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Home My WebLink About8407 207TH STREET NE_BLD1727_2026 -�6o-�o 'J� TO PERMITEE AND/OR OWNER 7f PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑APPROVED PERMIT#: J LOT#: DATE: --)`j� JOB ADDRESS: ` 1 0 n A Y TYPE OF INSPECTION: ❑ 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 LISPED 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 i ov__ T 8 IOC__ S IJA l G THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O BUILDING DEPT. 0 PLANNING DEPT CITY OF ARLINGTON ' N 0 T I C E TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL 7 CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 77 APPROVED PERMIT#: DATE: {� JOB ADDRESS: (] L I TYPE OF INSPECTION: alEikLL,VI^ 1 ❑ 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. Cl 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 OLL THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 // INSPECTOR DAT- CYBUILDING DEPT `x O PLANNING DEPT. CITY OF ARLINGTON �,vr. NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL CORRECTIONS REQUIRED Cl DO NOT OCCUPY ❑ APPROVED PERMIT#: , LOT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: i ❑ 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 p- 15L A)vI THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE, BUILDING DEPT. o PLANNING DEPT. CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: !' "� LOT#: DATE: - - JOB ADDRESS: D _ 1 6! V TYPE OF INSPECTION: U ❑ 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 THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAT 0 BUILDING DEPT. M PLANNING DEPT. CITY OF ARLINGTON " v Q� NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑'APPROVED PERMIT#: j' I LOT#: DATE: ! JOBADDRESS: TYPE OF INSPECTION: j _;, l_ 1 ❑ 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 t i THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DA'f f. BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON a OTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: .2Jj LOT#: DATE: j G JOB ADDRESS: f I--1( _1 i 1" TYPE OF INSPECTION: f-1 n 6L(" ❑ 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. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION mil`)OT �jr�c p I erg � -. /� C�•9�/t D kl L� THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE cis� or. Cl BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY Cl APPROVED PERMIT#: LOT#: DATE: r r JOB ADDRESS: PQ;--I'1,-. TYPE OF INSPECTION: �l Aa ❑ 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. Cl 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 Q I n - 01�7 THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. a PLANNING DEPT. CITY OF ARLINGTON RESIDENTIAL 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 9 54 O - 2 ci zel '� Plat: 6'��'C�� 3!a 50,E � ,: 7� i a �► v.� rT" �' Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure Proposed Area: 15' Floor: 7 7�4 2nd Floor: Garage: 37 Total SF: .236 / Describe Proposal (include cross street): /3✓/'4 fi :/�'��6�1l� S/�/l'c Fv�IA, Valuation: z '3. y a F Owner: t"( , e /•me-.✓ G Address, //2.-� /''' flic AvC City: State: Zip Code: 992 a,? Phone: Email: Applicant: ,Air'</ 117y /J1�111d*X_ Address: 116 City: zffc4-* f'.,�� State:GZ-e-�, Zip Code: ';"42a ' Phone: -5-a S/ Email- Contractor: L•'eo�//Ip�"S.'9.+1 _/ G c Address: 1f0, � / e �� City: Z./1'y'-e-� State: Zip Code: <,r2 0r !-re J'-fl r Phone �,/6�- �:P z/-� ra y/ Email-:Xit',o y�/� � �,rrf d •�rf�a, ��a, Contact Person: Hw.oy icense Number: J el/1'le,6 Y-f 9 p ation: Received OCT 312017 6/16LP Page 1 of 3 ' ° RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 IN Plumbing Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Y Bath/Shower Combo (4.0) x I Sink(1.5) x Shower(2.0) x [ Lavatory (1.0) x J [�l Clothes Washer(4.0) x ®- Water Closet(2.5) x Dishwasher(1.5) x / [ ' Water Heater x N Hose Bibb (2.5) x 2 Water Heater Model# ❑ Other(list) x Plumbing Section Continued Proposed Water Piping Size: Proposed DWV Material: Proposed Piping Material: Proposed DWV Size: • 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 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development O City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 llNG't Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: J Furnace(80+) Model# AFUE ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank ❑ Freestanding Stove ❑ 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. / � Date: 16 5 Print Applicants Name ,�'► U�� Gf��'�'�� 6/16LP Page 3 of 3 I. NOTICE TO PERMITEE AND/OR OWNER O PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY O APPROVED PERMIT#: LOT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: ❑ 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 �1`iIVG��C21 �' F�p4 gA Ij S[ �I oT lf-I V c 12L= d kJ� ;mil �n f 61 GJL5i 1:51 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE � � o O BUILDING DEPT. C, Cl PLANNING DEPT. \ • v� CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER 3 ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: LOT#: DATE: 511vllq JOB ADDRESS: TYPE OF INSPECTION: ❑ 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 THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. O PLANNING DEPT. ' r p• CITY OF ARLINGTON < „�; IWORQ Systems Inc. Page 1 of 2 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:8407 207th Place NE Permit#:1727 Parcel#:3 105 120030 1 000 Valuation:240000.00 OWNER APPLICANT CONTRACTOR Name:LAVOY INC Name:Pacific Craftsman LLC Name:Pacific Craftsman,LLC Address:PO BOX 1514 Address:110 14 19th Ave SE,Suite 8-315 Address: 11014 19th Ave SE,Suite 8-315 City,State Zip:MOUNT VERNON,WA 98273 City,State Zip:Everett,WA 98208 City,State Zip:Everett,WA 98208 Phone: Phone:206-992-5051 Phone:206-992-5051 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: ` 13 DWELLING UNITS: I OCC GROUP: R3 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. SALE' X NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form a o City ofArlii n#3101. /J Sign ure Print Name Date Released By De e CONDITIONS See red-lined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS 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 5/14/2018 Building Permit Fee $2,521.48 5/14/2018 Building Plan Review Fee $1,638.96 5/14/2018 Furnace $25.00 5/14/2018 Gas Outlets Base Fee 1 to 5 $10.00 5/14/2018 Mechanical Permit Base Fee $25.00 5/14/2018 Park-Community SF $1,662.00 5/14/2018 Plumbing Permit Base Fee $25.00 5/14/2018 Plumbing Permit Fee(Enter Fixture Fee) $156.00 5/14/2018 Processing/Technology Fee $25.00 5/14/2018 State Building Code Surcharge Fee $6.50 5/14/2018 Traffic Mitigation $3,355.00 5/14/2018 Water Heater $25.00 Total Due: $9,474.94 Total Payment: $1,639 96 https://www.iworq.net/iworq/permit/popupPermitEditLetterPrint.asp?sid=QJOPIGAJAKL..� 5/14/2018 IWORQ Systems Inc. Page 2 of 2 Balance Due: $7,835.98 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 https://www.,iworq.net/iworq/permit/popupPermitEditLetterPrint.asp?sid=QJOPIGAJAKL... 5/14/2018 SEWER STUB � I _ 6" PVC - - - - - o ' 6" PVC— 22 f:. GARAGE I � 4 I f'. a. 4.08' • 20.5' U �I55' to — —42.5 - --- - �� P NET • f HOUSE 802 SF GARAGE 379 SF 0 — 1 TREE ON THE LOT,' DECK 45 SF 1 IN THE FRONT OF THE RESIDENCE PORCH 52 SF TOTAL 1,278 SF J uJ Received SCALE: 1" = 20' OCT 312017 o to za R711z� PORTAGE CREEK - PHASE 1 UAIT 4 NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL Cl CORRECTIONS REQUIRED Cl DO NOT OCCUPY APPROVED PERMIT#: L` LOT#: DATE: JOB ADDRESS: j, [�� l._ } } U _ HIE TYPE OF INSPECTION: 1 C, ❑ 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 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 /- 1Xi INSPECTOR DATE r, O BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON ©-5Z vpht;loN 0 T I C E TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ;7 CORRECTIONS REQUIRED ❑ DO NOT OCCUPY L7 APPROVED PERMIT#: -J2-� LOT#: DATE: JOB ADDRESS: ;I I I TYPE OF INSPECTION: �A(A II ❑ 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 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE 4 OBUILDING DEPT. f0 PLANNING DEPT. CITY OF ARLINGTON c i i �, wc)w�-NOTICE TO PERMITEE AND/OR OWNER 7f PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: - LOT#: DATE: JOB ADDRESS: D —1 n •G ej Y TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. 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: $SO REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3SS1 ❑ CALL FOR REINSPECTION e'D AG - THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE Y Cl BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON ' • NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑'APPROVED PERMIT#: i' "I LOT#: DATE: JOB ADDRESS: i I ( I .' �•, i TYPE OF INSPECTION: t, l ,•.,} l ``J 1 L_ I 1, .t ! ,_ ,, , , ❑ 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 THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAWMAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. o PLANNING DEPT. CITY OF ARLINGTON '� '', NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑APPROVED PERMIT#: I LOT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: y ' I ❑ 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. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION Mac ck� ��"ram!rr� p�Q;f �e1Toyi J-''oI� fldtj THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAT�/ BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON '� • IWORQ Systems Inc. Page 1 of 2 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 IPA BUILDING PERMIT Address:8407 207th 11MINSE Permit#:1727 Parcel#:31051200301000 Valuation:240000.00 OWNER APPLICANT CONTRACTOR Name:LAVOY INC Name:Pacific Craftsman LLC Name:Pacific Craftsman,LLC Address:PO BOX 1514 Address:l 1014 19th Ave SE,Suite 8-315 Address: l 1014 19th Ave SE,Suite 8-315 City,State Zip:MOUNT VERNON,WA 98273 City,State Zip:Everett,WA 98208 City,State Zip:Everett,WA 98208 Phone: Phone:206-992-5051 Phone:206-992-5051 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: VB DWELLING UNITS: I OCC GROUP: R3 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. IBCI 10/IRC110. SAI.E. X NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form ai rd City of Arlie n#3101. Signa ure Print Name Date Released By Da e CONDITIONS See red-lined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS 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 5/14/2018 Building Permit Fee $2,521.48 5/14/2018 Building Plan Review Fee $1,638 96 5/14/2018 Furnace $25 00 5/14/2018 Gas Outlets Base Fee 1 to 5 $10.00 5/14/2018 Mechanical Permit Base Fee $25.00 5/14/2018 Park-Community SF $1,662.00 5/14/2018 Plumbing Permit Base Fee $25.00 5/14/2018 Plumbing Permit Fee(Enter Fixture Fee) $156.00 5/14/2018 Processing/Technology Fee $25.00 5/14/2018 State Building Code Surcharge Fee $6.50 5/14/2018 Traffic Mitigation $3,355.00 5/14/2018 Water Heater $25.00 Total Due: $9,474.94 Total Payment: $1,638.96 https://www.iworq.net/iworq/permit/popupPermitEditLetterPrint.asp?sid=QJOPIGAJAKL..� 5/14/2018 IWORQ Systems Inc. Page 2 of 2 Balance Due: $7,835.98 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 https://www.iworq.net/iworq/permit/popupPermitEditLetterPrint.asp?sid=QJOPIGAJAKL... 5/14/2018 r I , Permit Information Date 11/2/2017 Permit Number 1727 Project Name Portage Creek Applicant Name Pacific Craftsman LLC Applicant Address 11014 19th Ave SE,Suite 8-315 City, State,Zip Everett,WA 98208 Contact Randy Brockway Phone 206-992-5051 Email randybrockway@yahoo.com Permit Type Single Family Residence Site Address 8407 207th Place NE Valuation 240643.98 Status Applied Permit Issued Permit Expires Square Feet 2301 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Owner Parcel Address Legal Owner Phone Zoning SEC 12 TWP 31 RGE 05LOT 1 CITY OF ARLINGTON 31051200301000 UNKNOWN SW1/4 LAVOY 910 Undeveloped SP REC AF NO 9405255013 BEING A PTN SW1/4 LA (Vacant)Land Contractors Contractor Name Primary Phone Email Contraector License License# Contact Pacific Craftsman, Randy 06-992- randybrockway@yahoo.com Pacific Craftsman LLC Brockway051 Y y@yahoo.com ONTRACTOR LLC PACIFCL853R Review Date Type Description I Target Date Completed Date I Assigned To Status 11/6/2017 esidential Dwelling 11/13/2017 ,my Rusko Iln Review 11/6/2017 lResidential Dwelling 11/13/2017 (Kevin Olander fin Review Fees Fee I Description I Notes Amount Building Plan Review Fe 345 83.00.00 $1,638.96 Totatj $1,638.9 Payments Date Paid By Amount Description Payment Type Accepted B 11/3/2017 lRandy Brockway $1,638,96167149052 c Totaq $1,638.961 Amount Outstanding:$0.0 Uploaded Files I Upload File Date Fite Uploaded B 11/6/2017 10:29:39 AM 1727 Site Plan.gdf Foster, Kristin x 1 1/6/2017 10:29:39 AM 1727 AuulicatiuwpJf foster, Kristin x RESIDENTIAL 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: ?�4 O -;x 2 C3 79�4 Ol. X"C Plat: "o-We','e- 3 6 S-/,t J :o i C) 4 Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure Proposed Area: 1st Floor: 2"d Floor: Garage: > 7`7 Total SF: ,230 Describe Proposal (include cross street): L Valuation: Owner: z/1'r7,�,�% fc-,�✓ G Address: l/yi5� /�i'" �rf�� eve City: Z�&ArZe� State:G-_-,y Zip Code: Phone: Email �ir�•ay/�'.C��y CQ' ;}�- '/fey, ��., Applicant: - 3i� Address: �/o IV /`7 /��C •f� City: State: Zip Code: Phone: o C `�'�%7- 3�d S/ Email: �v�� Contractor: Address: //O A 4- / /'4z City: State: 44"'t• Zip Code: 9 r2 0 dt' �-re �'3/9' Phone: u 6- y yz- s-a s/ Email'o4�.C'w_V' ,ye -"tr d Contact Person: H.✓,�y ;�,j�c+�, 4.ev iyLicense Number: �/�G/�lC� �''f jE piration: /z— %j/ 7- Received 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development y� O' 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) l Bath/Shower Combo (4.0) x Sink (1.5) x [ 7, Shower(2.0) x Lavatory(1.0) x 5 I7 Clothes Washer(4.0) x 1 Water Closet(2.5) x Z 1� Dishwasher(1.5) x [ Water Heater x Hose Bibb (2.5) x 2 Water Heater Model# ❑ Other(list) x Plumbing Section Continued Proposed Water Piping Size: Proposed DWV Material: Proposed Piping Material: Proposed DWV Size: • 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 l�'� City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 G`C� Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace(80+) Model# AFUE ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank ❑ Freestanding Stove ❑ 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: Date: 16 ,l/5 Print Applicants Name: ''► � G'��U �%c"��,�,�J 6/16LP Page 3 of 3 SEWER STUB + Q - - - - - - - - - 6° PVC 0 37.0•- - a I a •I 8" PVC 22'q f fo GARAGE h ° � 4 � 4.08 F- — — — — — o 75 20.5' IW z 15 5' o CR $ — —42.5- - - - - ��/ P NI ✓T t d. I ° ` q .a HOUSE 802 SF `\1 GARAGE SF i J 1 TREE ON THE LOT, 45 DECK 45 SF PORCH 52 SF 1 IN THE FRONT OF THE RESIDENCE � TOTAL 1,278 SF a Received SCALE: 1" = 20' OCT 31 2017 0 10 20 R711z1 PORTAGE CREEK - PHASE 1 UNIT 4 r ..� sA 9 t '�� ,�� On Apr 11, 2018, at 4:15 PM,Nova Heaton<NHeaton cr arlin tonwa.gov>wrote: Good afternoon Randy, Could you please send me an update? It doesn't appear that the work was completed by Tuesday as previously estimated. In addition, I have now received a citizen complaint about the site. Let's work together to get this site under control before the end of the week. Nova From: Nova Heaton Sent: Monday,April 09, 2018 8:37 AM To: 'Randy Brockway'<randvbrockway@yahoo.com> Cc: Kristin Foster<kfoster arlirlgtonwa. ov>; Kevin Olander<kolander@arlinetonwa.eov>; Launa Peterson <Ipeterson@arlinetonwa.pov> Subject: RE: [External] - Re: Portage Creek- Items to be addressed Thank you Randy, I appreciate your diligence in this matter. Nova From: Randy Brockway [rnailto:randvbrockwav@yahoo.com] Sent: Monday,April 09, 2018 8:36 AM To: Nova Heaton<N Heaton @arlinKtonwa.gov> Cc: Kristin Foster<kfoster@arlingtonwa.gov>; Kevin Olander<kolander@arlingtonwa.gov>; Launa Peterson <Ieterson@arlinetonwa.gov> Subject: Re: [External] - Re: Portage Creek- Items to be addressed Good Morning Nova, I spoke with my excavation contractor and he is going start taking care of all the issues you mentioned in your email later today or tomorrow at the latest. I believe he should be able to take care of everything in a couple days. I will be on site everyday this week to make sure everything is corrected as you mentioned. Thank you Randy Brockway Cell-206-992-5051 On Friday, April 6, 2018 2:31 PM, Nova Heaton <NHeaton@arlingtonwa.gov>wrote: Good Afternoon Randy, I am following up on our discussion on 3/27/18 and checking in on your progress. I was out looking at the site this afternoon as part of my review of the as-built drawings. It looks like you were not able to get your dirt work contractor out there this week as planned. There are several issues onsite that need your immediate attention. I have attached a couple of photos to help illustrate the issues. 2 Kristin Foster From: Nova Heaton Sent: Tuesday, May 8, 2018 8:23 AM To: Randy Brockway Cc: Kristin Foster; Kevin Olander; Launa Peterson Subject: RE: [Externall - Re: Portage Creek- Items to be addressed Randy, My water department came into my office this morning with some issues. • When the water boxes were moved,your contractor did not call our inspectors. They had a conversation prior to moving it, and the contractor was supposed to call for inspection before closing up the trench and they didn't. That means your contractor needs to contact Gary 425 754-7793 if you can't get Gary contact Gus 452 754-7438 and arrange a time to expose the work that was done when they moved the boxes so he can inspect the work. • Each of the lids need to be changed to reader lids. • Each of the water services on the east side needs to have a tailpiece that extends from the meter box to the property backside of the sidewalk. Please let me know if you have any questions, it is important you get that worked out so that we can issue additional permits. Nova From: Randy Brockway [mailto:randybrockway@yahoo.com] Sent:Thursday,April 12, 2018 10:09 AM To: Nova Heaton<N Heaton @arlingtonwa.gov> Cc: Kristin Foster<kfoster@arlingtonwa.gov>; Kevin Olander<kolander@arlingtonwa.gov>; Launa Peterson <Ieterson@arlingtonwa.gov> Subject: Re: [External] -Re: Portage Creek- Items to be addressed Hi Nova. I am at the site now and just spoke with Ben my utility and excavation contractor. Looking at the site now, it looks a lot cleaner than it did on Monday of this week. I know Ben has been on site working everyday this week at least part of the days working on the items on your list He has multiple machines on site and he told me this morning he is staged to finish the items on your list but will need today,Friday and Saturday. He also said the gas company had been installing the gas line the past few days which is now compete and they were in his way to do everything he needed to do. The open hole with plywood cover in the right way has been filled in and cleaned up. Looks like the construction entrance still needs to be graveled and one of the asphalt cuts in the road needs a little more gravel installed. Ben assured me everything will be done this week including erosion control I am going to hand sweep the road today and I will be back on site tomorrow and Saturday to supervise work The sewer connections have been made to both houses and I will call in for that inspection today do that can be backfilled. I will send you another update tomorrow afternoon and another Before Monday morning Thank you Randy 206-992-5051 Sent from my Whone 1 • Images 1155 and 1 . show the hazard next to the side. �k near the intersection. This must be covered with a steel plate or filled in. Plywood, which was not covering the hole at the time I was out there, is not sufficient protection. • Images 1151, 1152, and 1153 show the existing roadway cuts. The gravel shall be made flush with the roadway surface, or some other method of stabilizing and filling the roadway cuts shall be put in place until final paving can be done. • Image 1154 shows the access road, exposed soils, and amount of mud track out onto the roadway. This site must be stabilized for erosion and sediment control. Temporary inserts in the roadway catch basins have been modified (holes cut in the fabric) so they are no longer protecting the system from siltation. The road surface must be cleaned, storm drain inlet protection devices must be removed and replaced, exposed soils must be covered or planted, the temporary construction access must be re-established to prevent further track out onto the road. These are the minimum measures that must be taken at this time. Please work with your CESCL to stabilize the site appropriately. The City of Arlington is requesting you take immediate action to voluntarily correct these violations. Failure to do so shall result in a code enforcement action pursuant with AMC 11.01.080. Code enforcement actions will result in fines, please correct the above issues so this can be avoided. Please provide the date I should expect these issues to be resolved by. Thank you, Nova From: Randy Brockway [mailto:randybrockway(W-yahoo.coni] Sent: Tuesday, March 27, 2018 1:15 PM To: Nova Heaton <NHeaton arlingtonwa.gov> Cc: Kristin Foster <kfoster(narlingtonwa.gov>; Kevin Olander <kolander@arlin tonwa.gov>; Launa Peterson <1peterson arling_tonwa.gov> Subject: [External] - Re: Portage Creek - Items to be addressed Nova Thank you again for getting that list to me, it gives me what I needed to understand how to move this project forward will keep you posted on my progress. I appreciate everyone's help there Randy 206-992-5051 Sent from my iPhone On Mar 27, 2018, at 12:01 PM, Nova Heaton <N Heaton @arlingtonwa.goy> wrote: Randy, Following up our earlier conversation regarding the necessary requirements for issuance of the next 2 building permits; • All requirements listed in the previous email must be completed • Storm, water, and sewer must be in to each lot requesting a building permit 3 ® As-built L wings must be completed and app, ,ed for the civil work • The new access road must be stabilized (place and compact base and crushed surfacing) • Water meters for each building must be set, contact water department • Temporary erosion and sediment control on the site must be updated to meet minimum standards. (IE; no track out from site, no silty water leaving the site, cover or stabilize onsite soils and stockpiled materials) Kevin and I will be out to look at the civil work and compare it to the as- built drawings sometime this week. Please focus on getting the TESC measures up to standards as soon as possible, we expect the site to be maintained in a neat and clean manner throughout the building process. Thank you, and feel free to contact me if you have additional questions or need clarification. Nova Nova Heaton, P.E. - Development Services Manager nheaton@arlingtonwa.gov Phone 360.403.3437 City of Arlington-Community and Economic Development 18204 5911 Ave NE Arlington Wa 98223 wmny.oingtonwa_g_ov From: Kristin Foster Sent: Tuesday, March 27, 2018 11:49 AM To: randy brockway(uDyahoo.com Cc: Nova Heaton <N Heaton alarlingtonwa.gov>; Kevin Olander <kolander _arlingtonwa.gov>; Launa Peterson <peterson(cD..arlingtonwa.gov> Subject: Portage Creek - Items to be addressed Randy, Nova has communicated with the PW water department and our building department about the project, here are current outstanding items and answers to your questions; • The interior plumbing may be inspected only if the meter is set for the house. Currently one meter is set, therefore one house can be inspected. In order to inspect the second house a second meter needs to be set. No cross plumbing is allowed. • No Certificate of Occupancy will be issued until all inspection and punch list items have been completed and fees have been paid. 4 • The meter b, ]'s need to be a minimum of three 1, from the wing of the driveway as discussed yesterday. Please refer to W-070 of the City of Arlington standard plans. Please contact the water department to coordinate the movement of those boxes and lines. A water department representative shall be present during the process. The contractor will be made to dig up the work if a water department representative is not present. • Crushed surfacing top course must be brought in to fill the existing road cuts to stabilize the trenches immediately. The current situation is a traffic hazard and must be corrected. • Prior to placing the HMA patch, the existing asphalt will need to be saw cut to a neat and clean edge and the CSTC shall be placed and compacted to min 95% density. HMA shall not be installed in weather that may have a negative impact on the quality of the product. • A pile of excavated material is currently located within the City of Arlington right of way. This material must be moved outside the city right of way, and stabilized for erosion and sediment control. • The open ditch must be properly covered with a steel plate to protect the public. Let me know if you have any questions. Thanks, Kristin Foster Permit Technician City of Arlington 18204 59t" Ave NE Arlington, WA 98223 360 403 3549 kfosLer@aLrlirlgtonwa.gov 5 NASH &ASSOCIATES ARCHITECTS PACIFIC CRAFTSMAN HOMES PLAN 2042 ELEVATION A BEAM, LATERAL and SEISMIC CALCULATIONS 2512 REGISTERED CHITS CITY OF ARLINGTON A�� BUILDING DEPARTMENT qGA ON NASH APPROVED WASHINGTON DATE S 7 B BY�G�_ NO CHANGES AUTHORIZED UNLESS APPROVED BY THE Received BUILDING INSPECTOR 2015 IBC OCT 312017 � DECEMBER 2016 8003 118th Ave. NE. Kirkland, IPA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM C3VORggA i p3WI14TUA 8!l4n IA-1.41 00 77�� NASH & ASSOCIATES ARCHITECTS BEAM CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARMTECTS.COM CLIENT: �fNASH-ASSOCIATES BEAM DESIGN DATA PROJECT: ARCHITECTS PER 2015 IBC DATE: -_ - NAME- Roof Loads: LL 25#/of DL 15 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/sf Total 50#/sf Deck Loads: LL 60#/sf DL 10 #/sf Total 70#/sf Soil: 1500 PSF Min. Concrete: Per IBC 2015 Masonry: Per IBC 2015 Steel• Per IBC 2015 Wood: Per IBC 2015 Nailing: Per IBC 2015 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists do Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CPIG) E = 1,800,000 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 - WWW.NASH—ARCHITECTS.COM - Project:1923A BEAM CALC Jeff Kendall Location: RB-1 SITTING AREA WINDOW HEADER Nash&Associates Architects Multi-Loaded Multi-Span Beam 8003 118th Ave NE m [2015 International Building Code(2012 NDS)] Kirklana,WA 98033 3.5 IN x 9.25 IN x 4.0 FT StruCalc Version 9.0.2.5 12/15/2016 11:29:23 AM 02-Douglas-Fir-Larch-Dry Use Section Adequate By:106.8% Controlling Factor:Shear DEFLECTIONS center LOADING DIAGRAM Live Load 0.01 IN L/7454 Dead Load 0.01 in Total Load 0.02 IN L/2850 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/360 REACTIONS 6 @ Live Load 826 lb 826 lb Dead Load 1334 lb 1334 lb Total Load 2160 lb 2160 lb Bearing Length 0.99 in 0.99 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft A °ft Unbraced Length-Bottom 4 ft Live Load Duratlon Factor 1 15 Notch Depth 000 UNIFORM LOADS Ce,ntgr MATERIAL PROPERTIES Uniform Live Load 413 pif #2-Douglas-Fir-Larch Uniform Dead Load 660 pif Base Values Adiusted Beam Self Weight 7 plf Bending Stress Fb= 900 psi Fb'= 1242 psi Total Uniform Load 1080 pif Cd=1.15 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.-L to Grain: Fc- = 625 psi Fc--L = 625 psi Controlling Moment: 2160 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2160 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Yrovidei Section Modulus: 20.87 in3 49.91 in3 Area(Shear): 15.65 in2 32,38 in2 Moment of Inertia(deflection): 29.16 in4 230.84 in4 Moment: 2160 ft-lb 5166 ft-lb Shear: 2160Ib 4468lb NOTES Project:1923A BEAM CALC Jeff Kendall ^� Location:RB-2 BED#4 WINDOW HEADER Nash&Associates Architects Multi-Loaded Multi-Span Beam 8003 118th Ave NE [2015 International Building Code(2012 NDS)] Kirkland WA 98033 3.5 IN x 9.25 IN x 5.0 FT StruCalc Version 9.0.2.5 12/15/2016 11:29:23 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:53 1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3816 Dead Load 0.03 in Total Load 0.04 IN U1459 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/360 REACTIONS 9 13 Live Load 1033 lb 1033 lb Dead Load 1668 lb 1668 lb Total Load 2701 lb 2701 lb Bearing Lenylh 1.23 in 1.23 in BEAM DATA Can er Span Length 5 ft Unbraced Length-Top 0 ft A s+t Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 — UNIFORM LOADS Canter MATERIAL PROPERTIES Uniform Live Load 413 plf #2-Douglas-Fir-Larch Uniform Dead Load 660 ptf Base Values A ust Beam Self Weight 7 pif Bending Stress: Fb= 900 psi Fb'= 1242 psi Total Uniform Load 1080 plf Cd=1.15 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 207 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.1 to Grain: Fc-1= 625 psi Fc--L = 625 psi Controlling Moment: 3375 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2700 Ib At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 32.61 in3 49.91 in3 Area(Shear): 19,57 in2 32.38 in2 Moment of Inertia(deflection): 56.94 in4 230.84 in4 Moment: 3375 ft-lb 5166 ft-lb Shear. -2700lb 4468lb NOTES Project: 1923A BEAM CALC Jeff Kendall Location:B-1 DINING DOOR HEADER Nash&Associates Architects Multi-loaded Multi-Span Beam 8003 118th Ave NE ri (2015 International Building Code(2012 NDS)] Kirkland,WA 98033 35INx9.0INx6,0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0 2.5 12/15/2016 11:29:24 AM Section Adequate By:23.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1322 Dead Load 0.08 in Total Load 0.13 IN U549 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U360 REACTIONS A 15 Live Load 2145 lb 2145 lb Dead Load 3020 lb 3020 lb i� Total Load 5165 lb 5165 lb I _ Bearing Length 2.27 in 2.27 in BEAM DATA 999-tt-F Span Length 6 ft Unbraced Length-Top 0 ft A sn B Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.15 Camber Adj,Factor 1.5 UNIFORM LOADS Camber Required 0.12 Uniform Live Load 640 pit Notch Depth 0.00 Uniform Dead Load 800 plf MATERIAL PROPERTIES Beam Self Weight 7 plf 24F-V4-Visually Graded Western Species Total Uniform Load 1447 pit Base Values ',+sced TRAPEZOIDAL LOADS -CENTER SPAN Bending Stress: Flo= 2400 psi Controlled by: Load Number One TWO Fb_cmpr= 1850 psi Fb'= 2760 psi Left Live Load 0 plf 75 plf Cd=1.15 Left Dead Load 80 plf 120 pif Shear Stress: Fv= 265 psi Fv'= 305 psi Right Live Load 0 plf 75 plf Cd=1.15 Right Dead Load 80 plf 120 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start Oft Oft Comp,1 to Grain: Fc--L= 650 psi Fc--L = 650 psi Load End 6 ft 6 ft Controlling Moment: 7748 ft-lb Load t.eng ii 6 ft E ft 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5165 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 33.69 in3 47.25 in3 Area(Shear): 25.42 in2 31.5 in2 Moment of Inertia(deflection): 139.45 04 212.63 in4 Moment: 7748 ft-lb 10868 ft-lb Shear: -5165 lb 64001b NOTES J Project:1923A BEAM CALC Jeff Kendall Location. B-2 GREAT ROOM WINDOW HEADER Nash&Associates Architects Multi-Loaded Multi-Span Beam 8003 118th Ave NE or (2015 International Building Code(2012 NDS)] Kirkland,WA 98033 3.5 IN x 9.0 IN x 6.0 FT StruCalc Version 9.0.2.5 12/15/2016 11:29:24 AM 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:23.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1322 Dead Load 0.08 in Total Load 0.13 IN 1_/549 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U360 REACTIONS A 13 Live Load 2145 lb 2145 lb Dead Load 3020 lb 3020 Ib ;'?._ 1� Total Load 5165 lb 5165 lb Bearing Length 2.27 in 2.27 in BEAM DATA Cenler Span Length 6 ft Unbraced Length-Top 0 ft A ere Q Unbraced Length-Bottom 6 ft Live Load Duration Factor 1 15 Camber Adj.Factor 1.5 Camber Required 0.12 UNIFORM LOADS �k»tc,� Notch Depth 0.12 Uniform Live Load 640 pif Uniform Dead Load 800 pif MATERIAL PROPERTIES Beam Self Weight 7 pif 24F-V4-Visually Graded Western Species Total Uniform Load 1447 plf Base Values Adiusted TRAPEZOIDAL LOADS-CENTER SPA Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2760 psi Left Live Load 0 pif 75 pif Cd=145 Left Dead Load 80 pif 120 plf Shear Stress: Fv= 265 psi Fv'= 305 psi Right Live Load 0 pif 75 pif Cd=1 15 Right Dead Load 80 pif 120 pif Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 0 ft Comp.-L to Grain: Fc- = 650 psi Fc--L = 650 psi Load End 6 ft 6 ft Controlling Moment: 7748 ft-lb Load I_eni)th E ft E ft 3.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -5165 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads an span(s)2 Comparisons with required sections: Read Provided Section Modulus: 33.69 in3 47.25 in3 Area(Shear): 25.42 in2 31.5 in2 Moment of Inertia(deflection): 139.45 in4 212.63 in4 Moment: 7748 ft-lb 10868 ft-lb Shear: -5165 lb 64001b NOTES Project 1923A BEAM CALC Jeff Kendall Location: B-3 KITCHEN WINDOW HEADER Nash&Associates Architects Multi-Loaded Multi-Span Beam 8003 11Sth Ave NE of [2015 International Building Code(2012 NDS)] Kirkland,WA 98033 3 5 IN x 9.25 IN x 4.0 FT StruCalc Version 9.0.2.5 12/15/2016 11:29:24 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:29.7%, Controlling Factor:Shear DEFLECTIONS cent("! LOADI.�!g_DIAGRAM Live Load 0.01 IN U4305 Dead Load 0.02 in Total Load 0.03 IN U1788 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U360 REACTIONS A B Live Load 1430 lb 1430 lb Dead Load 2014 lb 2014 lb A Total Load 3444 lb 3444 lb ' Bearing Length 1.57 in 1.57 in BEAM DATA (lentpl( Span Length 4 ft Unbraced Length-Top O ft A Unbraced Length-Bottom 4 ft Live Load Duration Factor 1 15 Notch Depth 000 11NIFORM LOADS l_i�n er MATERIAL PROPERTIES Uniform Live Load 640 plf #2-Douglas-Fir-Larch Uniform Dead Load 800 plf Base Values dusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1242 psi Total Uniform Load 1447 oil Cd=1.15 CF=1.20 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 180 psi Fv'= 207 psi Load Number One Two Cd=1.15 Left Live Load 0 plf 75 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 80 plf 120 plf Comp.-Lto Grain: Fc--L= 625 psi Fc--L = 625 psi Right Live Load 0 plf 75 plf Controlling Moment: 3444 ft-lb Right Dead Load 80 plf 120 plf 2.0 Ft from left support of span 2(Center Span) Load Start 0 ft 0 ft Load End 4 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft 4 ft Controlling Shear: 3444 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 33.28 in3 49.91 in3 Area(Shear): 24,96 in2 32,38 in2 Moment of Inertia(deflection): 46.49 in4 230.84 in4 Moment: 3444 ft-lb 5166 ft-lb Shear: 34441b 4468lb NOTES Project 1923A BEAM CALC Jeff Kendall LZt Location:B-4 FLOOR BEAM OVER KITCHEN/SITTING AREA Nash&Associates ArchitectsMulti-Loaded Multi-Span Beam 8003 118th Ave NE (2.015 International Building Code(2012 NDS)] Kirkland,WA 98033 5 25 IN x 11.875 IN x 10.5 FT StruCalc Version 9 0.2.5 12/15/2016 11:29:25 AM 2 OE Parallam-iLevel Trus Joist Section Adequate By:63.9% Controlling Factor:Deflection DEFLECTIONS Qerlter LOADING DIAGRAM Live Load 0<09 IN U1350 Dead Load 0.12 in Total Load 0.21 IN L/590 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:U360 REACTIONS A [3 Live Load 2625 lb 2625 lb Dead Load 3384 lb 3384 lb Total Load 6009 lb 6009 lb Rearing Length 1.53 in 1.53 in BEAM DATA Cent(>.r Span Length '10.5 ft Unbraced Length-Top 0 ft �o.sn B Unbraced Length-Bottom 1O,5 ft Live Load Duration Factor 1 15 Notch Depth 0.00 UNIFORM LOADS cIenjQr MATERIAL PROPERTIES Uniform Live Load 500 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 625 plf Base Values Adtustea Beam Self Weight 19 plf Bending Stress: Fb= 2900 psi Fb'= 3339 psi Total Uniform Load 1144 :cif Cd=1.15 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 334 psi Cd=1.15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-LtoGrain: Fc--L= 750 psi Fe--L = 750 psi Controlling Moment: 15772 ft-lb 5,25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -6009 lb 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read PrpV[de@ Section Modulus: 56.69 in3 123.39 in3 Area(Shear): 27,02 in2 62.34 in2 Moment of Inertia(deflection): 447.08 in4 732.62 in4 Moment: 15772 ft-lb 34332 ft-lb Shear: -6009 lb 13861 lb NOTES i Project: 1923A BEAM CALC - - - � Jeff Kendall / Location_ B-5 BEAM OVER GARAGE Nash&Associates Architects Multi-Loaded Multi-Span Beam 8003 118th Ave NE- or [2015 International Building Code(2012 NDS)] Kirkland WA 98033 7.0 IN x 18.0 IN x 18,0 FT StruCalc Version 9.0.2.5 12/15/2016 11:29:25 AM 2 OE Parallam-iLevel Trus Joist Section Adequate By:84.0% Controlling Factor:Deflection DEF_ECTION$ Center LOADIN9 DIAGRAM Live Load 0,14 IN U1556 Dead Load 0 19 in Total Load 0.33 IN U662 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U360 REACTIONS A H Live Load 3600 lb 3600 lb Dead Load 4854 lb 4854 lb Total Load 8454 lb 8454 lb Bearing Length 1.61 in 1.61 in BEAM DATA Center Span Length 18 ft Unbraced Length-Top 0 ft A 18 rr Unbraced Length-Bottom 18 ft Live Load Duration Factor 115 Notch Depth 000 UNIFORM LOADS C'gr`ter MATERIAL PROPERTIES Uniform Live Load 400 pif 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 500 p'if Base Values Adjusted Beam Self Weight 39 plf Bending Stress: Fb= 2900 psi Fb'= 3188 psi Total Uniform Load 939 of Cd=1.15 CF=0.96 Shear Stress: Fv= 290 psi Fv'= 334 psi Cd=1,15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc-1= 750 psi Fc--L'= 750 psi Controlling Moment: 38045 ft-lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8454 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 143.2 in3 378 in3 Area(Shear): 38.03 in2 126 in2 Moment of Inertia(deflection): 1848.68 in4 3402 in4 Moment: 38045 ft-lb 100425 ft-lb Shear: 84541b 28014lb NOTES Project: 1923A BEAM CALC Jeff Kendall / Location:B-6 GARAGE DOOR HEADER Nash&Associates Architects Multi Loaded Multi-Span Beam 8003 118th Ave NE or [2015 International Building Code(2012 NDS)] Kirkland,WA 98033 5.25 IN x 18.0 IN x 16.25 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 9.0.2,5 12l15/2016 11:29:25 AM Section Adequate By:23.0% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.17 IN U1164 Dead Load 0.27 in Total Load 0.44 IN U443 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U360 REACTIONS A 9 Live Load 4428 lb 4428 lb Dead Load 7211 lb 7211 lb Total Load 11639 lb 11639 lb Bearing Length 2.96 in 2.96 in BEAM DAT Qenter _ Span Length 16.25 ft Unbraced Length-Top O ft A �s.zs ft B Unbraced Length-Bottom 16.25 It Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 545 plf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 858 plf Base Values nd ui sted Beam Self Weight 30 pif Bending Stress: Fb= 2900 psi Fb'= 2772 psi Total Uniform Load 1433 r;lf Cd=1.00 CF=0.96 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc-1= 750 psi Fc--L = 750 psi Controlling Moment: 47285 ft-lb 8.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 11639 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read P_roylc!ed Section Modulus: 204.68 in3 283.5 in3 Area(Shear): 60.2 in2 94,5 in2 Moment of Inertia(deflection): 2074 29 in4 2551.5 in4 Moment: 47285 ft-lb 65494 ft-lb Shear: 11639 lb 18270lb NOTES Project: 1923A BEAM CALC Jeff Kendall / Location:B-7 COVERE PORCH BEAM Nash&Associates Architects Multi Loaded Multi Span Beam 6003 118th Ave NE or (2015 International Building Code(2012 NDS)] Kirkland.WA 98033 3.5 IN x 9,25 IN x 11.0 FT StruCalc Version 9.0.2.5 12/15/2016 11:29:25 AM 2.0E Parallam-iLevel Trus Joist Section Adequate By:90.3% Controlling Factor.Deflection DEFLECTIONS Qnt�_r LOADING DIAGRAM Live Load 0.07 IN U1850 Dead Load 0.12 in Total Load 0.19 IN L/685 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:L/360 REACTIONS Lk 13 Live Load 550 lb 550 lb Dead Load 936 lb 936 lb Total Load 1486 lb 1486 lb Bearing Length 0.57 in 0.57 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft A ��rt Unbraced Length-Bottom 11 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Centel MATERIAL PROPERTIES Uniform Live Load 100 pif 2,0E Parallam-iLevel Trus Joist Uniform Dead Load 160 pif Base Values ldtuzae_cf Beam Self Weight 10 pif Bending Stress: Flo= 2900 psi Fb'= 3433 psi Total Uniform Load 270 plf Cd=1.15 CF=1.03 Shear Stress: Fv= 290 psi Fv'= 334 psi Cd=1.15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc-1= 750 psi Fc--L'= 750 psi Controlling Moment: 4086 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1486 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 14,28 in3 49.91 in3 Area(Shear): 6.66 in2 32.38 in2 Moment of Inertia(deflection): 121,32 in4 230.84 in4 Moment: 4086 ft-lb 14278 ft-lb Shear: -1486 lb 7198lb NOTES Project: 1923A BEAM CALC Jeff Kendall Location:B-7 COVERED PORCH BEAM Nash i£Associates Architects Multi-Loaded Multi-Span Beam 8003 118th Ave NE or [2015 International Building Code(2012 NDS)] Kirkland,WA 98033 3.5 IN x 9.25 IN x 11.0 FT StruCalc Version 9.0.2.5 12/15/2016 11:29:26 AM 2.0E Parallam-iLevel Trus Joist Section Adequate By:90.3% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.07 IN U1850 Dead Load 0.12 in Total Load 0.19 IN U685 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U360 REACTIONS L� t_ Live Load 550 lb 550 lb Dead Load 936 lb 936 lb Total Load 1486 lb 1486 lb Bearing Length 057 in 0,57 in BEAM DATA Center Span Length 11 ft ` Unbraced Length-Top 0 ft 11 ft Unbraced Length-Bottom 11 It Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Cente., MATERIAL PROPERTIES Uniform Live Load 100 ptf 2.0E Parallam-iLevel Trus Joist Uniform Dead Load 160 plf Besse Values A_alu_;,t_4d Beam Self Weight 10 plf Bending Stress: Fb= 2900 psi FU= 3433 psi Total Uniform Load 270 pif Cd=1.15 CF=1.03 Shear Stress: Fv= 290 psi Fv'= 334 psi Cd=1.15 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc--L= 750 psi Fc--L = 750 psi Controlling Moment: 4086 ft-lb 5.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1486 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read prov ded Section Modulus: 14.28 in3 49.91 in3 Area(Shear): 6.68 in2 32.38 in2 Moment of Inertia(deflection): 121.32 in4 230.84 in4 Moment: 4086 ft-lb 14278 ft-lb Shear: -1486 lb 7198lb �t Project: 1923A BEAM CALC Jeff Kendall Location:MP-1 POST IN GARAGE Nash&Associates Architects / Column 8003 118th Ave NE [2015 International Building Code(2012 NDS)j Kirkland,WA 98033 1(4)1.5 IN x 5,5 IN x 9.0 FT StruCalc Version 9.0.2.5 12/15/2016 11:57:39 AM I12-Douglas-Fir-Larch-Dry Use Section Adequate By:60.5% CAUTIONS "Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 3600 lb Dead Load: Vert-DL-Rxn= 4918 lb Total Load: Vert-TL-Rxn= 8518 lb COLUMN DATA Total Column Length: 9 ft B Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condtion-K(a): 1 Axial Load Duration Factor 1 15 COLUMN PROPERTIE5 #2-Douglas-Fir-Larch R949 Values Adlusted Compressive Stress: Fc= 1350 psi Fc'= 653 psi Cd=1.15 Cf=1.10 Cp=0.38 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1547 psi Cd=1.15 CF=1.30 Cr-1.15 eti Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1547 psi Cd=1.15 CF=1.30 Cr-1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 5.5 in Column Section(Y-Y Axis): dy= 6 In Area: A= 33 in2 Section Modulus(X-X Axis): Sx= 30.25 In3 Section Modulus(Y-Y Axis): Sy= 8.25 in3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 18 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 258 psi Live Load: PL= 3600 lb Allowable Compressive Stress: Fc'= 653 psi Dead Load: PD= 4854 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 64 lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT- 8518 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1547 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1547 psi Combined Stress Factor: CSF= 0.4 NOTES Project 1923A BEAM CALC f ,left Kendall Location MP-2 POST IN GARAGE Nash&Associates Architects Column 8003 116th Ave NE [2015 International Building Code(2012 NDS)] Kirkland,WA 98033 (4)1.5 IN x 5.5 IN x 9.0 FT StruCalc Version 9.0.2.5 12/15/2016 11:56:07 AM #2-Douglas-Fir-Larch-Dry Use Section Adequate By:45.7% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 VERTICAL REACTIONS LOADING DIAGRAM Live Load: Vert-LL-Rxn= 4428 lb Dead Load: Vert-DL-Rxn= 7275 lb Total Load: Vert-TL-Rxn= 11703 lb COLUMN DATA Total Column Length: 9 ft Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft I Column End Condtion-K(a): 1 Axial Load Duration Factor 1 15 COLUMN PROPERTIES #2-Douglas-Fir-Larch E3QSc^V''71��BS t1(ljustE:r1 Compressive Stress: Fc= 1350 psi Fc'= 653 psi Cd=1.15 C/=1.10 Cp=0.38 Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1547 psi Cd=1.15 CF=1.30 Cr-1.15 9 n Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1547 psi Cd=1.15 CF=1.30 Cr=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Column Section(X-X Axis): dx= 5.5 in ` Column Section(Y-Y Axis): dy= 6 in Area: A= 33 in2 Section Modulus(X-X Axis): Sx= 30.25 in3 Section Modulus(Y-Y Axis): Sy= 8.25 in3 Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 18 A Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) AXIAL LOADING Actual Compressive Stress: Fc= 355 psi Live Load: PL= 4428 lb Allowable Compressive Stress: Fc'= 653 psi Dead Load: PD= 7211 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Column Self Weight: CSW= 64 Ito Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Total Load: PT= 11703 lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1547 psi Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1547 psi Combined Stress Factor: CSF= 0.54 NOTES :i Project 1923A BEAM CALC / Jeff Kendall Location: FTG-2 PIER PAD AT GARAGE DOORS Nash&Associates Architects Footing 8003 118th Ave NE (2015 International Building Code(2012 NDS)] Kirkland,WA 98033 Footing Size:3.0 FT x 3.0 FT x 10.00 IN StruCalc Version 9.0.2.5 12/15/2016 11:38:52 AM Reinforcement:#4 Bars @ 9.00 IN,O.C.ENV/(4)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: C= 3 in FOOTING S1ZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6,25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1293 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 8,46 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 15738 lb Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 5137 lb 3;n Allowable Beam Shear: Vc1 = 16875 lb Punching Shear Calculations(Two Way Shear): _---- __ Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 13916 lb Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Live Load: PL= 4428 lb Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Dead Load: PD= 7211 lb Controlling Allowable Punching Shear: vc2= 45938 lb Total Load: PT= 11639 lb Bending Calculations: Ultimate Factored Load: Pu= 15738 lb Factored Moment: Mu= 70821 in-lb, Weight to resist uplift w/1.5 F.S.: U.R.= 725 lb Nominal Moment Strength: Mn= 170825 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.41 in Steel Required Based on Moment: As(1)= 0.32 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.72 in2 Controlling Reinforcing Steel: As-reqd= 0.72 in2 Selected Reinforcement: #4's @ 9.0 in,o.c.etw(4)Min. Reinforcement Area Provided: As= 0.79 In2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in NOTES Project;1923A BEAM CALC Jeff Kendall / Location:FTG-1 GARAGE PIER PAD Nash&Associates Architects Footing 8003 118th Ave NE 12015 International Building Code(2012 NDS)] Kirkland,WA 98033 Footing Size:2.5 FT x 2.5 FT x 10.00 IN StruCalc Version 9.0.2.5 12/15/2016 11:39:37 AM Reinforcement:#4 Bars @ 7.00 IN.O.C.ENV 1(4)min. Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 2,5 ft Length: L= 2.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth n= 5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1353 psf Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 6.15 sf Area Provided: A= 6.25 sf Baseplate Bearing: Bearing Required: Bear= 11585 lb /orn Allowable Bearing: Bear-A= 99450 lb Beam Shear Calculations(One Way Shear): Beam Shear: Vul= 3379 lb Allowable Beam Shear: Vc1 = 14063 lb l Punching Shear Calculations(Two Way Shear): 215 rt Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 9653 lb Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb FOOTING LOADING Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Live Load: PL= 3600 lb Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Dead Load: PD= 4854 lb Controlling Allowable Punching Shear: vc2= 45938 lb Total Load: PT= 8454 lb Bending Calculations: Ultimate Factored Load: Pu= 11585 Ito Factored Moment: Mu= 43443 in-lb Weight to resist uphit wY 1.5 F S U.R.= 503 lb Nominal Moment Strength: Mn= 169665 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.19 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0,60 in2 Controlling Reinforcing Steel: As-reqd= 0.60 in2 Selected Reinforcement: #4's @ 7,0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0,79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 12 in Note:Plain concrete adequate for bending, therefore adequate development length not required, NOTES NASH & ASSOCIATES -[-- ARCHITECTS LATERAL & SEISMIC CALCULATIONS 2015 IBC 8003 118th Ave. NE. lUrkland, WA 98033 (425) 828-4117 WWW NASH—ARCHITECTS.COM CLIENT; - 1 NASH-ASSOCIATES WIND AND SEISMIC DESIGN DATA PROJECT: A R C EI I'► i ( r S PER 2015 IBC DATE_ NAME- WIND DESIGN CRITERIA DESIGN PER ASCE 7-10 1. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "w 4. INTERNAL PRESSURE COEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/— 16 psf BUILDINGS. STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DESIGN, ALLOWABLE STRESS DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND ASCE 7-10 SIMPLIFIED METHOD TO BE USED FOR WINQ DESIGN PER ASCE 7-10, SECTION 27.5 (BUILDING HEIGHT IS LESS THAN 160 FEET 110 MPH ULTIMATE WIND SPEED USE 19.6 PSF PER TABLE 27.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306, STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF & PA SDPWS AND PROVISIONS OF SECTIONS 2305-2306 SEISMIC DESIGN DATA DESIGN PER ASCE 7-10/SECTION 1613 1. SEISMIC IMPORTANCE FACTOR Ie 1.00 2. SHORT PERIOD ACCELERATION Ss 1.66 *see footnote at bottom of page S. 1 SECOND ACCELERATION S 1 0.748 *see footnote at bottom of page 4. SITE CLASS D (default class per IBC) 5. SPECTRAL RESPONSE COEFFICIENT S m 0.972 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT S a 0.74B *see footnote at bottom of page 7. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORCE RESISTING SYSTEM PLYWOOD SHEAR WALLS 9. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT Ce 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 13. RISK CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASIDE 7-10, SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C—F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10, SECTION 12.10.2.1 BASE SHEAR V=(F SDS/R)W ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT • PER USGS, THE MAXIMUM IS IN THE STATE OF WASHINGTON IS 0.748. ALL SEISMIC DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINCE, S IS LESS THAN 0.75, THEN USE SEISMIC CATEGO D IF RISK CATEGORY IS 1, II. OR III 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM 2 1 --------------- CT-r �sf REA1t IMLEVATION A B C -------- --- ------------ -------------- L.MfT MWEVATION 1 2 `fl N m i t i 0 ------ --------------- � I P ` Mid I N PLOOM PLAN m � OA 20` 40 w 1 i I � I I 1 U- 11111� It, I r i 1 , I , I , 1 � a 1 I � I I II 1 1 1 I 14' CC) PW w M w-v In 9; UPPER FLOOR PLAN CLIENT: NASH--ASSOCIATES LATERAL DESIGN DATA PROJECT- A RC H I T E C T S PER MC 2015 DATE: NAME: 1 SHEAR UNIT SHEAR LINE LEVEL TOTAL SHEAR FORCE(#) WALL SHEAR WALL LENGTH (ft) (#/ft) TYPE W H P Abv, A 2 11 x 8 x 19.6 + 0 = 1724.8 20 86.2 1 11 x 9.5 x 19.6 + 1724.8 = 3773 14 269.5 P1-4" B 2 19.5 x 8 x 19.6 + 0 = 3057.6 9.5 321.9 P1-4" 1 19.5 x 9.5 x 19.6 + 3057.6 = 6688.5 18 371.6 P1-3" C 2 14 x 8 x 19.6 + 0 = 2195.2 10 219.5 P1-6" 1 8 x 9.5 x 19.6 + 2195.2 = 3684.8 8 460.6 P1-2" 1 2 15 x 8 x 19.6 + 0 = 2352 32 73.5 1 15 x 9.5 x 19.6 + 2352 = 5145 36.5 141 2 2 15 x 8 x 19.6 + 0 = 2352 34 69.2 - 1 15 x 9.5 x 19.6 + 2352 = 5145 25 205.8 P 1-6" f 8003 118th Ave. NE. Kirkland, WA 98033 (425) 628-4117 L WWW.NASH-ARCHITECTS.COM SHEAR WALL. 5CHE-r ULF- PER 2015 15G GENERAL NOTES: SEE PLANS TO DETERMINE THE DIFFERENT DE516NATOR5 FOR 51-IEAR WALL MATERIALS, NAILING, ANCHOR BOLTS AND HOLDOWN5. LOCATE HOLOOWN5 A5 GL05E A5 P05515LE TO THE END OF THE DE5l6we?�kALL. HOT HOLVODIPPEDGA,LVANIZED BOLTS,WASHERS, d NAILS IN CONTACT WITFf P.T. WOOD TO BE PI = ONE 51DE PLYWOOD P2 = TWO 51DES PLYWOOD - NAIL SPACING � --�- SILL OPTIONAL BASE HEM FIR # MARK 7/16" OP i BTM.ANGHO BLKG. PLATE SIMPSON MASAP PLATE VALUE PLYWD. EDGES FIELDPLATES ell REQ'D' kNCHOR BOLT ANCHORS NAILING (#/LF) PI-6 8d 6 n n u 12 6' I8u n n u "O.G. 2x4 5/8 ® 48 ® 48 4 ENDS (2) I6d® 10 240 PI-4" 8d 4" 12" 4" 16" O.G. 2x4 5/5" ® 52" ® 30'" 4: ENDS (2) I6d®"i" 34q PI-3" 8d 3" 12" V. 14" O.G. (2)2x4/6 5/5" ® 24" ® 24" 4 EN05 (2) I6d®5" 450 PI-2" "* 8d 2" 12" 2" 12" O.G. (2) 2x4/6 3/4"® 24" 6 18" d ENDS (2) I6d®5" 585 P2-6" 8d 6" 12" (6" 10" O.G. (2) 2x4/6 5/5" ® 24" N/A (2) I6d®5" 480 P2-4" "" 8d 4" 12" 4" 8" O.G. (2) 2x4/6 5/4"® 20" N/A (3) I6d®5" -100 P2-3" "'* 8d 3" 12" 3" 8" O.G. (2) 2x4/6 3/411 0 I6" N/A IN I6d®5" q00 P2-2" ** 8d 2" 12'" ` 2" 8" O.G. (2) 2x4/6 3/4"® 12" N/A (4) I6d®4" 11-10 **NOTE: N^IAI 1_ WITH UNIT SHEAR OF 350#/ft. OR GREATER SHALL HAVE FRAMING MI=MC31=R`, (STUDS t PLATES) ABUTTING PANELS NOT LE55 THAN 3X MEMBERS OR(2) 2X MEMBERS PER IBG 2015 AND 5DPW5-2008 PER SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC, CHAPTER 43.1.1 #4 F-XPEGTION;(2) 2X MEMBERS ARE OK IN LIEU OF 3X MEMBERS STITCH NAIL DOUBLE STUDS AND PLATES TOGETHER WITH I6d NAILS ® 12" O.G. 5TA6ERRED ON THE STUD FACE I. USE POWER-DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAM5ET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 3. SOLID BLOCK WITH J015T UNDER INTERIOR SHEAR WALL5. SHEAR WALL NOTES -1/16" 055 OR PLYWOOD 5HEATI-IING - USE ed COMMON OR GALVANIZED NAIL5. BLOCK ALL PANEL EDGES. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL ® 12" D.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL SPACING 15 5PEGIFIED AT PANEL EDGE5,USE 1-1/2" 8d SHORT NAILS OR 3X STUDS WITH 8d COMMON NAILS. FOR 2" NAIL 5PAGIN6,USE 3X STUDS AND 5TAGGER PANELS. WHERE PLYWOOD 15 2 SIDES OF WALL, JOINTS TO FALL ON SEPARATE STUDS ON EACH SIDE. FLOOR PLYWOOD - USE 8d COMMON NAILS ® IO" O.G. AT INTERMEDIATE SUPPORTS, 6" O.G. AT ALL PANEL EDGES AND 4" O.G. AT ALL 514EAR WALL-5, UNLESS OTHERWI5E SHOWN ON PLANS. FLOOR JOISTS - J015T PARRALLEL TO FLOOR OPENIN65 AND EXTERIOR WALLS SHALL BE CROSS BLOCKED AT 45" O.G. a EDGES W/ (4) IOd NAIL5 FOR THE FIRST BAY. 3" x 3" x 1/4" SQUARE WA5HER5 AT ALL ANCHOR BOLTS. PLATE WA5HER5 TO BE INSTALLED WITHIN 1/2" OF SHEATHING '1/I6" OSB OR PLYWOOD SHEATHING - STAPLE SCHEDULE ALLOWABLE SHEAR VALUES WITH HEM FIR#2 STUDS 21116 GA. STAPLES ® 15 GA. STAPLES ® 14 GA. STAPLES 3" O.G. - 280 #/ft. 4" O.G. - 280#/ft. 4" O.G. - 303#/ft. 2" O.G. - 360#/ft. 2-1/2" O.G. - 430#/ft. 3" O.G. - 3q0#/ft. 4" O.G. AND IOd NAILS 2" O.G. - 504#/ft. ® 6" O.G. - 620#/ft. FIELD 5PAGIN6: 12" O.G. NAILS + STAPLES. HOLDOWN5 - INSTALL SIMP50N HOLDOWN5 OR EQUIVALENT AT THE END OF SHEAR WALLS WHEN SHOWN ON DRAWINGS. TO ATTACH USE 2X OR 3X HF #2 CONSTRUCTION GRADES AS SHEAR WALL BOUNDARY ELEMENTS. HOLDOWNS ARE ONLY REQUIRED WHERE SHOWN ON PLANS. CLIENT: ;JJNASH&ASSOCIAM SEISMIC ANALYSIS PROJECTARCHITECTS PER IBC 2015 DATE: j NAME: Weight of Building: Roof Assembly. Asphalt Shingles - 2.00#/It Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt - 0.15 #/ft Felt - 0.15 #/ft belt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/(t 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses @ 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-33 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R--30 Insulation - 2.25#/ft. 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft 1st & 2nd Floor Assembly. Carpet / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4' 'C&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft 2x10 0 16" o.c. - 2.30#/ft 2X10 @ 16" O.C. - 2.30#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior Ball Assembly: Exterior Wall Assembly. 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30 #/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x6 ® 16" O.C. - 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 #/ft Use 6.00#/ft 1/2" GWB - 2.00#/ft Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 8003 118th Ave. NE. Kirkland, WA 98033 (425) 82B-4117 WWW.NASH-ARCETrECTS.COM V CLIENT: _ NASH•ASSOCIATES SEISMIC ANALYSIS PROJECT: I[ ARCHITECTS PER IHC 2015 DATE: I NAME: 2 2nd Level: Roof: Asphalt/Cedar Shake 10 #/ft x 1210 SF = 12100 Tile 18 #/ft x SF = 0 L 1/2(h) Exterior Walls: 145 x 10#1SF x 4 = 5800 (E2) Interior Walls: 150 x 8#/SF x 4 = 4800 (12) Total: = 22700 or 22.7 k 1st Level: Roof: Asphalt/Cedar Shake 10 #/ft x 0 SF = 0 2nd Floor: 1S #/ft x 1128 SF = 20304 L 1/2 (h) (E2) Exterior Walls: 145 x 10#/SF x 4.5 + 5800 = 12325 (El) (12) Interior Walls: 31 x 8#ISF x 4.5 + 4800 = 5916 (11) Total: = 38545 or 38.5' k 8003 118th Ave. NE. Kirkland. WA 98033 (425) 828-4117 WWYP.NASH—ARCHITECTS.C0M G CLIENT. NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: x c Ei i T E C T S PER IBC 2015 DATE: NAME: 3 _ Wdl Cs V LEVEL 2. 22.7 xj 0.13 1=1 3 LEVEL 1: 38.5 x 0.13 = 5 TOTAL: 61.2 x 1 0.13 = 8 DEAD LOAD MOMENT SHEAR @ STORY REMARKS LEVEL (Wdl) HIGHT(h) (Wdl)(h) Fx=[(Wdl)(h)]V J [(Wdl)(h)] ALPFIA NUMERIC 2 22.7 18 408.6 54% 4.32 3 1.4 2 2.2 1 38.51 9 1 346.5 46% 3.68 3 1.2 2 1.S TOTAL 61.21 1 755.1 100% 8 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: A RC 1111 T E C T S PER D3C 2015 DATE:_ NAME: 4 I _ Q C LU Q C? N CL IL Ur c0 N CO w 0 In O N Z L) Owl r-- r- ,n tD M af Z LL1ui N Lo > Z toN to > Z w N M st r r O LL O LL J 00 OD OO co 00 J O 07 0) 0) m Q Q cv rn U� u? N cn ca co w r M m M a Z coo � N m Z Q n co o LLI N M V N cl) _ con o o IT ccn co o M _ N M M mU — ccooL) o r- o rn u� E g (n > rNr cn CD > UJ > w w cn = O In O cv `N rt = T OD W � N Q c� Q ( M 3w 3: w J J n n CL CL J v -%T N N J CD lO (9 IT V Fr ' N N Q N N N 0 O H F- O O Co O O V V qT N N LU a LU N cV Z W O Z O JNQ JU) Q r V N N cV N cV eq OD w I N N W r Z L1QF Z lL J � J W uj Z Q m 0 N Z Q m 0 r N J J J J LL1 W > N > J J LU 8003 118th Ave. NE. Kirklana, rrA WOU00 k4z0) 040-4i1'r WWW.NASH—ARCHITECTS.COM t CLIENT: _ 1vAsx=nssoclAs SEISMIC ANALYSIS PROJECT: A a C I rr I-c T` PER IHC 2015 DATE: NAME: 5 Redundancy Factor (p): 1. Maximum allowable wall shear For p<=l Vumax = (2)(Vaccstozy)/Ab 1!z 2( 8 1 16 Vumax = = 34.2 = 0,5 1173 2. Maximum actual shear Vmax = Largest seismic, wall shear D_5 2 0.253 :.3• p _ 2—[2(Vaccstory)/(Vumax)(Ab 1%2) ( 0.5 34.2 ) 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM NASH & ASSOCIATES ARCHITECTS WSEC ENERGY CODE CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 i WWW NASH—ARCHrrECTS.COM r. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Gary Nash @ Nash &Asso Architects 2042-A (425)242-7489 gary@Nash-Architects.com 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. Authorized Representative Date II C tmate Zones R-Value' U-Facto Fenestration U-Factor' n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceilingk 491 0.026 Wood Frame Walla" ' 21 int 0.056 Mass Wall R-Value' 21/21` 0.056 Floor 300 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 600 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. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope 1 a 0.5 0.5 1 b Efficient Building Envelope lb 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ld Efficient Building Envelope ld 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 D 2c Air Leakage Control and Efficient Ventilation 2c 1.5 [! 3a High Efficiency HVAC 3a 1.0 1.0 3b High Efficiency HVAC 3b 1.0 (-] 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 L ._ 5a Efficient Water Heating 5a 0.5 2: 0.5 5b Efficient Water Heating 5b 1.0 0 5c Efficient Water Heating 5c 1.5 [] 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 J0 4twh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions Window,Skylight and Door Schedule Ptr Inrormerion Confect Inrarmetion � GaryNash Nasn 8 Asso ArcAlIeCIS r2042-A (425)242.7489 garY Nash•Archaeg3 com Width Height Ref, U-factor Ot Feel'"'Feat'.1 Area UA Exempt Swinging Door(24 sq.,f1,max; 0.411 1 3 8 2401 11,76 Exempt Glazed Fenestration(15 sq ft max.'I 029 11 3 1 15 15.01 4,20 Vertical Fenestration(Windows and doors) Component Width Height Description Ref U-factor CIL Feet'"`"Feel 1-1, Area UA Door 0.49 1 12 8 1 213 10,45 0.0 000 Fixed _0.28 2 2 2 8,0 224 Slider 0.28 1 3 5 15 0 4 20 Patio S6dina Door 0.28 1 6 8 480 1344 Slider 0.28 1 4 4 E 180 504 Slider 0.28 1 4 5 200 560, Single-Hung US 1 2 4 9,0 2,62 Fbred 10,25 1 2 2 4-0 112 0,0 0 00 Slider 028 1 5 14 1 200 560 Slider 028 1 4 4 160 448 Slider 1028 1 6 4 240 672 Slider 028 1 4 4 160 4.48 Foxed 0.28 4 2 4 320 8,96 Fixed 10.28 1 2 4 80 224 Slider 028 1 4 5 20,0 5,60 Slider 0,28 1 4 5 200 560 00 000 00 000 00 000 0-0 000 00 0.00 00 0,00 0,13 0,00 00 0.00 00 0,00 00 000 10 0_00 00 000 00 0.00 0.0 0,00 0.0 0.00 00 0.00 00 0-00 00 000 00 ODO 00 000 0,0 0.00 0 0.,00.0 A D_DD 2, D.D00D Sum of Vertical Fenestration Area and UA 299.3 88,29 Vertical Fenestration Area Weighted U=UA/Area 0,29 Overhead Glazing(Skylights) Component Wdth Height Desui non Rof U•factor Ot Feet ""Feet""" Aren UA DO 000 00 000 00 000 00 000 00 000 0 0 coo Sum of Overhead Glazing Area and UA 10 0 0.00 Overhead Glazing Area Weighted U=UAIAree 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) F338 3T 104 25 Simple Heating System Size:Washington State jjlis healing system Shiro calculator is based on the Prescriolive Rp uig remelts of the 2015 Washinolon State Energy Code(WSEC)@(>j6CCA Manuals J and S.This calculator will calculate healingjQpds only•ACCA tp ocedurr�y for sizing coaling syslerns should bo used_to determine cooling. lo�tds. The glazing(window)and door portion of this calculator assumes the Installed glazing and door products have an area weighted average U-factor of 0.30, The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections In the drop-downs for each section, some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at(360)956-2042 for assistance. Project Information Contact Information Smy Nash&Nash ik Aso Atchitem 2042-A 1 1425)242-7489 it garv®Nash-Architects;com Heating System Type: O All other Systems p Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions Design Temperature Difference(AT) 47 Marysville V I AT=Indoor(70 degraas)-Outdoor Design Tamp Area of Building l Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2.042 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) B 5 17,275 Glazing and Doors U-Factor X Area = UA Instructions 0.30 u-3?.9 101.49 Skylights U-Factor X Area = UA Instructions 0.50 -- Insulation Attic U-Factor X Area - UA Instructions R" 0.026 946 24.60 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions R-3s Vented 0.027 227 6.13 Above Grade Walls taw rtaura 1i U-Factor X Area UA Instructions --- - --- 0.056 2,272 127.22 R•21 Inhermedlate .,- Floors U-Factor X Area UA Instructions R-38 0.025 1,173 29.33 � Below Grade Walls reae FIaure 11 U-Factor X Area UA Instructions Select R-value . No selection --- Slab Below Grade(sae Fipure tJ F-Factor X Lol n tg h UA Instructions Select condtioning . No selection l -•- Slab on Grade(see Froure 1) F-Factor X Length UA Instructions s -� — ` t><-n R Value . .i No selection J_1 Location of Ducts Instructions - Duct Leakage Coefficient Condiioned Space 1.00 Sum of UA 288.76 Envelope Heat Load 13,571 Btu/Hour Figure 1. SnmoIDAXAT Air Leakage Heat Load 8,769 Btu/Hour vommeX 06XATX.018 :r 1 Building Design Heat Load 22,340 Btu/Hour^"• u„ Air Leakage+Envelope Heat Loss Building and Duct Heat Load 22,340 Btu I Hour Ducts in uncondiffonod space:Sum or Building Heat LossX 1,10 Ducts In conditioned space:Sum or Building Hoot Loss X 1 Maximum Heat Equipment Output 31,277 Btu)Hour Budding end Duct Heal LossX 1.40 rorForced Air Furnace Building end Dud Heat LossX 1.25 for Heat Pump (071VII13) SEWER STUB 6' PVC { 0 - - - - - ram~ 37.0' r, 8' PVC I_ 22 a GARAGE In . � 4 a. eb 4.0 'F — — — 20.5' �x 15 5' to N a� S o — —42.5- - - - - -�� ' P N�1 i I f a s a J HOUSE 802 SF GARAGE 379 SF DD = 1 TREE ON THE LOT; DECK 45 SF 1 IN THE FRONT OF THE RESIDENCE PORCH 52 SF (( � TOTAL 1,278 SF Received OCT 31 2017 pp 11Z'1 SCALE: 1" = 20' 0 10 20 POR TAGS CREEK - PHASE 1 UNIT 4 • . • I. i � l � Date: 04/10/2026 Perm t#: 1727 Perm it Date: 11/02/2017 Review Date: 11/06/2017 Perm it Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 11/13/2017 Scheduled Time 00:00 Com pleted Date: 11/07/2017 Description: No land use issues with the site plan. Review Status: Assigned To: Tim eln: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 01163800000400 R EDDING THOMAS JOHN& SANDRA KAYLEEN REDDING THOMAS JOHN & SANDRA KAYLEEN 8 407 207TH PL NE 8407 207TH STREET NE A RLINGTON, WA98223 Zoning: 100 SINGLE FAMILY RESIDENCELot: 4131ock: Date: 04/10/2026 Perm t#: 1727 Perm t Date: 11/02/2017 Review Date: 11/06/2017 Perm Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 11/13/2017 Scheduled Time 00:00 Com pleted Date: 05/07/2018 Description: See red-lined drawings. Review Status: Assigned To: BUILDING Tim eIn: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 01163800000400 R EDDING THOMAS JOHN& SANDRA KAYLEEN REDDING THOMAS JOHN & SANDRA KAYLEEN 8 407 207TH PL NE 8407 207TH STREET NE A RLINGTON, WA98223 Zoning: 100 SINGLE FAMILY RESIDENCELot: 4131ock: Permit#: 1727 Permit Date: 11/02/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e PORTAGE CREEK ESTATES Applicant Nam a Pacific Craftsm m LLC Applicant Address: 11014 19th Ave SE, Suite 8-315 Applicant, City, State, Zip: Everett,WA98208 Contact: Randy Brockway Phone: 206-992-5051 Em al: randybrockway@yahoo.com Scope of Work: New SFR Valuation: 240000.00 Square Feet: 2301 Num ber of Stories: 2 Construction Type: 1113 O xupancy G ioup: R-3; Residential ID Code: Permit Issued: 07/06/2018 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Property Parcel# Address L egal Description O wner Nam e Cvner Phone Zoning REDDING 100 SINGLE 01163800000400 8 407 207TH STREET NE THOMAS JOHN& FAMILY SANDRA RESIDENCE KAYLEEN Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# Pacific Craftsman,LLC R andy Brockway 2 06-992-5051 11014 19th Ave CONSTRUCTION Pacific Craftsm aiSE,Suite 8-315 CONTRACTOR LLC PACIFCL853RZ Inspections Date I nspection Type D escription S cheduled Date C om lieted Date I nspector S tatus 05/16/2019 R20.SFR/DUPLEX AM 05/16/2019 B UILDING A pproved FINAL Final PM FS07.FIRE Final 05/13/2019 SPRINKLER FINAL Incorrect foam used-not 05/13/2019 B UILDING A pproved fire rated.Mist use fire foam only 12/10/2018 R09.GAS PIPING Gas piping approved 1 2/10/2018 1 2/10/2018 B UILDING Approved ROUGH-IN 11/21/2018 R20.SFR/DUPLEX Shear walls approved 1 1/21/2018 B UILDING Approved FINAL R20.ACCESSORY Shearwall 11/19/2018 STRUCTURE No plans on site. 11/16/2018 1 1/16/2018 B UILDING Partial FINAL Ok to side N&Swalls Approval ONLY O1/23/2019 C19.PLUMBING Plumhng/HVAC/Insulation 01/23/2019 B UILDING Approved FINAL approved PCBG not on test C04.PLUMBING Gas pipe not on test O1/15/2019 GROUNDWORK Repair plates cut out for 01/15/2019 B UILDING Com lieted HVAC OK to insulate outside walls 07/11/2018 R20.SFR/DUPLEX Approved FINAL Plan Reviews Date Review Type D escription A ssigned To R eview Status RESIDENTIAL SINGLE 11/06/2017 FAMILY No land use issues with the site plan. 11/06/2017 RESIDENTIAL SINGLE See red-lined drawings. B UILDING FAMILY Fees Fee D escription N otes A in omt Building Plan Review T able 4-2 $1,638.96 Building Perm i T able 4-1 $2,521.48 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Base P erm i Fee $25.00 Park-Com in nity SF S ingle Fam iy $1,662.00 Plum ling Base Perm i Fee $25.00 M echanical Com in ecial Perm i T able 4-7;Per Unit 1 3 @$12 $156.00 Processing/Technology $25.00 State Surcharge- 1st DU R esidential- 1st Unit $6.50 Traffic Mitigation-C/MF Cbm in ecial/Mdlti-fam iy $3,355.00 Water Heater(Tank) $25.00 Total $9,474.94 Attached Letters Date Letter D escription 05/14/2018 Building Permt Paym eats Date P aid By D escription P aym cut Type A ccepted By A in cant 11/03/2017 R andy Brockway 6 7149052 c c $ 1,638.96 07/06/2018 R andall Brockway 7 0723378 c c $ 7,835.98 O ttstanding Balance $ 0.00 Uploaded Files Date File Nam e 10/15/2021 9907633-1727 IC 5.16.2019.pdf 10/15/2021 9907634-1727 IC 5.13.2019.pdf 02/01/2019 4468860-1727 1-23-19 Inspection Card.pdf 02/01/2019 4468552-1727 1-15-19 Ins nection card.pdf 12/14/2018 4330486-1727 12-10-18Inspection Card.pdf 11/26/2018 4221676-1727 11-21-18Insepction.pdf 11/19/2018 4205719-1727 11-16-18Inspection Card.pdf 07/06/2018 3687547-1727 Issued Perm i.pdf 11/06/2017 2756716-1727 Application.pdf 11/06/2017 2756717-1727 Site Plan.pdf Mill, y I$ Ib $ p re 0 \ � m � N � - I � rn -- O rn _ i rn �� ❑ ❑ El < ig�Hg ❑ ❑ ❑ ® X v � I I I f \ I �� b ❑ ❑ ® � �� - I f 77I I I Q❑ ❑ ® I I I I r I I I I 1 I i I x I g i I x I -, rnDAmN 2x4 TRIM Z r Z�� 6 J 6 N A 9 N - � -� 6 N A (11 N r ni r_rti r 111 v p N <zN D u y rn X N �m a $�� °m V Z m �F o 8 �� Z W D m r O °T �� m S p ° p Np �_ r> ci A A �3 oz Ap �g aAm F^ �y �N CC r A3 �D O F T� - = p z �1rp< >zp� z� ��Oj =R Q NT� ; Zz T ° DN o� <j �D 2x4 TRIM n�Oj'p z 'Ocii� d N °� Z MN N > pT_0 rn N 0 P G�o x ° € p � Om"d N oti� �ao N N N o N 31 THE EATON I I NASH &ASSOCIATES N � a 0 3 rn 0 570CK PLAN Ig23A ARCHITECTS { �)L 4 5R/ 01= 1/r r, :, CAR 8003118th AVE.NE.KIRKLAND,WA.98033.42M284117 e i M z rJ wwwmesh-exchirects.cam �7 LAL)NDRY UP57AIR5 �J q� GI178Z8-SZ4•££096 9N'gAd'PHI[£008 3 � W S.I DH IIHD'av ��a n ,� I I NOl`cf 3 3H1 a g s � Z S��IVIDOSSV HSVN �L m 0 n�dd J in 'gip W F WQ wC, O Y 0, 08 N v po �<I.t �w ywD n0 Qz C f< FOQ 4.C.<u Q Q W C�v Jrl �� m z CZ WN Q Xy �cU if rt � Q z dw Q 7 ,� Sq p J~ p} =�QO O Q Q C'< �:.>rp w �� c' ti ( sN ZEv"W K Ji w �.. < 3W.J1 I-GQ OJ Q® r t pp µI J r K Ofi 1 3z <F8111 o; ,D Qs glp O IL W z l x ' III , I I ry i l l I � I IH n u II I II r I II I I ''I I I I I I it ! 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