem Electric Hybrid Performance Platinum �,/ Model XE65T10HD50U1 (3.7 UEF) L`1 Other (IISt) X 1free-standing tub (48 gallon) Plumbing Section Continued Proposed Water Piping Size: 1 to the house Proposed DWV Material: 'PV1C_ Proposed Piping Material: PEx and copper Proposed DWV Size: 3" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 I F I � t t f t � r � I s 7— I 4 TEL 7`7 { a a t � �' 111 }}} 111 AA �I �« € yt pryP�q#}jy{{i S{ ii! � � Vf UOki Art Y 5yd f i n , i t d }", ; i t i ii d s pp § t t M �t6 4 i , T - is TT lit-troll i "d� r.�bM mdmw I} 0 # F CA a ;. rii CD ~u _ ,w^v �, ,.,.... e� .n. `3..,=•, ; f �.,:. ,-g.=<„ .< t. .,., _ J w , IR (on r� _ 1 i G p sal 2n , IR � 4s, o- s '' 74 i IT r y o ri zt 4 �_ al rW ••"...�u - � �i� �' � � (1s'1F L'd'dJvv.**�� � - - - - ww Q�J� { s 1 Lp Min t tM ; ry \ Tr - - Al �. 1 a , . 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WALL CONSTRUCTION ^� EXTENT OF HEADER WITH DOUBLE PORTAL FRAMES(TWO BRACED WALL PANELS)-- i EXTENT OF HEADER WITH SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 2'-18'FINISHED WIDTH OF OPENING FASTEN KING STUD FOR SINGLE OR DOUBLE PORTAL'—�" TO HEADER WITH 6 16D SINKERS -o_ TENSION STRAP PER PONY WALL TABLE R602.10.6.4(ON HEIGHT o OPPOSITE SIDE OF ° °Sm°aD SHEATHING) MIN.3"x11'/a"NET HEADER STEEL HEADER PROHIBITED IF j'2'SPACER IS USED,PLACE ON BACK-SIDE OF HEADER` ora a s a _. o16il QJ SHEATHING TO HEADER WITH 8D IF NEEDED,PANEL Ob FASTEN SHE ° ° o ab a SPLICE EDGES SHALL - _ COMMON OR GALVANIZED BOX NAILS IN 3"GRID OCCUR OVER AND BE OMMON ¢ o PATTERN AS SHOWN NAILED TO C o FASTEN TOP PLATE TO Q o10 BLOCKING WITHIN THE HEADER WITH HEADER TO JACK-STUD STRAP PER TABLE MIDDLE 24"OF THE ° TWO opt R602.10.6A ON BOTH SIDES OF OPENING PORTAL-LEG HEIGHT. ° ONE ROW OF 3"O.C. ; ° ROWS OF 16D Q O °b OPPOSITE SIDE OF SHEATHING SINKER NAILS AT � oai f�i f f NAILING IS REQUIRED a 3"O.C.TYP. obf I. f IN EACH PANEL EDGE. <" °p ' i°O MIN. DOUBLE 2x4 FRAMING COVERED WITH MIN. ' a 2 ob ;b; 3/a"THICK WOOD STRUCTURAL PANEL SHEATHING - ° o MIN.3/8"WOOD WITH 8D COMMON OR GALVANIZED BOX NAILS AT TYPICAL PORTAL STRUCTURAL FRAME CONSTRUCTION aos s' 00 00 3"'O.C.IN ALL FRAMING(STUDS,BLOCKING,AND ° PANEL SILLS)TYR SHEATHING MIN.LENGTH OF PANEL PER TABLE R602.10.5 MIN. DOUBLE 2x4 POST (KING AND JACK STUD). NUMBER OF JACK STUDS MIN.(2)3500 LB STRAP-TYPE HOLD-DOWNS PER TABLES R602.7(1)& (EMBEDDED INTO CONCRETE AND NAILED INTO (2). FRAMING) _ MIN.REINFORCING OF FOUNDATION,ONE#4 BAR TOP AND BOTTOM OF FOOTING.LAP BARS 15" MIN. 1000 LB.HOLD-DOWN MIN. DEVICE(EMBEDDED INTO c CONCRETE AND NAILED ' u" c �^ c. INTO FRAMING). ,L MIN.FOOTING SIZE UNDER OPENING IS 12"x12".ATURNED- DOWN SLAB SHALL BE PERMITTED AT DOOR OPENINGS. MIN. (1) 8"DIAMETER ANCHOR BOLT INSTALLED PER SECTION R403.1.6-WITH 2"x 2"x31,6"PLATE WASHER FRONT ELEVATION SECTION For SI: 1 inch= 25.4 mm, l foot = 304.8 mm. 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Jr 98201 COVER SHEET w � 8 t 425.903.4852 •� ip CITY OF.ARLINGTON,WASHINGTON � f 425.259.1958 M PORTION OF SECTION 14,TOWNSHIP OM EGA 31 NORTH,RANGE 5 EAST,W.M. tNGINEERING,INC. r3/ 9 / o t \ / \\ t \ 1 tr t \ \ A f ! m� to ' /� \ r/ f — \ \ \ \ n t \\ fP f! pn0" 1j vg O/ r \y I / i f/ f / J \ r (nvi I ♦ / rvov y � m oz > > 'A {- t e2r/ y 9 v, r m 00 ��'O v d)v i � 1 rjrnima� / !i D � -- — .-. -- o�">�r �- z r r v r --- / r� go >v r ram' / l svi 'o s r / 1 t� o�p o t ,. o m Z M m� 90 o o \ Z \ $ N yA oo J tA-i o o r o v z A yr : o g c - m �> \ z� m 6 $ N Z o v g zoos pOZ n o Ap mp M m m — o•lr ra A. ym w z, gz $ m _ �� G om �`m a_ w o _ c rp yz` _ :. - �-.\ zo�z � you $ yo$ A v i m m >o m 4 � � � "�' m> m $ - AO� 9 2n v m a �Nr m m A O� S KOVARIK R# DATE DESCRIPTION BY o N S 0fe 2707 WETMORE AVE: , rn S F R EVERETT,WA 98201 DRAINAGE R II c c t 425.903.4852 - m 425. .15 CITY OF ARLINGTON,WASHINGTON f425.259. 958 PLAN •�"'�+ f PORTION OF SECTION 14,TOWNSHIP Q M EGA 31 NORTH,RANGE 5 EAST,W.M. 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Ow �m _ r rr dal! 1 ) 1/ I/ \ i l 1 \ \ \\ m(L o 1 \ \ \ M� r // 1 t 1 A ¢OV) -- ------- CL A / 1 r / \i \\ \ \\ �\ \ \ z W o 0 C) Jto 1 j 1 \ 1 \ \ \ \ \\ \\ ¢J} o¢wo �m \ I t 1 t J ! \ \ \ \ 1 \ \ Qa o n oa�o QCYizw _ l D� 0000 Qcn¢z N�01 0¢cL 0-0 �WF -_ • Community and Economic Development Building Division INSPECTION RECORD SHALL REMAIN AT JOB Building construction shall not commence until permit SITE holder or agent has posted this Inspection Record Card in a conspicuous place on the premises. OWNER: KOVARIK CONTRACTOR: ALLIED CONSTRUCTION oBADDRESS: 20114 OLD BURN ROAD OWNER ADDRESS: 20114 OLD BURN ROAD USE ofBUILDING: SFR PLAT NAME: VB R-3 Description of Work:NEW SFR LOT# PERMIT NO: BLD-2571 Sprinklered: NO CONDITIONS:SEE PERMIT DATE ISSUED:7/31/2019 TYPE GROUP DEPARTMENT INSPECTION DATE DATE PASS FAIL INITIALS FOOTING BUILDING FOUNDATION INSPECTION LINE UNDERFLOOR (360)403-3417 SHEARWALL PLUMBING (groundwork) GAS PIPING(groundwork) ROUGH PLUMBING ROUGH GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD (SHEAR/RATING) ROOF DRAINAGE SEWER (360)403-3508 WATER WATER SERVICE INSPECTION (360) 403-3526 WATER SERVICE FINAL CROSS CONNECTIONFINAL (360)403-3417 FINAL INSPECTION All sections must be signed off prior to final inspection Electrical must be signed off prior to final inspection COMMENTS: i i i I i I i I I SO� QOro ZYOCA FU 18.00' co ru 20.00 soU o Qo J 5-CD o I co o CO 5-o Ln o QO M so UU �p O W Q.O 0 4.00' (O o � !v o I I I � so U 42.00' CD ro soon o l I oo co 20 ccn I d 0 MI 0Q CO >Z. 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