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9019 171ST ST NE_BLD1274_2026
RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development CJN 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: Plat: i Single-family CJ; Duplex ❑I Townhouse Addition Accessory structure Proposed Area: 1st Floor: 2"d Floor: l Garage: !JL /8 Total SF: i$7 7= Describe Proposal (iinclude cross street): �Wllct-4'm -4�-1 Ah"t 10,A9 Valuation: Owner: Z-C—M r/a S — GcJQKSjti L�.(i Address: /N!0 Alf /ol4tA S , STD /03 City: KiV KI" State: Zip Code: lam- Phone: 0&0- 36-3, 0588 Email: v146 I a,�iw. t4 e° l, i korx,�S� c Applicant: _J_C—_T Ames — v(/ Qsk;"i6�h' a-c-, Address: 11410 NF «f*.54 STD 163 City: State: W/q- Zip Code: qS� Phone: Email: � . jrc�iadt,����� {tD.�cL� Contractor: �, CT�' f�DrnCS- 0o_Sk+'rt 42 k�,C v a Address: 1144V 41Ft9 4-- STE /0 City: kily,1&4 State: WA Zip Code: !� Phone: ��53-058$ Email �' �'nLts. �_ Contact Person: tJw ��IOu-sal License Numbed,,6-00 5-7/ne Expiration: 7.1 a&l7 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 ( � Sink(1.5) x a" Shower (2.0) x Lavatory (1.0) x Af i CI Clothes Washer(4.0) x Water Closet (2.5) x 3 lam' Dishwasher (1.5) x Water Heater x U""Hose Bibb (2.5) x Water Heater Model# [t� Other (list) x tto Plumbing Section Continued u Proposed Water Piping Size: Proposed DWV Material: S Proposed Piping Materia[ Proposed DWV Size: n • 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: Furnace (80+) Model# kl a9l.55fId� 051 AFUE /�D Heat Pump Model# SEER HSPE AC Unit Model# SEER D Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping El Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert 0 Outdoor BBQ ❑' Storage Tank ED' Freestanding Stove U"Gas Piping ❑ Other Gas Piping Information Not Applicable: U it Pipe MateriaL.6w k SW Pipe Size: Total BTU's of all Appliances: 00,000 Distance from Meter to Furthest Appliance: 151 • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Nam `' sit 6116LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9019 171st Street NE Permit#:1274 Parcel#: Valuation:261866.69 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:360-353-0588 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: V-$ 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. IBCI10/IRCI10. SALES TAX NOTLCE.Sales tax relating to construction and construction materials in the City of Arlington must be re ned on your sales tax return form a cd C o Arlin on#3101. Signature Print Name Date Released 13y Date CONDITIONS See red lined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC)WILL REQUIRE SEPARATE PERMISSION PERMIT FEES Date Description Fee Amount 4/6/2017 Building Permit Fee $2,695.94 4/6/2017 Building Plan Review Fee $1,752.36 4/6/2017 Furnace $25.00 4/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 4/6/2017 Mechanical Permit Base Fee $25.00 4/6/2017 Park-Community SF $1,662.00 4/6/2017 Plumbing Permit Base Fee $25.00 4/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $168.00 4/6/2017 Processingfrechnology Fee $25.00 4/6/2017 State Building Code Surcharge Fee $4.50 4/6/2017 Traffic Mitigation $3,355.00 4/6/2017 Water Heater $25.00 Total Due: $9,772.80 Total Payment: $0.00 Balance Due: S9,772.80 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9019171st Street NE Permit#:1274 Parcel#: Valuation:261866.69 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON,LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:114 10 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:360-353-0588 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `I-$ DWELLING UNITS: ] 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. IBC110/IRC110. SALES TAY6 NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form al ed C o Arlin on#3101. A kV 1( Z>Z " Signature Print Name Date Released by Date CONDITIONS See red lined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION PERMIT FEES Date Description Fee Amount 4/6/2017 Building Permit Fee $2,695.94 4/6/2017 Building Plan Review Fee $1,752.36 4/6/2017 Furnace $25.00 4/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 4/6/2017 Mechanical Permit Base Fee $25.00 4/6/2017 Park-Community SF $1,662.00 4/6/2017 Plumbing Permit Base Fee $25.00 4/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $168.00 4/6/2017 Processing/Technology Fee $25.00 4/6/2017 State Building Code Surcharge Fee $4.50 4/6/2017 Traffic Mitigation $3,355.00 4/6/2017 Water Heater $25.00 Total Due: $9,772.80 Total Payment: $0.00 11HIH11ce Due: $9,772.80 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling(or an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon r _ Permit Information Date 1/6/2017 Permit Number 1274 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 Jake Jabusch Phone 360-353-0588 Email jake.jabusch@lgihomes.com Permit Type Single Family Residence Site Address 9019 171 st Street NE Valuation 0.00 Status Applied Permit Issued Permit Expires Square Feet 2577 Type of Constriction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel#: 9019 171st Street NE Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington, 360-353- Labor and LLC Jake Jabusch )588 jake.jabusch@lgihomes.co CONTRACTOR Industries LGIHOHL857M Review Date Type Description I Tar et Date Completed Date I Assigned To I Status 1/6/2017 lResidential Dwelling t/20/2017 IlKevin Olander lin Review Fees Fee Description Notes Amount Processing/Technology Feel 341.43.00.021 1 $25.0 Total $25.001 Notes Date Note r 1/6/2017 Need Valuation-waiting for contractor to receive bids. r 1/6/2017 Lot 26-Plan 2159-Kettle Uploaded Files Upload File Date File Uploaded B 1/6/201 7 1 1:26:08AM 11274Application.pdf IFoster,Kristin Permit Information Date 1/6/2017 Permit Number 1274 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 Jake Jabusch Phone 360-353-0588 Email jake.jabusch@lgihomes.com Permit Type Single Family Residence Site Address 9019 171st Street NE Valuation 261866.69 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#: 9019 171st Street NE Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington, 360-353- (Labor and ILLC Jake Jabusch 0588 ake.jabusch@lgihomes.co CONTRACTOR (Industries LGIHOHL857M Review Date Type Description Tar et Date 1 Completed Date Assi ned To I Status 1/6/2017 IlResidential Dwelling approved with red lines. 1/20/2017 /23/2017 IlRick Karns lComplete Fees Fee Description Notes Amount Building Permit Feel 322.10.00.Oq Valuation 262000 $2.695.94 Building Plan Review Fed 345,83.0&01 $1,752.3 Furna 322.10.00.0q $25.0 Gas Outlets Base Fee 1 to q322.10.00.Oq $10.0 Mechanical Permit Base Fe 322.10.00.Oq $25.0 Park-Community SQ 345.85.0o.oq $1.662.0 Plumbing Permit Base Fe 322.10.00.Oq $25.0 Plumbing Permit Fee(Enter Fixture Fee)j 322.10.00.Oq $168.0 Processing/Technology Fe 341.43.00.021 $25.0 State Building Code Surcharge FeM 386.00.01.Oq $4.5 Traffic Miti ation 345.85.00.01 $3.355.0 Water Heateq 322.10.00.Oq $25.0 Tota $9,772.8 Notes Date Note 1/26/2017 Conditional Use Permit PLN-32 Final Plat PLN-265 Design Review PLN-294 Civil PWD-481 Demo BLD-816 1/6/2017 Need Valuation-waiting for contractor to receive bids. 1/6/2017 Lot 26-Plan 2159-Kettle Uploaded Files Upload File Date File Uploaded B 1/6/2017 11:26:08 AM 11274 Application.pdf Foster,Kristin Y RES_ 3ENTIAL PERMIT _ 4PPLICATION Department of Community& Economic Development ��1jNG10{ City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: fo/g 7/ -S'�" 6wite:71- Plat: 6 4f �e Single-family Duplex Townhouse Addition C,� Accessory structure Proposed Area: 1 st Floor: 2nd Floor: l Garage: 416 Total SF: ��7` Describe Proposal (include cross street): &)bct4,m `;w A&tt Si'nWj2 M Y��► �� vc l 149 Valuation: Owner: L-.G S — 14)&S4_1 Address: /A D NL /;4y-A M-F— /D'S City: giV K-I" State: ah, Zip Code: Phone: D- 353— 058$ Email: vJ4&"%Lk e° ho&ts4 Ca",_ Applicant: _�..�T�' 5 wa-sk;04-A— Address: «'`HD NF «f SM /03 City: IlrO&A ` State: WA_ Zip Code: �S Phone: p.3s3-Os8g Email: da'yk Contractor: /-, (,yttSk�ru�Jn Address: 114iD 4/F«40h0 - STL !fly City: )6YJC[AAJ State: AJA Zip Coder Phone: „ f ''-058g Email: sue¢ { j4,b►c•l�t�f�i jcon�Q�. Contact Person: To," Q49L4CA- License Number:,l, -37#0# 1057 6 Expiration: 7.1 Aw7 Received JAN 0 4 1.017 I�ID 12-1�} 6/16LP Page 1 of 3 RES.JENTIAL PERMIT _.tPPLICATION 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) 12f' Bath/Shower Combo (4.0) x ,y 0 Sink (1.5) x sf [Shower(2.0) x Lavatory (1.0) x Q Clothes Washer(4.0) x [ � Water Closet (2.5) x 3 CQ' Dishwasher (1.5) x [ Water Heater x f]�!'Hose Bibb (2.5) x Water Heater Model# Other (list) x & SEMI Plumbing Section Continued y1/1 1( Proposed Water Piping Size: / ) Proposed DWV Material: _V Proposed Piping Material: t- K 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) 6116LP Page 2 of 3 r, . �� , � . ';i ■ 1� ■ 1 �"� _ _ _ _ � � _ ti Y n A-a*4�4, RES, ')ENTIAL PERMIT `)PPLICATION o 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: CiK Furnace (80+) Model# j i,e � /gs�, p51.( AFUE /tea El Heat Pump Model# SEER HSPE AC Unit Model# SEER Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping Boiler ❑ Solid-Fuel Appliance ❑ PV System Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Wl Freestanding Stove L❑' Gas Piping El Other Gas Piping Information Not Applicable: I] y Pipe Material:84k- d Pipe Size: _�-Total BTU's of all Appliances: 1-10,000 t Distance from Meter to Furthest Appliance: 3'5_ • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Nam z.—b. 6/16LP Page 3 of 3 J r - �, - - - - �' ,� 3/31/2017 LGI HOMES-WASHINGTON LLC 1 1lndcs li"Ap `J[ JK-1 saicty&Health Claims& Insurance Workplace Rights Tc"Ide's Licensing Aft Washington State Department of " Labor & Industries LGI HOMES-WASHINGTON LLC Owner or tradesperson 11410 NE 124 St Ste 103 LGI HOME GROUP LLC KIRKLAND,WA 98034 206-445-5326 Principals KING County LGI HOME GROUP LLC, PARTNER/MEMBER LIPAR, ERIC THOMAS,MANAGER RSC CORPORATION,AGENT WA UBI No. Business type 603 508 001 Limited Liability Company License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. LGIHOHL857MB Effective—expiration 07/02/2015—07/02/2017 Bond International Fidelity Ins Co $12,000.00 Bond account no. 0657415 Received by L&I Effective date 07/02/2015 06/08/2015 Expiration date Until Canceled Insurance AMTRUST INTERNATIONAL UNDERWRI $5,000,000.00 Policy no. PAL127181500 Received by L&I Effective date 12/15/2016 12/01/2016 Expiration date 12/01/2017 Insurance history Savings ..................... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts Hell)u,,improve h#ps://secure.i ni.wa.gov/verify/Detai i.aspx?UBI=60350BW1&LIC=LGIH OH L857M B&SAW= 1/2 3/31/2017 LGI HOMES-WASHINGTON LLC No L&I tax debts are recorded for this co, for license during the previous 6 year period,but r debts may be recorded by other agencies. License Violations Infraction no. ESCAH00464 Satisfied Issue date RCW/WAC 02/17/2017 WAC 296-46B-990 Violation city Violation amount KIRKLAND $500.00 Type of violation ELECTRICAL CITATION Description Serious non-compliance-Serious Violation (i.e.Installing a shortened rod/pipe grounding electrode,improper splicing of conductors in conduits/raceways or concealed within walls or installing a fake equipment grounding conductor or other non conforming installation.) Infraction no. NDALS00763 Satisfied Issue date RCW/WAC 12/16/2016 18.27.200(1)(b)RCW Violation city Violation amount KIRKLAND $500.00 Type of violation CONSTRUCTION INFRACTION Description Advertising,offering to do work,submitting a bid or performing work when the contractors registration is suspended or revoked. Workers' comp No active workers'comp accounts during the previous 6 year period. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. P Washington State Dept.of Labor&Industries.Use of this site Issubjectto the laws ofthe state of Washington. Help us improve. ht(ps://secure.ini.wa.gov/verify/Detaii.aspx?U BI=60350BW1&LIC=LGIH OH L957M B&SAW= 2/2 / SETBACKS + fROVT 20' NOTES: BUILDING RMEN.901NS ARE 70 EXISIlNG CONTOUR 5' FACE OF FOUNDA7/CW (Typ) x ' REAR 5' •6RADING SYIONN AS DE96W ACTUAL LOCA77OW MAY VARY x •SLa°E DRIVEWAY 70 PUBLIC ROAD SILT FEW 70 BE INSTALLED PER RNIVED COV70UR 5'BSBL�� / qTY OF ARUNGR:W�l STANDARD (7)P.) �f, PRGy'ERTY .VL T fZNi F M BE INSTALLED aV I/ N LINER 6RADIENT SIDE Cis'BUILDING .N897411 W Typ,) PARacZ 45.00 470 •CYWSTRUCAaV ENTRANCE TO BE r - - - - - INSTALLED PER LYTY OF AF8o ' ARLING76W S STANDARDS 4w 6 I I STORM NOTES: 48? I `V" •7ESC INSTALLED PRIOR TO 1.9 T�46 .59 I CCWSMUCA0V BARE SOLS COVERED WTV MULCH PA110 39 s I N I 5' WALL/bRA/N 'TCPSOt PER N50CE BMP 7313 --� EASEMENT -'{ 5' L ,A�aVSI DE OW 0NNEVED TO PR/VATF STORM STUB 4'(MAX)ECt9-BLOQS' ROCF J5.00 •SYT£9YALL BE STABILIZED PRIG? RETAINING WALL (TYR) DOHANG LOT 26 NAU�G PERM/T BETNG 9. -� PAVPOSL�D RESY&War 3.1 TOP 465 ^ i \ SITE NOTES- TOE 462.8 r KE77L£--2159 GARAW RIGHT =�' •XNAINE FOOTING DRAINS AND �u p 1,58"SF O r^j I ROB DRAINS 70 PERMANENT Shaw DRA/NA6F SY57EM PER APPROWD PLAT DRAINAGE PLAN o GARAGE = I CW ALE W7H 7HE COUNTY. l'OVERHANG AREA OF D/STURBANCL�INCLUDES = EN71R£LOT. 4.50 I S£If£R o • 4 LEGEND: 5'BSBL -- O o C6WNEC7KW 5' -- h h 20.00 SWNfR o- BLOW aT _j 10 I S£RNCE ® WATER ME7& 19 TOP 465.9 I� y - 6'PR-VA « RRE HYDRANT TOE 464.0 20 Bm S7ORY � AIR VAC _ _ _ ?4 " s EASEMENT 0 m �N/NCAGri+BOX STAS'M - - - - - - - - - - - fo,-- �-- STREET UQ°!T _6MXNOVT -I - - - r• - U7lU7Y s £ASfMEWT ® PoKR VAULT ° n° -45.00 a . c a � ® CA ray BASYN a a afANOUT WATER O MANHOLE f71-T-F �� BLOAT WALL �`� SL�RNOL 12'WA 1 -y�----- WALL DRAIN 17, `� ` `Nr6ceivev qDV \ 8' SC&E I'=20' JAN 0 4 47 LOT26 �il�l2 It A SITE PLAN P D" GREGOR Y PARK LG/ HOMES PLAN NO. KET7LE-2159 LOT AREA = AJ38 DATE 11 17 2016 PARCEL # LOT 26 HOUSE= 11588 n 01 DRIVEWAY= 452 �R 9B�o- DESIGNED CORE ADDRESS 9019 177ST Sr vEaj,1fM WALKWAY/PA770 = 39 %PECTOR DRAWN LS✓ PROJECT NUMBER TOTAL= 2,079 RVEYI G 13024L-GRGOO AOTOMIXTA T'D ",CIID C- TM MAHO OK v,)W- VoAvviA E41;1 J'"IJ 4.00.00 5.00�00 35-00-00 A01 JOI _ _ o ro 0 o J02(4) o LOA7) 4 = 0 0 - 0 0 0 O N O o TBE4(2( A03 w wus26 � -- - g HUS26 US26 k N HUS2 S° o A04j9 'HUS26 m rp o o fi0 w H 26 HUS26 { H U 528 n HUS26 2 p� A05 tL7E412, 28.08.14 8-00-00 29-00-00 3-00-00 37-00-00 =I I > _ ` Zn p � MZ m z Fyn c_ncncng � roN Q� ammr E333 = N p � o� a m` o 0 0 n o W �E N > > > 7 W C� Received _ ter- = - S'iS`�� m mr`nNQo R. 9- �- I g q oNa m> O � A � � g JAN ® `� 2017 c 0 o Cl WA.r m ig67t .C8 Arlint.. 982r'2 3PRQ$uild Phone: 92$-4IS$ ,:��."n➢'�,+p.0 I"S�„�.m iiF l�l n— 11 ,p,•F�"•n\,w4Jld nJnr�],m ll.,1aI,nAa-...wa"o iM1� ,0 I.:dkid-1.16,—h.w tei:n.n Wa.I.a,yn,amiiG,d LGI Homes 11/15/1611:42:43 1 y((js aci:""I 1h. 2159 Gregory Park- Larry Livingston B1605 53 5 w^' ula n"u, ne,o 1h I dhua ,.Jn. \11 11179 �,�'J 1 '��.+ 1 f MiTekR 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. �ERRILL & 4'XS�0F wnsy �F��� y o,� 51398 0 y� ISTE 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. C•7 iu I Job Truss Truss Type Oty Ply 2159 A Kettle K2574808 61605553 A01 COMMON SUPPORTED GAB 1 1 [ob Reference o lional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 10:06:20 2016 Page 1 I D:gbXX9JfIDU M WT61hISAH XByB M2u-my9r8C6eXgkv S tDbOlUXbvXsZrCABh3JnXThJ WYJHfn j� 1 " 1.0.0 17-6-0 17-fi-0 1.0.0 Scale=1:61 3 5 00 12 4x4 11 10 12 3x6 9 13 3x6 78 14 15 6 16 5 17 4 18 3 1& 2 vI1 zo 21 Iv 0 0 3x4= 3x4= 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 5x8= I 1541.0 35-0.0 Plate offsets(x-Y►.- 129:0-4-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25 0 Plate Grip DOL 1.15 TC 0.12 Vert(ILL) 0-00 21 n/r 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 IRC2015rfP12014 (Matrix) Weight:157 Ile 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 11-29:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer Installation Quide. REACTIONS. All bearings 35-0-0. (Ib)- Max Horz 2=-92(LC 9) Max Uplift All uplift 100lb 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(Ib)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. q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)2,30,31,32,33,34, A19 F WASy�� 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. �Ir p _11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 51398 �AV +Z` OISTS_ � Y10NALE�GS� November 14,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MM7473 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 W1 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 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 a 9 v Job Truss Truss Type Qty Ply 21-99 A Kettle K2574809 81605553 A02 Common 7 1 b Reference tin I ProBuild Arlington, Arlington-WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 10:06:21 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-F9jDMY7Gl8sm31 onZa7m7641mEMRw_ZSOBCFszyJHfm 71.9.t2 t7.5.0 r 73.9.4 2MA F 2S-O.p fi'�'-nt 1 D0 6-3-3 5-6-8 5-8-4 5-8-4 5-Fr8 6-3-3 1-G0 Scale=1:60 8 500 12 4x4 c jI S J 5x8 5x8 4 6 2x4�� 2x4 3 7 2 8 1 9 Iv 3x8= 12 11 10 3x8= o 3x4= 5x8= 3x4= I 9.O.14 I t7-8�� I 2$.11.2 3S4{1 { 9-Q14 8.5.2 8-5-2 9-0-14 Plate Offsels MY) 3-ol r6:a3•12 0.3.01 18:o-4-z a 1•et-n 1 o•a o.as o1 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 0.73 Vert(ILL) -0.24 11 >999 240 MT20 185/148 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) 0.16 8 n/a n/a BCDL 8.0 Code IRC2015lTPI2014 (Matrix) Weight:134 Ib 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 lnsta lation ouide. 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=-2000175,5-6=-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=0/469,7-1 0=-387/1 21,4-11=-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=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 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. `�,RRiiL Q ,� pF WAS! J 51398 �ss10 ALF�yG November 14,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•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 ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suilo 312,Alexandria.VA 22314, Corona,CA 92880 _ � �: I I Job Truss Truss Type Oty Ply 2159 A Kettle K2574810 B1605553 A03 COMMON 1 1 lob fer i 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:gbXX9JfIDU MwT61 hi SAHXByBM2u-j LHcZu8v3S_dhB Nz71 W?gKc_aei PfRkbEryoO PyJ Hfl �3.3 r 11.4-6-2 1 1744 23.2.4 r 2AA 13 3SOA r Tfi-0 6-3-3 58 5-8-4 5-8-4 Scale=1:60 2 4x4 5.00 12 = • 5 5x8 \ 5x8 4 6 2x4 2x4 3 7 8 r+1 2 Io 11 3x8= 10 9 3x8= 3x4= 5x8 3x4= = 9A-14 1 17$O 25.111.2 1 2&" I 9-0-14 &5.2 B-5- _ 9-0-14 Plate Offsets{X.ri— ja0..22.Q 88j_14-0.3-12.0.3-OJ,f6 0.3-12.0.3-0j (8:h 42.0 1 8j jj0 0.4-0.0-3.01 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 0.98 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) 0.16 8 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (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. (Ib)-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=-139/2839,10-11=-53/2334,9-10=0/2338,8-9=-57/2856 WEBS 5-10=0/1108,6-10=-764/122,6-9=0/460,7-9=-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,Vult=11 Omph(3-second gust)Vasd=87mph,TCDL=6.Opsf;BCDL=4.Bpsf;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. MLL 6 ,ti0 OF WAS�f4 '0¢10 51398 �q4 SS��NAL ECG November 14,2016 ®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 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 ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Sute 312,Alexandria,VA 22314. Corona,CA 92880 A f I i• �, Job Truss Truss Type Qty Ply 2159 A Kettle K2574811 B1605553 A04 Common 9 1 eference i 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?gKc4dekBfOebEryoOPyJHfI 112 7 1-0-0 6-3-3 5-6-8 5-6-4 5-8-5 5-fi-10 a--9 4x4= Scale=1:50 2 500 12 5 5x8 3x4 4 6 2x4\\ 3x6 7 3 N 2 0 11 9 3x6 = 10 8 3x4 — 5x12 = 3x6 — 2x4 l %0:14 17.8-0 I 2,5.11•2 { 28-%14 .I 94).14 8$2 8-5-2 2-9-12 Plate offsets(X.Y)- 14:0-3.12.0-3•9131 o:ae-o.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 0.59 Vert(LL) -0.19 2-11 >999 240 MT20 185/148 TCDL 10,0 Lumber DOL 1.15 BC 0.74 Vert(CT) -0.38 2-11 >900 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0-08 8 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrlx) 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 Jnstal on 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=-1330186,6-7=-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.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 D6L=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)2,8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ER 1 B �a of WASkry'� � y-r rO�Q RR S 1398 •�� CISTS SS10NAL VA- November 14,2016 A 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 9is 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,Suit 312,Alexandria,VA 22314. Corona,CA 92880 AT. Job Truss Truss Type oly Ply 2159 A Kettle K2574812 B1605553 A05 Common Supported Gable 1 1 Job R even o 1 ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 10:06:23 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-BXq_m E9Xgl6UJLxAh?2EDX9MT2EpN2slTVhLwryJHtk f•0 0 7-6-0 17-6-0 Scale=1:61A 5 00 12 5x8= 11 10 12 3X6 9/i 13 78 14 S/ ` 15 6 16 4 \ 17 3 18 2 19 1 Io 3x6= 3x6= 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 5x8 = 350.0 Plate Offsets(x.v)•- l27a4-0.a3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 014 Vert(LL) -0.00 1 n/r 120 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 007 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0,13 Horz(CT) 0.00 19 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:156 Ito 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 In fellation uide. REACTIONS. All bearings 35-0-0. (Ib)- Max Horz 2=97(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,28,29,30,31,32,33,34,26, 25,24,23,22,21,20 Max Grav All reactions 250 lb or less at joint(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=l1 Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Bpsf;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)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 �gitRIQ e` fit between the bottom chord and any other members. .q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,28,29,30,31,32, ,`� OF WAS 33,34,26,25,24,23,22,21,20, 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)19,2. 4 O A 1)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 51398 �w'� Is X AL EEO November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•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 19i building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing MOW 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 928BO Job Truss Truss Type Qty Ply 2159 A Kettle K2574813 B1605553 B01 Common Supported Gable 1 1 ob ter ti ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 10:06:24 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-fkOM_ZA9b3ELwV WMFiZTIIhXtSal6XJui9RvSHyJHfj I -I 1n ao 20" 221.—M i 1-0-0 10-0-0 10-0-0 1-G-0 Scale=1.36.1 ' 4x4= 6 500 F12 5 7 4 B 9 p" 2 10 v- 3x4— 18 17 16 15 14 13 12 3x4 20.0.0 20.0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(ILL) 0.01 11 n/r 120 MT20 1851148 TCDL 1010 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) 0.00 10 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (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 Installation auide. REACTIONS. All bearings 20-0-0. (lb)- Max Horz 2=-55(LC 9) Max Uplift All uplift 100 lb or less at joint(s)2,10,16,17,18,1.4,13,12 Max Grav All reactions 250 Ile 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,Vult=110mph(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)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, O' 13,12, M$RR1LL 8 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �` OF WA$k4Y �O �04+ 51398g,4 �sSf�NALE�G` November 14,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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 "MiTel 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 92860 _ i r rg Job Truss Truss Type Qty Ply 2159 A Kettle K2574814 B1605553 B02 Common 3 1 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 10:06:25 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-7wykBvAnMNMCYf5YoQ4ilyEYRskMru92xpAS?kyJHfi B.9•B a.+n.n ,� 12.10.8 19.8.0 3-0-8 3-0-8 6-9-8 fi-9-8 Scale=1:33 2 4x4 = 9 5-00 FIT 2x4\\ 2x4 2 4 1 fi �I I` 0 0 6 3x4= 3x4= 3x8 — 9.10.0 19.8.0 1 9.10-0 9.10.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) III L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.22 1-6 >999 240 MT20 1851148 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 IRC2015/TP12014 (Matrix) Weight:62lb 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 pulQe. 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=-1160/22,4-5=-1505/60 BOT CHORD 1-6=-52/1322,5-6=-211 3 2 2 WEBS 3-6=-6/785,4-6=-4411129,2-6=-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.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 nonconcurrenl with any other live loads. 4)'This truss has been designed for a live load of 20,0psf 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)1,5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WAV �RRILL 6 51398� �a Ss�ONAL November 14,2016 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 111II-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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Slreel,Suitt.312,Alexandria.VA 22314. Corona,CA 928BO Job Truss Truss Type Gly Ply 2159 A Kettle K2574815 B1605553 B03 COMMON GIRDER 1 Job Reference o tional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 10:06:26 2016 Page 1 I D:gbXX9JfID UMwT61 hiSAHXBy BM2u-b6 W6 P F B P7gU3AogkM7bxgAnicF6_aGl B9Tw(XAyJHfh 5.1•ta i 9.1D.0 r la.N_•2 19.9,E 5-1-14 4-8-2 4-8-2 5-1-14 Scale=1:32 3 5x8 l PROVIDE ANCHORAGE.DESIGNED BY OTHERS, 3 AT BEARINGS TO RESIST MAX UPLIFT _ AND MAX HORZ REACTIONS 5 00 F12 SPECIFIED BELOW �—•I 48% 48 2 4 1 5 I� 0 0 8 10 8 11 12 7 13 14 6 15 16 410= 3xio 1000 = 3x10 II 410 = n SA-14 9-t0-0 144.2 I 1".0 t 5.1441 4-8-2 4-8- 5-1-14 Plate Offsets MY)- 1170-5-0-0-1-1j1 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 0.78 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/TP12014 (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 HIP 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 Harz 1=49(LC 31) Max Uplift/=-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=-128001292 BOT CHORD 1-9=-277/11695,9-1 0=-277/1 1 695,8-10=-277/11695,8-1 1=-2 77/1 1 695, 11-12=-277/11695,7-12=-277/11695,7-1 3=-229/1 1 703,13-14=-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=-1 612 9 7 8 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.11;Exp B;enclosed;MWFRS $KRILL - (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1,60 e 55)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF WAS -t), '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 �C fit between the bottom chord and any other members �S T -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 Qr� 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 O� f�O/STfiRe� ``SV 33 lb up at 9-9-4,1202 lb down and 33 lb up at 11-9-4,1202 lb down and 33 lb up at 13-9-4,and 1202 lb down and 33 lb up at F 15-9-4,and 1202 lb down and 33 Ito up at 17-9-4 on bottom chord. The design/selection of such connection device(s)is the SSf0NALEN� responsibility of others. GaAMA"SE(ftE62andard November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1117II-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 of y� building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW 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 BC51 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 E .. ��� I Job Truss Ec'ou pe Oty Ply 2159 A KettleK2574815 B1605553 B03 N GIRDER 1 n GJob R ference n tional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 10:06:26 2016 Page 2 I D:gbXX9JFID U MwT61hiSAHXByBM2u-b6W6PFBP7gU3AogkM7bxgAn icF6_aGl B9TwOXAyJ Hfh COAD 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=-1 202(B)9=-1 202(B)1 0=-1 202(B)11=-1 202(B)12=-1 202(B)13=-1 202(B)14=-1 202(B)15=-1 202(B)16=-1 202(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters srw.vn,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design paramalafs and properly incorporate this design into[he 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 proven[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,Suit's 312,Alexandria,VA 22314, Corona,CA 928BO rf y iv i� • Job Truss -Truss Type Oty Ply rbJeference A Kettle K2574816 B1605553 DOI Common Structural Gable 2 1 n ProBuild Arlington Arlington,WA 98223 T640 s Sep 29 2015 MiTek Industries Inc Mon Nov 14 10:06:26 2016 Page 1 ID:gbXX9JIIDUMwT61hiSAHXByBM2u-b6W6PFBP7gU3AogkM7bxgAnslFG5aRfB9TwOXAyJHfh 1-0-0 3-3-0 + 3-3-0 Scale=1:16 3 4x4= 9 500 12 i 2 4 vl 5 o [o 6 2x4 II 2x4= 2x4= 3. .D .3.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd 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 nla n/a BCDL 8.0 Code IRC2015ITP12014 (Matrix) Weight:20lb 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 ufde. 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(lb)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;Vult=110mph(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)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 Ito 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. - �RRILL 6 WASIj! � 0 51398 0 A� �QIS7 ERA ' SSIONAL LNG November 14,2016 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED Ii 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 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 Qty Ply 2159 A Kettle K2574817 —I job 81605553 D02 Common 1 1 Reference lional ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 10:06:27 2016 Page 1 I D:gbXX9J fl D U MwT61hiSAHXByBM2u-3J4VcbC1 u_cwnyFrwr6AN N J 19fbTJ u N L07fZ3cyJ Hfg 3-3-0 3-3-0 4x4— Scale=1:13 0 2 500 12 3 1 I� k 5 2x4 k x 2x4=- 6 4 2x4= —+_ as B -a 2 s a aas LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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) 0.00 3 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:171b 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 oulde. REACTIONS. All bearings 1-0-0 except(jt=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;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 Ile 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. WAS/y VOA► �, 51398 ►STE�� ' sStONAL �© November 14,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 MOW always required for stability and Io 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 ,� - - - - - - - r I ,� Job Truss Truss Type Qty Ply 2159 A Kettle K2574818 B1605553 D03 Common 1 1 ob ti�nal ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 10:06:27 2016 Page 1 I D:gbXX9JfID U MwT61 hiSAH XBy B M2u-3J4VcbC 1 u_cwnyFxwr6AN N J2tfcAJuC L07fZ3cyJ Hfg 8.5.0 2-8-8 2-8-8 4x4= Scale=1:12 B 2 5 00 12 / 1 N_ 16 O 4 2x4 3x4= 3x4= a$8 LSD r 4$8 $8 t LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0-00 4 >999 240 MT20 185/148 TCDL 10-0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0-00 3 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installatii aude. REACTIONS. (lb/size) 1=213/0-5-8,3=213/0-5-8 Max Horz 1=16(LC 12) Max Uplift 1=-6(LC 8),3=-6(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4,8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3- 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �$RR(LL 6 �ti0 F WAsk/,t, coo 51398 q,4 L'a!S YE0, sstONAL��� November 14,2016 A WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11,111-7473 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 or individual truss web and/or chord members only. Additional temporary and permanent bracing iTek is always required for stability and to prevent collapse with possible personal injury and prop"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,Sufle 312.Alexandria,VA 22314. Corona,CA 92680 Job Truss Truss Type oty Ply 2159 A Kettle K2574819 81605553 D04 Common 1 1 Job Reference tional 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_cwnyFxwr6ANNJ2tfcEJUFL07fZ3cyJHfg 2-8-8 2-2-8 2 4x4= Scale=1:11,4 5 00 12 3 • 1 0 4 3x8 2x4 3x4 = 4x4= r 2fl_fl a1t-0 r 2.8-8 2.-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 0.11 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 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight: 19 Ito 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 Stud/Std MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Right:2x4 HF Stud/Std Installation nuide. REACTIONS. (lb/size) 1=19910-5-8,3=199/Mechanical Max Horz 1=16(LC 8) Max Upliftl=-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=110mph(3-second gust)Vasd=87mph,TCDL=6.Opsf;BCDL=4.Spsf,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)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, �LRR1U e WA. 51398 q� F0 d;910NAL�NG 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 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 andfor 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 Ic 1 v L y ti CD 10 ai N 0 (n O d N N m N a) a3 3 N - O U LL N N .p L N rL-• U C L n W. I1L m E > OI c N S i N O N O a)N O c r ^+ EL L C N N U OI N U C N N O O a) U O 3 m3 Y/ (n V! a UNI 3 L C (-D n p C` E Y N 0 ,._T. L C U V N UI 4� N E m ar m � c o o _ ° c °� m n N O m _ 3 p �� �m p �R c� .Lo. o a`s o 0 om o1° �� n o ` �U c a `p O N N a) ()� n`_ C U 1/1 N a) p .. C m N c N �p o ;:a N Q T N F L � � W m lc a: O N c N-` N N J C N d n U >n.V p O� O N 2 L N C O C N 3 a t3q Z m w0 .� U� O L n 'U C O -O W N .�-�c N om c0 ` -6 va; -in 2oZ 9� a° aZ o0 crn Nz v � Lo 9 a o O (0 .� 3 .�� (D 2 o � w,w° >. `o N Q -3 o f �N 075,5 m e m� a�� a� E � a't (D � (..) c m S m c ` 2 m L u °c a u3i° E'" $ m e °a o m.m m m E n m W O l0 a7 o C a7 N n aS L >. N U \ C N c j a) N 1 N 03 j 0 U UI L D O 3 c V L L.- �U C Y Nn fa U-jp il6 68 ON N a) N Q N m f, m- a) (0 (�O m ) I co `o o u`rn a c- —2 n23 0 rs Q 9 m N m'o 7 °L Oo N O '••� L E U W N N N C a m m C !� N.N-� o'� L al N N 0 N U) la ll i- �X cn�� � 62 � o9m EE � u m` c�v N� -o Eu � ' c mm m ono o�o Ed O N o .V N d 0 a) N p a)C 4 a1 N m N c L X n`I - (5 (D m N O C C O w a)C [A N ON o m m v E o y m a c c c uoi° uoi `m m a m m m t O1 0 "@ m p'c 3 u v'i c a N o mm `m- -O oL E a) ° oo N C N'3 ao Nm n-_- U o uN oo - ooIi a:.8 pC B � `� �� Nu OHO ? u00 N°� CL CyNj mom `°� 3NQ OQ O� o Od N r�/1C� NaO co co Q F 3 E a Z m a a m U d. o O N 7 U U d o J N F N m `o U O m c O a) n O'm!_' O Q LL N Cl V l0 (O OD d O O of Cn O N GHOHO dOi uj o a) a v s ra rn 3 _ N Y N N w O (n— aci C� g. O m Q j � 04 o ° U 2 Z n5 L N t o 'n a1 Lu Lu LL O D1 C. cM !r[M F N 3 af Yam/ V-$ �O W N C C o Q C5 3' ch N WLU ns 3 J= m m T a, Irk 00 „ � WF p � f0 O H N C •�l� U w~ W W (UJ UJ 0 0 m� H J W 0) N ' = E o g �a w U)� -o O J H d W U) a) a) N (n L-ZM J U (4 O H cn ¢ a (y W a a)i C 2 = en N n aci •L^+ r` Q a j c: -2 y (D U O W m W 'D 0)C'Oa) m a) L 0 if p p O m W F N N N L C mOf 0 Q~H ay U � - � m �co o LL cn of 2 Z cm ow �� a) � cm B-L� Z Ln 7 J LL' a] O th Q O -0 W 3mm 2D U U)� i (A U �c 42iOH0 d01 a U z a U W W N t N (n L N c T L j O cE O ` O Z N a) O a) .0 N O_U C m C m L O U O al (p O7 ON QOQ_QH r'caaco)�a.����'cCSn oaowna��CaE> _ ► > 0U� 0co� mUmEO L) _0 N ° c Cc_0 O) o m a= N En o C 2dm a � E r o 0) Oc 3 2c mv oQ� mi�— o U E DoZ2 m bo _ Na 0 c . a) ca) E Q , C:W oo S c N� oa' °ca �.4 ml i v ° E � L `oUmU Ha2 ai ° � ° a) r O a �� � ° N c-0 ot C 0)mm _ 0 rn X O N E O n an E C coZ O a) �O_• � m n� w Q�c I cr 5 nU E C N O� u � > � C m �Z U OQ m �L n a) � Z �a m o� oO yc v ° cUc � cOan) � m = ac� m1m= U -0 02W rz U° N z � Cl) d J d tn J ~ W v cn m cn d J m c Z co U Q om %ode Compliance For All Climate Zones in Washington Contact In/�rrnation requirements of the PrescriptiveW. path below a nd this are the based on the size of the structure,ithe rporate the eked as chosen by the permit applicant. AlLu., appropriate -ntative t mate ones Date Fenestration U.Faclor R-Value Skylight U-Factor n/a U•Factor -� Glazed Fenestration 47 n/a 0.30 Ceiling" n/a 0.50 Wood Frame 49' n/a Wallri•m,n Mass Wall IGlue' 21 int 0 026 Floor 27121 0,056 Below Grade Wallc'M 30. 0 056 Slab R.Valuf:g Depth 101*15121 int + TB U.029 'Table R402 1 1 and T 10 2 ft 0.042 Table R402 1 3 Footnotes inr. n!a Each dwelling unit Itrdetl on Pago 2 the followln9 mini 1tL.l�reaidentlw► mum number of credits; Shall comply with sufficient o ut. Small DwellingPtlons from Table R406.2 Unit: 1.5 credits so as t Dwelling units tens than 150o s o achieve Brea, Additions to square feet in conditioned square feet, existing building th8t are floor area with less than 02, Medium greater then 500 square feet of Kean 300 square f Dwelling Unit: 3.5 heated floor feet of fenestr All dwelling credits area but fens ation re 9 units that are not included in#7 than 1�U0 quire 2.S credits. or#3. Exception:l. ption: Owellrng units serving I�-2 occupancies s _13. Large Dweiinn g Unit; 4.5 credits Dwelling units excee g hall ( J4 ns less than 500 Additic din, 5000 square feet of conditioned floor Table •5 credits are R406,Z Summary square feet: a. 0 lion Oescri lion fa cient 1b ur Ong nve ope a E rcrent uutluig knvalo t.rQdlt s fc icfent Pe tp 0 I uildrng nvelope 1 c i (� rciont ur d ng nvelope Id a rr Leakage ontro an 1 0 b it ea a e rcrent entdatron ❑ 2c 9 ...ontro an rc enl a Air Leakage Control and enh abort ❑ 3a - rcrent Ventilation 2c High Efficiency HVAC 3a (�3b Isigh Efficient 3c Hi h y HVAC 3b 1.0 F) 9 Efficiency HVAC 3r, 10 3d High Efficiency HVAC 3d 4 1.5 ❑ 1.0 High Efficiency HVAC Distrution System 1.0 5a Efficient Water Heatingib 5b Efficient W 5a 1.0 ❑ Sc ater Healinq 5b 05 Efficient Waler Heating 5c 1.0 5d E icient Wte 1 0 ❑ G Heating 5d 1 5 0.5 Kenewabie a r Electric knergy El 1.0 Total Credits 0.5 U.5 "Please refer to Table H405 2 for complete option descriptions "120kWh 0.0 3.50 (! eivecl :riptive Energy C. t lnfoalm ion 2159 s project will use the minlmum values lists mber of additional cue `-r)rized Represp Window, Skylight and Door Schedule f1ro)ert Information Contact Information Plan 2159 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 0.0 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) F 0.0 0.001 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 6 a 17.8 5.33 Entry Door 0.30 1 3 16 a 20.0 6.00 Vinyl Frame Window 0.30 3 2 2 12.0 3.60 0.30 3 3 5 45.0 13.50 0.30 1 6 6 'O 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 1 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 1 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 0.01 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 0.01 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 �-I-1 0.0 0.00 O.Oj 0.00 0.01 0.00 - 0.0j 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 Sum of Vertical Fenestration Area and UA 1 235.81 70.73 Vertical Fenestration Area Weighted U=UA/Area 1 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet inch Feet Inch Area UA 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 E0.00 0.00 1 Sum of Overhead Glazing Area and UA 0.01 0.00 Overhead Glazing Area Weighted U= UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 235.8 70.73 Simple Heating System Size:Washington State heatingThis izing calculatoris based on the Prescriptive Reaulrements of the 2015 Washington n r W EC)and AC CA Manuals J and S.This calculator will calculate healing 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. Project Information CorNac?Information Plan 2159 Heating System Type: O All other Systems Q Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Desian Temperature Instructions Design Temperature Difference(AT) 51 Puyallup AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2,159 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.3 20,143 Glazing and Doors U-Factor X Area = UA Instructions 0.30 236 70.80 Skylights U-Factor X Area = UA Instructions ('�I 0.50 �J Insulation Attic Attic U-Factor X Area UA Instructions R-49 0.026 1,319 34.29 � Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Select R-Value V`J NO selection --- �� J Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions �R-21lntermediate - 7M 0.056 2,300 128.80 Floors J U-Factor X Area UA Instructions 0.029 1.319 38.25 R-30 Below Grade Walls(age Figure f) U-Factor X Area UA Instructions No Below Grade Walls in this project. -- Slab Below Grade(seeFroure f) F-Factor X Longth UA Instructions Select mrxlllluninp No selection --- Slab on Grade(see Figure 1) F-factor X Longth UA Instructions .No Slab on Grade In this piaicct. --- -- Location of Ducts Instructions Duct Leakage Coefficient V_Condidoned`-io-:r 1,00 M Sum of UA 272.15 Envelope Heat Load 13,879 Btu/Hour Figure 1. Sumo[UAXAT Air Leakage Heat Load 11,095 Btu/Hour Volume 0.6XATX 018 nbow cr,de Building Design Heat Load 24,974 Btu/Hour Air Leakage-Envelope Heal 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 Heal Loss X 1 Maximum Heat Equipment Output 34,964 Btu/Hour Building and Duct Heat Loss X 140 for Forced Air Furnace Building and Duct Heat Lass X 1.25 for Heat Pump (07/01/13) f 5-00-00 35-00-O0 11-03.0e 7-10-1111 � 16-08-00 FT12- I FT01 LUS46 FT11(3 0 Lusas 0 0 FT02(5) o 0 o LUS46 0 0 0 Lusa6 FT10(2) • LUS46 FT13 A rT09(3) FT03(3) 030 0 FT08 w � Q '•f LUS46 0 LUSa6 ^a 11+ 1l: ;•LUS46 0 tLUUS46 oFT07(9) FT04(9) o o a to SL RI v N A O 5-02 II Ao 00 ' 17-11-10 �I s 18-07-04 aaoo-oo m m Oo y = O X (/1 Z A Z =Z m wD r F @) 3aD cn � � O z i M M r- c CO o WIZ � N D M m Z o� �C) r � CD Received 0m 2 m (nQo c�< 3nv AC 0G) °' 0— 0 JAN 0 4 2017 pm d+mmm r m IzO apv, ���Ivl� PRQ$u��d 20815 67th VA 82 naas;'u;al,elmens1nndhid-bsn Arlinotort.R'A 98223 t�„.= w< ,w,:^<,� ^ei,ia�^i no,ia,,,e F •i,po,nJa lu be incuruoralW iulu iM1c Lu,IJing J�sipn nl Ilu=1�ccili.ai�u^.•1 ,c-buihlin:r Jaa,an�x e.c Ih. i hortr. 1-360-925-4155 _ on We p�e.amm�enn m, rbx nuJtl,np de<L:nn is y LGI Homes 11/11/16 13:56:48 .•,4-d n,,, J-.xi ul 1h;a supi'.• :ry.u�.tul nvluhcnJ„a �p r Gregory Park-2159 A/B-Floor Larry Livingston B1605554F2 n „P Arlington,WA ,r J=........,,... n a« ,;y�„�, ,, ., 1:`� 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. ov'"aL 6 WAS y� OZ PO ,��51398 4� A� ClSTgR 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. Job Truss Truss Type Qty Ply 2159 Floor K2574483 61605554F2 BP1 FLOOR BLOCKING 9 1 lJob Reference nal 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 KxXbJ5aOjPSVFOBuIP3yBN?f-xZToQvcBT4Tepocv68OF3VkUwcGm9kt4FzFcm8yJIZE 2x4 1 3x4- 2 3 Scale=110 7 16 c6 r S 4 2x4 11 3x4= 012 Plate Offsels(x -_(2:0-]-S.Etlge) [4:0-1 B.Etlgg[ 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) nla 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:9lb 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/Sld(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 MaxUplift3=-93(LC 1) FORCES. (Ib)-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 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. M�1�x1LL e WA.7 51398 1 ,4 o1�s GIs1 NAG��G� November 15,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon paramelers 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-a9 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 T rus s Type Qty Ply 2159 Floor K2574484 81605554F2 BP2 FLOOR BLOCKING 1 1 J Refer nc ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc. Mon Nov 14 09:05:03 2016 Page 1 ID:2Q1KxXbJ5aOjPSVFOBuIP3yBN7f-xZToQvcBT4Tepocv68OF3VkUBcGo9kt4FzFcm8yJIZE 2x4 11 t 3x4= 2 3 Scale=1:10.7 0 1 X S 4 2x4 11 3x4= i 1 10 1$t0� Plate 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 0.07 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 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 lb FT=20%F,11 o/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 Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=60/1-6-10,4=171/1-6-10,3=-70/1-6-10 Max Uplift3=-70(LC 1) FORCES. (Ib)-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 atjoint 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �1►�RRILL $ wns �'�1 51398 0 � �SS�ONAL��G November 15,2016 ,&WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.10/03/2015 BEFORE USE. Design valid for use ody with MiTek t connector Trim design is based only upon parameters 3h0'.vn and a for an mdividual buoding component,not a truss syatam.Before use,the building designer must verify the applicability of dettoparanetars and pfapetly w4arporate this dasign into tho overall building design. Bracing Indicated is to prevent buelumg of individual truss web andfof chord members ooty Additional temporary and permanent bracing Mae is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,stofage.delivery;erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle safety Informatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type 10ty Ply 2159 Floor K2574 885 �B1605554F2 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 1D:2Q1 KxXbJ5aOjPSVFOBuIP3yBN?f-Pm1AdFdpENbURyB5grXVcjHeeOcguBMEUd?9JayJIZD o-Hs oHe Scale=1:27 4 1 2 3 4 5 6 7 e 9 10 22 E 24 o 21 23 xx , 20 19 18 17 16 15 14 13 12 11 1&7 t2 1fi-7-1, i Plate Offsets(KY) �t4( (23:a�s.a�o)t2a:at a.o•1 ojl LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ltd 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/TP12014 (Matrix) Weight:55 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 16-7-12. (lb)- Max Uplift All uplift 100 lb or less at joint(s)11 Max Grav All reactions 250 Ito or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 1b 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. . ��ttRII,L 6 J� ,a WASki,�,q A coo 51398 NAL��G, November 15.2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Oeshr valid for use only with MiTei connocWrs.This design is based only upon parameters sn nvn arat is for inn individual budding compom!ni,not a truss system.Before use,the building designer mild verify the applicability of design parameters and property mcorporate this design into trw overall budding design. Bracing militated Is toprdvorl buckling or individual truss web and/or chord members only Additional temporary and permanent bracing is always always required lit stability and to prevent collapse with possible porsonal injury and property damage. For general guidance regarding the ratification,storage,dei.erection and hrac,ng of buss&$and buss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N Lae Street,Suds 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2159 Floor K2574486 B16055541`2 FT02 Floor 5 1 f c li ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries-Inc Mon Nov 14 09:05:05 2016 Page 1 ID:2Q 1 KxXbJ5aOiPSVFOBuI P3yBN W-tybYrbeS?hj L26m H DY2k8wgjyQl5dVxNjH kjrl yJ IZC 0-1-6 0-H8 Scale=12T7 3x8= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7o 75A 8 16 6 15 7 F. =13 12 11 10 3x6= 3x10= 3x8 = 3x6= 1&7-12 tt47-12 Plate Offsglrz(J(,Y)— [4:0-1-8 Edael '0}-8 Edgg] [O.1-8.Edge] 111:Q 1-8.0 0 Ot,1120 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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 n/a BCDL 510 Code IRC2015/TP12014 (Matrix) Weight:68lb 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=895/0-3-8,14=895/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-234310,3-4=-2343/0,4-5=-2630/0,5-6=-2316/0,6-7=-2316/0 BOT CHORD 1 3-1 4=011 435,12-13=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=011030,3-13=-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. 0$RRILJ e `9 wns A 51398 A� Fclslre� SS�ONALE�G November 15,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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.[design parameters and properly incorporate this design into the overall bwdmg dewgn Bracing indicated is to prevent buckling of individual truss web and/or chord member;only.Additional temporary and permanent bracing leffek is alvays required for slabdity and to prevent collapse with possible personal uqury and property damage. For general guidance regarding the fabrication storage.dol"iy 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,Srele 312,Alorsadnlr VA 22314. Corona CA 92880 Job r"Uss Truss Type QlyPly 2159 Floor K2574487 61605554F2 Floor 3 1 Referencelob 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-L89w2xf4m7rCgGLTnGazh8MtQg59MxMXyxUGNTyJIZB 0-1-8 H 2-6-0 1-9 4 1-9-4 �-� 1 9�«2rr - Scale=1;41.6 3x8= 3x4 - 3x4 - 3x10 = 3x6 FP- 3x4 - 3x4- 3x6 11 3x6 II 1 2 3 4 5 6 7 8 9 10 11 1213 14 Io 0 z 25 24 23 22 21 20 19 18 17 16 15 3x6= 3x8- 3x6 FP- 4x8- 3x8= 3x6 = 2x4 SP= 0 +ere 110 a •o 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-o1.12,110-11-&Q-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 0.58 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) 0.05 19 n/a n/a BCDL 5.0 Code IRC2015/TPI2014 (Matrix) Weight:99 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 6-0-0 oc bracing. REACTIONS. (lb/size) 14=294/0-1-12,19=1419/0-5-8,25=862/0-5-4 Max Uplift 14=-6(LC 3) Max Grav 14=381(LC 4).19=1419(LC 1).25=870(LC 10) FORCES. (lb)-Max.Comp./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, 8-9=0/593,9-10=0/593,10-11=-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=0/2477,21-22=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 means. LL 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. `9 WAS `t), 9)CAUTION,Do not erect truss backwards. t cTp � 51398 011. FD�STS ss�ONAt F�CY November 15,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-T4T3 rev.10/03/2015 BEFORE USE. Deslgn valld for use only with MITekAconne Lois,This design is based only upon parameters shown,and Is for an odividual buikang component,not a IMss system.Before use,the budding designer mull verify the appiicabilily of design parameters and ploporly Incorporate this design into the overall budding design, Braang indicated is to prevent buckling of individual llbss web andler chord members only Additional temporary ontl permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabricalion,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,Suds 312,Alexandria,VA 22314. Corona.CA 92880 Job Truss Truss Type Qty Ply 2159 Floor K2574488 B1605554F2 FT04 Floor 9 1 Job Ref---rance fopflonall 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 KxXbJ5aOiPSVFOBuIP3yBN?f-pKjlGHgiXlz3lQwgLz5CDLv11E005NKgAbDpvvyJIZA 0-1-8 H i 2-6-0 Scale=1:31.2 4x8 = 3x4= 3x4= 4x8 — 1 2 3 4 5 6 7 8 9 16 14 13 12 11 3x6= 4x10 = 3x4= 410= 3x6 = 1 t&z.0 18-T•0 Plate Offsets fx.Y) 13:0-1-s.Edgei.ffs:o•t•a.o ot.fl,�:o-1.e.at of LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid 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 nla n/a BCDL 5.0 Code IRC2015/TP12014 (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: REACTIONS. (lb/size) 15=1008/0-5-4,10=1008/0-2-12 2-2-0 oc bracing:11-11 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=0/3329,12-13=0/3329,11-12=013289,10-11=0/1647 WEBS 2-1 5=-1 868/0,2-14=0/1254,3-14=-289/5,4-14=-840/0,8-1 0=-1 870/0,8-11=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. �ERRtLC e WAsyi r 51398w� O4� E'oisTe0 �`sSIONAL��G November 15,2016 A WARNING-Verify design parameters and READ 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 desrggrwr must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevenl buckling of individual truss web andlof chord members only. Additional temporary and permanent bracing MiTek is ahvays wqurred for stabOily and to prevent collapse with possible personal bqury and ptopedy damage. For general guidance regarding the fabrication,storage,delivery erection AM bracing of trusses and truss systems,see ANSIITPIt Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information avarlaw from Truss Plate Institute,210 N Leo Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oly Ply 2159 Floor K2574489 B1605554F2 FT05 Floor Supported Gable 1 1 Job Reference ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 09:05:07 2016 Page 1 ID:2O1 KxXbJ5aOjPSVFOBuIP3yBN'>f-pKj IGHgiXlz3lOwgLz5CDLv9tEeR5Y6gAbDpvvyJl7A 0Na Scale=1:30 5 1 2 3 4 5 6 7 a 9 10 11 28 o m 23 i 22 21 20 19 18 17 16 15 14 13 12 ta7.a 18-7-0 ' 0016 OffselS(X Y1 [11; 8.EdaeL(12:0 1 B.E" f23;0.1-8-0.1-0L 124:0.1.8-0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) 1/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.15 Vert(ILL) n/a n/a 999 MT20 185/148 TCDL 100 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 IRC2015fTPI2014 (Matrix) Weight:60 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 18-7-0. (lb)- Max Grav All reactions 250 lb or less at joint(s)22,21,20,19,18,17,16,15,14,13 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. 7)CAUTION,Do not erect truss backwards. RRIQ H. PS oy WA, rd�Q ,PR 51398 CISIL'R SS�ONAI.E�G November 15,2016 A WARNING-Verity 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. Addilional temporary and permanent bracing MiTek Is ahvays t%queed 1pr stabift and to prevent collapse with possible pmlwrial Injury and property damage. For general guidance regarding the tobtication%forage,delivery,eroclion and bracing or trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety In(ertnatlon available from truss Prole Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss 7F1 ,r peQly Ply 2159 Floor B1605554F2 FT06 pported Gable 1 1 Job Rg 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-pKjlGHgiXlz3lQwgLz5CDLv9gEec5Y4gAbDpvvyJIZA Scale=1:29 5 3x6= 1 2 3 4 5 8 7 9 9 10 11 0 22 21 20 19 18 17 16 15 14 13 12 3x6= 17-11-10 , 7-9-2 10.2.8 Plat LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 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 at joint(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#,RRIZL B ,"O wnsr�w'�f�j, �P c�0 �o 51398� A GIsTER ' NAL��G` November 15,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111711-7473 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 4e6lgrler must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to pfeWnt 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,DSBA9 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 Type Oty Ply 2159 Floor K2574491 B16055541`2 FT07 Floor 9 1 i Job Reference o Io al 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-HXHgTdgKlc5wwaVsvhcRmZSEkdg9grApPFzNSMyJIZ9 Scale=1:30 7 3x4 = 4x8 2x4 II 3x4 — 2x4 3x4 = 2x4 4x8= 2x4 1 2 3 4 5 6 7 8 9 u 0 0 15 14 13 12 11 3x6= 4x8 — 2x4 11 3x4— 48= 34= 1 17.11-1D 17---111Q Piste orrs�is.{�.v.=ia:o-1-@,EdQel t5 a1-a aa-ol.is:2L•�E.�9s1!t :at-s�c,��3•11s:a1-a.�el 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 0.53 Vert(LL) -0.25 11-12 >866 360 MT20 1851148 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/TP12014 (Matrix) Weight:80 lb 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/Sld(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.lMax.Ten.-All forces 250(lb)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- I)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, �,x�uLL e WASxf,� - J 51398 �ss10NAL BAGS November 15,2016 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 . 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 prop"4lOmage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANIII It Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suitu 312,AlexaW&W,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty ��Jab 159 Floor K2574492 81605554F2 FT08 Floor Supported Gable 1 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09:05:08 2016 Page 1 ID:2Q1KxXbJ5aOjPSVFOBuIP3yBN7f-HXHgTdgKlc5wwaVsvhcRmZS7bd_rg76pPFzNSMyJIZ9 1 3x4 = 2 2x4 II Scale=1:10.6 0 o 4 3 2x4 3x4= 24fi r 2AS , Plate Offsets(X Yl=LZQ-UESlggl LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10X 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 n/a n/a BCDL 5.0 Code IRC2015/TP12014 (Matrlx) Weight:11 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 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.e.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=1,00 Uniform Loads(prl Vert:3-4=-10,1-2=-500 WAS r0� ,�, 51398 OAS, FQISTS `s'rrONAL��� November 15,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 11,111-7473 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 passible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and Ixacmg 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 92680 Job Truss F".U.'r, pe ['I' y Ply 2159 FloorK257449381605554F2 TrusFT0 1 I Jab Reference lional ProBuild Arlington, Truss 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 09:05:09 2016 Page 1 ID:2Q1 KxXbJ5aoipSVFOBuIP3yBN?f-mjr3hyhy3wDnXj42SO7gJm_QX1AIZMdzeviw_oyJIZ8 0-1-8 H t 240 ^1 1.9.0. 24.8 0�2-dam-t Scale=1:19.2 2x4 2x4= 2x4= 3x4= 2x4 11 3.6 11 4x6 11 1 2 3 4 3x4= 4 6 7 Y t o O O T M t 11 10 9 8 3x4= 2x4 44= 2x4 II 3x4— tat - p Plate Offsets{X Y1 [� -10 �.Edogl 1 8 Frf�P1,j7:0 3 0 Edge( (8:0-1-8 Ec1901(10:0-t 9.F1 (1 t }1-8.Edae1.113:0-1 8.0 1 01 114:0.1-8-0-1-01 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 0.46 Vert(LL) -0.15 11-12 >833 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.26 11-12 >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/TP12014 (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=0/868,10-11=0/1129,9-10=0/1129 WEBS 7-9=0/736,4-9=-725/0,2-12=-985/0,2-11=01392 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 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. _ MgRRLQ WA 51398 �sSr�NAL���`� November 15,2016 A WARNING-Verify design parameters and READ 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 parametets shown and is for an individual building component,not a truss system.Before use,the building designer must verify the aWwability of design patammatefs 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 0k'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 Job Truss Truss Type Qly Ply 2159 Floor K2574494 B1605554F2 FT10 Floor 2 lob eference(colonial) 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 KxXbJ5aOiPSVFOBuIP3yBN?f-mjr3hyhy3wDnXj42SO7gJm_R81 ANZMizeviw_oyJIZ8 0-4-0 r 2-a-0 1-6-0 2.2.12 1.3,0 Scale=1:18 B 3x4= 20 3x6 11 4x6 11 1 3x4= 2 3 4 3x4 = 5 6 7 0 o cb m 123x6 11 10 9 B 3x4= 2x4 4e= 2x4 11 1041.1 104-12 3.1 Plate Offs l g E1�9Q1 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 0.43 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 043 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code IRC2015fTP12014 (Matrix) Weight:48lb 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(flal) 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=01867,1 0-1 1=011 099,9-10=0/1099 WEBS 7-9=0/728,2-12=-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. 0F wasyj�c�f��� 0 51398 Pr FGIs7 �sStoNALe�'�';t November 15,2016 ®WARNING-Verily 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 ad! 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 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 Job Truss Truss Type Qty Ply 2159 Floor K2574495 81605554F2 FT11 Floor 3 1 Job Refer ce(optional) 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 KxXbJ5aOjPSVFOBuIP3yBN7f-EvORuliagDMe9lfF06evr_XaYRYglgQ6sZSTWEyJIZ7 1 240 f 1-6-0 1110.12 1.10.12 i 0� Scale=1:18.6 20 2x4= 3x4= 2x4 l 2x4 3x4= 2x4= 1 3x4= 2 3 4 5 6 1 i o i t 10 3x6 = 9 8 3x4= -- 3x4 = — 3x4 = t 1 tlAB 1 11-04 Plate Offsets(X.Y)-- 1370-1.8 EdgeJ [4i0 1 8 0 0-01I J,B 0.1-8 EdggJ j8 0 1.8.Ed0e1.1�0-1 8.Ed0e1.N 1:0 8.0 tg�.(12:0-��"o•LQ� LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 051 Vert(LL) -0.14 9-10 >939 360 MT20 1851148 TCDL 10.0 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/TP12014 (Matrix) Weight:46 Ib 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=590/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1141/0,3-4=-1141/0,4-5=-1141/0 BOT CHORD 9-10=01886,8-9=011141,7-8=0/706 WEBS 2-1 0=-1 00 1/0,2-9=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. OERRILL 6 J�9 uF wnsk 51398 Gqr� crsre� �sSf�NAL �G November 15,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-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 deslgeer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design Bracing indicated is to prevent buckling or individual buss 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 properly 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,Suit)312,AkYandtta.VA 22314, Corona.CA 92880 Job Truss Truss Type Qty Ply 2159 Floor K2574496 �B1605554F2 FT12 GABLE 1 1 pb Reference tional 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-EvORuliagDMe9tfF06evr_Xf_Rfflvg6sZSTWEyJIZ7 009, Scale=1:18.1 1 3x6 2 3 4 5 6 7 16 fell 15 14 13 12 11 10 9 a 3x6 1 2.3.8_� A-tl.0 r B.fT.O 9.0.0 I Tdo.g r 1TA1.8 2-3-fi T 8-8 2-0.B 2 D 0 3 13 0.l#B _P1�1�4r[��4�(�.Yl-- L7o-t-aEdael te:a1-9.edael lis:al-s.af-ot_�a�-a.a� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TOOL 10.0 Lumber DOL 1.00 BC 0.06 Vert(CT) n/a n/a 999 BOLL 0,0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:40 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 11-0-8. (lb)- Max Grav All reactions 250 Ib or less atjoint(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(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. y�9 of wnsxiy�� 51398 Q� fit+ �G1STE�� ' �SSrONAL B�G1 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 Ibis 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 Offe is always required for stability and to prevent collapse with possible personal injury and properly dettrepo. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see VT AN9pl7 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alear,",VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 2159 Floor K2574497 B1605554F2 FT13 Floor 1 1 R f r n e o n ProBuild Arlington, Arlington,WA 98223 7-640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 09:05:102016 Page 1 ID:2Q1 KxXbJ5a0jPSVFOBuIP3yBN?f-EvORuliagDMe9tfF06evr_XVuRQG1126sZSTWEyJIZ7 0-4-0 Y2-8 1-1-0 i 0 I_ 2.60 I Scale=1:15 0 2x4 11 5x8 11 6x10 11 1 2x4 25KO = 3 4. 3x4= 5 6 7 r� 9 O 10 9 6x10— 1' 11 9 5x8= 2x4 II 2x4 11 4x6= b.3,12 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ltd 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 0.68 Horz(CT) -0.01 7 n/a n/a BCDL 5.0 Code IRC2015/TP12014 (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 DF 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=0/1876,9-10=0/1876 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 3-1od(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chard 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) �c1 fart, e Vert:8-12=-10,1-7=-400(F=-300) ,V O�WAS1U r ACT � fl 'Orp ,� S 1398 Off, �Q1STE�� �SS�dNAL��G1� November 15,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK'REFERENCE PAGE 114I1-7473 rev,1010312015 BEFORE USE. Design vaW for use only with MiTe0.,connector-This design is based only upon parameters shown and Is for an individual building component.not MR a truss system.Before use,the building designer must verify the applicability of design paranndrers and properly incorporate this detagn into ohs overall Wstlhnq design. Bracing indicated m to prevent buckling of individual Truss web and/or chord members only Additional Temporary and par mabent bracing iTel.' Is ahvays required lot stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IIJ� RR fablication,storage.deNNery areclion and bracing of trusses and truss systems.we ANSIITP11 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle safety Information avalatbla lam Truss Plat!Inslitule,218 N.Lue street,Suite 312,Alrrrendrw VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply 2159 Floor K2574498 01605554F2 PT1 FLOOR GIRDER 1 1 ob Reference o tional ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries.Inc. Mon Nov 14 09:05:11 2016 Page 1 ID:201 KxXbJ5aOjPSVFOBuIP3yBN?f-i6yp5ejDbXUVn1 ERap98OB4ePrpyl EBG5DB12hyJIZ6 1.6.0 2,0•R. Scale=1:18 9 3x6 Bx16= 3x6 11 6x10= 3x6 11 8x16 MT20HS— 3x6 II 1 2 3 14 4 5 15 6 16 7 0 r5 Im 0 3 12 11 10 9 _3� 3x6 8x12 = 3x6 6x10 = 6x10= BOO— '. 3.3-0_ SS.t2 8.8.8 0.11.8 3-3-0 2.2.L7 t.2.12 9.10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) -0.11 10 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 083 Vert(CT) -0.15 10-11 >792 240 MT20HS 1391111 BCLL 0.0 Rep Stress Incr NO WB 049 Horz(CT) 0.04 8 nla n/a BCDL 5.0 Code IRC2015/TP12014 (Matrix) Weight:82lb FT=20%F,11%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(Ib)or less except when shown. TOP CHORD 7-8=-651/0,2-3=-6835/0,3-14=-6900/0,4-14=-690010,4-5=-652810,5-15=-6509/0, 6-15=-6509/0 BOT CHORD 1 2-1 3=013 554,1 1-1 2=013 5 55,10-11=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=1.00 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=-837LL B a�0 OF WASf� `t>, �0¢+0 51398 � A Oise Ass��NAL��G� November 15,2016 Q 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 properly incorporate this design into the overall p building tlesign Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSIITPI1 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 Type Oty Ply 2159 Floor K2574499 B1605554F2 Z01 FLOOR GIRDER 1 Job Reference notional ProBuild Arlington, Arlington.WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 09*05:12 2016 Page 1 ID:201 KxXbJ5aOjPSVFOBuIP3yBN?f-AIWBJJrMrcMOBpd8XhNwPcwfFBKmZyPKtxab7yJIZ5 [ 1.44 Scale=1:17 5 2x4 4x8= 2x4 6x10= 5x12= 1 5x12 =15 2 6x10 = 16 3 4 5 6 17 7 a � 13 12 11 10 9 8x8 = 8x8 = 5x12= 2x4 5x12 = 4x8— 4x8— i 1.11$ r 3-48 I 53-D T.D.B &8$ 1D.B.D — l•&0 1-11-e Plate Offsets(X,Y)-- [1:Edge,0-1-8],[2:0-3-8,0-3-0],[6:0-3-8,0-3-01,[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 O 1.41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.47 Vert(LL) -0.12 11 >967 360 MT20 185/148 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) 0.03 8 n/a n/a BCDL 5.0 Code IRC2015/TP12014 (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=0/14929,1 0-1 1=011 4929,9-10=0/8271,8-9=011382 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 chords 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 capacity of bearing surface. LL eq. �4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ��� OF WASjt� 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 h be attached to walls at their outer ends or restrained by other means. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)502 Ib down at 1-0-0,490 lb down at 3-0-0,490 Ile down at 5-0-0,and 480 lb down at 7-0-0,and 480 Ile 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 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Q� ��5139STF8, t� Uniform Loads(plf) t4` Vert:8-14=-10.1-7=-1050 �rsf�NA[.ENG Continued on page 2 November 15,2016 A WARNING-Verity 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 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the MPG 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 Type Qly Ply [2159 Floor K2574499 B1605554F2 Z01 FLOOR GIRDER 1 Job Reference(notional) ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Mon Nov 14 09:05:12 2016 Page 2 ID:2Q1 KxXbJ5aOjPSVFOBuIP3yBNWf AIWBJJrMrcMOBpdSXhNwPcwfFBKmZyPKtxab7yJIZ5 I:OAD CASE(S) Standard Concentrated Loads(lb) Vert:5=-480(B)4=-490(6)15=-502(B)16=-490(B)17=-480(B) A 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®conneclors.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 MOW 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,SuAn 312,Alexandria,VA 22314. 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O f�ii �'a 3°j N O N J (D �.< J D) N n 7 a j _Ol N O O c A C 6 N a 01 (D O .�.. - n O (D n N m m x N ° m o N rn 3 a o o J o °.s ° u m `�"`°' 3 N `V 0 m 3 3 `� � x G CD (D a a O� � 3 (D N n 7 (n °0 u'CD o ma Q " m. °�' 3 m m > > •`0 'm mm m'n � rf ma C' u; a 0 a o (�a a a`� (D ran-n n O O N(D J O - W N O' N N 0 O O p ° _ 3 0 N a 3 ur 7 D 0 tT N NASH &ASSOCIATES ARCHITECTS PLAN 215 9 BEAM, LATERAL & SEISMIC CALCULATIONS v�<: REGISTERED ARCHITEC M (VI A S NASH `1,STATE GFWASHINGTON Received JAN 0 4 7017 PAD 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117 WWW NASH-ARCHITECTS.COM CLJENT: NASH=ASSOCIATES BEAM DESIGN DATA PROJECT: AuC111Tl CT5 DATE:_ NAME: Roof Loads: LL 25#/sf DL 15 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/sf Total 50#/sf Deck Loads: LL 60#/Sf DL 10 #/sf Total 70#/sf Soil: 1500 PSF Min. Concrete: Per MC 15 Masonry: Per IBC 15 Steel: Per IBC 15 Wood: 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 = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2.400 PSI (reduced by size factor, CF'HI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM Plan 2159 SeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-B Date: 7/20/16 Selection 4x 8 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(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1,6 625 Adjusted Values 1170 180 1.6 625 Adjustments 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. Plan 2159 BeamChek v20161icensed 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 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 in2 TL Defl in LL Defl Actual X66 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 1,(psi) Values Reference Values 900 180 1.6 625 Adiusted Values 1170 180 1.6 625 Adjustments 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 Z R1 = 1815 R2= 1815 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 7/20/16 Sef c i n 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 1240 TLActual 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 Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 900 180 1 A 625 Ad'usted 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 NIA 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: 320 Uniform TL: 400 =A [_ Uniform Load A 1, Q R1 = 1020 R2= 1020 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. 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 in' 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 I (psi) Values Reference Values 2400 240 1.8 650 Ad'usted 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:810 Uniform TL: 1250 =A Uniform Load A R1 =3771 R2=3771 SPAN=6 FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-3 Date: 7/20116 Selection L3-118x 15 GLB 24F-V4 DFIDF Lu=0.0 Ft Conditions NOS 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 '# Max V(Reduced) 5086# TL Max Defl L/240 TL Actual Defl L 1483 LL Max Defl L/360 LL Actual Defl L/924 Attributes Section in' Shear in2 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 psi E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Ad justrnents 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 R1 =6675 R2=6675 SPAN= 10.5FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date: 7120/16 Selection 5-1/Bx 18 GLB 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 4600# 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 '# 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 si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2316 240 1.8 650 Adjustments 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:460 Uniform TL: 690 =A Uniform Load A 0 R1 =7124 R2= 7124 SPAN=20 FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: _ NASH&ASSOCIATES WIND AND 5E 15M I G DESIGN DATA PROJECT_: A R(.'If I T E C T S PER 2015 1 BG DATE: NAME; WIND DESIGN GRITERIA DE516N PER A5GE 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 55/110 mph 2. R15K GATEGORY 11 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE GOEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PIxE55URE +/- 16 psf BUILDINGS, STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD, AND RESISTANCE FACTOR DESIGN,ALLOWABLE STRESS DE516N, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER,SECTION 1bO4.1 BUILDIN65,STRUCTURES,AND PARTS THEREOF, SHALL BE DESIGNED TO WITH5TAND WIND LOADS AS DEFINED IN SECTION 160q AND A5GE 7-10 IMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER A5GE 7-10,SECTION 275 (BUILDIN6 HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE Iqb PSF PER TABLE 27.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA 5DPW5 AND PROV1510N5 OF SECTIONS 2505-2306 5EISMIG DE516N DATA DESIGN PER ASCE 7-10/5EGTION 1615 I.SEISMIC IMPORTANCE FACTOR le 1.00 2. 5HORT PERIOD AGGELERATION Ss 1.66 *see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0.148 *see footnote at bottom of page 4.SITE GLA55 D (default class per IBG) 5. SPECTRAL RESPONSE COEFFICENT SOS 0.6112 "see footnote at bottom of page 6. SPECTRAL RESPONSE GOEFFICENT Sol 0.148 *see footnote at bottom of page 7. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORGE RE515TING 5Y5TEM PLYWOOD SHEAR WALLS q. DESIGN BASE SHEAR (see 5elsmic calculations) 10. SEISMIC RESPONSE GOEFFICENT C.9 0.13 11. RESPONSE MODIFICATION FACTOR R 65 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DE5167NED 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 RE515T MAXIMUM EFFECTS AS SPECIFIED IN A5CE 7-10, SECTION 12.10.2.1 BASE SHEAR V= (P 505/W ►^l ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/7" MIN. EMBEDMENT.V= 1104#/BOLT • PER USG5,THE MAXIMUMS,IN THE STATE OF WASHINGTON IS 0.748. ALL SEISMIC DESIGN VALUES USED IN THIS ANALY915 ARE BASED UPON TH15 NUMBER. SINGES,15 LE55 THAN 0.75,THEN USE SEISMIC CATEGORY D IF RISK GATEGORY 15 I, II,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM - d lZ" � � I i i I I I I I I I I I I I I I , I I - -� I � 1 I I I I � - - 1 �! i ' � i �, i i � i � i i �1 -.I --- - -- i i i i i i i i i i i i CIS m � �O n J N S N ~ � N S O Zir- (1 O N N❑o �N 1 k N C � LATERAL CALCULATIONS CUE". _I NASH-MOQAM WII1D WORKSHEET PROJECT_ nRCHITECTS DATE- 85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME. 19b P5P FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE �0#) SHEAR UNIT SHEAR W x H x (see chart or wind pressure WALL SHEAR HALL 0 specified height) LENGTH (ft) (#/ft) TYPE Z�� Cl� rkakcq� 6 3057 3 � �P Zoka �1 q( 6� Z�3 Z3�8 30 � � � P�uP /6kc'klg�G ) 213 /&'�& Z Z S ' 7 �l l'7ij-je-aklrf( 1 L300-7 �'17,r)CCi kt G,b ) �- 3 D07 (a(?u (16 I Is&t PI- G r M— �ZOket KIG, b / 4 Z30?2 / '5es& L15 � 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHTTECTS.COM CLIENT: _ NASH-ASSOCiAMS SEISMIC ANALYSIS PROJECT: ARCIIIl'ECTS DATE.-- NAME- Weight of Building: Roof Assembly. Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses 0 24" o.c. - 1.75 #/ft Trusses ® 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#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft lot do 2nd Floor Assembly. Carpet / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft 2x10 6 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 hall Assembly. 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x8 ® 16" o.c. - 1.37 #/ft Total 5.10 #/ft R-21 G�Insulation - 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) 828-4117 Fax (425) 822-1918 lull/.NASH-ARCHITECTS.COM CLIENT: NMH-ASSWAM SEISMIC ANALYSIS PROJECT:- A R C II Ff' M's DATE- NAME- 2 SEISMIC: V = (C.) (Wdl) (Plywood) 2nd Level• Roof: (Asphalt / Cedar Shake) 10#/ft X Z 6 5 sf = 1 Zro so or (Tile) 18#/ft X sf = Exterior halls: L x 10#/sf x 1/2 (h) I H Z tr(a kry 5600 (E2) Interior Walls: L x 8#/sf x 1/2 (h) �g0 O /S4k-%.kG1 (Io TOTAL; Z3(30 1st Level- Roof: (1st Floor Roof) 10#/ft X 2 OU sf = ZOO d 2nd Floor. 10#/ft X /4 sf Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) ZGf3d SG$p�- I.STJ k(O Jr c,(, j- (E1) Interior Walls: (I� + L x 8#/sf x 1/2 (h) 7CPS Lf000 f- 0o k 0 kq" — � a1) TOTAL' = 3� - s�zc?0 Basement: - - lst Floor. 10#/ft X sf = Exterior halls: (El) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL: _ 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS.COM s CLIENT: NMH-MMATM SEISMIC ANALYSIS PROJECT ARcE1ITEc I DATE: NAME: _ 3 BASE SHEAR: BASESHEAR v= s�iw w V= F NIZ/65= .144 LEVEL 2: Wdl �� I # x 0.149 = q LEVEL 1: Wdl 3 u! d # x 0.149 = 51 U TOTAL: Wdl 5? 2- # x 0,149 = (V) Level Dead Load Hei ht Moment Shear ® Stor (Wdl) (h� (Wdl)(h) Fx = [(Wdl)(h)TV Remarks (Wdl)(h) cfrr�� Cg, rz � 7SS y, 3�l 3uC� 3� 0 (0, 10 1� G Total �� S� 11644 N.E. 80th St, Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WIWW.NASH—ARCHITECTS.COM NASH&ASSOCIATES CUENP:. - A R CH I T E C T S SEISMIC ANALYSIS PROJECT. DATE' NAME-. 4 oow s azw WW 03 u O O] w ` N W E- ax z -;:4 o� M A asa N .J E- N ? S S yy 1 v] N N ti N - a 11644 N.E. 80th 3t Kirkland, WA 98033 (426) 828-4117 Fax (425) 822-1918 'T � 111III.NASH-ARCHITECTS.COM CLIENT. NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT ARC IIFFE( TS DATE: NAME. 6 Redundancy Factor (p� 1. Maximum allowable Wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 S 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) Z — 2�8szj ySf�37. y� � d� hip N� 41P��7wf 11644 N.E. 80th St Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH-ARCEWECTS.COM Lj .. r T 4-00-00 5-00-00 3"0.00 O O 08 O 0 I o 0 1 0 1 EJ10(2) A02 7 0 0 o S' iS o o C — — o TBE4(2) A03 W — o F O\ N W U J01 HUS26 Q2 HUS26 I J03 us26 N Ya, J m 2 co Qo J05 g A04 9 0 0 � p H 26 0 0 �4f 04 I HVS26 m HUS26 02 06 j iHUS26 - 00 OwHUs26 2-00 f� A05 L Tae4(XI 28-07_04 II_o0_o0 1 2s_oo_o0 3-00-00 37-00-00 � x mcna 7D a m z m z d 3> 3 3 3 m � ? 000m�Z 0 0 11 `° o ff N 0 CD Received m mrnCnQ o x >r � N � 300 � � � � JAN 042017 EX o 000'm� m = 208! 67t Hra We Arlington,R4 8223w F.�IvnJ�b.^1,c^amv,.ld ram'M1 aM1an;,aI,1l1��iRQ$u Id PLonc: 1.49}•/2$-4155 i,NuadxeW16., JNm lcNu:n.u.II.dM1 aN„ed.,iirvR,d^p uiN,le.JJ l i nlgon:^SJ,,.,,I- la1n ,F., LPomes 11/11/16 13:56:04 r � ifI!a1l'[R5. 1 nu��� ��n.^�a.,u s.•^inc�e ndhn^r In Gregory Park- -215Kettle Elev B Larry Livingston B1605554 J; Arlington,WA . fr'�, ' ,"�� h 'r MiTekA MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605554 2159 Kettle Elev B 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: K2574326 thru K2574335 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. �E.RRILL 8 wnsF,,Nc�F�`�� .off 51398 w� �� �FoISTV • Bt 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/TP[ 1,Chapter 2. I � Job Truss Truss Type Oty Ply 2159 Kettle Elev B K2574326 81605554 A01 COMMON SUPPORTED GAB 1 1 Job Reference i nal ProBuild Arlington Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries.Inc Mon Nov 14 08:31:21 2016 Page 1 I D:gbXX9Jfl DU MwT61 hi SAHXByBM2u-8ZI02 WBsfpjXE 32HfU I566?xnX9sOD DTIOSdoLyJJ 2q i-O.il 17.6.0 t 35-0 Q t 3g,A,1f 140 17-6-0 17-6-0 U60 Scale=1:61 3 5.00 F12 4x4 11 10 12 3x6 9 13 3x6 7g 14 15 • g 16 5 :n 17 4 18 3 19 h11 2 20 21 r- d Io 3x4 = 3x4= 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 5x8= 35-0.0 i 35oM Plate Offsets 1 1210:4-0.0-3.91 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 0.12 Vert(LL) 0.00 21 n/r 120 MT20 1851148 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.01 21 Ink 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 20 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (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 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 11-29:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. All bearings 35-0-0. (Ib)- Max Horz 2=-92(LC 9) Max Uplift All uplift 100lb 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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 ,4RRML e fit between the bottom chord and any other members. �N' .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, ,`Q �Q WAS, 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. �Y 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Ado ,pr51398� '� oIs7 � NAL ' November 14,2016 ®WARNING-Verity 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 destVAN must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to ptevOM buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ITS!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 ANSIITPI1 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 Qty Ply 2159 Kettle Elev B 1 Job K2574327 B1605554 A02 Common 7 1 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 11120 15 MiTek Industries,Inc Mon Nov 14 08:31:22 2016 Page 1 ID;gbXX9JfIDUMwT61hiSAHXByBM2u-crosm Fs9UQ7rOsDcUDBGKfJXy_x177 WjcX2BAKnyJJ2p r1.Qfl1i-412 ( 17$.B 23.2.A 2b9.13 39,a.0 '� r1-60 6-3-3 5-6-8 5-8-4 5-6-4 5-fi-8 6-3-3 1-0-0 Scale=160.8 5.00 F12 4x4— 5 5x8 5x8 4 6 2x4 2x4 3 7 _ 2 8 cI1 � Iv 0 3x8— 12 11 10 3x8= o 3x4 = 5x8= 3x4= f. 94-14 17.8.o t 2:r L1.2 I !$R ; S-0-14 8-5-2 R-5-2 9-0-14 PII31e Oflfsetc Q,(,yL12o-4-z.0-t-8j 14:a3.12.a3-o1.Is:o-3-12-0-3AI,Ed:o-4.2.at.81 111.0-4-o.a3-ol LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0-73 Vert(LL) -0.24 11 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0-83 Vert(CT) -0.4511-12 >929 180 BCLL 0.0 Rep Stress Incr YES WB 0-82 Horz(CT) 0.16 8 nla n/a BCDL 8.0 Code IRC2015/TPl2014 (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 ouide. REACTIONS. (lb/size) 2=1571/0-5-8,8=1 57110-5-8 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=-31701110 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 joint(s)2,8, 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `�RPJLC e WAshr����#��P T� . O 51398 c4 O� FCISirr. MAL 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 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 Mire is always required for stability and to prevent collapse with possible personal injury and properly 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,Suit:312,Alexandria,VA 22314 Corona,CA 92880 I Job Truss Truss Type oty Ply 2159 Kettle Elev B K2574328 B1605554 A03 COMMON 1 1 R f n n ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 08:31:23 2016 Page 1 I D:gbXX9JfID UMwT61h iSAH XByBM2u-4yQ8TCA7BQzFTN Bgm unZBX43pLe5szulm ixjsDyJJ2o Ir1, a.-i 11¢t2 77.0.0� 140 fi-3-3 5-6-8 5-8-4 5-8-4 5-fi-B 6-3-3 Scale=1:60 2 5.00 12 4x4= 5 5x8 5x6 C 4 6 2x4 20 3 7 2 _ 8 d 1 Io 11 9 3x8= 10 3x8= 30= 5x8 3x4= = B•0.14 17.8.0i 2&11.2 + 35.0.0 —I 9-0-14 a•5.2 ft-5-2 9-0-14 Plate Of(aels MY)— 1104 al 14,a��2 as of ls��t.2.��1-ia:aa-z.al s� Ito:o�-o-as-off 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 098 Vert(LL) -0.24 10 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 085 Vert(CT) -0.45 8-9 >919 180 BCLL 0.0 Rep Stress Incr YES WB 083 Horz(CT) 0.16 8 n/a n/a BCDL 8.0 Code IRC2015ITP12014 (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 Installat on Quide. 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. (Ib)-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 2-1 1=-1 39128 3 9,10-11=-53/2334,9-1 0=012 3 3 8,8-9=-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;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Bpsf;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. RRILL B F WAslir � rO�+ S 1398 o AL November 6Nv� November 14,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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 Iffel 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 Job Truss Truss Type City Ply 2159 Kettle Elev B K2574329 81605554 A04 Common 9 1 obRf ❑e oti ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 08:31:23 2016 Page 1 I D:gbXX9JfIDU MwT61hiSAHXBy BM2u-4yQSTCA7B QzFTN Bgm unZBX49uLgyszutmixjsDyJJ2o 13 1-0-0 6-3-3 5-6-8 5-8-4 5-6-4 5-5-0 a•8 4x4= Scale=1:500 500 F12 5 5x8 3x4 4 6 ?1 3x8 2x4 Q 7 3 d m 2 vj1 0 11 9 3x6= 10 8 3x4 = 5x8= 3x6= 2x4 17AA . 2&11.7 i ?$7.4 8-5-2 8-5-2 _EA ireOffW tx.Y)-- 14'0-3-12.0.3-01-t�00-4-0.0- -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 0.59 Vert(LL) -0.19 2-11 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.73 Vert(CT) -0.38 2-11 >887 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.08 8 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 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=1302/0-5-8,8=1212/Mechanical Max Horz 2=103(LC 12) Max Uplift2=-63(LC 8).8=-16(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2502/121,3-4=-2168/96,4-5=-1313/74,5-6=-1314/87,6-7=-840/26,7-8=-1214/7 BOT CHORD 2-11=-156/2224,10-11=-70/1702,9-10=-25/1082 WEBS 5-10=-3/583,6-9=-746/55,7-9=0/1031,4-10=-764/123,4-11=0/475,3-11=-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.Opsf,BCDL=4.Bpsf;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)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. �gRRILL Q WAS 0 Off, FGISTER� 4',ss�ONALE�G`� November 14,2016 Q 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 properly incorporate this design into the overall 141 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 ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suile 312,Alexandria,VA 22314, Corona,CA 92880 � i e: *. Job Truss Truss Type Oty Ply 2159 Kettle Elev B K2574330 B1605554 A05 Common Supported Gable 1 1 Job Reference foRtionaj) ProBuild Arlington. Arlington.WA 98223 7.640 s Sep 29 2015 MiTek Industries-Inc. Mon Nov 14 08:31:24 2016 Page 1 I D:gbXX9Jfl DU MwT61hi SAH XByBM2u-Y8_XgY B Iyk565Xm sKclokkdRh IAVbaOv_LgH 0gyJJ2n 1-0.0 17-6-0 17-6-0 Scale=1:61 4 5 00 12 Sx8= 11 10 12 3x6% \ 9 `13 78 14 6 '3. 15 5 16 4 17 3 18 2 19 vI1 Iv 0 0 3x6 = 3x6= 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 5x8 = 35.0$ 35.0.0 _f?1ji12_Q(raets fkyl- 111270.4-10.3.01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) 1/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) 0.00 1 n/r 120 BCLL 0.0 " Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 19 n/a n/a BCDL 8.0 Code IRC2015ITP12014 (Matrix) Weight:156lb 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 Quide. REACTIONS. All bearings 35-0-0. (Ib)- Max Horz 2=97(LC 8) Max Uplift All uplift 100 lb or less at joint(s)2,28,29,30,31,32,33,34,26, 25,24,23.22,21,20 Max Grav All reactions 250 lb or less at joint(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. (Ib)-Max.Comp./Max-Ten.-All forces 250(Ib)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 cc11�$RRILL e fit between the bottom chord and any other members. V WAS 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, J OF k/ 33,34,26,25,24,23,22,21,20. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)19,2- p 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 51398 �a FSS1014AL8�G, November 14,2016 ®WARNING-Verily design parameters and READ NOTES ON TN18 AND INCLUDED MITEK REFERENCE PAGE Ml1-7477 rev.10/07/2015 BEFORE USE. Designvalid 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Cdterla,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 Type oty Ply 2159 Kettle Elev B K2574331 B1605554 B01 California Girder 1 �} J f ProBuild Arlington. Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 08:31:26 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-UX5H5DC?ULLgKgwFS1 KGp9igEYm03LKCSf9QTYyJJ21 r 3.9.s I Z•A.1 if6.1¢_—__`]100 - 3-9-6 3-6-11 0-4-14 2-1-1 2-1-1 0�1-t 3-rr11 3-9-6 Scale=1:34.0 4x8 3x8= 4x8 J 500 12 -3 4x4 4x4 J 2 6 v m 7 Io 15 12 16 11 17 10 18 9 19 8 20 48= 3x10 8x8= 2x4 8x8= 3x10 4x8= aae 7-d.1 a1o.o �12�1s ( is•1a10 1g&Q 3-8.11 2-5-15 2-5-15 3-6-11 Plate_OfiT,ets(X.Y1 (1.0 4 11`3204,10.2A) 1610.3-10-2-O lloO-4.0.0-1.141 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 0-58 Vert(LL) -0-18 10 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0-49 Vert(CT) -0.31 10 >755 180 BCLL 0.0 Rep Stress Incr NO WB 0-65 Horz(CT) 0-07 7 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:287 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins;except BOT CHORD 2x6 DF 240OF 2.0E 2-0-0 oc purlins(5-9-15 max.):3-5. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=7268/0-3-8 (req.0-4-0),7=7220/0-3-8 (req.0-3-15) Max Horz 1=36(LC 31) Max Upliftl=-301(LC 8),7=-301(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-15549/705,2-3=-13624/768,3-13=-12554/729,4-13=-12554/729,4-14=-12553/729, 5-14=-12553/729,5-6=-13622/767,6-7=-15530/706 BOT CHORD 1-15=-652114195,12-15=-652/14195,12-16=-652/14195,11-16=-652/14195, 11-1 7=-737/1 3238,1 0-1 7=-737/1 3 2 3 8,10-18=-737/13238,9-18=-737/13238, 9-19=-617/14178,8-19=-617/14178,8-20=-617/14178,7-20=-617/14178 WEBS 2-12=0/1942,2-11=-1607/0,3-11=-28/3854,4-11=-1154/135,4-10=0/1133, 4-9=-1155/134,5-9=-27/3854,6-9=-1589/0,6-8=0/1927 NOTES- 1)3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-2 rows staggered at 0-5-0 oc,Except member 11-2 2x4-1 row at 0-9-0 oc,member 11-3 2x4-1 row at 0-9-0 oc,member 11-4 2x4-1 row at 0-9-0 oc,member 4-10 2x4-1 row at 0-9-0 oc,member 9-4 2x4-1 row at 0-9-0 oc,member 9-5 2x4-1 row at 0-9-0 oc,member 9-6 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(8),unless otherwise indicated. �(►� B 3)Unbalanced roof live loads have been considered for this design. ♦9 W - 4)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 5)Provide adequate drainage to prevent water ponding, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7)'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. 8)WARNING:Required bearing size atjoint(s)1,7 greater than input bearing size. A� 51398 Qr� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=301, Off, 01""a �k+ 7=301. tt' 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Ss��NAL�N6 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 November 14,2016 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1 010 312 01 5 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(his design into the overall PIT! 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 ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Streel,Suib:312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply 2159 Kettle Elev B K2574331 B1605554 801 California Girder 1 Job Reference tional ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries.Inc Mon Nov 14 08:31:26 2016 Page 2 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-UX5H5DC7ULLgKgwFS1 KGp9igEYmO3LKCSf9OTYyJJ21 NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)777 lb down and 305 lb up at 7-9-11,and 202 lb down and 120 lb up at 9-10-0,and 777 Ib down and 305 lb up at 11-10-6 on top chord,and 1196 lb down and 32 lb up at 1-9-4,103 lb down at 1-10-12,1196 lb down and 32 lb up at 3-9-4,103 lb down at 3-10-12,1196 lb down and 32 lb up at 5-9-4,103 Ib down at 5-10-12,1196 Ib down and 32 lb up at 7-9-4,103 lb down at 7-10-12,1196 lb down and 32 lb up at 9-9-4,103 Ib down at 9-10-0,103 Ib down at 11-9-4,1196 lb down and 32 lb up at 11-9-4,103 lb down at 13-9-4,1196 lb down and 32 lb up at 13-9-4,103 lb down at 15-9-4 ,1196 lb down and 32 lb up at 15-9-4,and 103 lb down at 17-9-4,and 1196 lb down and 32 lb up at 17-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,3-5=-70,5-7=-70,1-7=-16 Concentrated Loads(lb) Vert:12=-1242(F=-46,B=-1196)10=-1242(F=-46,B=-1196)4=-202 8=-1242(F=-46,B=-1196)13=-722 14=-722 15=-1242(F=-46,B=-1196)16=-1242(F=-46,B=-1196) 17=-1242(F=-46,B=-1196)18=-1242(F=-46,B=-1196)19=-1242(F=-46,B=-1196)20=-1242(F=-46,B=-1196) ,&WARNING-Verity 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 Is' building design Bracing indicated is to prevent buckling of individual Truss web and/or chord members only Additional temporary and permanent bracing STeI. is always required For stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the WOW Fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANSIITP11 Quality Criterla,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Slreel,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type City ply 2159 Kettle Elev B K2574332 iB1605554 D01 Common Structural Gable 2 1 b R fare ce o ticnal ProBuild Arlington. Arlingion.WA 98223 7 640 s Sep 29 2015 MiTek Industries-Inc Mon Nov 14 08:31:26 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-UX5H5DC7ULLgKgwFS1 KGp9inDYsZ3VZCSf9OTYyJJ21 �14C t a•n Rihn 7 e o 1-0-o 3-3-0 3-3-0 Scale=1:16.3 4x4= 3 5.o0 12 4 ii 2 o , a 6 2x4 2x4= 2x4= 3.9.0 5.3.0 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 0.13 Vert(LL) -0.00 6 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0A0 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 IRC2015/TP12014 (Matrix) Weight:20lb 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 uide. REACTIONS. (lb/size) 2=347/0-3-8,4=347/0-3-6 Max Horz 2=21(LC 8) Max Uplift2=-23(LC 8),4=-23(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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;Vult=110mph(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)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. tORRIQ, 6 AV a�wAsr��'�-1-�+ 51398 S�ONAL November 14,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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[his design into the overall HE 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[he 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 Job Truss Truss Type City Ply 2159 Kettle Elev B K2574333 81605554 D02 Common 1 1 ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc. Mon Nov 14 08:31:27 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-zjffJZDdFfThy_VR?krVMNFydyCxoyHLgJvx??yJJ2k 1 3-3-0 3-3-0 4x4 = Scale=1:13.0 2 500� 22 3 1 to i 5 2x4 2x4= 6 4 2x4= l 1.1-D 5-9.R Q6.0 0.8.8 2.6-R 2.6.R Q8.8 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 016 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 003 Horz(CT) 0.00 3 nla n/a BCDL 8.0 Code IRC2015/TP12014 (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/Sld MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer nstallation guide. REACTIONS. All bearings 1-0-0 except(jt=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;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 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. �RRILL 6 �� uF wnsx�hc'�fj�� 51398 WP� dc+ Fais caR 4' �sS��NAL ENG` November 14,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekID 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 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 We 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,Suit.:312.Alexandria.VA 22314. Corona CA 92860 Job Truss Truss Type Qty Ply 2159 Kellle Elev B K2574334 61605554 003 Common 1 1 Job Reference o tional ProBuild Arlington. Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Nov 14 08:31:27 2016 Page 1 I D:gbXX9J fl D UMwT61hi SAHXByBM2u-zjffJZDdFFFhy_VR?krVM N FzLyDeoy6 LgJvx??yJJ2k 2-8-8 2-8-8 4x4= Scale=1:12.8 2 5 oo 12 n 3 b 1 N_ US O 4 2x4 II 3x4= 3x4= 2.&l� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 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 004 Vert(CT) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 004 Horz(CT) 000 3 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (Matrix) Weight:20lb 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 Instadation ouide. 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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)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 Ito 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. �$RRiLj, eq Jti� aF WAs,r�r 51398 Ad13(ERti ' SSr�NAL 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 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 verity 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 {� ek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Ml l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Kog Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit:312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type City Ply 2159 Kettle Elev B K2574335 B1605554 D04 Common 1 1 Job RE j al ProBuild Arlington, Arlinglon,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc Mon Nov 14 08:31:28 2016 Page 1 ID:gbXX9JfIDUMwT61hiSAHXByBM2u-RVD1 WvEFOzbXa84dZSNkuanB5MYxXPPVvzeUYRyJJ2j i 2.8.8 4.11.0 2-8-8 2-2-e 2 4x4 o Scale=1:11 4 500 F12 3 ` 1 v 0 o 4 3x8 II 2x4 3x4= 4x4= LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 115 TC 0 11 Veri(LL) -0.00 4 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 115 BC 004 Vert(CT) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 004 Horz(CT) 0.00 3 n/a n/a BCDL 8.0 Code IRC2015/TP12014 (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 Stud/Std MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Right:2x4 HF Stud/Std Installation aWde. 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.Bpsf;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 Ib 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. RRIL WAs���y fj 51398q,� fit+ AG1S7 Eke AL�NG` November 14,2016 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 ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suitf!312,Alexandria,VA 22314. 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LZ,l9 L/O L ,.,IIem apeic)Molaa 6Z0'0 ;OE ioold 9900 LZ/LZ GnIPA-H IIeM sseA 990'0 lu! LZ ',U•r,IleM aiueiJ pooh 9Z0 0 16V N6u!ya� e/u eju �JHS uolle.µsaua� pazelfl 09'0 e;u jo10eH-0 146iIAjS OE'O eN j010e3-f1 ua!le�lsaua� SGU07 alew Ole(] anpeluasalda�l pazuallny ;ue011dde llwaad ay;Aq uasoyo se peMnay0 aae sppaj0 leuoq!ppe jo aagwnu a;eudadde agl'aan;onj;s ay;;o azls ay;uo paseq `uol;lppe ul'palsll sanlen wnw!ulw ay; 041 alejodmoul pue molaq Med and;dlaosDJd ay;;o sluawailnbai ayl asn IIIM l0afoad slyl 694Z uald uorletajjo#uI laeluo� uoptaiin�u���alo,d uo;6ulyseM ul sauoZ e;ewll( IIb jo;a0uelldwoo apo(ABJau3 anlldlaasaJd i Permit#1274 Address Payment No Address 9019 171 st Street NE Receipt# 1206554 City Arlington Date 4/21/2017 State WA Paid By LGI Homes-Washington,LLC Zip 98223 Description Building Permit Payment Type Check#4377 Accepted By Kristin Foster Fees Paid Fee Fee Description Factor Total Fee Amount Amount Paid Building Permit Fee 322.10.00.00 0 2,695.94 2,695.94 Building Plan Review Fee 345.83.00.00 0 1,752.36 1,752.36 Furnace 322.10.00.00 0 25.00 25.00 Gas Outlets Base Fee 1 to 5 322.10.00.00 0 10.00 10.00 Mechanical Permit Base Fee 322.10.00.00 0 25.00 25.00 Park-Community SF 345.85.00.00 0 1,662.00 1,662.00 Plumbing Permit Base Fee 322.10.00.00 0 25.00 25.00 Plumbing Permit Fee(Enter Fixture Fee) 322.10.00.00 14 168.00 168.00 Processing/Technology Fee 341.43.00.02 0 25.00 25.00 State Building Code Surcharge Fee 386.00.01.00 0 4.50 4.50 Traffic Mitigation 345.85.00.02 0 3,355.00 3,355.00 Water Heater 322.10.00.00 0 17 5.00 25.00 Total Payment:9,772.80 Date: 04/03/2026 Permit#: 1274 Perm t Date: 01/06/2017 Review Date: 01/06/2017 Perm Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 01/20/2017 Scheduled Time 00:00 Com pleted Date: 03/23/2017 Description: approved with red lines. Review Status: Assigned To: z.Rick Karns Tim eIn: 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 9019 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 26Block: Permit#: 1274 Permit Date: 01/06/17 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: Jake Jabusch Phone: 360-353-0588 Em al:jake.jabusch@lgihom cs.com Scope of Work: New SFR Valuation: 261866.69 Square Feet: 2577 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 04/20/2017 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- 9019 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 06/07/2017 R20.SFR/DUPLEX Approved FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status RESIDENTIAL SINGLE O1/06/2017 FAMILY approved with red lines. z Rick Karns Fees Fee D escription N otes A m cunt Park-Com m uity SF S ingle Fam iy $1,662.00 Traffic Mitigation-C/MF Gbm m ecial/Multi-fam iy $3,355.00 Building Perm i T able 4-1 V aluation 262000 $2,695.94 Building Plan Review T able 4-2 $1,752.36 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Base P erm i Fee $25.00 Plum bng Base Perm i Fee $25.00 Mechanical Comm ecial Perm i T able 4-7;Per Unit $168.00 Water Heater(Tank) $25.00 Total $9,772.80 Attached Letters Date Letter D escription 04/06/2017 Building Perm i Paym ants Date Paid By D escription P aym ant Type A ccepted By A m cunt 04/21/2017 LGI Hom e;-WashinLLC Building Perth i C heck#4377 K ristin Foster $9,772.80 O ttstanding Balance $0.00 Notes Date Note C reated By: O1/26/2017 Conditional Use Perm i PLN-32 Final Plat PLN-265 Design Review PLN-294 Civil PWD-481 Kristin Foster Dem oBLD-816 O1/06/2017 Lot 26-Plan 2159-Kettle K ristin Foster O1/06/2017 Need Valuation-waiting for contractor to receive bids. K ristin Foster Uploaded Files Date File Nam e 05/01/2017 2251600-1274 Issued Perm i.pdf O1/06/2017 2038415-1274 Application.pdf