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Home My WebLink About9007 171st Street NE_BLD1437_2026 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. I� Project Address: 00 �� S'r s�i� � /1� lat: �7,2E(2OR /A �or Single-family ❑ Duplex ❑ Townhouse ❑) Addition Accessory structure Proposed Area: 151 Floor: CI L 3 2nd Floor: t(I L Garage: Total SF: Describe Proposal (include cross street): _ ?, fV :7D b'E Valuation Owner: _4x( �ME-5 Address: (1Y/0 ME /, /* !Z I 4103 City: 2[G State:Wl- Zip Code: Phone: ST Email: WA=. ot5 cj (,4/A*tf_5. CoAt Applicant: VtA e — / 6-T 00 LLC— Address: n ) /VF_ l)yr* 5T-#LU3 City: LEk1+'A/'PState: �!/ _ Zip Code: Phone: qk- _ Zj2w � Email: vLr5 �C-�//-fn�ta . CPA-,- Contractor: Z-6/ ( �5 — "51-� IV Address: Ly�o A)e, �f #m City: V L/I State: Zip Code: 903 Phone: 4 _ ! Email: &0116 47A444 P Z 4 1/4uz�s.00 4-, Contact Person: &411- License Number:/6&655�1&xpiration: 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development � ! SO 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 'U;__ Sink (1.5) x I qf--Shower (2.0) x {-lavatory (1.0) x ❑ Clothes Washer (4.0) x Water Closet(2.5) x 3 [Dishwasher (1.5) x Water Heater x i Hose Bibb (2.5) x Water Heater Model # 'F --tither (list) x 4 0 l� C 15Z A) Plumbing Section Continued 2 if 5 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 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: r --Furnace (80+) Model # �j'ij f/�*,��Si�- AFUE ,5 ❑ Heat Pump Model # SEER HSPE AC Unit Model # SEER LJ Type II Hood 0 Commercial Cooking Appliance L Hydronic Piping 0 Boiler J Solid-Fuel Appliance PV System ❑ Fireplace Insert ❑ Outdoor BBO ❑ Storage Tank freestanding Stove -Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ rr Pipe Material: 6ACk5u Pipe Size: Total BTU's of all Appliances: �y r 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 /4) 14� /q Applicant Signature: I/ - Date: 9 Print Applicants Name: G!. 4TT- 4))ko� q,5 6/16LP Page 3 of 3 i 47CITY OF ARLINGTON � 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9007 171st Street NE Permit#:1437 Parcel#: Valuation:264649.77 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 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: ` -B DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: 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. IBC1 IO/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the C' of"ngtQn must be reported on your sales tax return form an cod Cit fi Mington/3101. _ ignature Print Name Date Released By Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New ones will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. 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 5/10/2017 Building Permit Fee $2,719.73 5/10/2017 Building Plan Review Fee $1,767.82 5/10/2017 Furnace $25.00 5/10/2017 Gas Outlets Base Fee 1 to 5 $10.00 5/10/2017 Mechanical Fee(Enter Fixture Fee) $25.00 5/10/2017 Mechanical Permit Base Fee $25.00 5/10/2017 Park-Community MF $1,662.00 5/10/2017 Plumbing Permit Base Fee $25.00 5/10/2017 Plumbing Permit Fee(Enter Fixture Fee) $168.00 5/10/2017 Processing/Technology Fee $25.00 5/10/2017 State Building Code Surcharge Fee $4.50 5/10/2017 Traffic Mitigation $3,355.00 5/10/2017 Water Heater $25.00 Total Due: $9,837.05 Total Payment: $1,767.82 Balance Due: $8,069.23 CALL FOR INSPECTIONS BUU,DING(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 SETBACKS NOTES.• FRONT 20' .BUILDING DIMENSIONS ARE Tn EXISTING CONTOUR SIDE 5' FALF 0,,FOUNDA AAN J (TYP.) REAR 5' •GRADING 9YONN AS DESIGN ACTUAL LOCAAON MAY VARY aO� •SLAPS DRIVEWAY TO PUBLIC ROAD I 5'BSBL RNISHED LICWTOUR PROPERTY / •_%T FENCE TO BE INSTALLED PER CITY OF ARLINGTONS STANDARD (T)P) CORNER •SIL T FENCE TO BE INSTALLED ON N8914'11"W IMP) 6RADIENT SIDE OF BUILDING 45.00 _l PARCEL •CONSIRUCAON ENTRANCE TO BE r — — r �' � INSTALLED P£R qTY GF ARLINGTGNS STANDARDS I I STORM NO TES: •TESC INSTALLED PRIOR TO y CONSAti'UCAON BU NC I I h I •BARE SOILS COVERED WTH MULCH OU £ I I PA TO 12 Sr I nNj I 0?AN07HER APPROVED BMP •TOPSOIL PER NSDAE BMP T5.13 I •ALL 0017E RUNOFF CONNECTED TO 5' J5.00 PRIVATE STORM STUB 'BSBL •SITE SHALL BE STABILIZED PRIOR LOT28 TO BUILDING PERMIT BEING FINALIZED r� PROPOSED RESIDENCE RG OVERHANG SITE NOTES: KETRE-2159 GARAGE RIGYlT J, •AGHRINE FOOANG DRAINS AND R00F DRAINS TO PERMANENT STORM DRAINAGE SYSTEM PER APPROVED PLAT DRAINAGE PLAN I o i 0W FILE WA/ THE COUNTY. •AREA OIL DISTURBANCE INCLUDES STORM El£ OU 004.50 GARAGE Z I SEN£R ENARELOT. AND FOOAN61 S 20.00 COI�VECACIN LEGEND: OR L 10.5 ?SF .° I_— o- BLOW OkT I ^. - -- DR/VEJ 0 — — — — — — - ® WATER METER 10' FS 5'PRIVA lE 4( RRE HYDRANT 24� STORM EAZWN so� AIR VAC 10' PUBLIC UAL - ° 1 _ _ ® CATCH BASIN EASiMEN 45.00 s O CLEANOUT ° °4 .1 Nd 9 20'49.I ° a ° o d O MANHOLE P OPER ER, Vi• ` XFSE� ), m-I I I L BLOCK WALL Ati'EE REMOVAL 7TNwc ER 12'WATER 1 h7IST S 'M _l 16400 8'SfNER i ISCALE 1'= 20' LOT28 SITE PLAN r . ' GREGOR Y RA RK LG1 HOMES PLAN NO. KETTLE-2159 LOT AREA = 4,347 SF DATE 411912017 PARCEL # LOT 28 HOUSE= 1,588 SF 1471 1 NE 291h Pl—,N 101 DRIVEWAY= 452 SF C e0"",w.'hi'gl"98007 DESIGNED CORE ADDRESS 9007 171ST ST. 425.885.7877 Fox 425.885.7963 WALKWAY/PA90 = 12 SF `DESIGN PROJECT NUMBER TOTAL= 2052 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:9007 171st Street NE Permit#:1437 Parcel#: Valuation:264649.77 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 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: `/-B DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: 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. IBC1101IRC110. SALES TAX NOTICE:Saks tax relating to construction and construction materials in the C' o�nmustorted on your sales tax return form an codqdCit f ington 3101. _ ugnature Print Name Date Released By Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New ones will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. 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 5/10/2017 Building Permit Fee $2,719.73 5/10/2017 Building Plan Review Fee $1,767.82 5/10/2017 Furnace $25.00 5/10/2017 Gas Outlets Base Fee 1 to 5 $10.00 5/10/2017 Mechanical Fee(Enter Fixture Fee) $25.00 5/10/2017 Mechanical Permit Base Fee $25.00 5/10/2017 Park-Community MF $1,662.00 5/10/2017 Plumbing Permit Base Fee $25.00 5/10/2017 Plumbing Permit Fee(Enter Fixture Fee) $168.00 5/10/2017 Processing/Technology Fee $25.00 5/10/2017 State Building Code Surcharge Fee $4.50 5/10/2017 Traffic Mitigation $3,355.00 5/10/2017 Water Heater $25.00 Total Due: $9,837.05 total Payrtrenl: $1,767.82 Balance Uue: S8,069.23 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 a ftcrnoon Permit Information Date 4/21/2017 Permit Number 1437 Project Name Gregory Park Applicant Name LGI Homes-Washington, LLC Applicant Address 11410 NE 124th Street,Ste#103 City,State,Zip Kirkland,WA 98034 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes com Permit Type Single Family Residence Site Address 9007 171 st Street NE Valuation 264649.77 Status Applied Permit Issued Permit Expires Square Feet 2577 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel#: LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1450 LAKE ROBBINS DR STE 430 9007 171st Street NE THE WOODLANDS,TX 77380 Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington, 360-353- Labor and LLC Jake Jabusch 3588 ake.jabusch@Igihomes.co CONTRACTOR Ilndustries I_GIHOHL857M Review Date Type Description I TargetDate Completed Date I Assigned To I Status 4/21/2017 Residential Demolition I/28/2017 11Rick Karns 111n Review Fees Fee Description Notes Amount Building Plan Review Feel 345.83.00.00 $1,767.82 Total) $1 767 81 Payments Date Paid by Amount I Description I PaymentType I Accepted B 4/21/2017 ILGI Homes-Washington,LLC $1,767.82PIan Review Pheck#4448 jKristin Foster Tota 11 $1,767.821 Amount Outstanding:$0.0 Notes Date Noto 4/21/2017 Lot 28-Plan 2159 Kettle Uploaded Files Upload File Date File Uploaded B 4/21/2017 2:07:16 PM 1437 Application.pdf Foster,Kristin x 4/21/2017 2:07:16 PM 1437 Site Plan.odf Foster, Kristin x to-r— �c4 G`'Y 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: t74 C'�/ S'r S In_ / ?_Plat: C7,2EUDR 1 oLe Single-family ❑ Duplex 0 Townhouse 0 Addition 0: Accessory structure Proposed Area: 1" Floor: q9 L 3 2"d Floor: L(l L Garage: Total SF: Describe Proposal (include cross street): 7. _ Valuation '2'� Owner: Gfil Address: / 1#0 /U% I)YY4 g(4/03 City: R_ State: Wk- Zip Code: 7�go3y Phone: _5_- 07-9 T Email: WA j�Aot5 rV Applicant: ( d1�t.� A/6770� L L r- Address: lU 1,2 y f* 5T—"#(OU City: Lgk(+A1PState: Zip Code: Phone: __1�� C� Email: CCA�?+Pt4 5 Contractor: L�l r,L<4— Address: 1l51 D AJ_ 12Y'71 -Ifl #103 City: VL1Jk,-t, State: Zip Code: Bv3 Phone: 4(,�T - 79 Email: Contact Person: N V License Number: Expiration: U oq- Received APR 2 0 7017 AID 1�3� 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 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) 'Bath/Shower Combo (4.0) x �� -,[�1 Sink (1.5) x I I Shower (2.0) x f�J_Lavatory (1.0) x Clothes Washer (4.0) x i�j Water Closet(2.5) x -> 1 I. Dishwasher (1.5) x Water Heater x Hose Bibb (2.5) x -� Water Heater Model # �Y- 'c�--Other (list) x ,.._., � -1-fti.�3 � 0 �tti.l ►rt �rz�.- � ^j Plumbing Section Continued z ff Proposed Water Piping Size: / Proposed DWV Material: 5 f� 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 y .a �A a� 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: Furnace (80+) Model # slq AFUE FS` ❑ Heat Pump Model # SEER HSPE AC Unit Model # SEER 0 Type II Hood 0 Commercial Cooking Appliance ❑ Hydronic Piping D Boiler 0 Solid-Fuel Appliance ❑ PV System 0' Fireplace Insert 0 Outdoor BBQ ❑ Storage Tank 44`-Freestanding Stove -Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ ff Pipe Material: 34cidu Pipe Size: Total BTU's of all Appliances: �[7 �f Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Name: 6/16LP Page 3 of 3 I BUILDING INSPECTION REPORT— Residential Final I Permit No. 1437 Address: 9007 171st Street NE Contractor: LGI Homes -Washington, LLC Owner: LGI Homes - Washington, LLC Date: 10/16/2017 ❑ APPROVAL 2 PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: ❑ ACCESS: PLUMBING: Q MECHANICAL: E' SMOKE DETECTION: CO DETECTION: 2' LIFE SAFETY: Cl DECKS: E]"' HANDRAILS: PLANTINGS: 12/ WATER: / SEWER: � LIGHTING: `-- FINAL ELECTRICAL: C� BLOWER DOOR/DUCT CERT: O -NUS CATION EC R :T ❑ Inspector:Date: 10/16/2017 Ins K� p __ n OI aTIftr SETBACIfS NOTES: ONT 20' •BUILDING DIMENSIOWS ARE 70 — I EZISANG C'CW1L71UP WE 5 FACE OF FOUNDA710W ! (TYJR) FEAR 5' •GRADING SHONN AS DESIGN ACTUAL LOCAAOW MAY VARY •SLORE DRIVEWAY TO PUBLIC ROAD 5'BSBL •SIL T FENCE TO BE INSTALLED PER l FINISHED COVTOUR PRLWRTY CYTY OF ARLINGTONS STANDARD (T)P.J I CORNER •S/L T FENCE TO BE INSTALLED OW N8974'11"W (7)P) 6RADIENT SIDE OF BUILDING 45.00 PARCEL •COWS7RUC776W ENIRANC£ TO BE r 4 INSTALLED PER CITY OF 484--- ARLINGTOWS STANDARDS STORM NOTES: y I I V I I 462--- •IESC 1NUCAOND PRIOR TO COWBUILO/NG I h I •BARE SOILS COVERED W P/MULCH GU71/NE I PA AO 12 Sr I I OR ANOTHER APPROkED SUP .TOPSOIL OIE PER NSD BMP 5.13 (EFF 11"DEPAV) I •ALL OVS17E RUNOFF CONNECTED TO 5. 3J`'00 , STORMPRIWE BSBL •577E SUALL BE STABILIZED PRIOR W LOT 28 TO BUILDING PERMIT BEING z I RNALIZED PRLPOSED R£S10ENCE 'ROOF OVERHANG S/TENOTES.- KEmE--2159 GARAGE RK,YIT '~� co •AGHR/NE FOOANG DRAINS AND o Q' �O 1'SBBfSY- I ROOF DRAINS TO PERMANENT STORM DRAINAGE S67EM PER r.� �01 APPROVED PLAT DRAINAGE PLAN �I RAGE % p I v ` .AR BL£ NTH THE COUNTY AREA OF 0/SIURBANC£INCLUDES STORM CLE OUT o 4.50 Z I NE7P EN77RE LOT. CONNECT o g COI £CAGW LEGEND. AND F0071 h h 2[2 OR 10' BLOW OFF - - - - L _ 2 srL--� --- -- (�ORIVffAY' 20' L 5'PRIVATE SlO4M WA TER MEIER « R7RE HYDRANT 1„^ \, 24 10' EASEMEN •#- AIR VAC � / PUBLIC UAL I 0 ® CATCH BASIN EASEAVEN 45.L. s ^ v O CLEANOUT NW20'49 ^ ^ 4 O MANHOLE - BLOCK WALL AV££REMOVAL WAIER 12'WA IER SERNCE AI 7 fST ST.1 NE m,,o 8'S£N£R �` SCALE I'm 20' LOT28 I- ` I SITE PLAN r ^ tl GREGOR Y PARK LGI HOMES PLAN NO. KETTLE-2159 LOT AREA = 4,347 SF HOUSE= 1,588 SF DATE 4/19/2017 PARCEL # LOT 28 147I I NE 291h Ploce,p701 DRIVEWAY= 452 SF W-hmg—98007 DESIGNED CORE ADDRESS 9007 171ST ST. 425.885.7877 F—425.885 7963 WALKWAYIPATO = 12 SF PROJECT NUMBER TOTAL= 2,052 SF ENGINEERING PLANNING • SURVEYING DRAWN CAF 13024L-GRGOO 1 re NASH &ASSOCIATES ARCHITECTS 0 Icy COPY PLAN 215 9 BEAM, LATERAL & SEISMIC CALCULATIONS REGISTERED A ARCHITEC n � , c Ao( •ornnS NASH '; STATE OFWASHINGTON ,.:r..��.r.. .„ . Received APR 2 0 Z017 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM ..T �t � �';` � 7 CLIENT:, dm H-ASSOCIATES BEAM DESIGN DATA PROJECT. C11lTE-CTS DATE:- NAME: Roof Loads: LL 25#/sf DL 15 #/af 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 15 Masonry: Per IBC 15 Steel: Per IBC 15 Flood: Per IBC 15 Nailing: Per IBC 15 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 & Hem Fir #2 Rafters: fv = 150 fb = 650 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF'KI) E = 1,800,000 l 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM w I I Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-13 Date: 7/20/16 selection 4x 6 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.9 in2 R2=2.9 in (1.5)DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1125# Reaction 2 LL 1125# Beam Wt per ft 6.17# Reaction 1 TL 1815# Reaction 2 TL 1815# Bm Wt Included 31 # Maximum V 1815# Max Moment 2269'# Max V(Reduced) 1377# TL Max Defl L/240 TL Actual Defl L/879 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in') Shear in' TL Defl in LL Defl Actual 30.66 25.38 0.07 0.04 Critical 23.27 11.47 0.25 0.17 Status OK OK OK OK Ratio 76% 45% 27% 21% Fb(psi) Fv(p_sil E(psi x mil) Fc (psi) - Values Reference Values 900 180 1,6 625 Adjusted Values 1170 180 1.6 625 Adiustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:450 Uniform TL: 720 =A Uniform Load A R1 = 1815 R2= 1815 SPAN =5 FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-C Date: 7/20/16 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.9 in R2=2.9 in2 (1.5)DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1125# Reaction 2 LL 1125# Beam Wt per ft 6.17# Reaction 1 TL 1815# Reaction 2 TL 1815# Bm Wt Included 31 # Maximum V 1815# Max Moment 2269'# Max V(Reduced) 1377# TL Max Defl L/240 TL Actual DO L/879 LL Max Deft L/360 LL Actual Defl L/>1000 Attributes Section in' Shear(in') TL DO in LL Defl Actual 30.66 25.38 0.07 0.04 Critical 23.27 11.47 0.25 0.17 Status OK OK OK OK Ratio 76% 45% 27% 21% Fb(psi) Fv(psi) E(psi x mil Fc I (psi) Values Reference Values 900 180 1,6 625 _Ad'usted Values 1170 180 1.6 625 Adiustinents CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:450 Uniform TL: 720 =A Uniform Load A 0 0 R1 = 1815 R2= 1815 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. i Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 7/20/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.6 in2 R2= 1.6 in' (1,5)DL Defl= <0.01 in, Data Beam Span 5.0 ft Reaction 1 LL 800# Reaction 2 LL 800# Beam Wt per ft 7.87# Reaction 1 TL 1020# Reaction 2 TL 1020# Bm Wt Included 39# Maximum V 1020# Max Moment 1275 W Max V(Reduced) 705# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in') Shear(in') TL Defl in LL Defl Actual 49.91 32.38 0.02 0.01 Critical 14.16 5.88 0.25 0.17 Status OK OK OK OK Ratio 28% 18% 7% 7% Fb(psi) Fv(psi) E(psi x mil Fc (Psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform ILL 320 Uniform TL: 400 =A Uniform Load A 0 R1 = 1020 R2= 1020 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. i Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 7/20/16 Selection 3-1I8x 9 GLB 24F-V4 DFIDF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=5.8 inz R2=5.8 in' (1.5)DL Defl= 0.06 in Recom Cambe-0.09 in Data Beam Span 6.0 ft Reaction 1 LL 2430# Reaction 2 LL 2430# Beam Wt per ft 6.83 # Reaction 1 TL 3771 # Reaction 2 TL 3771 # Bm Wt Included 41 # Maximum V 3771 # Max Moment 5656'# Max V(Reduced) 2828# TL Max Defl L/240 TL Actual Defl L/571 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section !j Shear in= TL Defl in LL Defl Actual 42.19 28.13 0.13 0.07 Critical 28.28 17.67 0.30 0.20 Status OK OK OK OK Ratio 67% 63% 42% 35% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:810 Uniform TL: 1250 =A Uniform Load A 0 R1 =3771 R2=3771 SPAN =6 FT Uniform and partial uniform loads are Ibs per lineal ft. I I Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-3 Date: 7120/16 Selection 3-1/8x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 10.3 in'R2= 10.3 in (1.5)DL Defl= 0.12 in Recom Camber=0.19 in Data Beam Span 10.5 ft Reaction 1 LL 4148# Reaction 2 LL 4148# Beam Wt per ft 11.39# Reaction 1 TL 6675# Reaction 2 TL 6675# Bm Wt Included 120# Maximum V 6675# Max Moment 17521 W Max V(Reduced) 5086# TL Max Defl L/240 TL Actual Defl L/483 LL Max Defl L/360 LL Actual Defl L 1924 Attributes Section in' Shear W TL Defl in LL Defl Actual 117.19 46.88 0.26 0.14 Critical 87.61 31.78 0.53 0.35 Status OK OK OK OK Ratio 75% 68% 50% 39% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:790 Uniform TL: 1260 =A Uniform Load A 0 R1 =6675 R2=6675 SPAN= 10.5 FT Uniform and partial uniform loads are Ibs per lineal ft. }{ I I I I Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date: 7120/16 Selection 15-1/8x 18 GLIB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 11.0 in2 R2= 11.0 in' (1.5)DL Defl= 0.30 in Recom Camber=0.46 in Data Beam Span 20.0 ft Reaction 1 LL 46004 Reaction 2 LL 4600# Beam Wt per ft 22.42# Reaction 1 TL 7124# Reaction 2 TL 7124# Bm Wt Included 448# Maximum V 7124# Max Moment 35621 W Max V(Reduced) 6056# TL Max Defl L/240 TL Actual Defl L/357 LL Max Defl L/360 LL Actual Defl L/651 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual 276.75 92.25 0.67 0.37 Critical 184.57 37.85 1.00 0.67 Status OK OK OK OK Ratio 67% 41% 67% 55% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2316 240 1.8 650 Adiustments Cv Volume 0.965 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:460 Uniform TL: 690 =A Uniform Load A R1 =7124 R2=7124 SPAN=20 FT Uniform and partial uniform loads are Ibs per lineal ft. - - - - CLIENT: NASH-ASSMATES WIND AND 5EISMIG DESIGN DATA PROJECT: - A R C 11 i'T r c T s PER 2015 I BG DATE: NAME: WIND DESIGN GRITERIA DESIGN PER ASGE 7-10 I.NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. RISK CATEGORY 11 1.00 5. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRES64JRE COEFFICIENT +/--55 5. COMPONENTS AND CLADDING DESIGN PRE55URE +/- I6 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 BUILDIN65,STRUCTURES,AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND A5CE 7-10 SIMPLIFIED METHOD TO BE U5ED FOR WIND DESIGN PER A5GE 7-10,SECTION 2-15 (BUILDING HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE IcIb PSF PER TABLE 2-1.6.1 "EXPOSURE B" WOOD DESIGN PER SEGTION5 2504-2506. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RE515T WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 3 PA 5DPW5 AND PROVISIONS OF SECTIONS 2505-2506 5EISMIG DE516N DATA DESIGN PER ASGE 7-10/5ECTION 1615 1.SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD AGGELERATION 55 1.66 *see footnote at bottom of page 5. 1 SECOND ACCELERATION 51 0.748 *see footnote at bottom of page 4.51TE CLA55 D (default class per IBC) 5. SPECTRAL RESPONSE COEFFICENT 505 OAl2 *see footnote at bottom of page 6.SPECTRAL RESPONSE GOEFFICENT 5„ 0.748 *see footnote at bottom of page 7. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORGE RESISTING 5Y5TEM PLYWOOD SHEAR WALLS 9. DESIGN BASE SHEAR (see 5elsmic calculations) 10. SEISMIC RESPONSE COEFFICIENT Gs 0.13 II. RESPONSE MODIFICATION FACTOR R 65 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 13. R15K CATEGORY II THE ANCHORAGE OF WALL5 SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASGE 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 RE-5I5T MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10,SECTION 12.10.2.1 BASE SHEAR V= (F 505/W W ANCHOR BOLTS: 5/8" DIA X 10",A507 OR BETTER W/7" MIN. EMBEDMENT. V= 1104#/BOLT * PER U5G5,THE MAXIMUM `-A IN THE STATE OF WASHINGTON 15 0.748. ALL SEISMIC DESIGN VALUES USED IN THI5 ANALY515 ARE BASED UPON THI5 NUMBER. SINGE SI I5 LE55 THAN 0.75, THEN USE SEISMIC GATEGORY D IF R15K CATEGORY 15 I, 11,OR III 8003 118t.h AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM x d C�" � � � i i _ � i � i r � � I I - -- I I I 1 � 1 � 1 �� -- J' oc--a - i i i i i i i i i i i i i i mvls i N. �.�., .� k �, N N ~ � � � � v s �' O a � � � ro ND 2v ► ,k ... � � � O' N c�� V �J -- - N � w �_ LATERAL CALCULATIONS CUE". NASH&ASSOCIATES WIND WORKSHEET PROJECT. r\ It C I I IT 1:.C'[ S DATE; 05 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED Nam; 14.6 PSF - FRONT ELEVATION LEFT ELEVATION PEAR ELEVATION FIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W x H x (see chart for wind pressure WALL SHEAR WAIL 0 specified height) LENGTH (ft) (#/ft) TYPE T Zvi LI) e g 7 31 cj cl �P 2Pka �l�� 6 f Z�3 23zg 30 � � � ----- �uP /dk�kr arG ) 2�3 z Z5 ' .7 fIP7 _ (�erjelak(Cy(rol 4-300-7 &( 7u �1(� ( lS�l PI- (� rC 57 (15 � �zl?� 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWII NASH—ARCHITECTS.COM i �� CLIENT: _ 11 NASH-ASSOaATM SEISMIC ANALYSIS PROJECT: ARC.11ITECTS DATE: NAME: i Weight of Building: Roof Assembly: Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt Plywood - 150 #/ft Felt - 0.15 #/ft. Felt - 0.15 #/ft y #/ft 1/2 Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses w 24" o.c. - 1.75 #/ft Trusses ref 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-38 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#/It Total 9.75#/ft Total 9.90#/f t Total 17.90#/ft Use 10.00#/ft Use 10.00#/It Use 18.00#/ft let do 2nd Floor Assembly: Caret / Pod - 0.50#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft 2x10 ® 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 hall Assembly. Exterior Wall Assembly. 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 V 18" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x6 0 16" o.c. - 1.37 #/ft Total 5.10 #/ft R 2 1 G�latlon - 2.10 /fft t Use 8.00#/ft Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 11644 N.E. 80th St. Kirkland, WA 98033 (425) 028-4117 Fax (425) 822-1918 WWW.NASH-ARCHITECTS.COM f 1 r CLIENT: NASH=ASSOCIATES - - SEISMIC ANALYSIS PROJECT_ A R C I I I I'F f:'I'S DATE! NAME- 2 I SEISMIC: V = (Co) (Wdl) (Plywood) 2nd Level• Roof: (Asphalt / Cedar Shake) 10#/ft X /z sf or (Tile) 18#/ft X. sf Exterior Walls: L x 10#/sf x 1/2 (h) 194 Z 1r!a lry .S6 g (E2) Interior Walls: L x 8#/sf x 1/2 (h) WOO O /S67 k-%. Gj (Io TOTAL' = 23 3 0 1st Level• Roof: (1st Floor Roof) 10#/ft X 7.00 sf = ZOO O 2nd Floor. 10#/ft X_ _0 sf = IIOC-26� Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) SG 949 /-S-D k(O k q, r Interior Walls: (I� + L x 8#/sf x 1/2 (h) 7CPS N000 f- 6O k P kue J- � cI1) TOTAL• = 3 r-lO 7 0 --- ~-� S'7 zoo Basement: 1st Floor. 10#/ft X sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL: _ 1 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS.COM CLIENT: -+ NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCIiITLcTs DATE: NAME: 3 BASE SHEAR: BASE SHEAR V= (F 5M/W►4 V= F (.972J/65= .144 LEVEL 2: Wdl Z3 I # x 0.149 = 3' u -( LEVEL 1: Wdl '7'u�'d # x 0.149 = 51 y TOTAL: Wdl J Z x 0.149 = q,2, 5 Z. (V) Dead Load He' ht Moment Shear ® Stor Level (Wdl) (h� (Wdl)( Fx = [(Wdl)(h)TV Remarks (Wdl)(h) 2 23, Ig ��S-S �rr,eCg, rzl. ass � 3LA is - C, Total 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH-ARCHITECTS.COM �, �y tY 11 NASH&ASSOCIATES CLIENT: A It C I I ,T,-, C T s SEISMIC ANALYSIS PROJECT: DATE: NAME: 4 - a - oow s �_ xz � 5 4 p M Ew �x z U^� z A a C�-� N N yW t` Z w (p(�� z aU3 ti N ti a ` N � � NRsL1 a N cv N N N r 11644 N.E. 80th St Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 J� ti`'�� WWW NASH-ARCHITECTS.COM e CLIENT. NASH&ASSOC ATFS SEISMIC ANALYSIS PROJECT' ARCIIITEC'I'S DATE' NAME' 6 Redundancy Factor W. - I Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 ` CzJCg` 12 � . . _ _ '_'(°111 - � yr s /Y L 2. Maximum actual shear Vmax = Largest seismic wall shear ef ss — ( 3 sCt 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) Z - oe wl'yp G��7wf 11644 N.E. 80th SL Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS.COM � 'i L' ' Prescriptive Energy Code Compliance for All Climate Zones in Washington pro/ect lnforrilation Contact Information Plan 2159 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 mate ones R-Value U-Factor` Fenestration 1-1-Factor" n/a 0.30 Skylight 1-1-Factor n/a 0.50 Glazed Fenestration SHGC n/a nla Ceilingk 49' 0 026 Wood Frame Waii`J 'n 21 int 0.056 Mass Wall R-Value' 21/21" 0 056 Floor 309 0.029 Below Grade Wall"n 1 10/15/21 int+ TB 0.042 Slab"R-Value& Depth 1 10,2 ft n/a 'Table R402 1 1 and Table R402 1 3 footnotes inchided 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 U Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02, 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. L]4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Ciplion Descri Lion t.redl!s la icient Building Envelope 1a 05 n lb Efficient Building Envelope lb i l U 1c tllicientBuilding Envelope 10 2.0 Id Efficient Building Envelope ld U,5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b it Leakage Control and Efficient enti ation 2b 1A n 2c Air Leakage Control and Efficient Ventilation 2c 1.5 n 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 1.0 58 Efficient Water Heating 5a 05 n 0.5 5b Efficient Water Heating 5b 1 0 L11 1.0 5c 1EHIcient Water Heating 5c 1.5 5d IEfficient Water Heating 5d 0.5 6 kenewable Electric,Lnergy 0.5 '1200 kWh 0.0 Total Credits 3.50 `Please refer to Table R406,2 for complete option descriptions Received APR 10 N11 Window, Skylight and Door Schedule Project Information Contact Information Plan 2159 Width Height Ref. U-factor Qt. Feet Inch Feet inch Area UA Exempt Swinging Door(24 sq. ft. max,) 1 E�H0.0 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 0.0 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet inch Feet inch Area UA House to Garage Door 0.30 1 2 16 16 8 17.8 5.33 Entry Door 0.30 1 3 1 16 6 20.0 6.00 Vinyl Frame Window 0.30 3 2 1 2 12.0 3.60 0.30 33 5 45.0 13.50 0.30 1 6 6 Ila1 41.0 12.30 0.30 4 5 5 100.0 30.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0,00 0.0 0.00 0.0 0.00 O.Oj 0.00 - 0.01 0.00 0.01 0.00 0.01 0.00 0.0j 0.00 0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 1 235.81 70.73 Vertical Fenestration Area Weighted U=UA/Arsa 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet 'n";h Area UA 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U= UA/Area 1 .00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 235.81 70.73 Simple Heating System Size:Washington State This heating system sizing calculator is based on the Prescriptive Reguirements of the 2015 Washington State Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate healino loads only ACCA procedures for sizing cooling systems should be used to determine cooling loads, 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. Pro ect Information Contact Information Plan 2159 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) 51 Puyallup AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Conditioned Floor Area(sq ft) 2.159 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.31 20,143 Glazing and Doors U•Factor X Area UA Instructions 0.30 236 70.80 Skyli-ghts U-Factor X Area IS UA Instructions 0.50 --- Insulation Attic U-Factor X Area UA Instructions n 0.026 1.319 34.29 1 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions Select R-Value . NO selection •-- Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions 6 R-21 Intermediate .l ` 0.056 2.300 128.80 Floors ) U-Factor X Area UA Instructions M R-30 0.029 1.319 38.25 Below Grade Walls rsee Figure 11 U-Factor X Area UA Instructions No Below Grade Walls in this project. -• --- Slab Below Grade fseeFioure i) F-Factor X Lon th UA Instructions r Select conditioning .1 No selection ••• Slab on Grade(see Figure 1) F•Factor X Longth UA Instructions hNo Slab an Grade In likes pmJect. Location of Ducts Instructions Conditioned Space V Duct Leakage Coefficient I 1.00 Sum of UA 272.15 Envelope Heat Load 13,879 Btu/Hour Figure 1. Sum of UAXAT Air Leakage Heat Load 11,095 Btu/Hour VolumeX 0.6XATX,018 A6ove�.de Building Design Heat Load 24,974 Btu I Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 24,974 Btu!Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 34,964 Btu/Hour Building and Duct Heat Loss X 1,40 for Forced Air Furnace Building and Duct Heat Lass X 1.25 for Heat Pump (07101113) L •a r ' 5-00-00 35-00-00 11-03-08 7-00-08 16-08-00 FT12 FT01 LUS46 FT 11(3) 0 o LUS46 P Fro2(5) b wsaS 0 0 0 LUS46 FT10(2) LUS46 FT13 o FT09(3) FT03(3) 0 0 FT08 w 1v b I+ • N g LUS46 9 P p p LUs" 9 —b LUS" m 0 i N a LUS" b FT07(9) FT04(9) o p LUS46 w o LUS46 v A O LUS46 9 n LUS46 W LUS46 m 9 N FT06 FTO 3-00-00 5-02 17-11-10 18-07-04 40-00-00 N I GpP`t m ��O o r— SD = �°x° ai Z D A Z �N gQ =Z m f.1 D -� (n 0 OZ II m r 3 j Z si Dm °' W Z o m m ,(� C) �n< UJ :3 `, ,,,,@@ ma n= CD Receiver A C �» .Ao{ m Cnno pczi pmyc °' moo 5; APR /APR (� (� �mvWAm nZ01'7 CD DIAGI— PR Q$u��d Arlin ton, A 982 1wSIgA TRUSS..d.iEh . Widd.1 I& Arlington,WA 98223 r.lp o- W. du- . itl,Wi l building p wmp.nmU b be inwry.rald inm the buildotg design Phone: 1-360-925-4155 m=aPce uG.n.r$=b.ddmg d,is _ma Mwia.al a«ign,h-rnr ram v..,aaip id.— e•� .n We plac(b,I—, M, The building daig.ar: LGI Homes .-fr.r lw pp.d and prn anrnl brrc gof Nc r 11/11/16 13:56:48 wnr.ne nwr r n.nd r.r m=.. u rw=wr m= aa.ig..f the Wea aupp.M1 ahucNre m=mamg bwda,a, bunk.wall.,a.d c.lum�w u�M1e rup.�uibiliry of N< Gregory Park-2159 A/B-Floor Larry Livingston B1605554F2 buidmg dnig n For genml g id nm a=g a g n,. S.c.nr.n_'d S nr,..nd m .>MI. bum 6.T. Plab 1d11NY,583 O'O—.Drive; " ,Arlington,WA I,Udu.'11531]9 ��. �� t f� MM W1, MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1605554F2 2159 Floor The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by ProBuild West(Arlington,WA). Pages or sheets covered by this seal: K2574483 thru K2574499 My license renewal date for the state of Washington is May 16,2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. 016MLL 6 Q�19�pF WAs 4< y� C0 51398 aq,� �A�, FClS7'ERQ G� November 15,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. i Job Truss Truss Type Qty IPIy 2159 Floor 81605554F2 Bpi FLOOR BLOCKING 9 1 K2574483 Job Ref r ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:03 2016 Page 1 ID:2Q1 KxXbJ5a0jPSVFOBuIP3yBN?f-xZToQvcBT4Tepocv68OF3VkUwcGm9kt4FzFcmByJIZE 2x4 II 1 3x4= 2 3 Scale=1:10 7 5 4 2x4 11 3x4= 0- 2 _P�d1sQKflQ1s_(X.Y)— (2:0.1-8.EdS2 f4&-1-8.Efte1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:9 Ito FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-6 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 5=66/1-8-8.4=204/1-8-8,3=-93/1-8-8 Max Uplift3=-93(LC 1) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Gable requires continuous bottom chord bearing 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint 3. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Did(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �RRILI,6 WASStic�F-�`�� o �, 51398gI`� o� FcIS�R�° NAL��G November 15,2016 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev.10/07/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss 2159 Floor Type pry My B1605554F2 BP2 FLOOR BLOCKING 1 1 K2574484� ,job F�eferellce ftwtwnell ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:03 2016 Page 1 ID:2Q1KxXbJ5a0jPSVFOBuIP3yBN?f-xZToQvcBT4Tepocv6BOF3VkUBcGo9kt4FzFcm8yJIZE 2x4 I r 1 3x4= 2 3 Scale=1:10 7 0 us 5 4 2x4 11 3x4 = 1•&10 1-ti 10 Plate Offsets(X.Y)— (27Q-1-8.Edoe1 f4:0.1-8 EdaeI LOADING(pan SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40,0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 00 Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:9 lb FT=21 11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-10 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals WEBS 2x4 HF Slud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=60/1-6-10,4=1 7111-6-1 0,3=-70/1-6-10 Max Uplift 3=-70(LC 1) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 lb uplift at joint 3. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �RR(LL 6q, ati0 p4 W�fi�, `�j3 �O fio t ,51398 V OISTER �'SSI�NAt November 15,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 2501 Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit3 312,Alexandria,VA 22314. Corona,CA 92680 I Job Truss Truss Type Oty Ply 2159 Floor K2574485 B16055541`2 FT01 Floor Supported Gable 1 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:04 2016 Page 1 ID:201KxXbJ5aOjPSVFOBuIP3yBN?f-Pm1AdFdpENbURyB5grXVcjHeeOcguBMEUd?9JayJIZD otfI 0148 Scale=1:27.4 1 1 2 3 4 5 8 7 8 9 10 22 24 o 211 23 20 19 18 17 16 15 14 13 12 11 1&7.1 —_ 16-7-12 Ptare Offsets a.Y1— 110:0-1.8.Edge1 j11•a1-B.Ed9ej l21:a1-8 a1-OJ f22 a1-E a1-01 r23 a1-a a1 Oj,(2d +-A a1 QJ LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.15 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 11 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:55 to FT=20%F,11%E LUMBER- BRACING. TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 16-7-12. (lb)- Max Uplift All uplift 100 lb or less at joint(s)11 Max Grav All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 4)Gable studs spaced at 2-0-0 oc. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 to uplift at joint(s)11. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means �$RRILL 8,q J19 OF WASkj n � NC�o 51398 �� OA FCISTER� �ssrONALE�G November 15,2016 WARNING-Verily design parameters and READ NOTES ON 7NI5 AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1e/03/2015 BEFORE USE. aaaaaa Design vatid for use only with MiTokO connectors Ttus design Is based only upon parameters shown,and Is for an indiwduai buedmg component.not a truss system.Before use,the budding designer must verity the applicability of design parameters and property Incorporate this design into the overall budding design.Bracing indicated Is to prevent buciding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing ortrusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Sudo 312,Mitandna.VA 22314. Corona,CA 92880 I ti, Job r Truss Truss Type Qty Ply 2159 Floor K2574486 B16055541`2 FT02 Floor 5 1 Job Reference do ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 09:06:05 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBN?f-tybYrbeS?hjL26mHDY2k8wgjyQl5dVxNjHkjr1 yJIZC 0-1-8 H i 2-6-0 1-6-0 i 1i— 7-12 0-he Scale=1:27.7 3xe= 3x4= 3x4= 3xS= 1 2 3 4 5 6 7 8 16 18 15 a 17 13 12 11 10 34= 3x10= 3x8= 3x6= r t&7.12 1&7-1 7;4_La.o-1 0)11s:a1-e.o-1 Ol LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.19 12-13 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(CT) -0.26 12-13 >746 240 BCLL 0 0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.05 9 n/a file BCDL 5.0 Code IRC20151TPI2014 (Matrix) Weight:66 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=89510-3-8,14=895/0-5-4 FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2343/0,3-4=-234310,4-5=-2630/0,5-6=-2316/0,6-7=-2316/0 BOT CHORD 13-14=0/1435,12-13=0/2630,11-12=0/2630,10-11=0/2630,9-10=0/1438 WEBS 7-9=-1632/0,2-14=-1629/0,7-10=0/997,2-13=0/1030,3-13=-300/0,5-10=-609/0, 4-13=-554/16 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated, 3)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. �R�L6 WAs d r0�p ,p 51398 �� sSfONAL��G November 15,2016 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must venfy,the applicability of design parameters and properly Incorporate this design Into the overall MR building design Bracing indicated is to prevent buckling of Ind vidual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is ahvays required for stability antl to prevent collapse with possible personal tnpury and property damage For general guidance regarding the Intimation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street.Suae 312,Alexandria,VA 22314. Corona,CA 92880 -z: Job Truss Truss Type City Ply 2159 Floor K2574487 B1605554F2 FT03 Floor 3 1 Job R f n e(optional ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:06 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBN?F-L89w2xf4m?rCgGLTnGazhBMtQg59MxMXyxUGNTyJIZB 0-1-8 H 22-6-0 1r�I� 1-9-4�r 1-8-12 11��'n'�� Scale=1:41 6 3x8= 3x4= 3x4= 3x10- 34 FP- 3x4- 3x4- 3x6 II 34 II 1 2 3 4 5 6 7 8 9 10 11 1213 14 o 2 25 24 23 22 21 20 19 18 17 16 15 3x6= 3x8= 3x6 FP= 4x8= 3x8= 345= 2x4 SP= t8-7-0 16-7.0 7-M Plate Offsets(X,Y)-- [4:0-1-8,Edge],(5:0.1-8,Edge],[10:0-1-8,Edge],[11:0-1-8,Edge],[15:0-1-8,Edge],[17:0-1-8,0-0-0],[18:0-1-8,Edge],[21:0-1-8,0-0-0],[22:0-1-8,Edge],[26:0-1-8 .0.1-0] (27:0-1-8.0.1-Q] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.58 Vert(LL) -0 20 22-24 >998 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0 26 22-24 >744 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 005 19 n/a n/a BCDL 5.0 Code IRC2015frPI2014 (Matrix) Weight:99Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=294/0-1-12,19=1419/0-5-8.25=862/0-5-4 Max Upliftl4=-6(LC 3) Max Grav 14=381(LC 4),19=1419(LC 1),25=870(LC 10) FORCES. (lb)-Max Camp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2253/0,3-4=-2253/0,4-5=-2477/0,5-6=-2078/0,6-7=-2078/0,7-8=0/593, B-9=0/593,9-1 0=0159 3,10-11=-442/219,11-12=-362/0,12-13=-379/0,13-14=-362/0 BOT CHORD 24-25=0/1389,23-24=0/2477,22-23=012477,21-22=0/2477,20-21=0/2477,19-20=0/1130, 18-19=-219/442,17-18=-219/442,16-17=-219/442 WEBS 13-16=-298/0,14-16=0/501,2-25=-1576/0,7-19=-1712/0,2-24=0/980,7-20=0/1120, 3-24=-302/0,4-24=-468/40,5-20=-654/0,10-19=-752/0,11-16=-99/298 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are 2x4 MT20 unless otherwise indicated 3)The Fabrication Tolerance at joint 23=11% 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other meansLL 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. t0 .F WAS f J 9)CAUTION,Do not erect truss backwards c v0� 51398 sSroNALB�G November 15,2016 A WARNING-Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPN Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suits?312,Alexandra,VA 22314. Corona,CA 92880 i Job Truss Truss Type Qty Ply 2159 Floor K2574488 B1605554F2 FT04 Floor 9 1 ob Refer n tional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:07 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBN'/f-pKjlGHgiXlz3lQwgLz5CDLv1 IEQ05NKgAbDpvvyJIZA 0-1-8 H 1 2-0-0 I 11--6 0 1 Scale=1:31 2 4x8= 3x4= 3x4= 4x8 = 1 2 3 4 5 6 7 8 9 1b o ui 16 14 13 12 11 3x6= 4x10 = 3x4= 4xl0= 3x6= 115, Plate Offsets(X.Y)— 14:0-1-8.Edael.16:0-1-8.D-o-0-[" -ELEdge1..11ZO-L-O.ES -113:0.1-8. J LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.70 Vert(LL) -0.28 11-12 >777 360 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.93 Vert(CT) -0.39 11-12 >563 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.08 10 n/a n/a BCDL 5.0 Code IRC2015TTP12014 (Matrix) Weight:74 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:11-12 REACTIONS. (lb/size) 15=1008/0-5-4,10=1008/0-2-12 FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-2751/0,3-4=-2751/0,4-5=-3329/0,5-6=-3329/0,6-7=-2757/0,7-8=-2757/0 BOT CHORD 14-15=0/1646,13-14=0/3329,1 2-1 3=0133 2 9,11-12=0/3289,10-11=0/1647 WEBS 2-15=-1868/0,2-14=0/1254,3-14=-289/5,4-14=-840/0,8-10=-1870/0,8-11=0/1259, 7-11=-252/0,6-11=-603/0,6-12=-236/410 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards. �$RRILL 8,q' J� OF WASp,. y) 51398 414 O,t+ FOISTIIR� ASS+rONALE�yG� November 15,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addkional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPl1 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suits 312,Alexandria,VA 22314. Corona,CA 92680 i Job Truss Truss Type City Ply 2159 Floor K2574489 B1605554F2 FT05 Floor Supported Gable 1 1 all ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 09:05:07 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBN?f-pNIGHgiXlz3lQwgLz5CDLv9tEeR5Y6gAbDpvvyJIZA ops Scale=1:30.5 1 2 3 4 5 6 7 8 9 10 11 2,6 o 23 22 21 20 19 18 17 16 15 14 13 12 t&7.0 i 1 1&7-0 Plate Offsets(X.Y)— 111 Z-1-11I.Edoel j12:0-1-8.Edoe1 123 0•11.8 0-t-QL f2440-1-8 0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 12 n/a n/a BCDL 5.0 Code IRC2015lTP12014 (Matrix) Weight:60 Ito FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 18-7-0 (lb)- Max Grav All reactions 250 lb or less atjoint(s)22,21,20,19,18,17,16,15,14,13 FORCES. (lb)-Max Camp/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 7)CAUTION,Do not erect truss backwards. �ItRILL e.q� r0� 51398 O,�A�E'OISTL'� SstONALB�G November 15,2016 AWARNING.verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k Is ahvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2159 Floor K2574490 B16055541`2 FT06 Floor Supported Gable 1 1 _ Job Reference o ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:07 2016 Page 1 ID:2Q1 KxXbJ5a0jPSVFOBuIP3yBN?f-pKjlGHgiXlz3lQwgLz5CDLv9gEec5Y4gAbDpvvyJIZA Scale=1:29 5 3x6= 1 2 3 4 5 6 7 B 9 10 11 o 22 21 20 19 18 17 16 15 14 13 12 3x6= r 7.Si.2 I 17.11.10 7.9.2 10.2.9 Plate Offsets(k Yli— (11:0 1-B.Ed4Q1 (12:0 1 S.ESjael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.17 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 12 n/a n/a BCDL 5,0 Code IRC2015/TPI2014 (Matrix) Weight:61 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 17-11-10 (lb)- Max Grav All reactions 250 lb or less atjoint(s)22,12,21,20,19,17,16,15,14,18,13 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t�RRlL(,e J� F WAsf�i r 51398 AV FCISgrV �ssfONALE�G November 15,2016 AWARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a buss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HE building design. Bracing Indicated is to prevent buckling of indlAdual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPl1 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N,Lee Street,Suit.-312.Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2159 Floor K2574491 131605554F2 FT07 Floor 9 1 Job f ran ti n ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 09:05:08 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBN?f-HXHgTdgKlc5wwaVsvhcRmZSEkdg9grApPFzNSMyJIZ9 241-0 i 1-6-2 �L 1i Scale=1:30.7 3x4= 4x8= 2x4 3x4= 2x4 I 3x4 = 2x4 I 4x8= 2x4 1 2 3 4 5 6 7 8 9 0 0 15 14 13 12 11 3x6= 4x8= 2x4 I 3x4= 4xe= 3x6= 17.11-10 17-11-10 Plate Offsets(S.Y)— (4*0-1-8.Edaej 15,0-1-8.0-0-01.(9:0.1-8.Edeel] f12:0-1-8.EQggl L 3 0-i$EdgeI LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.25 11-12 >866 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0.35 11-12 >616 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.06 10 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:80lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1 6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1 6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=978/Mechanical,10=978/0-2-12 FORCES. (lb)-Max Comp./Max Ten -All forces 250(Ib)or less except when shown TOP CHORD 2-3=-2633/0,3-4=-2633/0,4-5=-3085/0,5-6=-3085/0,6-7=-2646/0,7-8=-2646/0 BOT CHORD 14-15=0/1626,13-14=0/3085,12-13=0/3085,11-12=0/3117,10-11=0/1594 WEBS 2-15=-1835/0,2-14=0/1143,4-14=-780/0,8-1 0=-1 809/0,8-11=0/1195,6-11=-534/0, 6-12=-275/323 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. R1tILL 6 Alp OF WAS Ifj A. 7, 513984� ss�ONAL�NG� November 15,2016 WARNING-Verify design parametens and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,21e N.Lee Street,Suite 312,Alexandria,VA 22314 Corona,CA 92880 Job Truss Truss Type Qty Ply 2159 Floor K2574492 B16055541`2 FT06 Floor Supported Gable 1 1 bRfrnc ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:08 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBN7f-HXHgTdgKlc5wwaVsvhcRmZS7bd_rg76pPFzNSMyJIZ9 1 3x4= 2 2x4 I Scale=1:10 6 4 3 2x4 3x4= 2- z-06 6 _-Kate-Of[ifils(XY)- 1260-1.8 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.99 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 ri n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:11 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 2-0-6 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=486/2-0-6,3=486/2-0-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-4=-477/0,2-3=-477/0 NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) 3)Gable studs spaced at 2-0-0 oc 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=l 00 Uniform Loads(plf) Vert:3-4=-10,1-2=-500 �� oQ WAS, F� .off ,p 51398w� �.1, FoIsTe�� csSStONA,L5t" November 15,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1.7479 rev.10/07/2015 BEFORE USE. Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 quality Criteria,DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 :� I I I I [8'1605554F2 b Truss Truss Type City Ply 2159 Floor K2574493 FT09 Floor 3 1 J Refararre igRlharl ProBuild Arlington, Arlinglon,WA 96223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:09 2016 Page 1 ID:2Q 1 KxXbJ5aOjPSVFOBuIP3yBN?f-mjr3hyhy3wDnXj42SO7gJm_QX1 AIZMdzeviw_oyJ IZ6 0-1-8 H F _2R4 .� 1�Q _, I a 23+ F`.1.� 1—�`-4 I Scale=1:%2 2x4 II 2x4= 2x4= 3x4= 2x4 11 3x6 11 4x6 I1 1 2 3 4 3x4= 5 6 7 1 0 F 1 11 10 9 8 3x4= 2x4 1 4x6= 2x4 11 3x4= 2 1D11 9 2 Plate Offsets(X Y)— (3:0.1-8.EdgeI MG-1-8.Edgel,j7. 8.EdQ21.H 1 Q0".Edgal.113:0.1-8.0.1:Q 114:0-1-8 0-1 01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.15 11-12 >833 360 MT20 185/148 TCDL 10.0 Lumber DOL 100 BC 0.62 Vert(CT) -0.2611-12 >501 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:47 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 7=589/0-1-12,12=589/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-1129/0,3-4=-1129/0,4-5=-533/0,5-6=-537/0,6-7=-533/0 BOT CHORD 11-12=0/868,10-1 1=0/1 129,9-10=0/1129 WEBS 7-9=0/736,4-9=-725/0,2-12=-985/0,2-11=0/392 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 3)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. t�RRli t 6 WAS, �!-� 513984� o� Fc�STFR� ALE�G November 15,2016 WARNING-Vwffy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M(Tek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suibf 312,Alexandria,VA 22314. Corona,CA 92880 - I I Job Truss Truss Type City Ply 2159 Floor K2574494 81605554F2 FT10 Floor 2 1 Job Reference o ti nal ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc, Mon Nov 14 09:05:09 2016 Page 1 ID:2Q1 KxXbJ5a0jPSVFOBuIP3yBN?f-mjr3hyhy3wDnXj42SO7gJm_R8IANZMizeviw_oyJIZ8 0-4-0 24S.0 , 140 � F 2.2.12 �^ 1.3.0 1 Scale=1:1&B 3x4= 2x4 I 3x6 I 4x6 I 13x4= 2 3 4 3x4= 5 6 7 0 e5 123x6 — 11 10 9 8 3x4= 2x4 I 4x6= 2x4 I 10.0.1 3 1 Plate Offsets{X Y4-- 13:0-1-8.Edoel.R 0.L Edae1.(7:0-3-0.Edgel.[8:0-1-11I.Edgell 1[10:0-1-6.0.0-OL I11:0-1-B.E 21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 043 Vert(LL) -0.13 11-12 >941 360 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.58 Vert(CT) -0.24 11-12 >537 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code IRC2015frPI2014 (Matrix) Weight:48Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=580/0-3-8,12=580/Mechanical FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=1099/0,3-4=-1099/0,4-5=-527/0,5-6=-530/0,6-7=-527/0 BOT CHORD 11-12=0/867,10-11=0/1 099,9-10=0/1099 WEBS 7-9=01728,2-12=-979/0,2-11=0/362,4-9=-684/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. �$RRILL B 0 51398 �� EoisreR� �ss�ONALENG` November 15,2016 WARNING-VeNY design paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall b0 uilding design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M1Tek is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quallty Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suits)312,Aloxandna,VA 22314 Corona,CA 92880 Job Truss Truss Type Qty Ply 2159 Floor K2574495 R. 81605554F2 FT11 Floor 3 1 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc, Mon Nov 14 09:05:10 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBN?f-EvORuliagDMe9tfFO6evr_XaYRYglgQ6sZSTWEyJIZ7 2.8.0 1-e-D I I 1.10.12 1.10.12 0" Scale=1:16.6 2x4 II 2x4= 3x4= 2x4 I I 2x4 I 3x4= 2x4= 1 3x4= 2 3 4 5 8 1 1 10 3x6= 9 8 3x4= 3x4= 3x4= i t i-0.9 11.0.a I Plate Offsets(X.Y)- ( :0-1-8. dgel l4:o•i-8.o-0.Ol,(s:0-1-S.Edggj.la 0.1.8.Edgg1,19 O-1•8 EQga) j11:o-18.a1•OL 11U-1. 0-1-Ol LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.14 9-10 >939 360 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.50 Vert(CT) -0.23 9-10 >550 240 BCLL 0 0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.02 7 n/a n/a BCDL 5 0 Code IRC2015/TPI2014 (Matrix) Weight:46 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 10=590/Mechanical,7=590/0-3-6 FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-1141/0,3-4=-1141/0,4-5=-1141/0 BOT CHORD 9-10=0/886,8-9=0/1141,7-8=0/706 WEBS 2-1 0=-1 00110,2-9=0/389,5-8=0/565,5-7=-863/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards ORRILL 6 J� pF WAS �f> r0�+ ,� 51398g1� °,6 �c1sTeR ,sSt�NAL��G November 15,2016 WARNING.Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and lruss systems,see ANSIrrPN Quality Criteria,DSB-a9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 9288o _ :. � a Job Truss Truss Type Qty Ply 2159 Floor K2574496 81605554F2 FT12 GABLE 1 1 ReferenceJob ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 09:05:10 2016 Page 1 ID:2Q1KxXbJ5a0jPSVFOBuIP3yBN?f-EvORuliagDMe9tfFO6evr_Xf Rfflvg6sZSTWEyJIZ7 ol8 Scale=1:18 1 1 3x6— 2 9 4 5 6 7 o� 16 0 15 14 13 12 11 10 9 8 3x6= 2.3.8 4.0.0 DAD } 8.0-0 I 10.3.E l 11•Q8 I 2.3.8 1-8.8 •QO_ 2-0.Q 2_}8 0.9.0 Plate offsets(�)- j7:o-1•a.Edae] (j�:a1-s Edas7.G�s:a1-e.o-l-ol ��sa1-s.a�-oL LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code IRC2015ITP12014 (Matr-x) Weight:40lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 11-0-8 (lb)- Max Grav All reactions 250 lb or less at joint(s)14,8,13,12,11,10,9 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(Le diagonal web) 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 7)CAUTION,Do not erect truss backwards t�RRILL 6.q a� OF WASIi�M 51398 -X� O,t+ FCISTflR rN �SS�ONAL��O November 15,2016 A WARNING-Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web andlor chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 li I Job Truss Truss Type city Ply 2159 Floor K2574497 B1605554F2 FT13 Floor 1 1 rin ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:10 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBN?f-EvORuliagDMe9tfFO6evr_XVuRQG1126sZSTWEyJIZ7 0-4-0 012 2-&0 iii i 1-30 Scale=1:15,0 2x4 II 5x8 II 6xio II 1 2x4 125x8 = 3 4 3x4= 5 6 7 0 o oS 6x10= 1 11 10 9 8 5x8= 2x4 II 2x4 II US= 7-3.12 _ 7.3.12 3,12 Plate Offsets fx,Y] (jai B Ed-a jg 0 1-B.EdaeJ jL4_ _EdggJ j6:0-1-8.Edae1 f9 0 4.O.EQgR] (L0:0•I�$�10-01.f11��-B.Edne1.112:Edpe.O 1-8( LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 40,0 Plate Grip DOL 1 00 TC 0.81 Vert(LL) -0.08 9-10 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.11 9-10 >773 240 BCLL 0.0 Rep Stress Incr NO WB 068 Horz(CT) -0.01 7 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:37 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat)'Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-7:2x4 OF 180OF 1 6E(flat) end verticals BOT CHORD 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF Stud/Std(flat)"Except" 7-9:2x4 HF No 2(flat) REACTIONS. (lb/size) 7=1473/0-3-8,12=1473/0-3-8 FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1876/0,3-4=-1876/0,4-5=-1467/0,5-6=-1578/0,6-7=-1467/0 BOT CHORD 11-12=0/1168,10-11=0/1 876,9-10=011876 WEBS 6-9=-1133/0,7-9=0/2027,4-9=-626/0,2-12=-1720/0,4-10=-275/4,2-11=0/1152, 3-11=-613/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500in. 5)CAUTION,Do not erect truss backwards. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1 00 Uniform Loads(plf) RtuLL eg Vert:8-12=-10,1-7=-400(F=-300) �19 Og WAS/r,- 7) D 51398a,4 STE �sst�NALG November 15,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing (Te I< is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 4 �� I Job Truss Truss Type Qty Ply 2159 Floor K2574498 81605554F2 PT1 FLOOR GIRDER 1 1 Job Reference topf�onal) ProBuild Arlington, Arlington,WA 98223 T640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 09:05:11 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBN?f-i6yp5ejDbXUVn1 ERap98OB4ePrpy1 EBG5DB12hyJIZ6 `013 1-o-� Scale=1:1 B 9 3x6 I 8x16= 3x6 I 6x10= 3x6 I 8x16 MT20HS= 3x6 I 1 2 3 14 4 5 15 6 16 7 e 0 Im d 12 11 10 9 3x6 8x12 = 3x6 I Bx10= 6x10= 6x10 = 0.21 1.2.12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vart(LL) -0 11 10 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Veil -0 15 10-11 >792 240 MT20HS 139/111 BCLL 0 0 Rep Stress Incr NO WB 0.49 Horz(CT) 0.04 8 n/a n/a BCDL 5 0 Code IRC2015frPI2014 (Matrix) Weight:82 lb FT=20%F,11 e/E LUMBER- BRACING. TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E(flat) end verticals. WEBS 2x4 HF Stud/Std(flat)`Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 2-11,6-8,6-9:2x4 HF No 2(flat) REACTIONS. (lb/size) 8=3221/0-5-8,13=2557/0-5-8 FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=-651/0,2-3=-6835/0,3-14=-6900/0,4-14=-6900/0,4-5=-6528/0,5-15=-6509/0, 6-15=-6509/0 BOT CHORD 12-13=0/3554,11-12=0/3555,10-11=0/8159,9-10=0/8159,8-9=0/4137 WEBS 2-11=0/3817,3-11=-1333/0,6-8=-4858/0,6-9=0/2865,4-11=-1381/0,4-9=-2087/0, 2-13=-4310/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are MT20 plates unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=l 00 Uniform Loads(plf) Vert:8-13=-10,1-7=-100 Concentrated Loads(lb) Vert:3=-480 4=-770 2=480 14=-1373 15=-770 16=-837 JAVI" 4L e of W y� 0 � ,p�51398� � 0 C/STBR �sStONAL 5. November 15,2016 Q WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev.1010312015 BEFORE USE. Design vat d for use only with MlTakO connectors This design is based only upon parameters shown,and is for an Individual budding component,not a cuss sy lvnl Before use,the building designer must verify the applicability or design parameters and property incorporate this design into the overall bu�dmg des•gn Bracing Indicated Is to prevent buckling of Individual truss web andror chord members only Additional temporary and permanent tracing M iTe k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suds 312,Alexandria,VA 22314 Corona,CA 92880 Job Truss Truss Type Qty Ply 2159 Floor K2574499 B1605554F2 Z01 FLOOR GIRDER 1 2 b Reference(optional) ProBuild Arlington, Arlington,WA 96223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:12 2016 Page 1 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBNW-AIWBJJrMrcMOBpdBXhNwPcvfFBKmZyPKlxab7yJIZ5 1-4-4 Scale=1:17 5 2x4 14x8= 2x4 6x10= 5x12= 1 5x12 =15 2 6x10 = 16 3 4 5 6 17 7 J ,h FA _ b� 13 12 11 10 9 8x8= 8xB= 5x12= 2x4 I 5x12 = 4x8= 4xB= r 1-11•B 9.lCN F 5.:>yQ l 7.0.6 tiA.9 16B.0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[2:0-3-8,0-3-0],[6:0-3-8,0-3-0],[7:Edge,0-1-8],[8:0-3-8,0-1-4],[9:0-3-8,0-4-8],[10:0-3-0,0-2-4],[12:0-5-8,0-2-4],[13:0-3-8,0-4-8],[14:0-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0 12 11 >967 360 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(CT) -0 17 11 >700 240 BCLL 0 0 Rep Stress Incr NO WB 0.97 Horz(CT) 003 8 n/a n/a BCDL 5.0 Code IRC2015ITPI2014 (Matrix) Weight:121 lb FT=11% LUMBER- BRACING- TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins, except BOT CHORD 2x6 DF 240OF 2.0E end verticals. WEBS 2x4 HF No 2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 1-14,7-8:2x6 DF No 2,3-12,5-10,4-11,2-13,6-9:2x4 HF Stud/Std REACTIONS. (lb/size) 14=6607/0-5-8,8=6478/0-5-8 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-14=-5899/0,7-8=-5777/0,1-15=-8265/0,2-15=-8265/0,2-16=-13052/0, 3-16=-13052/0,3-4=-13052/0,4-5=-13108/0,5-6=-13108/0,6-17=-8271/0, 7-17=-8271/0 BOT CHORD 13-14=0/1397,12-13=0/8265,11-12=0/14929,10-11=0/14929,9-10=0/8271,8-9=0/1382 WEBS 2-12=0/5648,3-12=-1917/0,6-10=0/5708,5-10=-2008/0,4-12=-2215/0,4-10=-2148/0, 2-13=-4665/0,6-9=-4657/0,1-13=0/7998,7-9=0/8022 NOTES- 1)2-ply truss to be connected together with 10d(0 131"x3")nails as follows: Top chards connected as follows:2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 12-3 2x4-1 row at 0-7-0 oc,member 10-5 2x4-1 row at 0-7-0 oc, member 13-2 2x4-1 row at 0-4-0 oc,member 9-6 2x4-1 row at 0-4-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Bearing at joint(s)14,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify `fit capacity of bearing surface. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss OQ'WAS -� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 'A 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)502 lb down at 1-0-0,490 lb down CSC at 3-0-0,490 lb down at 5-0-0,and 480 lb down at 7-0-0,and 480 lb down at 9-0-0 on top chord. The design/selection of such - connection device(s)is the responsibility of others. LOAD CASE(S) Standard 14 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=1.00 i6 'P�o 51398s� Uniform Loads(plf) is s (S Vert:8-14=-10,1-7=-1050 `rI�NAL�� Continued on page 2 November 15,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suits)312,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type city Ply 2159 Floor K2574499 B1605554F2 Z01 FLOOR GIRDER 1 2 Job Reference o ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 09:05:12 2016 Page 2 ID:2Q 1 KxXbJ5aOjPSVFOBu IP3yBN?f-AI WBJJrMrcMOBpd8XhNwPcwfFBKmZyPKtxab7yJ IZ5 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:5=-480(B)4=-490(B)15=-502(B)16=-490(B)17=-480(8) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bullding design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314. 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W. —.nd fl—r y,em.nd for Ne ovmd—.—The deign of We bin.mppun.huewe i duN&g h..du • bum..w.H..nd..J. s h N.rupomibdity or Z Gregory Park- -2159 Kettle Elev A Larry Livingston 81605553 build'mg deig a Far gena.l guid.nw regud ng bncmH•c•n.un"Booing of ry d tru. .v.a.blc fiom Ue Twa Pl.le liw YNle,Sg3 D'Ondria Drive; 1 1 bGd'uoq lYl]31]9 MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605553 2159 A Kettle The truss drawing(s)referenced below have been prepared by MiTek USA, Inc.under my direct supervision based on the parameters provided by ProBuild West(Arlington,WA). Pages or sheets covered by this seal: K2574808 thru K2574819 My license renewal date for the state of Washington is May 16,2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. �ERItILL A 4��QoF 00¢►� kF 51398� is November 14,2016 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job' Truss Truss Type Qty Ply 2159 A Kettle K2574608 B1605553 A01 COMMON SUPPORTED GAB 1 1 Job R f t' ProBuild Arlington, Arlington,WA 96223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 10:06:20 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-my9r8C6eXgkvStDbOtUXbvXsZrCABh3JnXThJWyJHfn .1.e.e i.-5.- 35-0.0 1-PO 17-6-0 17-6-0 1�0-0 Scale=1:61 3 5 00 12 4x4= 11 10 12 3x6 9 13 3x5 7g 14 15 g 16 5 17 4 18 3 19 d t 2 20 21 Y I$ 3x4= 3x4= 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 5x8= I 35.0.0 35.0.0 Plate Offsets .Y)— 129:0-4-0 p3-Ql LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.12 Vert(LL) 0.00 21 rl 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.01 21 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 20 n/a n/a BCDL 8.0 Code IRC2015fTPI2014 (Matrix) Weight:157 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 HF Stud/Std"Except' MiTek recommends that Stabilizers and required cross bracing 11-29:2x4 HF No 2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 35-0-0 (lb)- Max Harz 2=-92(LC 9) Max Uplift All uplift 100 lb or less at joint(s)2,30,31,32,33,34,35,36,28, 27,26,25,24,23,22.20 Max Grav All reactions 250 lb or less at joint(s)2,29,30,31,32,33.34.35,28, 27,26,25,24,23,20 except 36=286(LC 19),22=286(LC 20) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4.8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 cc. 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will RiZILL e fit between the bottom chord and any other members c1 q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,30,31,32,33,34, J� F WAS14r. 35.36,28,27,26,25,24,23,22,20. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2 �T p 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� pF 51398 �A/ SSIONALFAG November 14,2016 A WARNING-Verily design parameters anal NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additlonal temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSBA9 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N Lee Street,Suit-)312,Alexandria,VA 22314. Corona,CA 92880 _ ` a Job ' Truss 7CrussType Qty Ply 2159 A KettleK257400981605553 A02 on 7 1 Reference ffon ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 10:06:212016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-F9j DMY7GIBsm31 onZa?m764tmEMRw_ZSOBCFszyJHfm 0-0 6-3 3 5-6-8 5-B 4 5-8 4 5-fr8 6-3 3 1-a0 Scale=1:60.8 &00 12 4x4= 5 5XB 5- 5x8 4 6 2x4\\ 2x4 3 7 2 8 �I1 s Ib 3x8= 12 11 10 3x8= 3x4 = 5x8= 3x4= 9414 tT.8.0 7j�2 {. 35.11-0 { R414 8.5.2 Plate Offsets(x.YJ— 1,2 0--4-2.0.1•81.14:0-3-12.0-3-0J WI)!3.12.0-3-01 [8:0-4.2.0.1-B)j11 0 4-0.0-3 O1_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25,0 Plate Grip DOL 1 15 TC 0.73 Vert(LL) -0.24 11 >999 240 MT20 1851148 TCDL 10.0 Lumber DOL 1-15 BC 0.83 Vert(CT) -0.45 11-12 >929 180 BCLL 0.0 " Rep Stress Incr YES WB 0.82 Horz(CT) 016 8 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:134 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF Stud/Std"Except' MiTek recommends that Stabilizers and required cross bracing 5-11,6-11,4-11:2x4 HF No 2 be installed during truss erection,in accordance with Stabilizer Installation Qulde. REACTIONS. (lb/size) 2=1571/0-5-8,8=1571/0-5-8 Max Horz 2=-92(LC 9) Max Uplift2=-59(LC 8).8=-59(LC 9) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-3170/109,3-4=-2843/84,4-5=-2000/75,5-6=-2000/75,6-7=-2843/84, 7-8=-3170/110 BOT CHORD 2-12=-135/2836,11-12=-49/2331,10-11=0/2331,8-10=-43/2836 WEBS 5-11=0/1106,6-11=-760/122,6-10=0/469,7-10=-387/121,4-11=-760/122,4-12=0/469, 3-12=-387/121 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)2,8. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �u 18 J`0 o f w^sk�,'�3� 0 slip ,��51398 .P SISTER �SSr�NAL V�"O November 14,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall In building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing iTek' is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suito 312,Alexandria.VA 22314. Corona,CA 92880 — H s Job' Truss Truss Type City ply 2159 A Kettle K2574810 81605553 A03 COMMON 1 1 R f ce do al ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 10:06:22 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-jLHcZu8v3S_dhBNz71 W?gKc_aeiPfRkbEryoOPyJHfI r1.0.0 e.a o 11.9-12 17$n 9't-2.d aA 14 vc-n.n 1-40 6-3 3 5-&8 6-3-3 Scale=1:60.2 5.00 12 4x4= 5 5x8 5x8 4 6 2x4 2x4 3 7 2 6 �1 Idd 3x8= 11 10 9 3x4 5x8= 3x4 3x6— = = l 9.0-14 I 17.6.0 75.11 7 _35.¢p _ 9.0.14 9.0.14 Plate Offsets(X(Y)=(2Q-4 2 0-1 8j (470 3-1 0-3-0j 16-0-3-1 0-3-n) j8 na 0-1 81 1`10�0 e n n-3&L LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.24 10 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1-15 BC 0.85 Vert(CT) -0.45 8-9 >919 180 BCLL 0.0 " Rep Stress Incr YES WB 0.83 Horz(CT) 016 8 n/a n/a BCDL 8.0 Code IRC2015f rPI2014 (Matrix) Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF Stud/Std"Except' MiTek recommends that Stabilizers and required cross bracing 5-10,6-10,4-10:2x4 HF No 2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1573/0-5-8,8=1484/0-5-8 Max Horz 2=97(LC 8) Max Uplift2=-59(LC 8),8=-44(LC 9) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3174/109,3-4=2846/84,4-5=-2004/76,5-6=-2003/76,6-7=-2857/87, 7-8=-3172/114 BOT CHORD 2-11=-1 39/2839,10-11=-53/2334,9-10=0/2338,8-9=-57/2856 WEBS 5-10=0/1108,6-10=-764/122,6-9=0/480,7-9=-398/125,4-10=-760/122,4-11=0/469, 3-11=-387/121 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1 60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss O"ILL 44 J� of WASr� �d�o 51398� �,� A GISTS, NAL��G November 14,2016 WARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1e/03/2015 BEFORE USE. aaaaaa Design valid for use only with MiTeklb connectors.This design is based only upon parameters shown and is for an individual building component,not a ltuss system Before use,the building designer must verity the applicability of design parameters and properly incorporate!his design Into the overall building design. Bracing indicated is to prevent buckling of Individual Innis web andlor chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 i ' Job r Truss Truss Type Oty Ply 2159 A Kettle K2574611 B1605553 A04 Common 9 1 Referen nal ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 10:06:22 2016 Page 1 I D:gbXX9JfIDUMwT61hiSAHXByBM2u-jLHcZu8v3S_dhBNz71 W?gKc4dekBfOebEryoOPyJHFI .1.O.Or 633 11.9-14 7]G.tr. 92 7 1.0 0 6-3-3 5-6 6 5-8-4 5-&5 5-6 10 ¢•9 44= Scale=1:50.2 5.00 12 6 5x8 3x4 4 6 2x4 - _ 3x8 7 3 N N 2 $I1 11 3x6= 10 g g 3x4 = 5x12= 34= 2x4 9.¢14 17•01-0 I 2&11.2 g-g2 6-5-2 2-9-12 Plate OHs@is1X.Y1-- [4:0 3 12.0 3-0J j10:0.6-0.0.3 01 LOADING(psf) SPACING- 2-0-0 CSI. F DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.59 Vert(LL) -0 19 2-11 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1 15 BC 0.74 Ve t(CT) -0 38 2-11 >900 180 BCLL 00 ' Rep Stress Incr YES WB 0.83 Horz(CT) 008 8 n/a n/a BCDL 8.0 Code IRC20151TPI2014 (Matrix) Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud/Std'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-10,6-10,4-10:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1308/0-5-8,8=1218/Mechanical Max Horz 2=103(LC 8) Max Uplift2=-63(LC 8),8=-17(LC 9) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2517/121,3-4=-2183/96,4-5=-1316/73,5-6=-1330/86,6-7=-882/26,7-8=-1215/10 BOT CHORD 2-11=-156/2238,10-11=-70/1716,9-10=-24/1110 WEBS 5-10=-2/592,6-9=-728/54,7-9=0/1041,4-10=-770/123,4-11=0/476,3-11=-396/120 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6,0psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. M$1Z1VLt 8 of wAsk� y� 0 . ,p 51398 � O� FCIS ra �SSIONIALE�Gti November 14,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314 Corona,CA 92880 Job Truss Truss Type oty Ply 2159 A Kettle K2574812 B1605553 A05 Common Supported Gable 1 1 ob Rferance(optional) ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 10:06:23 2016 Page 1 I D:gbXX9J fI D U MwT61 h iSAHXByBM2u-BXq_m E9Xq 16 U J LxAh?2 E DX9MT2 Ep N2srrV h LwryJ Hfk n-s.o aur.D 1.0.0 17-6-0 17-6-0 Scale=1:61 A 5.00 12 5x8= 11 10 12 3x6 9 13 78 14 6 15 5 / 16 4 17 3 18 _ 2 19 �I1 Id 3x5= 3x6= 34 33 32 31 30 29 26 27 26 25 24 23 22 21 20 5x8= 35.0-0 35.0-0 Plate Offsets(X Yl- 127:OA-0.0.3.01 LOADING(psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.14 Vert(LL) -0 00 1 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1 15 BC 0.07 Vert(CT) 000 1 n/r 120 BCLL 0.0 " Rep Stress Incr YES WB 0.13 Horz(CT) 000 19 n/a n/a BCDL 8.0 Code IRC2015(TPI2014 (Matrix) Weight:156 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF Stud/Std"Except' MiTek recommends that Stabilizers and required cross bracing 11-27:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 35-0-0 (lb)- Max Horz 2=97(LC 8) Max Uplift All uplift 100 lb or less at joints)2,28,29,30,31.32,33,34,26, 25,24,23,22,21,20 Max Grav All reactions 250 lb or less atjoint(s)19,2,27,28,29,30,31,32,33, 26,25,24,23,22,21 except 34=286(LC 19),20=307(LC 20) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 4)All plates are 2x4 MT20 unless otherwise indicated 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members v 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,28,29,30,31,32, WAS�� !� J� 33,34,26,25,24,23,22,21,20 C� 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)19,2. T p 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 51398� q,A� .off CJSTER ' sSIONAL�G November 14,2016 A WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI7fPl1 Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit:312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type qly Pill 2159 A Kettle K2574813 61605553 B01 Common Supported Gable 1 1 Jo a erence o tionall ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 1410:06:24 2016 Page 1 I D:gbXX9JfIDUMwT61hiSAHXByBM2u-fkOM_ZA9b3ELwV WMFiZTIIhXtSal6XJui9RvSHyJHfj I--1.0.0 t0.0.0 ( ?0.0.0 91 fLn 1-0.0 10-0-0 10.0-0 1-0-0 1 Scale=1:36.1 4x4= 6 5 00 12 5 7 A � B 3 9 10 2 10 11 I$ 3x4= 16 17 16 15 14 13 12 3x4= 1 20-0•o I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 001 11 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 " Rep Stress Incr YES WB 0.05 Horz(CT) 000 10 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:72 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins- BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 20-0-0. 1 stallatiq_guidr� e (lb)- Max Horz 2=-55(LC 9) Max Uplift All uplift 100 lb or less at joint(s)2,10,16,17,18,14,13,12 Max Grav All reactions 250 lb or less at joint(s)2,10,15,16,17,14,13 except 18=333(LC 19),12=333(LC 20) FORCES. (lb)-Max Comp./Max Ten.-All forces 250(lb)or less except when shown WEBS 3-18=-257/73,9-12=-257/72 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing 6)Gable studs spaced at 2-0-0 oc 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,16,17,18,14, 13,12. RRUL 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��9 O�WAS�� f)� T v04► 51398gl� �40 �ForsrVe.. �sstoNALS14G November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with 1diTek&connectors,This design is based only upon parameters shown.and is for an individual building componem,not a Ines system,Before use,the budding designer must verity the applicability of design parameters and property Incorporate this design Into the overall bulling design Bracing"Icaled is to prevent buckling of individual truss web andlor chord members only Adtlaional temporary and permanent bracing Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safely information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 l Job' Truss Truss Type Qty Ply 2159 A Kettle K2574014 Job* 53 Bru Common 3 1 finl ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 10:06:25 2016 Page 1 I D:gbXX9JfI D U MwT61 hi SAHXByB M2u-7wykB vAnM N MC Yf5YoQ4i l yEYRskM ru92xpAS?kyJ Hfi AALA _ 9.70.0 12, 14.9.0 1 6-9-8 3-0-8 3-0.8 6-9-8 Scale=1:33 2 4x4= 3 • 5 00 12 2x4\\ 2x4 2 4 1 5 Iv b 6 3x4 = 3x8 3x4= = 1 9,10-0 1 19 8.0 9-10-0 9.10.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 250 Plate Grip DOL 1 15 TC 0.75 Vert(LL) -0.22 1-6 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1 15 BC 0.83 Vert(CT) -0.42 1-6 >549 180 BCLL 0.0 " Rep Stress Incr YES WB 0.40 Horz(CT) 0.05 5 n/a n/a BCDL 8.0 Code IRC2015rrPI2014 (Matrix) Weight:62 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [Installation uide, REACTIONS. (lb/size) 1=833/0-3-8,5=833/0-3-8 Max Horz 1=-50(LC 9) Max Uplift 1=-24(LC 8),5=-24(LC 9) FORCES. (lb)-Max.Comp-/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1505/60,2-3=-1160/22,3-4=-1160122,4-5=-1505/60 BOT CHORD 1-6=-52/1322,5-6=-2/1322 WEBS 3-6=-6/785,4-6=-441/129,2-6=-441/129 NOTES- 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60 3)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjcint(s)1,5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss t,�'RRiI'L 6 J19 F WAS y0� 51398 SS+rONALENG November 14,2016 WARNING-Vertry design paramelem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®conrwclors th,s design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall Is' building design Bracing indicated is to prevent bucxlMg or individuai truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 '{ I Job Truss Truss Type City Ply 2159 A Kettle K2574815 B1605553 B03 COMMON GIRDER 1 Job Reference o tional ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 10:06:26 2016 Page 1 I D:gbXX9J fl D U MwT61 h i SAH XBy BM2u-b6 V%PF B P7gU 3AogkM 7bxgAn i cF6_aG I B9TwOXAyJ Hfh r tit-14 -g.-10 0 14.6.2 1941.0 , 5-1-14 — 4-8-2 4-8-2 5-1-14 Scale=1:32.3 5x8 I PROVIDE ANCHORAGE,DESIGNED BY OTHERS, 3 AT BEARINGS TO RESIST MAX UPLIFT AND MAX HORZ-REACTIONS SPECIFIED BELOW 5.00 12 4xS 4x8 2 4 1 5 v � I Id 9 10 8 11 12 7 13 14 6 15 16 4x10= 3x10 11 10x10= 3x10 11 4x10= 5-1-14 t 9.10.0 144a2 1".0 4-8-2 5-1-1d Mate 41fs�i�(x.Y.l— Lt;o-s•o.a1-111 1�•o•s•o.a1-11� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 078 Vert(LL) -0 20 6-7 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1 15 BC 0.74 Vert(CT) -0.34 6-7 >681 180 BCLL 0.0 " Rep Stress Incr NO WB 0 76 Horz(CT) 0.08 5 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:182 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF Stud/Std"Except' 3-7:2x4 HF No.2 REACTIONS. (lb/size) 1=6272/0-3-8 (req 0-5-3),5=6210/0-3-8 (req.0-5-2) Max Horz 1=49(LC 31) Max Upliftl=-144(LC 8),5=-142(LC 9) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-12791/291,2-3=-8880/212,3-4=-8880/212,4-5=-12800/292 BOT CHORD 1-9=-277/11695,9-10=-277/11695,8-10=-277/11695,8-11=-277/11695, 11-12=-277/11695,7-12=-277/11695,7-13=-229/11703,13-14=-229/11703, 6-14=-229/11703,6-15=-229/11703,15-16=-229/11703,5-16=-229/11703 WEBS 3-7=-112/6428,4-7=-3948/157,4-6=-16/2987,2-7=-3940/156,2-8=-16/2978 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc, Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design 4)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1 60 j�lElL 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �+ fit between the bottom chord and any other members 7)WARNING:Required bearing size at joint(s)1,5 greater than input bearing size 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=144, - 5=142 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1202 lb down and 33 lb up at 51398 1-9-4.1202 lb down and 33 lb up at 3-9-4,1202 lb down and 33 lb up at 5-9-4.1202 lb down and 33 lb up at 7-9-4,1202 lb down and OL 3i$�R� 33 lb up at b down and l up at 1-9-4,122 lb down and 33 lb up at 1 -9-4.and 1202 lb down and 33 lb u 15-9-4P and 9 02 lb dowln and 33 lb p3at 17-9-41on bottomOcho d. The design/se ecti n3of such connection device(s)is hep at �SStONALIN�� responsibility of others O,9IlC&6A81E(.ftESZandard November 14,2016 A WARNING-Verify design paramerem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,216 N Lee Street,Suit.312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply 2159 A Kettle K2574615 61605553 B03 COMMON GIRDER 1 Job Reference(optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 10:06:26 2016 Page 2 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-b6W6PFBP7gU3AogkM7bxgAnicF6 aGIB9TwOXAyJHfh LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,3-5=-70,1-5=-16 Concentrated Loads(lb) Vert:7=-1202(B)9=-1202(B)10=-1202(B)11=-1202(B)12=-1202(B)13=-1202(B)14=-1202(B)15=-1202(B)16=-1202(B) WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with%Take connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall tT building design.Bracing indicated is to prevent buckling of individual buss web andlor chord members only Addlional temporary and permanent bracing 110 is always required for stability and to prevent collapse with possible personal Inµay and property damage For general guidance regarding the 11 fabrication,storage,delivery,erection and bracing of trusses and t uss systems,see ANSIITPII quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandra,VA 22314. Corona,CA 92880 Job' Truss Truss Typo oty Ply 2159 A Kettle I job K2574616 B1605553 D01 Common Structural Gable 2 1 Referen e o ti al ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries.Inc Mon Nov 14 10:06:26 2016 Page 1 ID:gbXX9Jf1DUMwT61hiSAHXByBM2u-b6 W6PF BP7gU3AogkM7bxgAnslFG SaRf B9TwOXAyJ Hfh 841-0 —} 7A'� 1-0.0 3-3-0 3-3-0 1-0.0 Scale=1:16,3 4x4= 3 5,00 12 o _ 4 2 dIFt 5 I$ 6 2x4 n 2x4= 2x4= 3-3-0 3-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 013 Vert(LL) -0 00 6 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(CT) -0 01 4-6 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 8.0 Code IRC2015rTP12014 (Matrix) Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer lliist_allatlon aulde. REACTIONS. (lb/size) 2=347/0-3-8,4=347/0-3-8 Max Horz 2=21(LC 8) Max Uplift2=-23(LC 8),4=-23(LC 9) FORCES. (Ib)-Max.Comp/Max.Ten -All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-349/0,3-4=-349/0 BOT CHORD 2-6=0/272,4-6=0/272 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=11 Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1 60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. of WAS re CEO +0¢► ,� 51398 SSj�NALb�� November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building desIneu must verify the applicability of design parameters and propedy incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent eoilapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 I Job' Truss Truss Type 0ly Ply 2159 A Kettle K2574817 B1605553 002 Common 1 1 Job Reference • tianal ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 1410:06:27 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-3J4VcbC1 u_cwnyFxwr6ANNJ1 gfbTJuNL07fZ3cyJHfg 3-3-0 3-3-0 44= Scale=1:13 0 2 5.00 12 9 1 � LJI$ 5 2x4 I 2x4= 6 4 2x4 Oa8 e.a.8 2-6-8 2ce 0-.9.8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0 00 5 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) -0 01 5 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.03 Horz(CT) 000 3 n/a n/a BCDL 8.0 Code IRC2015/TPI2014 (Matrix) Weight:17lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide _ REACTIONS. All bearings 1-0-0 except Qt=length)6=0-3-8,4=0-3-8 (lb)- Max Horz 1=-17(LC 13) Max Uplift All uplift 100 lb or less at joint(s)1,3 Max Grav All reactions 250 lb or less at joint(s)1,3,6,4 FORCES. (lb)-Max Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-281/17,2-3=-281/16 NOTES. 1)Unbalanced roof live loads have been considered for this design 2)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat ll;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 3)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. t�ItRlLL 49 ' �ti0 OF WASH mot, NC�o fi� 5139841� FoIS�Rs� �ssrONAL E�Gti November 14,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO conneclors.This design is based only upon parameters shown,and Is for an individual building component,not a Iruss system Before use,the budding designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling or individual truss web and/or chortl members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitrl 312,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty ply 2159 A Kettle K2574816 B1605553 D03 Common 1 1 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 10:06:27 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-3J4VcbC1 u_LwnyFxwr6ANNJ2tfcAJuCL07fZ3cyJHfg r z•ae sae 2-8-8 2-" 4x4= Scale=1:12.8 2 5.00 12 3 N_ Y O 4 2x4 l� 3x4= 3x4= i- 9.9;,8 �. _ 2.8.8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TIC0.11 Vert(LL) -0.00 4 >999 240 MT20 1851148 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 4 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 8.0 Code IRC2015frPI2014 (Matrix) Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins BOT CHORD 2x6 DF NO.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=213/0-5-8,3=213/0-5-8 Max Horz 1=16(LC 12) Max Uplift 1=-6(LC 8),3=-6(LC 9) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6 0psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 4)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 51398 �S%h ALONG November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 15)W is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabocalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and scat Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alenandda.VA 22314 Corona,CA 92880 Job Truss Truss Type 0ty Ply 2159 A Kettle K2574819 61605553 D04 Common 1 1 b Reference optional) ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 1410:06:27 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-3J4VcbC1 u_cwnyFxwr6ANNJ2tfcEJuFL07rZ3cyJHfg 4.11.0 ,) 2-&B 2-2-8 2 4x4= Scale=1:11 4 500 12 3 1 d d q 3x8 2x4 I 3x4= 4x4= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 4 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 4 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL &0 Code IRC2015/TPI2014 (Matrix) Weight:19 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins BOT CHORD 2x6 DF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudlStd MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Right:2x4 HF Stud/Std Installation guide REACTIONS. (lb/size) 1=199/0-5-8,3=199/Mechanical Max Horz 1=16(LC 8) Max Uplift 1=-6(LC 8),3=-4(LC 9) FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. J19 F WASr� �O 51398�a A .O O/Sl'ER �S% AL November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not e truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek Is always required for slabillty and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suibr 312,Alexandria,VA 22314. 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CD pS N 7 m � p V p ?Q> j � O c 7 o O M � S S Cn m y n N O CD �'j V1 O (_L(D O N fD (p D] NCD y Z •+ 2 CD 7 C 0.'•2 N 7 N O C N O O CD l 5* _ m N j C N (O n N'y m G ,..j X OCD 7 (D in W U) MU) C m m n v cZ 011 x R D TOP CHORD Ao � 0. y m M O EO r C-Zi as c�-e (D O W (n v m y m CZ(n 'm m rnn m nai V m o wD 71 o (D p W(D m m -I r Z x m .� ,� �' 0 d cmn ° m m n N � v y < vfD, ^>T N v m m A z �° O °° Cr Er e �� rn w D 5n a) co)D -4 --j _ N 7 Ul U) Ul (D n fn m X 1 r 0 N °, �■ O cl o o X� 0 m Xc n m cn co (D O Ul w(° Z Z E _ (n v T. CD >' �' j 0) w 0 CL V a v) � O m ;o nn f y 'A (n 0 m m -1 X P `. 2 N V+ o m w v -10 w y o 4 (DE n x ,w v 1 i N (n W m m o O N w 0 3 m O o r•F 3 ( CD SD N c- 1 m V. - cl) w @ N o QS v O Dv :°� (D 1 �n m w W 1 o m Z N m o s cn N C(i O (n y (D S '� Vt m m TOP CHORD OD DC in del a mC d0 n o W m� m r CC ut N > > a a arc �� mn yC �C �O o`_o'a_ (� maw nZ Q3f-I qD cnw 'oar m'<� m a> j mo �� 013 [a� 3v3 �D� m� �v�D 25 - oy.< 0 � -01- mv2 � a f0 a m pp — OO N 'n O' y O'O fn 41 IC 10 Jc f� O .Z', N �0 ma* a3o m 03 �3 mm (� �� m °gy m � m �S o`er m �� a °(� u � o Co CD vy cm 3 0 am ° avc as xm -° 'd yam 3 3K wcm sr 01m fD N m 'm 10 m m a O• O > 0 7 a (D ut m O Q yj '_-•i X (D Er O N m O' - m d ^ J m ° J O O O.N (p N- .z'D] N a X (p J m N N (D m V (� O(� ut y O Y' cab 9 o > > 3 N m 3 c 3 v m(� a v (c d -n A3 P� a m $ (^ c � y 3m moo my m3 mmo (�� Nm c �i X mo CD S mm m � a m ny �m maw S (�_,y a� �3 QQ o O O'm �D (� m n-� L N �.O '< m (n m m 0 0 ° O'Q.7 c Ol � v \Y 3 my m my a c om 3�. m w� y� �> >2 m�m m ay �.n nm9n �� O O C)M co off... 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N [] 7 Q N m .�° ° O O' a - HN m m a ° D.2 y Era 3-3 do m� m a� m n —dm m � C iY c0 �cm a c a °2 ma (po o �a �' m �' o m [�M nm m fD N c ° m O N O a 01 p,.� 7 O" 2 m fD(O 3 �1 CD (n�mc (�m o N 5 3 d C � o, Q o M' c, w C va-• fD (D ° O f0 2 ^c^ 9, N N m O)CL N -(1' a' c DI a N N N fD 10 M. m a rm m v EF CD o , CL n fD v m a a 3 n O _ vm 8 �.W � m 0 N O C 0 N o N O' CD 3 N Z V C rIlL s z I Permit#1437 Address Payment Info Address 9007 171st Street NE Receipt# 1206562 City Arlington Date 4/21/2017 State WA Paid By LGI Homes-Washington,LLC Zip 98223 Description Plan Review Payment Type Check#4448 Accepted By Kristin Foster Fees Paid Fee Fee Description Factor Total Fee Amount Amount Paid Building Plan Review Fee 345.83.00.00 0 1,767.82 1,767.82 Total Payment:1,767.82 Date: 04/08/2026 Perm t#: 1437 Perm it Date: 04/21/2017 Review Date: 04/21/2017 Perm it Type: RESIDENTIAL SINGLE FAMILY Review Type: Residential Dem dition Target Date: 04/28/2017 Scheduled Time 00:00 Com pleted Date: 04/25/2017 Description: approved with red lines Review Status: Assigned To: z.Rick Karns Tim eln: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 9007 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 28Block: Permit#: 1437 Permit Date: 04/21/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 11410 NE 124th Street, Ste #103 Applicant, City, State, Zip: Kirkland,WA98034 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 264649.77 Square Feet: 2577 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 05/10/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 9007 171 st Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om Ileted Date I nspector S tatus 07/24/2017 R20.SFR/DUPLEX 10/17/2017 B UILDING C om Iieted FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 04/21/2017 R esidential Dem dition a pproved with red lines z Rick Karns Fees Fee D escription N otes A m cant Building Plan Review T able 4-2 $1,767.82 Building Perm i T able 4-1 $2,719.73 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) $25.00 Mechanical Base P erm i Fee $25.00 Park-Comm nity MF MAti-fam iy $1,662.00 Plum flng Base Perm i Fee $25.00 M echanical Com m ecial Perm i T able 4-7;Per Unit 1 4 @$12 $168.00 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Traffic Mitigation-C/MF Gbm m ecial/Multi-fam iy $3,355.00 Wier Heater(Tank) $25.00 Total $9,837.05 Attached Letters Date Letter D escription 05/09/2017 Building Perm i Paym acts Date Paid By D escription P aym art Type A ccepted By A m cant 04/21/2017 LGI Horn(s-Washington,, Plan Review C heck#4448 K ristin Foster $1,767.82 LLC 05/10/2017 LGI Horn e;-Washington,, Building Perm i C heck#4449 K ristin Foster $8,069.23 LLC O itstanding Balance $0.00 Notes Date Note C reated By: 04/21/2017 Lot 28-Plan 2159 Kettle K ristin Foster Uploaded Files Date File Nam e 05/10/2017 2277493-1437 Issued Perm i.pdf 04/21/2017 2234915-1437 Site Plan.pdf 04/21/2017 2234916-1437 Apnlication.pdf