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21126 66TH AVE NE_BLD1767_2026
NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 71 APPROVED PERMIT#: f 7(,`1 -�LOT#: I DATE: li G JOB ADDRESS: �?(1 74. �J& TYPE OF INSPECTION: rJA114 L ❑ 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 THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 �lG /0 INSPECTOR DATE 2f BUILDING DEPT. O PLANNING DEPT. CITY OF ARLINGTON • • CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:21126 66th Drive NE Permit#:1767 Parcel#:31051000407700 Valuation:302071.13 OWNER APPLICANT CONTRACTOR Name:TAPERT MARK/STEPHANIE/TAPERT Name:Tapert Homes Name:Tapert Homes ALEX Address: 14323 16TH AVE NW Address:PO Box 2280 Address:PO Box 2280 City,State Zip:SNOHOMISH,WA 98271 City,State Zip:Snohomish,WA 98291 City,State Zip:Snohomish,WA 98291 Phone: Phone:425-330-9155 Phone:425-330-9155 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: `I-13 DWELLING UNITS: I 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 CERTIFIC4NOXIU. 0 PANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAXS c x rela ng to construction and construction materials in the City of Arlington must be reported on your sales tax return form and cod t 1,22.1°v Z 711 'gnature Print Name Date Released By Dal CONDITIONS See red lined drawings. Adhere to approved plans.Any water utility services that are not being utilized will need to be abandoned at the main.Abandoned driveway curb cuts will need to be replaced as sidewalk per City of Arlington Standard Detail R-170. 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 12/26/2017 Building Permit Fee $3,005.21 12/26/2017 Building Plan Review Fee $1,953.39 12/26/2017 Furnace $25.00 12/26/2017 Gas Outlets Base Fee 1 to 5 $10.00 12/26/2017 Mechanical Fee(Enter Fixture Fee) $25.00 12/26/2017 Mechanical Permit Base Fee $25.00 12/26/2017 Plumbing Permit Base Fee $25.00 12/26/2017 Plumbing Permit Fee(Enter Fixture Fee) $228.00 12/26/2017 Processing/Technology Fee $25.00 12/26/2017 State Building Code Surcharge Fee $4.50 12/26/2017 Water Heater $25.00 Total Due: $5,351.10 Total Payment: $1,953.39 Balance Due: $3,397.71 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 • Permit Information Date 12/5/2017 Permit Number 1767 Project Name Tapert Homes Applicant Name Tapert Homes Applicant Address PO Box 2280 City,State,Zip Snohomish,WA 98291 Contact Mark Tapert Phone 425-330-9155 Email mark@corstonellc.com Permit Type Single Family Residence Site Address 21126 66th Drive NE Valuation 302071.13 Status Applied Permit Issued Permit Expires Square Feet 2439 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 31051000407700 21126 66TH DR TAPERT MARK/STEPHANIE/TAPERT 910 Undeveloped(Vacant) NE ALEX Land Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# Tapert Homes IMark Tapert 425-330-9155 liTiark@corstonellc.com ONTRACTOR IlLabor and Industries rAPERHLB39LR Review Date Type Description I Target Date I Completed Date I Assigned To I Status 12/6/2017 Residential Dwelling 12/13/2017 1 lKevin Olander lin Review Fees Fee Description Notes Amount Building Plan Review Feel 345.83.00.001 1 $1,953.39 Totall $1.953.3 Uploaded Files Upload File Date File Uploaded B 12/6/2017 8:50:35 AM 1767 Application.pdf Foster, Kristin �{ 12/6/2017 8:50:35 AM 1767 Site Plan.ndf Foster, Kristin Receive Permit Information Date 12/5/2017 Permit Number 1766 Project Name Tapert Homes Applicant Name Tapert Homes Applicant Address PO Box 2280 City,State,Zip Snohomish,WA 98291 Contact Mark Tapert Phone 425-330-9155 Email mark@corstonellc.com Permit Type ZON Site Address 21126 66th Drive NE Valuation 0.00 Status Completed Permit Issued Permit Expires Square Feet 2439 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 31051000407700 21126 66TH DR TAPERT MARK/STEPHANIE/TAPERT 910 Undeveloped(Vacant) NE ALEX Land Review Date a Description Target Date Complete Datel Assigned To Status 12/5/2017 ON(Meets all land use regulations. 12/8/2017 12/5/2017 my Rusko Approved 12/5/2017 ON 12/8/2017 lKevin Olander In Review 12/5/2017 ON Drainage and access look good 12/8/2017 12/6/2017 JNova Heaton Approved 12/5/2017 ON Water&Sewer connection fees will apply for this new SFR,LT 12/8/2017 12/6/2017 JPW Admin Rev complete 12/5/2017 ON 12/8/2017 PW-Sew-Rev Vn Review 112/5/20171ZONISee Notes.GS 12/8/2017 12/7/2017 PW-Wat-Rev lCompletel Uploaded Files Upload File Date File Uploaded B 12/5/2017 4:31:58 PM 1766 Site Plan.pdf Foster, Kristin 12/5/2017 4:31:58 PM 1766 Application.pdf Foster, Kristin r. Permit Information Date 12/5/2017 Permit Number 1766 Project Name Tapert Homes Applicant Name Tapert Homes Applicant Address PO Box 2280 City,State,Zip Snohomish,WA 98291 Contact Mark Tapert Phone 425-330-9155 Email mark@corstonellc.com Permit Type ZON Site Address 21126 66th Drive NE Valuation 0.00 Status Applied Permit Issued Permit Expires Square Feet 2439 Type of Construction/Occupancy Load Number of Stories 2 Proposed Ulsej New SFR Assigned To Kristin Foster Property Owner Parcel Address Legal Owner Phone Zoning 31051000407700 21126 66TH DR TAPERT MARK/STEPHANIE/TAPERT 910 Undeveloped(Vacant) NE ALEX Land Review Date Type Description Target Date Completed Date Assigned To Status 12/5/2017 ZON 12/8/2017 Amy Rusko In Review 12/5/2017 ZON 12/8/2017 Kevin Olander In Review '12/5/2017 ZON 12/8/2017 Nova Heaton In Review 12/5/2017 ZON 12/8/2017 JPW Admin Rev In Review '12/5/2017 ZON '12/8/2017 PW-Sew-Rev In Review 12/5/2017 ZON 12/8/2017 PW-Wat-Rev Iln Review Uploaded Files f Upload File Date File Uploaded B 12/5/2017 4:31:58 PM 1766 Site Plan.pdf Foster,Kristin 12/5/2017 4:31:58 PM 1766 Apglication.pdf Foster,Kristin �( RESIDENTIAL ZONING VERIFICATION APPLICATION Department of Community&Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223• Phone(360)403-3551 ! 6- (Please allow 72 hours for review) Project Address: � 1'Z fD //(p C 6 r�� /`1� Plat: Owner/Applicant: OL a mcr Address: A0 • O)( a80 City: A aM# State: Zip Code: Phone: �Z) 370 - q(5—r Email: ✓'LWi (orJaAe dc-(J AeA Describe Proposal (include cross street): 21 Please check one: f1A Single-family dwelling ❑ D,uplex f� Addition ❑ Accessory structure 1. Proposed Dimensions: W) 3 L) H) � �f Total SF) `7 J 2. Allowed Lot Coverage: Total Lot Size SF x 35% _ VSF 3. Actual Lot Coverage: (SF of all structures') 14 (lot size) =#.3 % 4. Septic Tank? ❑Yes No Private Well on Site? 0 Yes N2 No If so,please provide Snohomish County Health Department approval and indicate on site plan. 5. How many trees greater than 12" diameter will be removed? if any, please indicate on site plan. 6. Appliances permanently connected to water service may require Cross-Connection-Control. (Check all that apply) U Fire Sprinkler System Medical Equipment Lawn Sprinkler System ❑ Livestock Drinking Tanks Decorative Pond/Fountain ❑ Hot Tub Re-circulating Heating System U Swimming Pool Received [� Other DEC ®4 ?017 Applicant Signature: Date: This square footage should include the footprint area of all structures on the property including:house, garages, sheds, covered patios, and decks permitted by the building code. Rev 0412013 RESIDENTIAL PLAN PLAN REVIEW Owner — 7l�1�G L-_-A - - - Address Building Type _Single Duplex Townhouse Type of Work Existing New Reviewed By Date Design Criteria 301.1 Engineered 1 -- Prescriptive 301.2 Loads:Tables 301.5 -301.7 Yes rf No 302.1 Location on Lot: 5 feet/35% maximum Yes ✓ No 302.2 Townhouse Separation Yes No f 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: (Z) #4's continuous iYes No T403.1 Footing Size Yes No 403.1.2 Continuous Footings(D2) Yes d/ No _ 403.1.3 Vertical Reinforcement:#4 @ 4'/hook_ Yes No 403.1.3.1 Stem Wall: (2)#4's horizontal 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 a/ No .1.2.3.7.3 Wall Openings:Verts 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 1/ No 408.3 Unvented Crawl Space Yes jNo 408.4 Crawl Access: 16 x 24 or 18 x 24 Yes INo Architectural 303 Light/Ventilation: 8%and 4% Yes ✓` No 303.2 Whole House Fan Yes No 303.3 Bathrooms: 3%or 50cfm Yes Ef No 303.6 Stairway Illumination I _ Yes i/ No 304.1 Habitable Rooms: 120sf min. Yes No 304.2 Other Rooms: 70sf min. Yes No 305.1 Ceiling Height: 7 feet min. Yes L No 307.1 Plumbing Fixture Clearance _ Yes No 308.4 Safety Glazing: Hazardous Locations Yes No Life Safety 310.1 Emergency Rescue Windows: 5sf/5.7sf _ Yes / No 310.2 Window Wells Yes No �s 4 Life Safety Continued-- 311.2 Doors: 3 feet min. @ 6'-8" 1yes No 311.3 Landings: TX 3' min. Yes w-" No 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.1 Yes No 311.7.4 St-airs: 7 3/4" Max/10" Min. Yes I No 311.7.4.3 Handrail Profile I Yes 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 316 Foam Plastic I IYes No 325 &326 Adult Home/Day Cares Yes No Floor Systems 502.2..... _Deck Ledger Connection i Yes No 502.2.2.3 Lateral Load Connection or Engineered Yes No 502.3 Allowable Joist Spans or TJI's Yes No 502.10. Headers/Openings Yes No 502.11 Trusses or Rafter/Joist �Yes No 502.12 Draftstopping: 1,OOOsf max. Yes No 504 Pressure Treated Wood _Yes No 506 Concrete Floors: 3.5 inches min. Yes No Wall Systems 602.3 Wood Wall Framing and Plates IYes No 602.3.1 Fastener Schedules(2, 3, 4, 5) Yes No 602.9 Cripple Walls: Less than 14" or 4' 1 Yes No 602.10. Wall Bracing: Engineered or Prescriptive Yes 602.10.3.2 Alternate Braced Wall Panel Yes No 602.10.9 Cripple Wall Bracing Yes No _ 602.11.2 Stepped Foundations Yes No _ 602.12.1 Veneer ! Yes No 610.1 Glass Unit Masonry Yes No 612 Exterior Windows/Doors Yes No 702.1 Interior Wall Covering_ Yes No 703 Exterior Wall Coverings(WAC) Yes No 703.4 jStone/Masonry Veneer Yes No Roof/Ceiling 801.3 Roof Drainage (SD-14) Yes No 802.3 Ridge Beams: <3:12 pitch Yes No 802.4 Ceiling Joist Span:Truss or Platform Yes No F80802.5 Rafter Spans:Truss or Platform Yes v No 2.11 Roof Tie-Downs (48" o.c.) IYes No 803 Roof Sheathing Yes No 806 Roof_Ventilation: 1/150 high and low Yes No 807.1 Attic Access: 22" X 30" Yes s/ No 905.2.7 Underlayment F IYes No Mechanical Systems Chapter 10 Chimney and Fireplaces IYes 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 v' No 1307.2 Anchorgae of Appliances IYes I ✓" No 1307.3 Elevation of Ignition Source Yes Ems" No 1307.3.1 Protection from Impact Yes E No 1401.3 Equipment Sizing: WSEC Yes No Chapter 14 Specific Appliances Yes No 1502 Clothes Dryer Exhaust: 25'or M.I. IYes No 1502.4.5 1 Length Identification i i IYes No Chapter 18 Chimneys and Vents Yes No 5L- Chapter 24 Fuel Gas and Piping IYes No Plumbing-UPC WSEC and Lighting:See Energy Code Plan Review 1 RESIDENTIAL PERMIT APPLICATION i 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, IIZ 6 6615! l'. 14 ie, Plat: I Single-family ❑ Duplex ❑ Townhouse ❑ Addition Accessory structure Proposed Area: 111 Floor: (I s'2 2"d Floor: Z Garage: �J C/ Total SF: 2 q3 1 Describe Proposal (include cross street): Pot 11�1 6cs 01r. me "J aiflt Valuation oa Owner: �~ 1 e Address: �(, 11 , City: S AJIA 344�C State: --A Zip Code: 9LM Phone: -0 ' wrr Email: / a�� 42,G Qor'S �C.CJn� Applicant: ,S a IM t ✓'I") u aAA— Address: City: State: Zip Code: Phone: Email: Contractor: S u,t L GUS h�✓� Address: City: State: Zip Code: Phone: Email: Contact Person: ✓ ELicense Number: 3g Expiration: 15 Received DEC 0 4 9n17 1_7t 6/16LP age 7 of 3 ..i. ., '` RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development .y 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 Z ❑ Sink(1.5) x� ❑ Shower(2.0) x ❑ Lavatory(1.0) x ❑ 3- Clothes Washer(4.0) x ❑ Water Closet(2.5) x 3 ❑ Dishwasher(1.5) x l ❑ Water Heater x ❑ Hose Bibb (2.5) x Water Heater Model# ❑ Other(list) x Plumbing Section Continued 94 Proposed Water Piping Size: Proposed DWV Material: Proposed Piping Material: P Proposed DWV Size: 2 ' • 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 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: ..tt 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 6 Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable- ❑ 11•� Pipe Material60� Pipe Size: l Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: ,S%) 1 • 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 requir within 6 feet of all appliances Applicant Signature: Date: Print Applicants Name: 6� 6/16LP Page 3 of 3 x 12/6/2017 TAPERT HOMES LLC Search L&I "Washington State Department of Labor & Industries TAPERT HOMES LLC Owner or tradesperson P O BOX 2280 Principals SNOHOMISH,WA 98291 425-330-9155 TAPERT,MARK SNOHOMISH County CHRISTOPHER,PARTNER/MEMBER TAPERT,ALEX CHRISTOPHER,PARTNER/MEMBER TAPERT,STEPHANIE RICHELLE,PARTNER/MEMBER Doing business as TAPERT HOMES LLC WA UBI No. Business type 603 515 641 Limited Liability Company Governing persons ALEX TAPERT MARK CHRIS TAPERT: 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. TAPERHL839LR Effective—expiration 06/19/2017—06/19/2019 Bond Western Surety Co $12,000.00 Bond account no. 71884134 Received by L&I Effective date 06/19/2017 06/16/2017 Expiration date Until Canceled Insurance Arch Specialty Ins Co $1,000,000.00 Policy no. AGL004679500 Received by L&I Effective date 06/19/2017 04/18/2017 Expiration date 04/18/2018 https://secure.Ini.wa.gov/verify/Detail.aspx?UBI=603515641&LIC=TAPERHL839LR&SAW= 1/2 12/6/2017 TAPERT HOMES LLC Savings No savings accounts during the previous.,aar period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. 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 Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is current. 649,631-UU Doing business as TAPERT HOMES LLC Estimated workers reported Quarter 3 of Year 2017"Less than 1 Workers" L&I account contact T4/MELVINA RAMSDELL(360)902-4614-Email:RAMM235@lni.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. L Washington State Dept,of Labor&Industries.Use of this site is subject to the laws of the state of Washington. Help us impm, https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603515641&LIC=TAPERHL839LR&SAW= 2/2 ' f M � o � z G4 q H 40 H o rn ^ o Z ni %A 70 4g 3 70 pol 4 - rn � .��► 44 e o ® � ..j -- o tA . P Cp �i C?o c 0 N Do0 znz _ zrnd u G) c� z �y m70 n(�-n� UOm-vi ODr nmom�0m � ~m v r-] i, =w �fr I I L� { Irf �1 C) � Crcr s a O: a r Q -n0 �.J► �f > ► i+r j` m A6 tj-PSTATE �'.I lyll l��►"If its 06, LYNN'60C•r,. 'NA SCRV1CLS(ftpS18.ctq,, STRUCTURAL CALCULATIONS Client: TAPERT HOMES Project Name: PLAN 2439 Scope of Work: LATERAL DESIGN OF A (2)-STORY SFR Upstate Job#: 0814 Date: 9/13/2017 CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DATE Z / gY NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR F,W M. C 4422B � �v OFFICE COPY SS ANAL E\xG\�� /Z`�i201 EVRES 3-01- 1`3 JOB # 0814 Andrew M. Gahan, PE Received DEC 04 2017 AID 1`7(01 • ' �� _ '� „�„ . �. . ., -'� � �;� �._ . .� .� ,; r .'� .,• LateraLAnaNsis [BC2015 UPSTATE JOB#: 0814 Description: PLAN 2439 Engineer: amg Governing Code: 2015 International Building Code all references in right margin are 2015 IBC unless specifically noted otherwise. [Page numbers] 1603.1 General Design Criteria 3[ 531 Roof Walls Floors Snow Partitions Live Load (ps0 25 40 25 Dead Load(ps0 15 10 10 10 1603.1.4 Wind Design Criteria 354]_ 1. Nominal/Ultimate Wind Speed Vasd/Vu,t 85/110 mph F 1609.3(3)[3721 2. Risk Category 11 1.00 ASCE 7 T 6-1[771 3. Wind Exposure Category "B" 1609.4[373] 4. Internal Pressure Coefficient +/-55 ASCE 7F26.11-1[258J 5. Components and Cladding design pressure +/- 16 psf A SCE 7 30.22[316] 1603.1.5 Earthquake Design Data 354 _ 1. Seismic Importance Factor le 1.00 A SCE 7T 1.5-2[51 2. Short Period Acceleration SS 1.25 USGS Seismic Design Map Online 2. 1-Second Accelleration Si 0.4 USGS Seismic Design Map Online 3. Site Class D ASCE 7 T20.3-1[204] 4. Spectral response coefficient SDS 0.83 EQ 16-39[3871 4. Spectral response coefficient SD1 0.43 EQ 16-40[387) 5. Seismic Design Category D T1613.3.5(1)and(2)[398] 6. Seis. Force Resisting System A.15. ASCE 7 T 12.2-1[73] 7. Design Base Shear 7797 Ibs 8. Seismic Response Coefficient CS 0.13 A SCE 7EQ 128-2[89] 9. Response Modification Factor R 6.5 ASCE 7 T 12.2-1[73J 10. Analysis Procedure Equivalent Lateral Force ASCE 7T 12.6-1[881 11. Risk Category II A SCE 7T 11.6-2[69] Table of Contents 0.0 General Lateral Design Criteria 1.0 Determination of Wind Forces 2.0 Determination of Seismic Forces 3.0 Allowable Stress Design Loads 4.0 Shear walls in the Front to Rear Direction 5.0 Shear walls in the Side to Side Direction 6.0 Shear flow calculations 7.0 Appendix Version 7.0 Pg 0.1 Wind Design (MWFRS-Simplified Envelope Procedure) IBC 2015 Part 2 Wind Load Method ASCE, 7 28.1.1 (2) [2971 Nominal/Ultimate Wind Speed 85/ 110 mph 1609.3[3731, F1609.3(3)[3721 Wind Exposure Category B 1609.4[373] Height&Exposure Adjustment l= 1.00 ASCE 7 F 28.6-1[3041 Topographic Factor Kzt= 1.00 ASCE 7 F 26.8-1[252] Wind Pressures ASCF. 7 28.6.3[3021 ps=I K,PS30 ASCE 7 EQ 28.6-1[306] Minimum pressures shall not be less than assuming the pressures for ASCE 7 28.6.4[3061 zones A and C equal+16 psf,B &D equal+8 psf,while zones E,F,G,&H all equal zero. Roof Pitch 6 :12 or 26.565 degrees Ridge Elevation 27.75 ft Eave Height 18 ft Mean Roof Height,h 22.875 ft ASCE 7 26.2[243] Zone Pressures,(k)(Ps3o)ASCE 7 F28.6-1(3041 110 Horizontal Pressures Vertical Pressures Overhan s 0 A B C D E F G H EOH GOH 1 23.32 14.18 17.34 6.44 -6.82 -14.13 -5.10 -11.57 -16.05 -14A 2 6.76 4.63 5.38 3.69 -0.22 -7.46 1.50 -4.94 -2.38 -2.72 Horizontal Zones Areas & Forces,F%ASCF 7 F28.6-10031 End zone distance,2a,where"a" equals the smaller of 10 percent of least horizontal dimension (l.h.d.)or 0.4h,but not less than either 4 percent of lhd or 3 feet. D F x- k,p sx-X) x = A Diaphraem (x=2) Front to Rear Side to Side I.h.d. (ft)= 35 A B C D A B C D a(ft)= 3.5 Areas 91 0 236 0 63 135 126 266 2a(ft)= 7 Forces F%= 6214 Fxmin= 3270 F.= 7281 Fxmin= Diaphraem N=1) Front to Rear Side to Side Lh.d. ((I)= 35 A B C D A B C D a(ft)= 3.5 Areas 126 0 189 0 120 0 297 0 2a(ft)= 7 Forces FX= 6215 Fxmin= 3150 F,,= 7947 Fxmin= 4170 Version 7.0 Pg 1.1 Seismic Design IBC 2015 Site Clasification,Criteria Selection,& Minimum Design Lateral Force Risk Category Ii ASCE 7 T 6-1[77] Seismic Importance Factor IE 1.00 ASCE 7 T 1.5-2[5] Seismic Design Category D T1613.3.5(1)and(2)[398] Site Class D ASCE 7 T 20.3-1[204] Short Period Acceleration Ss 1.25 F1613.3.1(1)[388-91 1-Second Acceleration S, 0.4 USGS Seismic Design Maps Online Seis.Force Resisting System A.15. ASCE 7 T 12.2-1[731 Response Modification Factor R 6.5 ASCE 7 T 12.2-1[73] Design Spectral Response Acceleration Parameters Site Coeffiecient,Fa 1.0 T1613.3.3(1)[387] Site Coeffiecient,Fv 1.6 T1613.3.3(2)[387] Substitute equations 16-37& 16-38 into 16-39& 16-40 respectively, 2 S DS= 3•F a-S S Sns= 0.83 EQ 16-39[387] S D 1 = 'F V'S 1 SDI = 0.43 EQ 16-40[387] 3 Simplified analysis,Seismic base shear ASCE 7 12.14.8[1081 V=(F SDs/R)W Where: F=1.1 for(2)-story ASCE 7EQ 12.14-11[108] Vertical Distribution, Forces at each level ASCE 7 12.14.8[1081 F,r=(w,r/W)V F,r= 0.141 x wx ASCE 7 EQ 12.14-12[109] Effective seismic weigh & Forces Ibs at Level x roof area(ft') floor area(fV) story height(it) wall length(ft) Diaphragm (x=2) 1615 0 8.1 164 wX F,�= 4353 weight pbs) 24225 0 6642 30867 roof area(ft') floor area(f') story height(ft) wall len h(ft) Diaphragm (x=1) 209 1309 9 129 wx FX=4043 weight(Ibs) 3135 t3090 5805 28672 Version 7.0 Pg 2.1 Allowable Stress Design Loads For Wood IBC201S Design shall be in accordance with Sections 2304-2306. 2301.2[473] Structures using wood shear walls and diaphragms to resist 2305.1[488] wind,seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 -2306. Design per Alternative Basic Load Combinations 1605.3.2['3591 For worse case effect with wind load,L&S shall be zero. 1605.1[357] Equations 16-18, 16-19and 16-20 become, D + wW _ 'UM Where co equals 1.3,W equals Fx of the respective diaphragm,and 1605.3.2[357] D shall be multiplied by two-thirds. For worse case effect with seismic load,L&S shall be zero. 1605.1[357] Equation 16-22 controls, 0.9 D + E/1.4 substitute ASCE 7 EQ 12.14-5 for E ASCE 7 12.14.3.1.3(7),EQ 12.14-5 [1041 �PQE - 0.2SDSD; 0.9 D + simplify&arrange variables EQ 16-22 1.4 (0.9 -0.14 SDS ' D + P QE 1.4 Where QE equals F,,of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction,diaphragms and shearwalls shall resist, Wind Design Loads,1.3 Fx For KA= 1.00 Front to Rear Side to Side Diaphragm Force Qbs) Force(lbs x=2 4847 5680 x= 1 4848 6199 Seismic Design Loads,(p/1.4)Fx p= 1.3 ASCE 7 12.3.4[83] Diaphragm Force Ibs) x=2 4042 x=1 3755 Version 7.0 Pg 3.1 r l Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall,overturning shall resist, (v•w)•h - I D w + P•w� 3 \ 2 for wind (v w) h - (0.9 -0.14 S DSj D-2 + P w for seismic Where, v =shear per linear foot of shearwall w =width of shearwall h =height of shearwall D =resisting dead load centered over shearwall P =resisting dead load at end of shearwall Free Body Diagram of a ShearWall P D r=wa h Bw MOMD1rs ABOUT ooRNOt w Version 7.0 Pg 3.2 Level .� Segment Tributary loads Wind Seismic Wall Line (x) Width Height wr wra wf wfa T(x) T(x+]) T(x) T(x+l) Seis max 1 2 F-R Wind Seis VD(x+l)[lbs] % 50% 50% _ VD(x)[lbs] 2423.27 2021.05 37.00 8.1 -693 -982 VT(x)[lbs] 2423.27 2021.05 L 37.00 37.00 _ n 65 55 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] 2 2 F-R Wind Seis VD(x+l)[lbs] % VD(x)[Ibs] VT(x)[Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] 3 2 F-R Wind Seis VD(x+1)[lbs] % 50% 50% VD(x)[Ibs] 2423.27 2021.05 19.00 8.1 -175 -388 VT(x)[lbs] 2423.27 2021.05 16.00 8.1 -93 -294 L 35.00 35.00 n 69 58 :015 SDPWS SEISMIC MAX TMAX(x)[Ibs] 4 2 F-R Wind Seis VD(x+1)[Ibs] % VD(x)[lbs] VT(x)[lbs] L n 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] Version 7.0 Pg 4.1 �� Segment Tributary loads Wind Seismic Wall Line Level ` o (x) Q`� Width Height wr wra wf wfa T(x) T(x+]) T(x) T(x+l) Seis max 1 1 F-R Wind Seis VD(x+l)[Ibs] 2423.27 2021.05 % 29% 29% VD(x)[Ibs] 1405.78 1088.85 17.50 9 22 -264 VT(x)[Ibs] 3829.05 3109.91 24.50 9 -190 -509 L 42.00 42.00 n 91 74 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] 22 2 F 1 F-R Wind Seis VD(x+l)[Ibs] % 50% 50% VD(x)[Ibs] 2423.76 1877.33 20.50 9 175 -211 VT(x)[Ibs] 2423.76 1877.33 L 20.50 20.50 n 118 92 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] 175 3 1 F-R Wind Seis VD(x+l)[Ibs] 2423.27 2021.05 % 21% 21% VD(x)[Ibs] 1017.98 788.48 19.00 9 147 -174 VT(x)[Ibs] 3441.25 2809.53 8.00 9 479 212 L 31.25 31.25 4.25 9 592 344 95 n 110 90 '015 SDPWS SEISMIC MAX 95 TMAX(x)[Ibs] 592 344 4 F 1 F-R Wind Seis _ VD(x+l)[Ibs] % VD(x)[Ibs] VT(x)(Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] Version 7.0 Pg 4.2, Wall Line Level o Segment Tributary loads Wind Seismic � (x) `` POSTS Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max A 2 S-S Wind Seis _ VD(x+l)[lbs] 50% 50% VD(x)[lbs] 2839.78 2021.05 3.00 8.1 2 5 1615 907 255 VT(x)[lbs] 2839.78 2021.05 3.00 8.1 2 5 1615 907 255 L 10.70 10.70 2.25 8.1 5 1643_ 940 340 n 265 189 2.45 8.1 2 5 1635 931 312 2015 SDPVVS SEISMIC MAX 340 TMAX(x)[Ibs] 1643 940 B 2 S-S Wind Seis VD(x+1)[lbs] % VD(x)[Ibs] VT(x)[Ibs] L n 4115 SDPWS SEISMIC MAX TMAX(x)[Ibs] C 2 S-S Wind Seis VD(x+l)[lbs] % 50% 50% 20.00 8.1 2 5 -291 -735 VD(x)[lbs] 2839.78 2021.05 6.25 8.1 2 5 221 -140 VT(x)[Ibs] 2839.78 2021.05 L 26.25 26.25 n 108 77 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] 221 D 2 S-S Wind Seis VD(x+l)[lbs] % VD(x)[Ibs] VT(x)[Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] Version 7.0 Page5.1 Level Segment Tributary loads Wind Seismic Wall Line (x) Q Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max A 1 s-s Wind Seis VD(x+l)[lbs] 2839.78 2021.05 % 22% 22% VDW[lbs] 1363.76 826.027 2.50 6 4873 3218 683 VT(x)[Ibs] 4203.53 2847.08 2.50 6 4873 3218 683 L 5.00 5.00 n 841 569 2015 SDPWS SEISMIC MAX 683 TMAX(x)[lbs] 4873 3218 B I 1 S-S Wind Seis VD(x+l)[lbs] % 50% 1 50% VD(x)[lbs] 3099.45 1877.33 6.00 9 1291 530 VT(x)[Ibs] 3099.45 1877.33 10.00 9 1171 389 L 16.00 16.00 n 194 117 2015 SDPWS SEISMIC MAX TMAX(x)[lbs] 1291 530 C I l I S-S Wind Seis VD(x+1)[lbs] 2839.78 2021.05 % 28% 1 28% VD(x)[1bs] 1735.69 1051.31 5.50 9 1956 221 950 VT(x)[lbs] 4575.47 3072.36 4.00 9 2002 221 1003 182 L 18.95 18.95 6.00 9 1941 221 933 n 241 162 3.45 9 2018 221 1022 211 21115 SDPV1'S SEISMIC MAX 211 TMAX(x)[lbs] 2018 1022 D 1 I S-S Wind Seis VD(x+l)[lbs] % VD(x)[Ibs] VT(x)[Ibs] L n 2015 SDPWS SEISMIC MAX TMAX(x)[Ibs] Version 7.0 Page5.2 Shear wall Summary Sheetin Re m'ts Shear Transfer Overturnin Values Wind Seis Max I Wind I Seismic I Wind I Seismic 1 -2nd 47 55 1 1 65 55 2 -Ind 3 -2nd 49 58 1 1 69 58 4-2nd A-2nd 190 340 2 4 265 189 1643 R-2nr1 i C-2nd 77 77 1 1 108 77 D-2nd -- , 1 - 1st 65 74 1 1 91 74 2- 1 st 84 92 1 1 118 92 3 - 1 st 79 95 1 1 110 90 4- 1st A- 1st 601 683 5 I 8 841 569 4873 3218 B= 1st 138 117 1 2 194 117 1291 C- 1st 172 211 1 3 241 162 2018 1022 D- 1st SW-1 SW-2 RSW Sheathing 260 350 841 (plf) Shear Flow 120 275 841 (Plf) Shear Transfer Connectors - CD= 1.6, Hem-Fir Connector Z(lbs) 16d Nails (Common: 3.5 NO.162") 195.2 lbs 2015 NDS TIIN[105] 19.5 8.5 2.8 0.0 0.0 0.0 16d Slant Nails(v<150p1fl 160 lbs 2015 NDS TIIN[105] 16.0 7.0 2.3 0.0 0.0 0.0 Simpson A35 Clip 510 lbs Current Simpson Guide 51.0 22.3 7.3 0.0 0.0 T70.0 Simpson H1 Truss Connector 415 lbs Current Simpson Guide 41.5 1 18.1 5.9 0.0 0.0 1 0.0 Simpson LTP4 Clip (x 0.64 overtop 1/2" sheeting) 500 lbs Current Simpson Guide 50.0 1 21.8 7.1 0.0 0.0 1 0.0 1/2" Diameter Anchor Bolts(2x) 912 lbs 2015 NDS T11E[93] 91.2 1 39.8 13.0 0.0 0.0 0.0 5/8" Diameter Anchor Bolts(2x) 1328 lbs 2015 NDS TIIE[93] 132.8 1 57.9 18.9 0.0 0.0 0.0 5/8" Diameter Anchor Bolts(3x) 1664 lbs 2015NDS TIIE[93] 166.4 72.6 23.7 0.0 0.0 0.0 Page6.1 Upstate Engineering Project Title: PO Box 952 Engineer: Project ID: Lynnwood,WA 98046 Project Descr: (206)280-4715 F.(206)834-6261 SERVICES@UPSTB.COM _L_ Printed:25 SEP 2017.9:01AM Wood Beam File=C:lUsersWdyTOCUME-11UPST8M-112017(0-110814TA-110814GR-1.EC6 ' ENERCALC,INC.1963.2017,Bulid:10.17.8.29,Ver:10.17.8.29 r.r r Description: 1 FLOOR BEAM Licensee: Upstate Engineering CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1300 ksi Fc-Prll 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade ; No.2 Fv 150 psi Ft 525 psi Density 26.83 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling L(2.35) D 0( 01333 L 0)� ( 05332) 412 Span= 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.333 ft,(FLR) Point Load: L=2.350 k @ 2.0 ft,(OT x(OMEGA=)2.5) DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.8921 Maximum Shear Stress Ratio = 0.642 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 833.85psi fv:Actual = 96.27 psi FB:Allowable = 935.00psi Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.620ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.387 in Ratio= 495>=360 Max Upward Transient Deflection 0.000 In Ratio= 0<360 Max Downward Total Deflection 0.424 In Ratio= 453>=240. Max Upward Total Deflection 0.000 In Ratio= 0<240.0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination S upport-I-SUPP-ort 2 Overall MAXimam 2.589 A827 Overall MINimum 2,483 0.720 +D+H 0.107 0.107 +D+L+H 2.589 0.827 +D+Lr+H 0.107 0.107 +D+S+H 0.107 0.107 +D+0.750Lr+0.750L+H 1.969 0.647 +D+0.750L+0.750S+H 1.969 0.647 +D+0.60W+H 0.107 0,107 +D+0.70E+H 0.107 0.107 +D+0.750Lr+0.750L+0.450W+H 1.969 0.647 +D+0.750L+0.750S+0.450W+H 1.969 0.647 Upstate Engineering Project Title: PO Box 952 Engineer: Project ID: Lynnwood,WA 98046 Project Descr: (206)2804715 F.(206)834-6261 SERVICES@UPSTB.COM Punted:25 SEP 2017.9:01AM Wood BeamFile=C'lUserslAndy�QCUME-11UPST8M-112617t0-11081ATA-1W814GR-LECB ' ENERCALC.INC.1983-2017,Build:10.17.8.29,Ver.10.17.8.29 r,r r Description: 1 FLOOR BEAM Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 1,969 0.647 +0.60D+0,60W+0.60H 0.064 0,064 +0.60D+0.70E+0.60H 0.064 0.064 D Only 0.107 0.107 Lr Only L Only 2.483 0.720 S Only W Only E Only H Only Upstate,Engineering Project Title: PO Box 952 Engineer: j Project ID: Lynnwood,WA 98046 Project Descr: (206)280-4715 F.(206)834-6261 SERVICES UPST8.COM _. _._� _.___ Printed:14SEP2017.B:10AM Wood Beam File=C:\Users\AndyIDOCUME-11UPST8M-112017(0-110814TA-110814GR-1.EC6 ' ENERCALC.INC.1983-2017.Build:10.17.8.29,Ver:10.17.8.29 1 1 1Engineering Description: 2 FLOOR BEAM CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi Fc-PHI 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.2pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Qal t1:�,r i D(0.09)L(0.36) Ll 5.125x21 Span=20.50 ft I � Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.010, L=0.040 ksf,Extent=0.0-->>11.0 ft, Tributary Width=9.0 ft,(FLR) Uniform Load: D=0.010, L=0.040 ksf,Extent=11.0—>>20.50 ft, Tributary Width=7.0 ft,(FLR) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=3.0 ft,(LO ROOF) Uniform Load: D=0.010 ksf, Tributary Width=8.10 ft,(WALL) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=2.0 ft,(RF) Point Load: D=0.280, Lr=0.440, L=1.610 k @ 11.0 ft,(FLR BM 1) Point Load: L=2.350 k @ 11.0 ft,(OTx(OMEGA=)2,5) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7121 Maximum Shear Stress Ratio = 0.364 : 1 Section used for this span 5.125x21 Section used for this span 5.125x21 fb:Actual = 1,620.02 psi fv:Actual = 96.35 psi FEI :Allowable = 2,274.86psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.998ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.354 In Ratio= 694>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.500 in Ratio= 492>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 7.956 7.757 Overall MINimum 5.349 5.231 +D+H 2.607 2.526 +D+L+H 7.956 7.757 +D+Lr+H 4.092 4.043 +D+S+H 2.607 2.526 Upstate Engineering Project Title: PO Box 952 Engineer: Project ID: Lynnwood,WA 98046 Project Descr: (206)280-4715 F.(206)834-6261 SERVICES@UPST8.COM Printed:14 SEP 2017,8:10AM Rle=CaUsersWrdy Wood B@S. OOCUME-11UPST8M-1120 1 710-110 81 4TA-116814GR-1.EC6 ENERCALC,INC.19W4017,Budd:10.17.8.29,Ve00.17.8.29 KW-0601 r Description; 2 FLOOR BEAM Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 7.733 7.587 +D+0.750L+0.750S+H 6.619 6.449 D+0.60W+H 2.607 2.526 +D+0.70L+H 2.607 2.526 +D+0.750Lr+0.750L+0.450W+H 7.733 7.587 +D+0.750L+0.750S+0.450W+H 6.619 6.449 +D+0.750L+0.750S+0.5250E+H 6,619 6.449 +0.60D+0.60W+0.60H 1.564 1.515 +0.60D+0.70E+0.60H 1,564 1.515 D Only 2.607 2.526 Lr Only 1 485 1.517 L Only 5.349 5.231 S Only W Only E Only H Only N z o 00 0�0 O CIO �i U U 0 0 d o 00 A t 0 A o H aU Ua z : a - o ^ d x U3M o 0 U 00 Ln A O Ltl �T� W a * O O O RWWi y y ^ o ¢ N N ul cn F-1 b v �-• F� .a w � w 0 v' U O 0 o w w x * ¢ % �o 00 In 75 O b b U U vJ _U ++ L E co O Y o ` A Q ? o 0 0 c O a7 y o O c • 50 O I L w ° E d a� •v v d Ua E f0 et � — — i0 t m °° °° b C O U) 0 22 C fp V1 r, ^ C (Y9 f0 fn CII L N M O - .0 FBI a) O c Q cp U a ❑ a) C O �p ++ r• Y M 0 LO a) a) c Z L 7 12 (D .C y ) N O Q j w worn 3a -nur mY = c a� L > A A w a7 O — \ co a O L (p N 0 O 0 0 0 , o .A .3 � Q = c o j 3 m a c c W ° ., -0 CMD r� L .- owa a0 O a) m o I cO Uam cGnG � 2 -o E 0 0 3y Ac0 a u Coao N to) U) CD o PU C7 o o ❑ J E aci f0 N N U 0 p O fA O J O N a E r N Ern" i w J Z y o L O o m coin m � �c0 � my m � � o co� •� m coi Q x = a a) a C L O vi m z a c L t a� E x N y L -0 a m 0 -0 . c '� J o o v� E +. .a a E V a) X O cc a O C O p X D Y 0. cx Q cn 2 am o o cO 2 `o raEn ca U) v fq `o o o a o in '� is E m v o `,�° a) E a s m c -0 .� W cn E U m H 0 o c .o v o' � c � v °� m < �+. uPSTATE engineering r2i76i "e''..:7- %'I`, f . (.:'Jc) i3'•Z, 626 SCRVICLSO-UPST&.COM General Structural Notes — Unless Noted Otherwise GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, OR OTHER GOVERNING CODE,AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL-GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8"LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES. CONCRETE f c= 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS,AND#3 AND#4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6—W 1.4 X W 1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x_AND GREATER): DF-L#2 JOISTS/STUDS(2x_): HF#2/STUD GLUE LAMINATED BEAMS (GLB) 24F-V4(24F-V8 AT CANTILEVERS) 2x TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO"WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION, ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.10.1. ROOF DIAPHRAGM INSTALL MINIMUM 1/2"CDX PLYWOOD(32/16)OR 7/16"OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6"O.C,AND INTERIOR SUPPORTS WITH 8d AT 12"O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL MINIMUM 23/32"T&G STURD-I-FLOOR(24oc)SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6"O.C.;AND INTERIOR SUPPORTS WITH 10d AT 12"O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE-FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN CRITERIA: NOMINAL WIND SPEED —85 MPH RISK CATEGORY II ULTIMATE WIND SPEED— 110 MPH IMPORTANCE, I = 1.0 WIND EXPOSURE, B KzT= 1.00 SEISIMIC DESIGN CRITERIA: EQUIVALENT LATERAL FORCE PROCEDURE IMPORTANCE, le= 1.0 Ss= 1.25 SITE CLASS, D S1 =0.40 SEISMIC DESIGN CAT., D Sys=0.83 SETS. FORCE RES. SYS,A.15. SD1 = 0.43 DESIGN BASE SHEAR= 7797 Ibs Cs=0.13 RISK CATEGORY 11 R=6.5 2'-6" MIN. 2x TOP PLATE I WIDTH r • • = NAIL SHTG TO HEADER @ 3" OC EW (2) 3x STUDS UNO HEADER PER PLAN NAIL SHTG TO EXTEND OVER EACH STUD SHEARWALL - APA RATED SHTG i 10d @ 2" OC PER SW SCHED ALL PLATES HEADERS & STUDS HOLDOWN _ (3) 2x PLATES PER PLAN NAIL SHTG TO EACH PLATE (2) 5/8"0 A.B. 8" CONC STEM WALL EMBED 7" MIN (2) #4 VERT EA FACE CONC SLAB #3 TIES @ 8" O.C. CONT FTG W/ (2) #4 TOP r & BOT --_ 1 ' - 6 ' MIN. 1 RAISED SHEAR WALL (RSW2) NTS i_ SHEAR WALL PER PLAN TIGHT-FIT SOLID BLOCKING BOUNDARY NAILING PER STRUCTURAL NOTES ROOF SHEATHING PER R.UCTURAI NOTES ROOF FRAMING PER PLAN �L 2X LEDGER (OR RF TRUSS)W/ (2) 16d TO EA STUD TRUSSES OR RAFTERS PARALLEL TO WALL SHEAR WALL PER PLAN SHEAR WALL PER PLAN TIGHT-FIT SOLID BLOCKING TIGHT-FIT SOLID BLOCKING BOUNDARY NAILING PER BOUNDARY NAILING PER STRUCTURAL NOTES ;RFSHE AL NOTES ROOF SHEATHING PER ATHING PER STRUCTURAL NOTES AL NOTES NO) PER PLAN 2X CONT SOLID BLOCKING ROOF FRAMING PER PLAN W/(2) 16d TO EA STUD 2X LEDGER W/ (2) 16d TO EA STUD RAFTERS PERPENDICULAR TO WALL TRUSSES PERPENDICULAR TO WALL 2 SHEAR TRANSFER X SW TO SW THRU LOW ROOF NTS O D JD E=jDN D q �w2 sw2, 3 Ai- - 50ADF-D VgA"5 AND ALL F-XlI-Rl:ox NAI-L.s L OA "FO 6� P�1z sy,c_.1 unlp PAN "L`txy UPPF--I-, FLOO1Z L-ATLxA L- .� r. I �I ni O o l 3 � sy� Z SVs Z �St� p I cc� LN0 0 Ti oc E--A C G Usw z 47t N I� --� up vq ' � I i I rZ �r_Z -rZ 7_Z ALA- 60ADED wAl-L-5 AND oa14 AL-L- EXTLIK OX DIAL-L5 PL--AN Z9O 10 ?>E PEP, 6V4-1 LINO L-Oy.(Ett I---OOiZ L A-rEKA L, Permit#: 1767 Permit Date: 12/05/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Name: Tapert Homes Applicant Name: Tapert Homes Applicant Address: PO Box 2280 Applicant, City, State, Zip: Snohomish,WA 98291 Contact: Mark Tapert Phone: 425-330-9155 Email: mark@corstonellc.com Scope of Work: New SFR Valuation: 302071.13 Square Feet: 2439 Number of Stories: 2 Construction Type: Occupancy Group: ID Code: Permit Issued: 01/22/2018 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning TAPERT 31051000407700 21126 66TH AVE NE MARK/STEPHANIE (Vacant)Land Undeveloped /TAPERT ALEX (Vacant) Contractors Contractor Primary Contact Phone Address Contractor Type License License# Tapert Homes Mark Tapert 425-330-9155 PO Box 2280 CONSTRUCTION Labor andTAPERHL839LR CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 01/26/2018 R20.SFR/DUPLEX 06/06/2018 Completed FINAL Plan Reviews Date Review Type Description Assigned To Review Status 12/06/2017 RESIDENTIAL SINGLE BUILDING FAMILY Fees Fee Description Notes Amount Building Plan Review Table 4-2 $1,953.39 Building Permit Table 4-1 301,000 $3,005.21 Mechanical Base Permit Fee $25.00 Plumbing Base Permit Fee $25.00 Mechanical Commercial Permit Table 4-7;Per Unit $228.00 Processing/Technology $25.00 State Surcharge- 1st DU Residential- 1st Unit $4.50 Forced Air Heat fee per Btu $25.00 Gas Piping/Units Enter#of units $10.00 Mechanical Fee(Enter Fixture Fee) $25.00 Water Heater(Tank) $25.00 Total $5,351.10 Attached Letters Date Letter Description 12/26/2017 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 12/07/2017 Mark Tapert 67603260 cc $1,953.39 O1/22/2018 Mark Tapert 68214912 cc $3,397.71 Outstanding Balance $0.00 Notes Date Note Created By: 12/27/2017 Emailed that permit is ready to issue.KF Kristin Foster Uploaded Files Date File Name 02/06/2019 4485145-1767 6-6-18 Inspection Card.pdf O1/23/2018 2972968-1767 Issued Permit.pdf 12/06/2017 2822187-1767 Site Plan.pdf 12/06/2017 2822188-1767 Application.pdf 3DIA83S NVId saoawns 1d �1�3�021d w o o NOIS3a 3WOH 6E�� N� N co W woo"sue/dptI mMM S3WOH 1213ci�d1 :?.�M-un8 o N = ui r woo•sueld pleje ua mmm t ivu 3 W 3 a) W c r a Lr) 00mm W r N t 0 N rrNd' O O Zz w w Of LL o W5, zQa � U "� - W 1 Q Zcr " LL1 � JQW I— N LL `l � _ � to W Q — z r W � " W p Q O H U` OO � � { x �, � a� �, Q � � F- (D u ';.t Z i J s�s ,., .J "rf� sw r Q. r W sL�L7 LLJL.JLL QJ O 0 �}o. 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