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9031 171ST ST NE_BLD1273_2026
' ` `,' RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone 360 403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. � ,_� Project Address: -' I' 17 . y Plat: °"7-1 � EK Single-family C1; Duplex ❑I Townhouse U; Addition E), Accessory structure Proposed Area: 1st Floor: 1+0 1 2nd Floor: Garage: 'R '__ Total SF: Describe Proposal (include cross street): 7r e Cross sfcc& ,s h,-C Aar Valuation: Owner: �G� r/a � — (A)&Skirt� 4.JG Address: 11*0 NL t;4* A STD /03 city: giile KI" State: Zip Code: 9Se� Phone: 3I(00- 36-3- 058$ Email , )A& /ck,,c&4(F 1,�/ /torxa ce,`, Applicant: _46--T ASS A)0_Sk;"1 N LIZ— Address. 11410 NF «f*Sl- STI'I5 /03 City: 1t0a4 State: WA- Zip Code: R'803g Phone: Email: r % "AJ(I 6-11,q) ADS daAt Contractor: �, G'-�' f{arnCS— AA skLtcz�nq Address: 1WV 4/,FtZ4"h0-- STE 10 City: kYy1A,#4 State: WA Zip Coder Phone: Aa0-3S3-05'86 Email- ,J�¢ �6AJ('kf— Contact Person: ;/k c4,/L License Number:,t', �#0#4SS�/!18 Expiration: 7L3&, /7 6/16LP Page 1 of 3 GtCY O� 40�-*22 RESIDENTIAL PERMIT APPLICATION 0 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) Q," Bath/Shower Combo (4.0) x Sink (1.5) x [ ' Shower (2.0) x .i/ [—��Lavatory (1.0) x ❑ Clothes Washer(4.0) x C ' Water Closet (2.5) x Dishwasher (1.5) x Water Heater x f 'J Hose Bibb (2.5) x ^ Water Heater Model # R/Other(list) x if-�Tt4 -s© A1 Plumbing Section Continued Proposed Water Piping Size 44- Proposed DWV Material. kBJ Proposed Piping Material: FAX Proposed DWV Size: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 �Z `'` ° RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development �itl ,SO 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: I Furnace (80+) Model# t3ry����i SSjtC� Gs/ AFUE gs�o ❑ Heat Pump Model# SEER HSPE AC Unit Model# SEER Q Type II Hood ❑ Commercial Cooking Appliance 0! Hydronic Piping Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ^❑ Outdoor BBQ ❑ Storage Tank Freestanding Stove l Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ p Pipe Material: 81'ec9 Pipe Size: �( Total BTU's of all Appliances: 2,201 ewr Distance from Meter to Furthest Appliance: 40 • 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: i� Date: / 4�� Print Applicants Name: J aR' - A&Id, 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT_ Address:9031 171st Street NE Permit#:1273 Parcel#: Valuation: 185451.81 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:l 1410 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: 1 CONST.TYPE: `1-$ 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. IBC110/IRC110. SALES TAX N T GE•Sales tax relating to construction and construction materials in the C' o fling o st r ported on your sales tax return form a co cd Ci of rlingt #3101. , ignature 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 $2,093.26 4/6/2017 Building Plan Review Fee $1,360.62 4/6/2017 Furnace $25.00 4/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 4/6/2017 Mechanical Fee(Enter Fixture Fee) $27.00 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) $132.00 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: $8,769.38 Total Payment: $0.00 Balance Due: $8,769.38 CALL FOR INSPECTIONS M ILIUM,(3011)403-341-1 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:9031 171st Street NE Permit#:1273 Parcel#: Valuation: 185451.81 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: I CONST.TYPE: ` -13 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. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the C o r Ing o t ported on your sales tax return form a co ed Ci of rlingt #3101. tr ignature Print Name Date Released By Date CONDITIONS See red lined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZE 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 $2,093.26 4/6/2017 Building Plan Review Fee $1,360.62 4/6/2017 Furnace $25.00 4/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 4/6/2017 Mechanical Fee(Enter Fixture Fee) $27.00 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) $132.00 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: $8,769.38 Total Payment: $0.00 Balance Due: $8,769.38 CALL FOR INSPECTIONS BUILDING(360)403-3117 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit Information Date 1/5/2017 Permit Number 1273 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 9031 171 st Street NE Valuation 185451.81 Status Applied Permit Issued Permit Expires Square Feet 1889 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel#: 9031 171st Street NE Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type ILGI Homes-Washington,Jake Jabusch 3- ake.jabusch@lgihomes.co CONTRACTOR (Industries Labor and 0588 ILLC )588 ( LGIHOHL857M Review Date Type Description Target Date Completed Date I Assi ned To Status '1/5/2017 Residential Dwelling ,approved with red lines. 1/19/2017 2/15/2017 IRick Karns roved Fees Fee Description I Notes Amount Building Permit Feel 322.10.00.Oq $2.093.2 Building Plan Review Fee 345.83.00.00 $1,360.62 Furnace 322.10.00.00 $25.0 Gas Outlets Base Fee 1 to 5 322.10.00.00 $10.0 Mechanical Fee(Enter Fixture Fee) 322.10.00.00 $27.0 Mechanical Permit Base Fee 322.10,00.00 $25.0 Park-Community SF 345.85.00.00 $1,662.00 Plumbing Permit Base Fee 322A0.00.00 $25.0 Plumbing Permit Fee(Enter Fixture Fee 322.10.00.0 $132.0 Processing/Technology Fe 341.43.00.02 $25.0 State Building Code Surcharge Fee 386.00.01.0 $4.5 Traffic Miti ation 345.85.00.02 $3,355.0 Water Heat- 322,10.00.0 $25.0 Total $8.769.3 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 1/5/2017 Lot 22-Plan 1487-Columbia 1/5/2017 Need Valuation-Waiting for contractor to receive bids. Uploaded Files Upload File Date File Uploaded By 1 1/5/2017 3:15:52 PM 11273 Application pdf Foster,Kristin I x Permit Information Date 1/5/2017 Permit Number 1273 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 9031 171 st Street NE Valuation 0.00 Status Applied Permit Issued Permit Expires Square Feet 1889 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel#: 9031 171st Street NE Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington, 360-353- (Labor and LLC Jake Jabusch 0588 ake.jabusch@Igihomes.co CONTRACTOR ,Industries LGIHOHL857M Review Date Type Description I Target Date Completed Date Assigned To I Status 1/5/2017 Residential Dwelling 1/19/2017 Kevin Olander Iln Review Notes Date Note 1/5/2017 Lot 22-Columbia I 1/5/2017 Need Valuation-Waiting for contractor to receive bids. Uploaded Files Upload Flle Date File Uploaded B 1/5/2017 3:15:52 PM 11273 Application.pof Foster,Kristin RES' )ENTIAL PERMIT _ APPLICATION Department of Community& Economic Development y� O� 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: <O.3I / 70" Plat: Single-family [.J Duplex Townhouse AdditionU Accessory structure Proposed Area: 1 st Floor: _ I` L�7 2"d Floor: Garage: Total SF: Describe Proposal (include cross street): fiw)l e w'Pk-5 rA roy d'A tys,AQ'u.Q jo Valuation: Owner: l-.G 6*t S — (A)&Skf 4.4z Address: /A D Alf 041A S;k STD /03 City: Kii(0 .G' State: &/A` Zip Code: Phone: A00— 36-3— 06-ft Email , JOL&% j AJ#&cJ&A e° 1A h P&.e� Applicant: /.&x— NAntes Gtfa.Sk;"*A_ U f✓ Address: lI` 0 NE (dplg' SI- SM /63 City: frO&A ` State: w Zip Code: �S Phone: �%D-3S3-05% Email- "ick I {tPAZ--a davit Contractor: �, Gam' Drn�S— A)A_SkL ).0 Address: 1144v&E1A^4- STE /0 City: JGYKI AA44 State: PJA Zip Code: Phone: Email: v� { 14-b►c.rv��l�r konLts. Contact Person: AI" J49,0_4& . License Number:,JG-�{f04 Expiration: 731 o?Dl7 Deceived JAN 0 4 2017 6/16LP OtO_ 1Z1�2 Page 1 of 3 .� �. t k6�� -2. �Y ° RE&JENTIAL PERMIT _ APPLICATION Department of Community& Economic Development y�il G�p� City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 r 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 C�'' Sink (1.5) x ❑ Shower(2.0) x Lavatory (1.0) x ❑ Clothes Washer(4.0) x ( Water Closet (2.5) x Dishwasher(1.5) x Water Heater x L ' Hose Bibb (2.5) x Water Heater Model # Other (list) x — .1- 6 f) s", itA Plumbing Section Continued Proposed Water Piping Size: r, Proposed DWV Material: 05 Proposed Piping Material: "'F-X Proposed DWV Size: ;;2 1 • 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 S •- RE&JENTIAL 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: Q; Furnace (80+) Model# / �.�$/� ¢CIS/.� AFUE El Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER Ol Type II Hood Commercial Cooking Appliance Hydronic Piping Boiler Solid-Fuel Appliance 0 PV System ❑ Fireplace Insert Outdoor BBQ ❑ Storage Tank Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ p Pipe Material: 81"9 Pipe Size: Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: 40r 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: //3//6<'' Print Applicants Name: 'J alb' ��c5w1 6/16LP Page 3 of 3 1 3/31/2017 LGI HOMES-WASHINGTON LLC 1 �:,pariui Conk`" SaW0 L&I -%hlfl-: Heih 1% I s-f safety Health Claims& Insurance vVorkplace Riyi-rts I rades& Licensing Alft 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 Savinos ..................... 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 Help LIS improve https://secure.Ini.wa.gov/verify/Detai l.aspx?UBI=603508001&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 ,tor license during the previous 6 year period,but i 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 noncompliance-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. Ci)Washington State Dept.of Labor&Industries.Use or this site is subject to the laws of the state of Washington, hftps://secure.I ni.wa.gov/verify/Detai i.aspx?U BI=603508001&LIC=LGIH OH L857M B&SAW= 212 Prescriptive Energy Code Compli a for All Climate Zones in Washington Project Information Contact Information Plan 1487 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed.In addition,based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative _ Date All Climate Zones R-Value` U-Factor' Fenestration U-Factor" n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling'` 491 0.026 Wood Frame Wall,•°'," 21 int 0.056 Mass Wall R-Value' 21 221" 0.056 Floor 309 0.029 Below Grade Wall'"' 10/15/21 int+TB 0.042 Slab"R-Value&Depth 10,2 ft n/a 'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits 0 Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope 1a 0.5 ❑ lb Efficient Building Envelope lb 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ ld Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 El 2b Air Leakage Control and Efficient Ventilation 215 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 El 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 El 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 0 0.5 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 '1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions eivcd IAN 0 4 2017 tWIn") u �.� �H Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci .=continuous insulation, int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13"means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. F Reserved. a Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. SETS,aCXS YVOTES,BUILDING 01ME -WIS ARE TO fRCNT 20' FACE OF FOUNDA PON SIDE 5' •GRADING SHOW AS DESIGN EXISDNG CONTOUR�t REAR 5' ACTUAL IOCA77ON MAY VARY (TYP.) GARAGE 2:'' SLOFF DRIVEWAY TO PUBLIC ROAD SIL T fENCE TO B£INSTALLED PER Cl7Y OF ARLINGTO"l'S STANDARD •SJL T FENCE TO BE INSTALLED ON GRADIENT.SIDE OF BUILDING PARCEL CCWSTRUC77CW ENTRANCE TO BE PROPERTY -5'BSBL INSTALLED PER CITY OF CCRNE9 10'U77LITY ARLING7W S (T�p-) N69 74'11"W EASZWNT \ STORM NOTES 474 �� 56.57 416 ---=-" ATEX 1PISTALLEO PRICK TO — — — — — ". C6WSTRU0770N - - - - - - - - - - - I •BARE SOIL 500VEREDWITVMULLN OR ANOTHER APPROVED SNP I I ,TOPSCYL PER #WOE BMP T5,V (EFF 12'DEP7H) ,24.50 ALL ONSITE RUNCfF CCWNECTFD M PRIVATE STORM STUB �' •Sl1F SHALL BE STABILI2E0 PRIOR f7NISWD CCNTOUR TO BUILDING PERMIT BEING (Typ) RoCF �I f7NALIIfD OVERHANG 10.50 SITE NOTES.• 9W7VNf F0On8G DRAINS AND LOT 22 I ROOF DRAINS TO PERMANENT O PROPOSED RESIDENCE STORM DRAINAGE SYS7EY PER I : 1487 GARA&F LEFT APPROVED PLAT DRAINA6f PLAN ?,J09tSF rqj ON RLE WZY THE COUNTY. i AREA OF DISTURBANCE INCLUDES o 1'OVERHANG Z EN ARE LOT, Z oq �'I LEGEil/0: 5'BSBL �- BLOW OFF W I EE WATER METER CONNEC*RR I GARAC£ Q i 9 fWE HYDRANT 4. 6 �fy AIR VAC DER [I ® AINC;7CW BOX - — 1 WALKWAY J�ryo O i I �* S7RL Uf IT M 8. 12 POWER VAULT CLEANCUr OR;VEWAY,,' ?2 o 10, �� �' n ® CATCH BASIN UTILITY CLEANOUT T fAENT MANHCLE 77, T BL OCYC WALL BUI ------- WALL DRAIN "' R*W�l�I�'c t DATR� RV WA T CE ;A N 0 4 2 0 12-WATER SCALE 1'= 20' -00 UNL ESS BY THE 17 ST ST NE LOT 22 Qjj iD 1 Z� 0 50"W 159.38 SITE P J A /I GREGOR Y PARK LGI HOMES PLAN NO. 1487 LOT AREA = 5,300 SF DATE 11 17 2016 PARCEL # LOT 22 HOUSE = 2,109 SF DRIVEWAY= J98 SF °°°° "° °° '"° DESIGNED CORE ADDRESS 9031 171ST Sr WALKWAY 12 SF �„/oFsi�N PROJECT NUMBER TOTAL= 2,519 SF e,vGiNe r;,1ic �i r s v=y DRAWN L56/ 13024L-GRGOO 9k Window, Skylight and Door Schedule Project Information Contact Information Plan 1487 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.) 0.01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Foyer 0.30 1 3 6 " 20.0 6.00 0.30 1 2 ° 6 Is 17.8 5.33 Dining 0.30 1 5 5 25.0 7.50 Great Room 0.30 1 3 5 15.0 4.50 0.30 1 6 6 70 41.01 12.30 Master Bedroom 10.30 1 15 1 5 25.0 7.50 Bedroom 2 10.30 1 3 5 15.0 4.50 Bedroom 3 10.30 1 3 5 15.0 4.50 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 0.00 0.01 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0,00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 _ 0.0 0.00 o.0 0.00 o.0 0.00 Sum of Vertical Fenestration Area and UA 173.81 52.13 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet In ' Feet Inoh Area UA 0.01 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 1 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) 173.8 52.13 Simple Heating System Size:Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Eneray Code(WSEC)and ACCA Manuals J and S This calculator will calculate heating 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 Contact Information (Plan 1487 Heating System Type: O All Other Systems Q Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions Design Temperature Difference(AT) 47 Marysville J AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) IA87 Average Ceiling Height Conditioned Volume Average Ceiling Height(ft) 9.0 13,383 Glazing and Doors U-Factor X Area = UA 0-30 159 47.70 Skylitahts U-Factor X Area UA 050 Insulation Attic U-Factor X Area = UA R-49 . 0,026 1.467 38.66 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions select R-value No selection ... Above Grade Walls(sea Figure 1)� U-Factor X Area UA Instructions 444��1� 0.056 1,800 89.60 iII R-21 Intermediate —� Floors U-Factor X Area UA Instructions 6 R-30 I 0.029 F 1.487 43.12 Below Grade Walls(sue Figure 1) U-Factor X Area UA Instructions No below Grade Walls in this project. --- Slab Below Grade is@@Ffaure 1) F-Factor X Let th J UA Instructions Selectmnditloning v + No selection •- Slab on Grade(sae Figure 1) I F-Factor X Longth UA Instructions — I No Slab an Grade to this project. Location of Ducts Instructions Duct Leakage Coefficient unconditioned Sp+te . J 1.10 Sum of UA 219.09 Envelope Heat Load 10,297 Btu/Hour Fiaure 1. Sum ofUAXAT Air Leakage Heat Load 6,793 Btu/Hour VolumeX 0.6XATX.019 Auo scr,as Building Design Heat Load 17,090 Btu/Hour Air Leakage+Envelope Hear Lass Building and Duct Heat Load 18,799 Btu/Hour Ducts in uncondilioned space:Sum of Building Heat Loss X 1,10 Ducts in condllloned space:Sum of Building Heat Loss X f Maximum Heat Equipment Output 26,319 Btu/Hour Building and Duct Heal Loss X 1.40 for Forced Air Furnace Bundling and Duct Heal Loss X 125 for Pleat Pump (07101113) G I Tl' OF ARL I NGTON BU I LD I NCB DEPARTMENT L&I HOMES PLAN 1457 NASH AND ASSOCIATES AUTHORZ I ES L&I HOMES TO USE PLAN 1457 AS A BASIC, IN THE G I TY OF ARL I NGTON 2512 MEW A COT •AW THC MAA NASSH TA1Z" Or WA'SHINiT NASH&ASSOCIATES ARCIIITI; CTS PLAN 1487 BEAM, LATERAL & SEISMIC CALCULATIONS 1.1 �a•.,,q,;m 1 .ht.. .a. �y 4t C GAR I lU111AAS NAS14 STATE OF WASP INGTO', 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM JAN 0 4 2017 9ND t2'1 NAS � CLIENT: _ , I Tl'.Y".C T S BEAM DESIGN DATA PROJECT- DATE:— x i.i 11' - -- NAME: Roof Loads: LL 25#/sf DL 15 #I Total 40 sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/of Total 50#/of Deck Loads: LL 60#/of DL 10 #/of Total 70#/sf Sol- 1500 PSF Min. Concrete: Per IBC 15 Kfasonry: 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'KI) E = 1,800,000 8003 118th AVE' NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM i PLAN 1487 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 G 8 1 Date: 10/24/16 &1tQAO 3-1/8x 12 GLB,24F-V4 DF/DF Lu=0.0 Ft Condition NDS 2015 Min Bearing Area R1=2.6 in' R2=2.6 in' (1.5)DL Defl= 0.23 in Recom Camber=0.34 in Beam Span 16.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000# Beam Wt per ft 9.11 # Reaction 1 TL 1673# Reaction 2 TL 1673# Bm Wt Included 146# Maximum V 1673# Max Moment 6692'# Max V(Reduced) 1464# TL Max Defl L 1240 TL Actual Defl L/421 LL Max Defl L/360 LLActual Defl L 1845 A ibutes Section in' Shear in') TL Defl(in) LL DO Actual 75.00 37.50 0.46 0.23 Critical 33.46 9.15 0.60 0.53 Status OK OK OK OK Ratio 45% 24% 57% 43% Fb(psi) Fv(psi) E(psi x mll Fc (psi) Values Reference Values 2400 240 1.8 650 Added 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: 125 Uniform TL: 200 =A � Uniform Load A ( R1 = 1673 R2= 1673 SPAN= 16 FT Uniform and partial uniform loads are Ibs per lineal ft. �, I CLIENT: -- �fNASH a,ASSOCIATES WIND AND 5E 15M I G DE51 GN DATA PROJECT: -- PER 2015 IBG DATE:_ NAME: WIND DESIGN CRITERIA DESIGN PER ASCE'l-10 I.NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2.R15K CATEGORY II 1.00 5. WIND EXPOSURE CATEGORY °B" 4. INTERNAL PRESSURE COEFFIGENT +/-55 5.COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf EIUILDING5,5TRUGTURE-5,AND PARTS THEREOF SHALL BE DESIGNED AND GON5TRUCTED IN ACCORDANCE WITH 5TREN65TH DE516N,LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE STRE55 DE516N, EMPIRICAL DE516N OR CONVENTIONAL CON5TRUCTION METHOD5,A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDING5, 5TRUGTURES,AND PARTS THEREOF, SHALL BE DESIGNED TO WITH5TAND WIND LOAD5 A5 DEFINED IN SECTION 160q AND ASCE 1-10 IMPLIFIED METHO TO BE U5ED FOR WIND DESIGN PER ASG 1 E -10,SECTION 2-15a METHOD TO HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND 5PEF-D USE 19.6 PSF PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2504-2306. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGM5 TO RESIST WIND,SEISMIC,AND ALL OTHER LATERAL LOAD5 SHALL BE DESIGNED AND G0N5TRUCTED IN ACCORDANCE WITH AF R PA 5DPW5 AND PRDVI51ONS OF SECTIONS 2505-2506 5E15MIC DE51ON DATA _ DESIGN PER ASGE 1-10/SECTION 1613 I. SEISMIC IMPORTANCE FACTOR Is 1.00 2. SHORT PERIOD ACCELERATION 53 1.66 •see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0.148 'see footnote at bottom of page 4. 51TE GLASS D(default class per IBG) 5. SPECTRAL RESPONSE COEFFICIENT Sw 0.412 fees footnote at bottom of page b. SPECTRAL RESPONSE COEFFICENT 501 0.148 *see footnote at bottom of page 1. SEISMIC DESI6N CATEGORY D 8. SEISMIC, FORGE RESI5TIN6 SYSTEM PLYWOOD SHEAR WA4-L5 9. PM16N BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFIGINT Cs 0.13 11.RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 13. RISK CATE60RY II THE ANCHORAGE OF WALL5 5UPPORTING CON5TRUGTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 1-10,SECTION 12.11.2 IN 5TRUGTVRE5 ASSIGNED TO 565MIC DE516N CATEGORY C-F, GOLLEGTOR ELEMENTS AND THEIR CONNEGTION5 TO VERTICAL ELEMENTS SHALL BE DE5I6NED TO RE5I5T MAXIMUM EFFECT5 A5 SPECIFIED IN A56E 1-I0,5ECTiON 12.10.2.1 BASE SHEAR V= (F 5,,/R) W ANCHOR BOLTSP 5/8" VIA X 10",A301 OR BETTER W/1" MIN. EMBEDMENT. V= 1104#/BOLT • PER U5G5, THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.148.ALL 5EI5MIC DE51GN VALUES USED IN TH15 ANALY515 ARE BASED UPON TH15 NUMBER. 51NGE 5,15 LE55 THAN 0.15,THEN U5E 5E15MIC CATEGORY D IF RISK CATEGORY 15 1, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM W . ❑ 0 ❑❑ ❑❑ ' ❑❑ ❑❑ ❑❑ iE ❑❑ �I I I �1 SI �I I 1 I I 9 H W W L Ill M i a a FL- s TI . Lj �N O N � LATERAL CALCULATIONS CLIENT: NASH«ASSOCIATES WIND WORKSHEET PROJECT: R, If I r i r 'I : DATE: - 85 MPW110 MPH= NOMINALNLTIMATE WIND SPEED NAB. I q b PSF - FRONT ELEVATION DEFT ELEVATION HEAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE SHEAR UNIT SHEAR W z H z (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/It) TYPE / , S>eq >c C gr 6 3 Z3is^ -50 q (v -- C/7�s` a x[ g! 31 y z3 ►5 y3 � 5 �l � CrSya X1 a, � 2! 6C-r6 Zd /3 Z oxq Xcq, 5z � 2 /� L7C1 Lj Pt-LlI l ZorK Ztto PI- Li`/ �r 11 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM i CLIENT: NASH•ASSOCIATFS SEISMIC ANALYSIS PROJECT: T f 1` DATE' 1 NAME: Weight of Building: Roof Assembly, Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25 y/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 w 24" o.c. - 1.75 #/ft Trusses 0 24" o.c. - 1.75#/ft R-38 Insulation - 2.35 /It R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00 /(t 1/2" GWB Ceiling - 2.00///ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17,90#/ft Use 10.00#/ft Use 10,00#/ft Use 18.00#/ft 1st & 2nd Floor Assembly: Carpet / Pad - 0.60#/ft Hardwood - 2.50#/ft 3/4 T&C Plywood - 2.50#/ft 3/4" 'I'&G Plywood - 2.50#/ft 2x10 0 16" o.c. - 2.30#/ft 2x10 0 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 Wall Assembly Exterior Wall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/It 2X4 ® 16" o.c. - 1,10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x8 0 10 o.c. - 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 /ft Use 8,00#/ft 1/2" GWB - 2.00 !/f1. Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM rrAsx-nssoctAxEs CLIENT: SEISMIC ANALYSIS PROJECT: A R CI T IT F C:1':; DATE:, NAME: 2 SEISMIC: V = (C-) (Wdl) (Plywood) 2nd Level: Roof: or (Asphalt / Cedar Shake) 10#/ft X of = (Tile) 18#/ft X of = Exterior Walls.: L x 10#/sf x 1/2 (h) (E2) Interior Walls: L x B#/sf x 1/2 (h) TOTAL: 1st Level: Roof: (lot Floor Roof) 10#/ft X '7 of - f U6 7 0_ 2nd Floor. 10#/ft X of Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 1170)(16 v(4. 5 g SS d (El) Interior Walls: (I0 + L x 8#/ef x 1/2 (h) 716 TOTAL: 7 80 Basement: lot Floor. 10#/ft X_ - - -of = Exterior Walls: (El) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x B#/sf x 1/2 (h) TOTAL 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM 7t CLIENT: TI NASH•ASSOCIATEs SEISMIC ANALYSIS PROJECT: A!tCI] lTFCTS DATE: NAVF: 3 BASE SHEAR: 5A5E 5HFAR V= (F 5PS/R)YV V- F 0-12)/6.5= .141 LEVEL 2: Wdl # x 0.149 = LEVEL 1: Wdl �4 1 1 x 0.149 = TOTAL: Wdl 1 , x 0.149 = / (v) Level Dead Load Hei ht Moment Shear 0 Stor (Wdl) (h (Wdl)(h) 1'x = [(Wdl)(11)TV Remarks (Wdl)(h) 2 Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM :T HASH b ASSOCIATES CUtENT:^ - SEISMIC ANALYSIS PROJECT: DATE: p� 4 NA10r: cy Do xAf� �RR U 0�z0 H N W x � � N F n a. E- �, N 0 N H zW0 N N N m a 8003 118th AVE NE Kirkland, WA 88033 (425) 828-4117 - WWW.NASH-ARC ITECTS COM CLIENT: NAS C F1 I I 'i TS SEISMIC ANALYSIS PROJECT: A R r`fl I I h 'I'j DATE: NAME: 6 Redundancy Factor (p), 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 61K Is,0 i � , yz 2. Maximum actual shear Vmax = Largest seismic wall shear , 231'I IK(A 3, p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) L ` ZCs� rn a,, L,t/,NO 6i711gy 8003 119tb AVE NE Kirkland, WA 80033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM r - 35-00-00 24-06-00 10-06-00 ♦ B01 t — G K,F1G SC,tiEtSit` 1-1 -04 9L 2x4 vent BLOCKS-60 • 5/12> A01 1-1 -04 oI <5/12 — 5/12> o 0 0 o A0ki 0 0 A030 a r N O o a 1-1 -0A 2 00 A05 2.00 DO GARAGE 12 C01 0 19-00-00 4 4-00-00 11-00-00 35-00-00 Received JAN 04 2,017 'P,)kj 1Z1 PRQ$uild Arlin ton, Ave NE 82 u1 ui es r4 ceauu nn.,si osie yy Arlington,1i':�9R223 ::po� .,,n;� �,,.;,b..ldm tnl ill.n. a<:�� Phone: 1-360-925-4155 °�,n��m;'�°°a: r�n LGI Homes 2016 Gregory Park 1487 A Gouri Navalakhe B1605533 fiW►r N1 fAIM 4 MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605533 1487 A 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: K2591577 thru K2591584 My license renewal date for the state of Washington is September 28, 2018. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. WAS 'O s rO 54074� O.c�'�lC TERM cat, SS+I ��yG November 18.2016 Zhao, Xiaoming 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. t Job Truss Truce.,i ypeQly Ply FJob N K2591577 81605533 A01 GABLE 1 1 1 Reference n ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Thu Nov 17 14:15:54 2016 Page 1 I D:1 pumakLzV H3AM Qul2ZVVP 1 yJ Mj9-2XpxFpANAom pNYDeS J LLhf_692GOcuyJ?bpm L_yl Ejp 01 1a:3.8O, 1glQ(a 3san ra.e.o. 1 0.0' 6-5-6 5-9-10 5-3-0 P8.10 6-11-6 Scale=1:61 3 3x4= 5 00 12 7 8 9 6 4x8 10 3x6 5 11 33 34 5x8 d 12 13 14 3 27 30 15 16 1 2 17 18 vI _ Iv 3x6 _ 26 25 24 3x4-- 3x4— 3x4— 3x4= 3x6= 23 22 21 20 19 841-12 I 15-9 4 35.OA t 8.8-12 i-68 19.2.12_ Plate Offsets(�Y) (8:0 2-0-EdggJ 112:9 4.0-0-1&1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.15 2-26 >999 240 MT20 185/148 (Roof Snaw=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.32 2-26 >915 180 TCDL 10.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.08 17 nla nla 13CLL 0.0 ' Code IBC2015/TPI2014 (MatAx) Weight:162 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins. BOT CHORD 2x4 HF No.2'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 17-24:2x4 DF 180OF 1.6E JOINTS 1 Brace at Jt(s):27.28,31 WEBS 2x4 HF Stud/Std"Except" mends that Stabilizers and required cross bracing 5-23:2x4 HF No.2 inled during truss erection,in accordance with Stabilizer OTHERS 2x4 HF Stud/Std [bNeiTe�1jecom nstettatlonguide- REACTIONS. All bearings 10-11-8 except Qt=length)2=0-5-8. (Ib)- Max Horz 2=92(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,20,19 except 22=-563(LC 5) Max Grav All reactions 250 lb or less atjoint(s)22,21,20 except 2=1249(LC 17), 23=1278(LC 5),19=325(LC 1),17=325(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2369/118,3-4=-2072/94,4-33=-1967/98,5-33=-1923/107,5-6=-465/37, 6-7=-384/52,7-8=-305/55,8-9=-356/65,9-10=-368/55,10-1 1=-381/43,11-34=-389/33, 12-34=-402/25,12-13=-405/24,13-14=-356/12,14-15=-384/0,15-16=-386/0, 16-17=-394/0 BOT CHORD 2-26=-140/2101,25-26=-51/1537,24-25=-26/1752,23-24=-26/1752,22-23=0/338, 21-22=0/338,20-21=0/338,19-20=0/338,17-19=0/338 WEBS 5-28=-1428168,28-29=-1469/75,27-29=-1466/75,27-30=-1515/82,30-31=-1 566/84, 31-32=-1589/87,23-32=-1603/89,3-26=-410/119,25-27=-390/66,5-26=-19/547, 5-25=0/487,13-22=-486/98 NOTES- 1)Wind:ASCE 7-10;Vult=l1omph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS POtAl1VQ 2y (envelope)gable end zone;cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 '� �/ps RO 2)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. >' 02 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. A 6)All plates are 2x4 MT20 unless otherwise indicated. 54074 Q� 7)Gable studs spaced at 2-0-0 oc. Is 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tCss 9)'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 10NALE fit between the bottom chord and any other members. Continued on page 2 November 18,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711-7473 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 ;� 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,ereclion and bracing of trusses and truss systems,see ANSIITPI1 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 Qly Ply 1457 A K2591577 B1605533 A01 GABLE 1 1 ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:54 2016 Page 2 ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-2XpxFpANAompNYDeSJLLhf_892GOcuyJ?bpmL_ylEjp NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,20,19 except Qt=lb)22=563. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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 He . building design Bracing indicated is to prevent buckling or 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 r Job Truss Truce., ype Qty Ply 1481 A K2591578 B1605533 A02 Common 17 1 t1h R4 er t ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:55 2016 Page 1 ID:1 pumakLzVH3AMQui2ZVvP 1 yJMj9-XkNJT8B?x6ug?iogOOtaDtXHjSaVLGOTDFZKuoylEjo ]� b1..9 12.A.8 17.8.0I14p 6-3-3 5327 811 -1-3 0 * 06 3 6 1.4 Scale=1:60 8 4x4= 5 00 12 g 3x4 3x4 3x6% 5 7 16 17 3x6 ,) 8 o 2x4 2x4 g 9 3(1 y 10 11 a 14 3x8= 15 18 19 14 13 20 21 12 3x8= d 3x4= 3x6= 3x8= 3x4= 8-10-15 ILL-t 8.7-1 Plate Olj[Se1Sj(X_Yi— 2.0.1.81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.26 12-13 >999 240 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.48 12-13 >857 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.16 10 n/a nla " Code IBC2015/TPI2014 (Matrix) Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-4 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'Except' MiTek recommends that Stabilizers and required cross bracing 6-13:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer nstallation guide. REACTIONS. (lb/size) 2=1571/0-5-8,10=1571/0-5-8 Max Horz 2=92(LC 10) Max Uplift2=-59(LC 10),10=-59(LC 11) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3182/109,3-4=-2856/74,4-16=-2746/78,5-16=-2705/88,5-6=-1992/75, 6-7=-1992/75,7-17=-2705/88,8-17=-2746/79,8-9=-2856/74,9-10=-3182/109 BOT CHORD 2-15=-134/2848,15-18=-44/2274,18-19=-44/2274,14-19=-44/2274,13-14=-44/2274, 13-20=0/2274,20-21=0/2274,12-21=0/2274,10-12=-42/2848 WEBS 6-13=-4/1159,7-13=-875/126,5-13=-875/126,7-12=-0/511,9-12=-398/123, 5-15=-0/511,3-15=-398/123 NOTES- 1)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 2)TCLL:ASCE 7-10;Pf=25,0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MING 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,with BCDL=8.Opsf. WA 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. p �G 54074 q� FcrS,rc� rr�ON AL�NGti November 18,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1 010 312 015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Trus.,I ype Qly Ply 14117 A K2591579 B1605533 A03D Common 2 1 R ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:56 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-?wxhgUCdiQOXcsNOakOpm43PgruO4klcSvltQsylEjn fyQ_0, R-3 3 I 12-4-a 1 17414 22-7.1Q 2&B-IS t "1" 38,�0-0 1.0-0 6-3-3 6-1-3 5-1-10 5-1-10 6-1-3 6-3-3 1.0ly Scale=1:61 1 4x4= 5,00 12 8 3x4 3x4 3x10% 5 7 3x10 16 17 4 8 2x4\\ 2x4 Ii 3 9 2 10 vI1 ,0 11 Ia o 0 6xl8 MIT18H— 15 18 19 14 13 20 21 12 6x18 MT18H= 3x4= 4x4= 3x8= 3x4— � -10-15 1 17," 1 2&1-1 36�-0 9.10-15 8-7-1 8-7-1 8-10-1F Plate Offsets(X.YI— l2:0.4-11 Edgel_(10D-4.11.Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 1 0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.32 13-15 >999 240 MT20 185/148 (Roof Snow=2 Lumber COL 1,15 BC 0.85 Vert(CT) -0.50 13-15 >832 180 MT18H 220/195 TCDL 10 0 BCLL 00 Rep Stress Incr YES WB 0.96 Horz(CT) 0.13 10 n/a n/a ' DCUL $O Code IBC2015ITP12014 (Matrix) Weight:151 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural woad sheathing directly applied or 2-1-4 oc purlins. 1-4,8-11:2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 DF 180OF 1.6E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud/Sld"Except" be installed during truss erection,in accordance with Stabilizer 6-13:2x4 HF No.2 Installation auide. WEDGE Left:2x6 SIP No.2,Right:2x6 SP No.2 REACTIONS. (lb/size) 2=1571/0-5-8,10=1571/0-5-8 Max Horz 2=-92(LC 41) Max Uplift2=-2644(LC 38),10=-2644(LC 41) Max Grav 2=3339(LC 25),10=3339(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-7677/6492,3-4=-5752/4027,4-16=-4504/2734,5-16=-4041/2168,5-6=-3278/1993, 6-7=-3278/1993,7-17=-4041/2168,8-17=-4504/2734,8-9=-5752/4027,9-10=-7677/6493 BOT CHORD 2-15=-6002/7046,15-18=-3009/4292,18-19=-1384/3285,14-19=-1360/3073, 13-14=-312/2273,13-20=-220/3073,20-21=-1292/3285,12-21=-2917/4292, 10-12=-5910/7046 WEBS 6-13=-4/1157,7-13=-874/170,7-12=-94/558,9-12=-401/229,5-13=-874/170, 5-15=-93/558,3-15=-401/229 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.I1;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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 �0pA1NG Zlyw 3)Unbalanced snow loads have been considered for this design. �.�OF A. CQ 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 0 5)All plates are MT20 plates unless otherwise indicated. 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 j fit between the bottom chard and any other members,with BCDL=8.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=2644, 54�74 10=2644. �02+ RFGIsR� 9)This truss has been designed for a total drag load Of 349 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag 1 loads along bottom chord from 0-0-0 to 35-0-0 for 349.0 plf. SS�nT1ALE�G 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. November 18,2016 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 componenl,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HE building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' 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,Suilft 312,Alexandria,VA 22314, Carona,CA 92880 �r Job Truss Tru—Type 'Qly Fly 1487 A K2591580 61605533 A04 Common .2 1 ftferoTA toot r rrLrait ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:15:58 2016 Page 1 ID:lpumakLzVH3AMQul2ZVvP1yJMj9-xl3R5ADtE1 GFs9WPh9QHrV9mzfdlYcKvwDn_UlylEjl ��.� 1-0-0 6-3-3 6-1-3 5-1-10 5-1-10 4-4-6 8-0-0 1.110 Scale=1:60 8 5x8= 5.00 12 6 5 7 17 18 4 8 2x4 2x4\\ 9 19 3 2 10 11 vI1 Iv 0 0 16 19 20 15 14 13 12 3x6= 8,10AS 1,Z&O 1 19-9.4 1 24.2.12 3":Q B-10-15 B-7-1 2-3-4 4-5-fl 10-9-4 Plate Offsets IX.YI— LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.30 10-12 >420 240 MT20 185/148 (Roof Snow=25,0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.59 10-12 >214 180 TCDL 10.0 BCLL 00 Rep Stress Incr YES WB 0.99 Horz(CT) 0.02 13 n/a n/a ` Code IBC2015/TP12014 (Matrix) Weight:141 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2. TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud/Std'Except' WEBS 1 Row at midpt 6-13 6-14,6-13:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. (Ib)- Max Horz 2=92(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,12,10 except 13=-107(LC 10) Max Grav All reactions 250 lb or less at joint(s)except 2=794(LC 17),13=1739(LC 17),12=675(LC 18),10=406(LC 18) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1 255168,3-4=-915/32,4-17=-805/37,5-17=-757/47,5-6=0/278,6-7=-5/701, 7-18=0/435,8-18=0/377,8-9=-0/327 BOT CHORD 2-16=-96/1084,16-19=-6/463,19-20=-6/463,15-20=-6/463,14-15=-6/463, 12-13=-421/71 WEBS 6-14=-10/743,7-13=-385/52,5-14=-901/125,7-12=-128/346,5-16=0/562, 3-16=-447/124,6-13=-1475/47,9-12=-490/123 NOTES- 1)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 2)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. OWNG 2�R 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �P' non-concurrent with other live loads. �-WAS/i�h O 5)All plates are 3x4 MT20 unless otherwise indicated. (,+ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �0 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 h fit between the bottom chord and any other members,with BCDL=8.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,12,10 except Qt=lb)13=107. ,p 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. R 54074 O w� �50� FGIs �rs�UNAL ECG` November 18,2016 ®WARNING-Verily 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 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,Sufte 312,Alexandria,VA 22314. Corona,CA 92880 1 Job Truss True.,i ype Qty Ply 1487 A K2591581 iB1605533 A05 GABLE 1 1 Job 1 Reference(Mlorl ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Thu Nov 17 14:15:58 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-x13R5ADtE1 GFs9WPh9QHiV9j9fdKYiRvwDn_UlylEjl }]- 17.&0 27." i 35" 3e.f1.e 1-0.0 17-6-0 9-6-0 8-0-0 14?01 Scale=1:60 8 3x4 = 5.00 12 /111 112 13 10 / >14 3x4% 9 B 7 6 3x6 18 5 43 2 19 20 d11 Iv 3x4 = 3x10 = 21 3x6= 30 29 26 27 26 25 24 23 22 5x6= i 2a-2.12 27-0.0 35.0.0 24.2.12 2-9-4 B-Q-O Plate Offsets(X Y1- (12.0.2.0.Edne1.124&_3: 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 0.93 Vert(LL) -0.32 19-21 >401 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,69 Vert(CT) -0,62 19-21 >207 180 TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0 60 Horz(CT) -0.01 21 n/a n/a " Code IBC2015/TP12014 (Matrix) Weight:159 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 6-0-0 oc bracing, Except: WEBS 2x4 HF No.2`Except` 10-0-0 oc bracing:19-21- 18-21:2x4 HF Stud/Std JOINTS 1 Brace at JI(s):31,32,33 OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation aulde. REACTIONS. All bearings 20-0-0 except(jt=length)21=0-5-8,19=0-5-8. (Ib)- Max Horz 19=92(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)21,19,30,29.28,27,26,25,24 except 22=-1 26(LC 11) Max Grav All reactions 250 lb or less at joint(s)2,30,29,28,27,26,25,23 except 22=697(LC 18).21=668(LC 18),19=504(LC 18),24=257(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 13-14=-5/275,18-19=-419/88 BOT CHORD 19-21=-49/304 WEBS 18-21=-634/131,13-22=-651/119 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.0psf;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 2)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. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 �OWNG Z 4)Unbalanced snow loads have been considered for this design. O 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs , -WAS h non-concurrent with other live loads. (,}� 6)All plates are 2x4 MT20 unless otherwise indicated. T p 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'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. 4 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)21,19,30,29,28, 1 RF 54074� cy� 27.26,25,24 except(jt=1b)22=126. �t� GIST01 ` 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .S' G S�ONAL�� November 18,2016 ®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 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 y� 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 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 Tru:...type Qty Ply 1487A K2591582 B1605533 B01 GABLE 1 1 job 1 et o al ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Thu Nov 17 14:15:59 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP1yJMj9-PVdglWEV?LO6TJ5bFsxWOjh5i36KHHg38tXX1 BylEjk 12-3.0 { IA." �t 1-0-0 12-3-0 12-3-0 1-0-0 Scale=1:43 6 3x4 8 9 7 5 00 12 10 6 5 11 12 4 13 3 2 14 �P ,SIB 3x4= 26 25 24 23 22 21 20 19 18 17 16 3x4= 3x4= F 2A-U 2q§p- 11ete OBE tkyl 2--9.Ed9g1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 14 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0,06 Vert(CT) 0.00 15 n/r 120 TCDL 100 Rep Stress Incr YES WE 0,09 Horz(CT) 0.00 14 n/a n/a BCLL 00 Code IBC2015/TPI2014 (Matrix) Weight:95 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 24-6-0. (lb)- Max Horz 2=66(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,26,25,24,23,19,18,14,17, 16 Max Grav All reactions 250 Ile or less at joint(s)2,26,25,24,23,22,20,19,18, 14,17 except 16=287(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown- NOTES- 1)Wind:ASCE 7-10,Vult=110mph(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 2)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. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B.Fully Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. �N11NG 2 8)Gable studs spaced at 2-0-0 oc. � WAS y10 9)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 10)'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. O 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,26,25,24,23,19, 18,14,17,16. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ¢+ ,p 54074 O 4� Off, FGIS9'BR� � �sst�NALENG`� November 18,2016 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 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 MRek' 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 } i1 1 Job Truss TAMA—i'ype Qly Ply 1487 A K2591503 61605533 B02 Common s 1 b ftelarenre I n ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:00 2016 Page 1 ID'1 pumakLzVH3AMQul2ZVvP 1 yJMj9-thAC WsFBmeXz5TgopZSlewvE8gSKkOhHCNXG5ZdylEjj :5_e y��n I 1e o to 2e n.n�7tiaei 1-0-0 6 6-5-6 5-9-10 5-310 6-5-fi 1-0-0 Scale=1:43 5 4x4= 4 5 00 12 2x4 \\ 11 12 20 3 5 a 6 o� 7 Io 10 s 6 3x6= 3x4= 3x4= 30= 3x6 = r 843.12 1 S-" 2".0 8:8.12 7-" 8-&12 LOADING(psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25A Plate Grip DOL 1,15 TC 0.61 Vert(LL) -0.16 2-10 >999 240 MT20 185/148 (Roof Snow=25,0) Lumber DOL 1,15 BC 0.63 Vert(CT) -0.33 2-10 >884 180 TCDL 10,0 Rep Stress Incr YES WB 0.32 Horz(CT) 0-07 6 n/a n/a BCLL O.0 Code IBC2015/TP12014 BGDL 8:0 (Matrix) Weight:84 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No-2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1120/0-5-8,6=1120/0-5-8 Max Horz 2=-66(LC 15) Max Uplift2=-45(LC 10),6=-45(LC 11) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown- TOP CHORD 2-3=-2055/77,3-11=-1747/39,4-11=-1657/64,4-12=-1657/64,5-12=-1747/40. 5-6=-2055/78 BOT CHORD 2-10=-77/1815,9-10=0/1217,8-9=0/1217,6-8=-12/1815 WEBS 4-8=-27/625,5-8=-510/128,4-11 3-10=-510/128 NOTES- 1)Wind:ASCE 7-10;Vuli10mph(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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 atjoint(s)2,6 dp/11N(i T 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �P* C w ! O 0 54074� �c4� �ss�ONAL�'NG` November 18,2016 AWARNING-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 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 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 2r.: .� s i Job Truss �Tru_ ryprst Qty ply 1487, K2591584 B1605533 C01 GABLE 1 1 Job Reference o I ProBuild Arlington Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc, Thu Nov 17 14:16:01 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-LtkajCFm WyfpjdF_MHz_T8nQJsoFICdLcBOe54ylEji -1-U r B.O.D 16.O.A a JZA -'1 1-0-0 8-a0 8-0-0 1-0-0 Scale=1:29 6 4x4= 5 5,00 F12 4 ' 6 3 15 16 7 2 8 UJ iv � •f�� E' .r, ... 9 Io 3x4= 14 13 12 11 10 3x4 = LOADING(psf] TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0 17 Vert(LL) -0.00 9 n/r 180 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 010 Vert(CT) 0.00 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 006 Horz(CT) 0.00 8 n/a n/a BCDL 80 Code IBC2015(TP12014 (Matrix) Weight:54lb 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 Insauic[Q. REACTIONS. All bearings 16-0-0. (Ib)- Max Horz 2=45(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,8,14,13,11,10 Max Grav All reactions 250 lb or less atjoint(s)2,8,13,12.11 except 14=339(LC 17).10=339(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-14=-273/79,7-10=-273/79 NOTES- 1)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 2)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. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconCUrrent with any other live loads. �pAING 2 10)'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 W� yrO fit between the bottom chord and any other members. 1` $ 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,14,13,11.10. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss, fit' p r 54074 �SS�ONAL�NG` November 18,2016 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 andlor chord members only Additional temporary and permanent bracing fie ' 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,Suilu 312,Alexandria,VA 22314. Corona,CA 92880 go U) a D � � � c � r CO a V+ m * D m CD en r 'm 0 I I j r C)�G�o�pvz ca N o 0) W O cr o c c N v v m m c a D 0 ,0.,�• 7 O O- d ► / s O V/ aSMG�n�7 �c m n 2 < 2 z o�_.j (o o fi C m_ v DOp (� Z pv7 (D g vc a 3 ,) S am n mo m W p 3 2() (n N S N n x N O y n(D C y 7 c U m m A O D p COj n 0 `7 N 7 0, (D N ~ (D r 7 O 3 N r0 C CD 0 O.� O O nCnC C 3a O c5In3 �• 0 3 N aw 0 C.:7 O OG N O (D O O g) CD00 (D N`G D N N 6 'p O_ N O 3 N N CL cr ID 0, O'(D N O (n W n m O Cp1 _� 11� v O Si 0 (D O n 7 (n ID (D O D 0 m m �' m i� 0 7 c o °' 3 O °' anN ( o'n o v p (D � ' z m�,<� co. � v2— � Q �'� z m CL-0 3 7ov 3 o mo=�o (n 7 D) 7 lD n (y N (3D'p N W N (n ? 7'(n O_p N 7 0 0 O (n �N m (D p 7 (D 7C p N O p_7 7 (D 3 � � (n 0 2.N Q cm �� m o'p (D o (n (D (D m N x' m Z fa v "(.� 0 �.`z N 7 N 7 C N 7 (D O N N C C .7..O' O 61 O O (D X nm o � c: � n (D C7 O 7 (N 5 O (n 3 7 (D (n N m m c m m n v Z n �D� TOP CHORD c 2 Sao m n� (�. 3 N w n Op 3 O m O Z °° c1_B 73 9 : (D c m o� c my mzc�ir > > rnQ CDa m v n -ID I �o> m a w(On vim m z 2 m cn m p n m p m a � o m3(o' O OL cn n O m 60 n�� < 3N. w� v 0 mm Iz co a `V (° m a) m(Q rn w m M y co� O (D (D C G 7 N CP (n D J W2-7 ? n (n (n (D CL m ;D -1 r O _ N a �• m a@ zr �� O o �z c� a r CD M o cn �. 0(o z CD 0 > z9 7 (D ' m m J m o mcn o =o cn a m w co mm o = w = n N z 01 O 3 m c- T CD m °' wz c ("' m o -p D Q x' o (n m y -Zd r- N �� No ;1 < Z (D 2 O c� N �'cn o m n N N N (zr D 0 Ut i:a A cn C, m TOP CHORD D O Ut A W N O Z O = Q 0.C,(yp N ° j O O N-°O N 01S. a N_ an d (EDP O 0l y 0 N (D N Dl a Oi n O O v�' 2 ° m °° =m n 3 �' m ° ° m M a f,N 21 m o m 3 n m �. m N o o �. �N �E 239 = N ,.. -.O �.O Q' Q� N. S N O G'N N Q N 3 -ID !R ° N X y N p=j (D (D(D a O.. O S =a N N O 71 J'x M O N N S J O O S- N O O 23 m3 °c Wa xN°N`a<=o .3 mm ° a a3 o c° 3 m J m= ° a (O—D O C- o 1cID Q o O O wQ Qmj N 3 Ndn O M US� U= O (D Z C m 0 ° O O °N Z O (D a Q 3 (D (D Cn= 2 N e , O(c••) fl' �'� to y N (p m O ^ N 3 Q 3 OJ N O N= (D �`< N N n Q -N fD j C LT (D COL O' S j 0. _Q = fD O0 O .J.. �U 0 S O fD O J Q(D N (D .0 W= �. CD O ~N N 3 D)= a-p = O O _. N 6 O. O cn 3 (D C7 m S S (D (D .O.Q O-0 Q Q (D 3(D (D fD T1 F O ? N O O• �j ut a = .vi C a � 5 N = (D M (D i0 V s =o u m o a ^ (D v 3 CD J o 3= co' S (D u N N 91 N �' N to O� j _07 (D N n 1° ° 3 O 3 N ��-- 0 r� N 3. !: i y I�• � � ' .J 35-00-00 24-05-00 10-06-00 801 1-1 -04 BLOCKINGOL •` 1.2x4 VENT BLOCKS-Fin 5/12> S o 110 a ♦ NIN � A01 �114 N o' <5/12 5/12> o c o .n • o0 0 0 rD o 0 0 0 v A AOS A07 A06 • A05 A04 QG CO2 0 0 0 0 00 0 0 0 0 1. tiC ;0:2: N V O N P!V (r O o =, =. SO4 -00 + GARAGE START LAYOUT ,� R �24"O.C.� 19�OO�dO 4-00-00 11-w-w ®� � t 35-00-00 clAN y AA AA q d4 CLilY R Q$ d Arlin 67tton, Ave NE u lerss I•I ncl+`L i^n,,r u uw IJM1;.e n de.i�yiieJ n�ln i�li,nl Fiiil�lN Arlington,�1`A 93223 ,h•.p:eif:n Ili.,buildiiir .� .Iliv ]P�WL!omes P110n¢: 1-360-92g-415S b, 2016 mpnr n,l pa Jlr.,,y.f llio GR:SR;TN1-' la,m.,, II<...".1="Imm�a it eie.pomil�iLl�nl Ilm Gregory Park 1487 B Gouri Navalakhe r B1605534 bl n.Wr fSSRF.S�: T iv PI.1.`iln ulM1.`6.V:'P Oinl "i" nu i, l R MiTekA MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605534 1487 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: K2591585 thru K2591598 My license renewal date for the state of Washington is September 28, 2018. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. GMING Zy ��OF WAS�il��O ti Of 54074 O,� F ST R� November 18,2016 Zhao,Xiaoming 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 1487 K2591585 B1605534 A01 GABLE 1 1 Job Relarenca(00110nan ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:14 2016 Page 1 ID:lpumakLzVH3AMQul2ZVvP1 yJMj9-TN1 USeQwTyHzndlUdWil UtpYB6541xtGbjfg3pylEjV 3541.0 1�0 6-5-6 5-9-10 5-3-0 66.0 16-11-6 1-0-0 Scale=1:61 3 3x4= 500 12 7 a 9 6 4xa i 10 3x6 'fL. 11 5 33 � 34 Sx8 4 12 13 14 3 27 30 15 16 d11 2 17 18 3x6= 26 25 24 3 4`.�---- :C X:� :<" :. 3x4= 3x4 = 3x4 23 22 21 20 19 3x4= &6:12 I 15.9.4 3&0.0 &&12 7-0.B 19-2-1 12:gp o t aj LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 25,0 10. Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.15 2-26 >999 240 MT20 1851148 (Roof Snow=2 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.32 2-26 >914 180 BCDL 0.0 BCLL 00 Rep Stress Incr YES WB 0.69 Horz(CT) 0.08 17 n/a n/a " BCDL g Q Code IBC2015ITP12014 (Matrix) Weight:163 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins. BOT CHORD 2x4 HF No.2'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 17-25:2x4 DF 180OF 1.6E JOINTS 1 Brace at Jt(s):27.28,31 WEBS 2x4 HF Stud/Std"Except" [MiTek recommends that Stabilizers and required cross bracing 5-23:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer OTHERS 2x4 HF Stud/Std Installation i3uide, REACTIONS. All bearings 10-11-8 except(jl=length)2=0-5-8. (lb)- Max Horz 2=92(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,20,19 except 22=-549(LC 5) Max Grav All reactions 250 lb or less atjoint(s)22,21,20 except 2=1249(LC 17), 23=1265(LC 5),17=324(LC 1),19=325(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2368/118,3-4=-2071/94,4-33=-1966/98,5-3 3=-1 9 2211 07,5-6=-461/37, 6-7=-379/52,7-8=-301/55,8-9=-353/65,9-10=-363/55,10-11=-376/42,11-34=-384132, 12-34=-398/24,12-13=-401/24,13-14=-352/12,14-15=-380/0,15-16=-382/0, 16-17=-389/0 BOT CHORD 2-26=-140/2099,25-26=-50/1536,24-25=-50/1536,23-24=-25/1756,22-23=0/334, 21-22=0/334,20-21=0/334,19-20=0/334,17-19=01334 WEBS 5-28=-1433/68,28-29=-1474/74,27-29=-1472/74,27-30=-1522/81,30-31=-1574/84, 31-32=-1596/87,23-32=-1611/88,3-26=-410/119,24-27=-393/66,5-26=-19/547, 5-24=0/491,13-22=-485/98 NOTES- 1)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 OM1NG Zy� (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 `}� �ypg O 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry +yC Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �0 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 y 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 540 ls,1 74 74 4t� 7)Gable studs spaced at 2-0-0 oc, Q� 'PFC w 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F t� 9)'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 SSrONAL��G fit between the bottom chord and any other members. Continued on page 2 November 18,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 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 ANSIITPl1 Quality Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit:312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Gly Ply 1487 K2591585 61605534 A01 GABLE 1 1 Job Reference f9ptionali ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:15 2016 Page 2 ID:1pumakLzVH3AMQul2ZVvP1 yJMj9-xaalf_QYDFPgOnKgBDDG15MjuVRJ107PgNPObGylEjU NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,20,19 except(jt=lb)22=549. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. A 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 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 A �'e is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the ,•11, 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 Qty ply 1487 K2591586 81605534 A02 Common 11 1 R I ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries-Inc Thu Nov 17 14:16:15 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-xaatf_QYDFPgOnKgBDDG15MigVPA1 JzPgNPObGylEjU t.0•� &3•s 12.44 174.0 29-7-10 2"19 '> (}-O �,•Q r1•GO -1-3 5-1-10 5-1-10 + 6-1-3 � 6-3-3 1.40 Scale=1:60 8 4x,4= 5.o0 12 6 3x4% 3x4 3x6 5 7 16 17 3x6\ 4 B 2x4 2x4 rZ 3 9 2 10 vI1 11 Id o d 3x8= 15 18 19 14 20 21 12 13 3x8= 3x4— 3x6— 3x8= 3x4= F 8.10•t5 1Y•84 2rS•t•1• I 354.0 ; &10.15 &7.1 8-7- B-10-15 Plate Offsets fX.ln— 12:0.42.0.1-111J 110.0.4.2.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.26 12-13 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Verl(CT) -0.48 12-13 >857 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.16 10 n/a n/a * Code IBC2015ITP12014 (Matrix) Weight:135 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-4 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'Except* MiTek recommends that Stabilizers and required cross bracing 6-13:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer Installation Qutide. REACTIONS. (lb/size) 2=1571/0-5-8,10=1571/0-5-8 Max Horz 2=92(LC 10) Max Uplift2=-59(LC 10),10=-59(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3182/109,3-4=-2856/74,4-16=-2746/78,5-16=-2705188,5-6=-1992/75, 6-7=-1992/75,7-17=-2705/88,8-17=-2746/79,8-9=-2856/74,9-10=-3182/109 BOT CHORD 2-15=-134/2848,15-18=-44/2274,18-19=-44/2274,14-19=-44/2274,13-14=-44/2274, 13-20=0/2274,20-21=0/2274,12-21=0/2274,10-12=-42/2848 WEBS 6-13=-4/1159,7-13=-875/126,7-12=-0/511,9-12=-398/123,5-13=-875/126, 5-15=-0/511,3-15=-398/123 NOTES- 1)Wind:ASCE 7-10:VuIt=11Omph(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 D0L=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MIND 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 ��� W S Cy7U fit between the bottom chord and any other members,with BCDL=8.0psf. [ !� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. yF px �O� R 54074 FGIsTE�� ?� �8/014AL E�C1 November 18,2016 ,&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 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 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 iPly 1487 K2591587 61605534 A03D Common 2 1 Job Reference Ironal ProBuild Arlington. Arlington.WA 98223 7.640 s Sep 29 2015 MiTek Industries.Inc Thu Nov 17 14:16 16 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP1yJMj9-Pm8FtKRA_ZYhOwuslwlValugdvj3mnFZ308x7iylEjT �.Q(� 3 1?aB ( 1]B0 97.7.10 ) ]X0,.1A 3san ; OA 1.0.0 fi-3-3 6-1-3 5-1-10 5-1-10 6-1-3 6-3-3 ,.1- Scale=1:61 1 4x4= 5,00 12 6 3x4 3x4 300% 5 7 3x10 16 17 4 8 2x4\\ 2x4 ii 3 9 2 10 b t 11 Io 6x18 MT18H= 15 18 19 14 13 20 21 12 6xl8 MT18H= 3x4 — 4x4— 3x8= 3x4— &10.15 I 17.6.0 28-1.1 35.0.0 8.10.19 Plate Otfsets JX Y1— I Z-44 I_EfteL 110:0.4-11 Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.81 Vert(LL) -0.32 13-15 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0,85 Vert(CT) -0.50 13-15 >832 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.96 Horz(CT) 013 10 n/a n/a BC L 0.0 ' 1 Code IBC2015/TP12014 (Matrix) Weight:151 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins. 1-4,8-11:2x4 DF 180OF 1 6E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 DF 180OF 1.6E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud/Std'Except' be installed during truss erection,in accordance with Stabilizer 6-13:2x4 HF No.2 [Instaffattiont uid WEDGE e. Left:2x6 SP No.2,Right:2x6 SP No.2 REACTIONS. (lb/size) 2=1571/0-5-8,10=1571/0-5-8 Max Horz 2=-92(LC 41) Max Uplift 2=-2644(LC 38),10=-2644(LC 41) Max Grav 2=3339(LC 25),10=3339(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7677/6492,3-4=-5752/4027,4-16=-4504/2734,5-16=-4041/2168,5-6=-3278/1993, 6-7=-3278/1993,7-17=-4041/2168,8-17=-4504/2734,8-9=-5752/4027,9-10=-7677/6493 BOT CHORD 2-15=-6002/7046,15-18=-3009/4292,18-19=-1384/3285,14-19=-1360/3073, 13-14=-312/2273,13-20=-220/3073,20-21=-129213285,12-21=-2917/4292, 10-12=-5910/7046 WEBS 6-13=-4/1157,7-13=-874/170,7-12=-94/558,9-12=-401/229,5-13=-874/170, 5-15=-93/558,3-15=-401/229 NOTES- 1)Wind:ASCE 7-10;Vult=l10mph(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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 PvrIIING 2� 3)Unbalanced snow loads have been considered for this design. �ypsf JO 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 0 5)All plates are MT20 plates unless otherwise indicated. 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,with BCDL=8.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=2644, .off 54074 q`k 10=2644. O� is -1 9)This truss has been designed for a total drag load of 349 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag Fs Cj� loads along bottom chord from 0-0-0 to 35-0-0 for 349.0 plf. S�()N L,CN 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. November 18,2016 ,&WARNING.Verify 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 only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 .� Job Truss rc,.U City Ply 1487K259156IB1605534 A04 lifornia Girder 1 1 ProBuild Arlington, Arlinglon,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Thu Nov 17 14:16:19 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP1yJMj9-gLgNVMT2HUwGtOdRQ31CBxWN_7n7z6g71_NbklylEjQ 27-9-2 -0-0 3-11-0 3-3-15 8 5-7-2 6-3-3 7-3-13 3-3-15 3-11-0 1.0.0 0-1-12 Scale:3116"=T _ 5xfi i 5.00�12 5x10= 2x4 11 4x6= 5x8 4 7 JAO 20 t5 a2 ,23 24 6 7 25 2x4 wra > 2x4 3 9 fi 2 10 ILAr� 0 3x8 = 26 27 16 28 29 3015 31 14 32 33 13 12 3x4 3x10= 2x4 II 4x6= 5x10 = 3x4= 7-a-14 1 13-d•1 �_ ta.s.e 27.42 1 2sn.0_� 7.2.14 6.3.3 a•33 771-14 7-2-14 Plate Offsets(kYI-- j2:0 4 2:0.1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.15 15-16 >999 240 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.26 2-16 >903 180 TCLL 10 0 BCLL 00 Rep Stress Incr NO WB 0.97 Horz(CT) 0.07 13 nla n/a BCOLBCOL so Code IBC2015ITP12014 (Matrix) Weight:158 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc purlins,except 7-8:2x6 DF No.2,4-7:2x6 DF 240OF 2.0E 2-0-0 oc purlins(5-1-5 max.):4-8 BOT CHORD 2x4 HF No.2*Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-14:2x4 DF 180OF 1.6E WEBS 1 Row at MWpl 5-13,8-13 WEBS 2x4 HF Stud/Std"Except' FMTek recommends that Stabilizers and required cross bracing 5-16,5-13:2x4 OF No.2,8-13:2x4 HF No,2 nstalled during truss erection,in accordance with Stabilizer tallation guide. REACTIONS, (lb/size) 2=1 6 0 710-5-8.13=3663/0-5-8 (req.0-6-5),10=296/0-5-8 Max Horz 2=40(LC 52) Max Uplift2=-160(LC 10),13=-389(LC 6),10=-147(LC 49) Max Grav 2=1898(LC 29),13=3833(LC 28),10=651(LC 41) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3637/391,3-4=-3341/395,4-17=-3079/394,17-16=-3079/394,18-19=-3079/394, 19-20=-3079/394,20-21=-3079/394,5-21=-3079/394,5-22=-170/2108,22-23=-170/2108, 23-24=-170/2108,6-24=-170/2108,6-7=-170/2108,7-25=-170/2108,8-25=-170/2108, 8-9=-554/565,9-10=-939/350 BOT CHORD 2-26=-351/3240,26-27=-351/3240,16-27=-351/3240,16-28=-338/2194,28-29=-338/2194, 29-30=-338/2194,15-30=-338/2194,15-31=-338/2194.1 4-3 1=-3 38121 9 4, 14-32=-338/2194,32-33=-338/2194,13-33=-338/2194,12-13=-523/462,10-12=-287/809 WEBS 3-16=-400/161,4-16=-146/347,5-16=-43/1079,5-15=0/535,5-13=-4636/581, 1147/236,8-13=-1991/98,8-12=0/360,9-12=-604/98 NOTES- 1)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 �MING ZF (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 P �4 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 WAS��Y 3)Unbalanced snow loads have been considered for this design, C� 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs p non-concurrent with other live loads. 5)Provide adequate drainage to prevent water pending. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,p fit between the bottom chord and any other members. 11 54074 Q 8)WARNING:Required bearing size at joint(s)13 greater than input bearing size. O�t���C�S 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=160, 13=389,10=147. SfO1VALfC� 10l)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ij 1 It nuyd is Ipaugreir�representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, NOV@fTlb2f 15,2016 ,&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 Welk' always required for slabilily and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 i ., Job Truss Truss Type Gy Ply 1487 K2591588 B1605534 A04 California Girder 1 1 Job 1 Reference /tonal ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:19 2016 Page 2 ID:1 pumakLzVH3AMQul2ZVvP1 yJMj9-gLgNVMT2HUwGtOdRQ31CBxWN_7n7z6q?I_Nbkl ylEjQ NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)690 Ito down and 249 lb up at 7-10-15,346 lb down and 93 lb up at 9-0-0, 335 lb down and 125 lb up at 11-0-0,306 lb down and 126 lb up at 13-0-0.271 lb down and 126 lb up at 15-0-0,and 265 lb down and 126 Ito up at 17-0-0,and 260 lb down and 126 lb up at 19-0-0 on top chord,and 119 lb down at 3-0-0,102 lb down at 5-0-0,102 lb down at 7-0-0,102 lb down at 9-0-0,102 lb down at 11-0-0.102 lb down at 13-0-0,102 lb down at 15-0-0,and 102 lb down at 17-0-0,and 100 lb down at 19-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)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+Snow(balanced):Lumber Increase=1.15,Plate Increase=1-15 Uniform Loads(plf) Vert:1-4=-70,4-8=-70,8-11=-70,2-10=-16 Concentrated Loads(lb) Vert:16=-45(F)17=-591 18=-332 19=-265 21=-236 22=-201 23=-195 24=-190 26=-53(F)27=-45(F)28=-45(F)29=-45(F)30=-45(F)31=-45(F)32=-45(F)33=-44(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W11 building design Bracing indicated is to prevent buckling of individual truss web andlof 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 Instilule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 ,�: s. L. Job Truss Truss type Oty Ply 1487 K2591589 B1605534 A05 California 1 1 09 9nee(0000111111111 ProBuild Arlington Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:20 2016 Page 1 IDA pumakLzVH3AMQul2ZVvP1yJMj9-IXOmjiUh2o27VYCe_mpRk83XWW7aihU8ze69GTylEjP -O-O 6-1113 3-3-8 Q-!i- O 4-5-9 0• 0 3-3-B 6-1-13 Scale=1:63 0 4x8 4x8 3x4= 3x4= 5 00 r12 4 5 18— 17® 5 18,, 19 20j 21,W 6 y� nzt 2x4 Q 2x4 3 8 J _ v 2 8 311 o 14 0 0 3x8= 14 13 12 11 3x8= 3x8= 5xl2 MT20HS= 3xB= 3x4 = t 9.5.5 I 1745.0 I 25411 T 1544 _ate offsets(X y)- 12 0-4.2.4-?-t1.[20-4-2-a1&1 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25-0 Plate Grip DOL 1A5 TC 075 Vert(LL) -0.38 12 >999 240 MT20 1851148 (Roof Snow=25-0) Lumber DOL 1.15 BC 075 Vert(CT) -0.58 12-14 >716 180 MT20HS 165/146 TCLL 10.0 BCLL 00 B Rep Stress Incr YES W 049 Horz(CT) OAS 9 n/a n/a Code IBC2015/TP12014 (Matrix) Weight:144 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins,except BOT CHORD 2x4 DF 180OF 1.6E 2-0-0 oc purlins(2-10-13 max.):4-7. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mldpt 5-14,6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1752/0-5-8,9=1683/0-5-8 Max Horz 2=51(LC 10) Max Uplift2=-119(LC 10),9=-88(LC 11) Max Grav 2=2144(LC 29),9=2042(LC 29) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4177/257,3-4=-3685/235,4-15=-3332/227,15-16=-3332/227,16-17=-3332/227, 5-17=-3332/227,5-18=-4276/277,18-19=-4276/277,19-20=-4276/277,20-21=-4276/277• 21-22=-4276/277,6-22=-4276/277,6-7=-3200/181,7-8=-3472/188,8-9=-3927/192 BOT CHORD 2-14=-226/3707,13-14=-244/4256,12-13=-244/4256,11-12=-211/4204,9-11=-123/3480 WEBS 3-14=-425/138,4-14=-4/916,5-14=-1231/125,6-1 2=-2 7136 3,6-11=-1276/147, 7-11=-30/970,8-11=-462/126 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4-8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. QMING Zy 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 9 non-concurrent with other live loads. OF}f1AS1�jy O 5)Provide adequate drainage to prevent water ponding. �C••` C 6)All plates are MT20 plates unless otherwise indicated. �p 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. y 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. l 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=lb) 2=119. R 54074 16 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �Q G SfONAL�•� Continued on page 2 November 18,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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,notin' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall rr building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Welk' 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,Suitt:312,Alexandria,VA 22314 Corona,CA 92880 Job Truss Truss rype Qty Ply 1487 K2591589 IB1605534 A05 California 1 1 t ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:20 2016 Page 2 I D:1 pumakLzVH3AM QUI2ZVVP 1 yJMj9-IXOmjiUh2o27VYCe_m pR k83X W W7aih U8ze69GTy I Ej P NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)115 lb down and 64 Ito up at 9-10-15,122 Ito down and 33 lb up at 11-0-0, 131 lb down and 49 lb up at 13-0-0,126 lb down and 49 lb up at 15-0-0,and 86 lb down and 49 lb up at 17-0-0,and 105 lb down and 49 lb up at 19-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-70,4-7=-70,7-10=-70,2-9=-16 Concentrated Loads(Ib) Vert:15=-16 16=-108 17=-61 18=-56 20=-16 21=-35 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.101031205 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 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 Iruss 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,Suila 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss rype Qly Ply 1487 K2591590 81605534 A06 California 1 1 �JobRefeFencq(pD1iqna1I, ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Thu Nov 17 14:1622 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP1yJMj9-EwVW7NWxaPlrkrMO5BsvpZSslKn5AbIRRybFLMyIEjN 6.8 00 6-6-10 5-0-7 4 5-7-1 5-7-1 0- IA 5-0-7 6-6-10 APO Scale=1:63 2 5x12 = 2x4 11 5x12= 5.00 12 4 15 18 171 19 2x4 O 2x4/i 3 7 14, d v 14 21 2 8 9 dt1 Iv 0 0 3x10 = 13 12 11 10 300 = 3x4 = 4x6=4x8 3x4= = 7 4.7.f1 I 174.0 255.1 354.0 9,7-0 7.11-1 7-11-i 94-0 uQ Q(tseis_(Xyl— 12 Q CS1 col ta:o•s q a1 SJ.it O��a�BJ - A LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TIC0.79 Vert(LL) -0.35 11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.52 11-13 >799 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.18 8 n/a n/a Code IBC2015/TP12014 (Matrix) Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except BOT CHORD 2x4 DF 180OF 1.6E 2-0-0 oc purlins(2-8-8 max.):4-6. WEBS 2x4 HF Stud/Std'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-11,6-11:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Jnstalla[ion Quide, REACTIONS. (lb/size) 2=1782/0-5-8,8=1708/0-5-8 Max Horz 2=63(LC 14) Max Uplift2=-98(LC 10),8=-82(LC 11) Max Grav 2=2291(LC 29).8=2208(LC 29) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-4531/180,3-14=-4399/207,3-4=-3936/178,4-15=-3659/210,15-16=-3666/210, 16-17=-3671/210,17-18=-3674/209,5-18=-3680/209,5-19=-3673/209,19-20=-3672/209, 6-20=-3664/211,6-7=-3727/139,7-21=-4202/170,8-21=-4333/143 BOT CHORD 2-13=-192/4030,12-13=-103/3239,11-12=-103/3239,10-11=-52/3032,8-10=-95/3850 WEBS 3-13=-688/138,4-13=-5/674,4-11=-39/830,5-11=-1065/142,6-11=-102/1019, 6-10=-1/692,7-10=-713/133 NOTES- 1)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 D0L=1.60 plate grip DOL=1,60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2 00 times flat roof load of 25,0 psf on overhangs OMING ly non-concurrent with other live loads. .1 5)Provide adequate drainage to prevent water ponding. WAS O 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 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will T p fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,p 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)197 lb down and 63 Ito up at '�0 ,p�54074� �t 1 11-8-13,126 lb down and 33 lb up at 13-0-0,137 lb down and 49 lb up at 15-0-0,and 139 lb down and 49 lb up at 17-0-0,and 60 lb ,t CIS down and 24 lb up at 19-0-0 on top chord. The design/selection Of such connection device(s)is the responsibility of others. �S' G1 SNALE� LOAD CASE(S) Standard Continued on page 2 November 18,2016 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual Truss web and/or chord members only,Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and 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,Suite.312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Trun type Qty Ply 1487 K2591590 B1605534 A06 California 1 1 OJ3elarenca footional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:22 2016 Page 2 I D:1 pumakLzVH 3AMQu I2ZVvP 1 yJ Mj9-EwV W7 N WxaP IrkrM05BsvpZ8sl Kn5AbI R RybFLMyI Ej N LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-70,4-6=-70,6-9=-70,2-8=-16 Concentrated Loads(Ib) Vert:4=-98 15=-113 16=-67 18=-69 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 M building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing I IB�• 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,Suib=312,Alexandria,VA 22314. Corona,CA 92880 I .I Job Truss Truax Type Qly Ply 1487 K2591591 B1605534 A07 California 1 1 Job fteter4nct al ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:23 2016 Page 1 ID:1 pumakLzVH3AMQu12ZVvP1yJMj9-i63uLjWZLjQiM?xDfvN8Mnh?fk6vv1 FbecLptoylEjM 140 fi-11-0 6-6-5 0• 0 3-7-1 3-7 1 0- D 6-6-5 6-11-0 1.0-0 Scale=1:63.0 48 3x4 — 4x8 4 _ 17m, 18-4, 11''y0 5.00 IT — 3x4 i 3x4 3 7 N m 15 20 2 8 dl V to 4x8= 14 13 12 21 22 11 10 4x8= 2x4 3x8= 5x6 WB 3x8 = 2x4 &11.0 1 14.5.5 21.0-�1 i_ 23.I.n i afi- t 8.11.0 &&5 8•L6 6-6-5 6-11-D 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 0.95 Vert(LL) -0.39 11-13 >999 240 MT20 1851148 (Roof Snow=2 0) 1 TCDL 10-0 Lumber DOL 1.15 BC 0.83 Vert(CT) -0.60 11-13 >693 180 BCLL 0-0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.21 8 nla n/a " Code IBC2015/TP12014 (Matrix) Weight:151 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E"Except` TOP CHORD Structural wood sheathing directly applied,except 4-6:2x4 HF No.2 2-0-0 oc purlins(2-2-0 max.):4-6. BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std WEBS 1 Row at midpl 3-13,7-11 OTHERS 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=1821/0-5-8,8=1816/0-5-B Max Horz 2=-71(LC 53) Max Uplift 2=-102(LC 10),8=-106(LC 11) Max Grav 2=2456(LC 29),8=2451(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-4981/184,3-15=-4826/201,3-4=-3889/178,4-16=-34481185,16-17=-3448/185, 17-18=-34481185,5-18=-3448/185,5-19=-3439/196,6-19=-3439/196,6-7=-3878/189, 7-20=-4813/212.8-20=-4968/195 BOT CHORD 2-14=-192/4438.13-14=-192/4438,12-13=-102/3630,12-21=-102/3630,21-22=-102/3630, 11-22=-102/3630,10-11=-132/4426,8-10=-132/4426 WEBS 3-1 3=-1 0621130,4-13=0/803,5-13=-515/102,5-11=-575/110,6-11=-5/813, 7-11=-1058/130 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6,Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed,MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 OMING ZA 3)Unbalanced snow loads have been considered for this design. r�0 S r�.1 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs l' Q V/A (ih Q non-concurrent with other live loads. Sv 5)Provide adequate drainage to prevent water pending. �Q 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,with BCDL=8.Opsf. l� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except(jt=lb)2=102, ,p Q 8=106. �� 54074� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. C/S1$R 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord ASS N�7 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)141 lb down and 42 lb up at ��NALr' 13-10-15,131 lb down and 33 lb up at 15-0-0,and 143 lb down and 49 lb up at 17-0-0,and 333 lb down and 91 lb up at 19-0-0 on top chor . The design/selection of such connection device(s)is the responsibility of others. Continue on page 2 November 18,2016 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 Iruss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Ml lek' 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 Sheet,Suito 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Tn1es I ype Qty Ply 1487 K2591591 131605534 A07 California 1 1 JQb Reference loplional ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:24 2016 Page 2 ID:1 pumakLzV H3AM Qul2ZVVP 1 yJMj9-AJdGY3XB60YZz9 WPDcuNu_EAP8S8eUVkuG4M PEyl EjL LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plo Vert:1-4=-70,4-6=-70,6-9=-70,2-8=-16 Concentrated Loads(lb) Vert:16=-42 17=-117 18=-73 19=-263 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN 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 t lek• 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitt 312,Alexandria,VA 22314. Corona,CA 92BBO r Job Truss Truss type Oly Ply 1487 -] K2591592 B1605534 AOB California 1 1 Job F efer C,pj„ ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov W 14.16:25 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP1yJMj9-eVBfmPYptKgObJ4bmJPcRCmLYXnzNyHu7wgvyhylEjK 15.AQ' •40 7-11-0 7-6-5 0.55.r0 3-2-2 7-6-5 7-11-0 1.0.0 Scale=1 63 0 5x12= 4x8 500 12 <-- 11, 19 3 3x4 J fi ti ro 214 7 d 1 8 210 4x8= 13 12 11 10 9 4x8= 2x4 II 4x6= 3x8= 2x4 11 3x4= 15.&,S_ sa t 27•1.0 asao 7.71-0 7-6-5 114.14 741-5 7.11-0 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 092 Vert(LL) -0.35 10-12 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 092 Vert(CT) -0.51 12-13 >820 180 BCLL 0.0 0 TCDL 10 Rep Stress Incr YES WB 046 Horz(CT) 0.21 7 n/a n/a Code IBC2015/TP12014 (Matrix) Weight:150 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE*Except* TOP CHORD Structural wood sheathing directly applied,except 4-5:2x4 HF No.2 2-0-0 oc purlins(2-9-3 max.):4-5. BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud/Std`Except` WEBS 1 Row at midpt 3-12,6-10 3-12,4-10,6-10:2x4 HF No 2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer lnstallaliDn guide. REACTIONS. (lb/size) 2=1781/0-5-8,7=1752/0-5-8 Max Horz 2=-81(LC 15) Max Uplift2=-88(LC 10),7=-89(LC 11) Max Grav 2=2474(LC 29),7=2444(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-5061/143,3-15=-4738/163,3-16=-3716/120,4-16=-3527/140,4-17=-3190/156, 17-18=-3190/156,5-1 8=-31 9 011 5 6,5-19=-3450/142,6-19=-3640/112,6-20=-4664/166, 7-20=-4987/146 BOT CHORD 2-13=-161/4501,12-13=-161/4501,11-12=-49/3265,10-11=-49/3265,9-10=-82/4434, 7-9=-82/4434 WEBS 3-13=0/305,3-12=-1337/138,4-12=-2/624,4-10=-422/105,5-10=-7/749, 6-10=-1341/136,6-9=0/304 NOTES- 1)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 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow);Category II;Exp.B;Fully Exp.;Ct=1 �tAINC ZXj 3)Unbalanced snow loads have been considered for this design.4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. C� 5)Provide adequate drainage to prevent water ponding. �Q 0 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,7. ,p 4.- 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Sr 54074 � 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �ih �C)sTeILF' 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)368 Ib down and 97 Ib up at 15-10-15,and 135 Ib down and 33 Ib up at 17-0-0 on top chord. The design/selection of such connection device(s)is the `S101gAL`� responsibility of others. __UXt K%tKP%?andard November 18,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 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 Iruss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANSIITPII Quality Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suile 312,Alexandria,VA 22314. Corona,CA 92880 4 Job Truss Truss i ype My Ply 1487 K2591592 B1605534 A08 California 1 1 ob Reference o uonal ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 17 14:16:25 2016 Page 2 I D:1 pumakLzVH3AM Qul2ZVvP 1 yJMj9-eVBfm PY ptKgQbJ4 bmJ PcRCm LYXnzNyHu7wgvyhylEjK LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-70,4-5=-70,5-8=-70,2-7=-16 Concentrated Loads(Ib) Vert:17=-269 18=-121 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Inslitule,218 N Lee Street,Sude 312,Alexandria,VA 22314, Corona,CA 92880 Job Truss Truse type Qty �Pfyl487K2591693 B1605534 B01 GABLE 1 0 efer ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:25 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-eVBfmPYptKgObJ4bmJPcRCmY8X_PN26u7wgvyhylEjK 1-0-0 12-3-0 12-3-0 Scale=1:43 6 3x4= 8 9 7 500 12 6 10 11 5 d 12 it A �1 13 3 2 a cpp 15 la A ! �\ Iv/-. 1. /� O 3x4= 26 25 24 23 22 21 20 19 18 17 16 3x4= 3x4- 244.0 .PiBlsStLiPd�(2Ll— I2 O.Edq�fj - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TIC0.12 Vert(LL) 0.00 14 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 15 n/r 120 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 14 n/a n/a Code IBC2015ITP12014 (Matrix) Weight:95 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer In tallat on auiide. REACTIONS. All bearings 24-6-0. (lb)- Max Horz 2=66(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,26,25,24,23,19,18,14,17, 16 Max Grav All reactions 250 lb or less at joint(s)2,26,25,24,23,22,20,19,18, 14,17 except 16=287(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)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 2)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. 3)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated, 7)Gable requires continuous bottom chord bearing. vt.AING 2� 8)Gable studs spaced at 2-0-0 oc. .10 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t WAS/(�� 10)'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, 0 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)2,26,25,24,23,19, 18,14,17,16. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 54074 Q A FCISTEI�. rS�ONAL November 18,2016 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite.312,Alexandria,VA 22314- Carona,CA 92880 I I Job Truss Truss I ype Qly Ply 1487 K2591594 B1605534 B02 Common 6 1 ob Relrtrenr8 Lop�r+at ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Thu Nov 17 14:16.26 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP1 yJMj9-6hll zlZReeoGDTfnKlwr_PJb6xCp6Sjl MaZTU7ylEjJ 1e.&IG r 2aao 12"! 1-0-0 6-5-6 5-9-10 5-9-10 1-0-0 Scale=1-43 5 4x4 4 5.00 112 2x4 \\ 11 12 2x4// 3 S a 6 o a 10 9 8 3x6= 3x4= 3x4= 3x4= 34 = r PAL 12 M94 i 24.8.9 841.12 r 7,0411 841.12 ' LOADING(psi TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) /dell L/d PLATES GRIP (Roof Snow=25,0) Plate Grip DOL 1.15 TC 0,61 Vert(LL) -0,16 2-10 -999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0,63 Vert(CT) -0,33 2-10 >884 180 BCLL 0.0 Rep Stress Incr YES WB 0,32 Horz(CT) 0.07 6 n/a nla BCDL 8"0 Code IBC20151TPI2014 (Matrix) Weight:84lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-1 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 �taHalion guide. REACTIONS. (lb/size) 2=1120/0-5-8,6=112010-5-8 Max Herz 2=-66(LC 15) Max Uplift2=-45(LC 10),6=-45(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten"-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2055/77,3-11=-1 747/39,4-11=-1 657/64,4-1 2=-1 657164,5-12=-1747140, 5-6=-2055/78 BOT CHORD 2-10=-77/1815,9-10=0/1217,8-9=0/1217,6-8=-12/1815 WEBS 4-8=-27/625,5-8=-510/128,4-10=-27/625,3-10=-510/128 NOTES- 1)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 2)TCLL:ASCE 7-10;Pf=25"0 psf(flat roof snow);Category II;Exp B,Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2-00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)2,6. �MING 2 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦P y fG WA 1 RF 54074 0 w� �.� 41STE�ti �,<v �rsIONAL November 18,2016 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 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 He " 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 Inslilute,218 N.Lee Street,sure 312,Alexandria.VA 22314, Corona,CA 92880 Job Truss Trusa Type Qly Ply 1487 K2591595 81605534 C01 California Girder 1 1 lot,aor0_r9 �o�flar 1 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:27 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP1 yJMj9-buJPB5a4Pxw7gdE_ukR4WdsgzLZxrml AaEJ00ZylEjl 1-0.0 5-5-5 {-1 4-1-8 O FO 4.10-12 Scale=1:28 8 4.8 \\ 5 4x4 5 00 12 2 11 12 4 3 N \ N C ,Jr N rN 8 N �16 16 14 15 8 16 17 18 7 19 20 3x6= 2x4 3x6- 3x4 - 3x8 11-0-e 1 5-5-5 4.11.10 0••} 4-5-0 Q•5.11 Plate Offsets MY)- 1 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 0.93 Vert(LL) -0.06 2-8 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.11 2-8 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 ` �DL g 0 Code IBC2015/TPI2014 (Matrix) Weight:53 lb FT=20°k LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1.6E'Except` TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins,except 5-6:2x4 HF No.2 2-0-0 oc purlins(10-0-0 max.):3-4. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 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 Quide. REACTIONS. (lb/size) 2=765/0-5-8,7=1670/0-5-8,6=110/0-5-8 Max Horz 2=31(LC 10) Max Uplift2=-70(LC 10),7=-166(LC 10),6=-29(LC 49) Max Grav 2=992(LC 29),7=1789(LC 29),6=219(LC 41) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1330/125,4-6=-27/372 BOT CHORD 2-14=-98/1113,14-15=-98/1113,B-15=-98/1113,8-16=-105/1103,16-17=-105/1103, 17-18=-105/1103,7-18=-105/1103,7-19=-251/39,1920=-251/39,6-20=-251/39 WEBS 3-8=0/390,3-7=-1406/136,4-7=-1044/218 NOTES- 1)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 2)TCLL:ASCE 7-10.Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. .ING 2� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '}� WA. �O 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. t0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,6 except(jt=1b) 7=166. r 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)478 Ib down and 189 Ib up at �.fl 54074- Q� 5-10-15,and 239 Ito down and 101 Ib up at 8-0-0,and 472 lb down and 184lb up at 10-4-15 on top chord,and 67 lb down at 2-0-0,67 lb down at 4-0-0.66 lb down at 6-0-0,66 Ib down at 8-0-0,66 Ib down at 10-0-0,and 67 lb down at 12-0-0,and 67 lb down at tCs (jt 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. StONAIL- 12)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 November 18,2016 to WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his 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 SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Surf:312,Alexandria,VA 22314. Corona,CA 92B80 Job Truss Trus.,type ply Ply 1467 K2591595 B1605534 C01 California Girder 1 1 ProBuild Arlington, Arlington WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:27 2016 Page 2 ID:lpumakLzVH3AMQul2ZVvP1yJMj9-buJP65a4Pxw7gdE_ukR4WdsgzLZxrmlAaEJ00ZylEjl LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1-15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,3-4=-70,4-5=-70,4-6=-70,2-6=-16 Concentrated Loads(Ib) Vert:4=-379 9=-379 11=-173 14=-30(B)15=-30(B)16=-29(B)17=-29(B)18=-29(B)19=-30(B)20=-30(B) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk 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,21a N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss type City Ply 7 B1605534 CO2 HIP 1 1 148 Refer,(,tre IooUonall K2591596 ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Thu Nov 17 14:16:28 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP1yJMj9-34tnORaiAF2_SmpASSyJ3gOq?lg9aPOKpu2aY?ylEjH 7-3-11 8-2-10 684 7- 1 - S 6-8-6 0• •2 .1.1 7-2-14 1-0-0 0-5-9 0-7-5 Scale=1:28 5 5x8 \\ 5x6 2 5 o0 12 17 15 18 N �5 14 1 4 5 Io 7 6 2x4 3x4 5x8 = 3x8= tl•B$ 1_-4 Z 0.-2_ 7-2.14 Plate Offsets fkyli— KO-8-e.0•0-101 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 0.97 Vert(LL) -0.13 7-13 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0A8 7-13 >999 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.03 1 n/a n/a " Code IBC2015/TP12014 (Matrix-M) Weight:55lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E"Except' TOP CHORD Structural wood sheathing directly applied,except 2-3:2x6 DF No.2,3-5:2x4 DF No 2 2-0-0 oc purlins(6-0-0 max.):2-3. 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 WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 HF Stud/Std Installation guide. REACTIONS. (lb/size) 4=80910-5-8,1=685/0-5-8 Max Horz 1=-49(LC 11) Max Uplift4=-55(LC 11),1=-39(LC 10) Max Grav4=1168(LC 29),1=959(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1461/46,14-15=-1356/54,2-15=-1318/67,2-16=-1151/65,3-16=-1145/62, 3-17=-1226/56,17-18=-1239/47,4-18=-1415/32 BOT CHORD 1-7=-32/1227,6-7=-32/1218,4-6=-8/1144 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.Il;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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. �� 1NG Zy 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 t 7f AS 40 fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,1. >0 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. y 4 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)80 lb down and 36 lb up at 7-4-7, and 79 lb down and 36 lb up at 7-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. �, � V � LOAD CASE 54074 S) Standard Off, F R� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 F Cls+ S S�ONAL�N Continued on page 2 November 18,2016 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 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 Safely Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314, Corona CA 92880 Job Truss Trua., ype Qty Ply 1487 K2591596 B1605534 CO2 HIP 1 1 oD efer ncg footioniMl ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:28 2016 Page 2 ID:1 pumakLzVH3AMQul2ZVvP1yJMj9-34tnORaiAF2_SmpASSyJ3gOq?lg9aPQKpu2aY?ylEjH LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-70,2-3=-70,3-5=-70,8-11=-16 Concentrated Loads(Ib) Vert:16=-95 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 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 Trus..,ype Qly Ply 1487 K2591597 81605534 HRA Corner Rafter 1 1 oh nce_(g9borujtj ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Thu Nov 17 14:16:29 2016 Page 1 ID:1 pumakLzVH3AMQul2ZVvP 1 yJMj9-XGR9bnbKwZAr4wOM?9UYb2x2k9MrJtRT2Yo75SylEjG Wit. r _j. t 1.t.9 1-5-0 2-7-0 8-6-3 13-6-4 354 12 Sow=1,442 8 � 20 �? ] o 3x4= 19 6 5 16 4 5x10 S 17 3x10% 3 r" r 3x10 16 3x10= 15 r co 14 3x10 19 12 3x10= 11 2 .t11 a 2x4= 10 3x10= 2-7-1 2-7-1 Plate O(1SEIts 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 0.78 Vert(LL) -0.00 2-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 2-10 >999 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 8 n/a n/a ' Code IBC2015/TP12014 (Matrix) Weight:55Ile FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF 1800F 1.6E`Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-5:2x4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF 1800E 1.6E MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF 240OF 2.0E 10-7-14 be installed during truss erection,in accordance with Stabilizer [Installation Quide. REACTIONS. All bearings 0-2-2 except(jt=length)2=0-7-6,10=Mechanical. (Ib)- Max Herz 2=213(LC 24) Max Uplift All uplift 100 lb or less at joint(s)4,6,7,8 except 2=-107(LC 6), 3=-212(LC 10) Max Grav All reactions 250 lb or less at joint(s)10,4,7 except 2=628(LC 1), 3=769(LC 1),6=296(LC 17),8=467(LC 17) FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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,Dpsf 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)Refer to girder(s)for truss to truss connections. ntAING 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,6,7,8. Zy9��{� WASH O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,6,7,8 except ti (jt=lb)2=107,3=212. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,6,7,8. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss v1 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)10 lb down and 10 lb up at 2-8-7, 36 lb down and 26 lb up at 4-1-7,77 lb down and 44 lb up at 5-6-6,125 lb down and 61 lb up at 6-11-6,172 Ib down and 74 lb up at 8-4-5,220 lb down and 85 lb up at 9-9-5.8 lb down and 7 lb up at 12-7-4,9 lb down and 7 lb up at 15-5-3,10 lb down and 7 lb up at ,p 18-3-2,and 12 Ib down and 7 lb up at 21-1-1,and 18 lb down and 2 lb up at 23-11-0 on top chord. The design/selection of such �O ,P f 54074� connection device(s)is the responsibility of others. is(QR 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �SSjGNAL LOAD CASE(S) Standard Continued on page 2 November 18,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7477 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 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 ANSIITPII Quality Criteria,DSB-89 and BC51 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suiln 312,Alexandria,VA 22314. Corona CA 92880 ., I :, • 1 Job Truss Trus„ ,ype Qty Ply 1487 K2591597 81605534 HRA Corner Rafter 1 1 elerent:e{gQOon�71 ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Thu Nov 17 14:1629 2016 Page 2 IDA pumakLzVH3AMQul2ZVvP1 yJMj9-XGR9bnbKwZAr4wOM?9UYb2x2k9MrJtRT2Yo75SylEjG LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-9=-70,2-10=-16 Concentrated Loads(lb) Vert:13=-27(B)14=-75(F)15=-123(B)16=-171(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111411-7473 rev.1010312015 BEFORE USE. , Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 r � Job Truss 7nr_ ripe Qty Ply 1487 K2591598 B1605534 J09 JACK-OPEN f 1 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Thu Nov 17 14:16:30 2016 Page 1 ID 1pumakLzVH3AMQul2ZVvP1yJM19-?S_Yp6cyhslii4777t?nBFUCgYZN2KhdHCXgduylEjF 7.},Lrt r t5-t0-t8 I • 7-11-4 7-11-11 Scale=1 38 2 6 5 Io 4 a 5 00 12 3 8 2 t 2x4= 7 7,11.4 7-11.4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 25,0 Plate Grip DOL 1.15 TC 089 Vert(LL) -0.21 1-7 >433 240 MT20 185/148 (Roof Snow=25.0)TCDL 10.0 Lumber DOL 1.15 BC 059 Vert(CT) -0.38 1-7 >241 180 Rep Stress Incr YES WB 0,00 Horz(CT) -0,00 5 n/a n/a BCLL 0.0 Code IBC2015(TP12014 (Matrix) Weight:33 lb FT=20% BCOL 8.0 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except(jt=length)1=0-11-8,7=Mechanical. (lb)- Max Horz 1=181(LC 10) Max Uplift All uplift 100 lb or less at joint(s)3,4,5 except 2=-103(LC 10) Max Grav All reactions 250 lb or less at joint(s)7,3,4 except 1=329(LC 1),2=338(LC 1),5=396(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)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 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp-;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2-00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3,4,5. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)3,4,5 except(jt=lb) 2=103. OMMG 2d 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3,4,5. ;wns q0 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss, 1` r 54074 0 w� Off, FCIS.fER� �<V �rStoNALe��'ti November 18,2016 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 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 ANSIITPH 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 lvv �m p D W V/ W I m � r o v r K > LA � � I ) � c�SG�aopmZ � co N o °I s m c aW DID O ID Qn�' m o D 0 CL aR�G�n�^7 p _�� m m 3 . : n Z o �,� m o m <D T m_ m Dpo (-) Z Woo � ID 73c°i �o a CL ID0 O ID nnm � (n =acN cc mo - n53 � D onto--0on�co. ya^.a v c� � m r' (D 0=r � m CD m mA Imo Z O n. O Q 7 N 7 0, N �'Q O (0 N 3 .lN-. d .n-.CCD O NO x C N N 0 0 n 7 7 O' U7 N r2 N N O C n (D O 3 .-. N `< O'v �(O N (D -0 S (D Q-w Cr 3 U) O_ N O_Q 2o � om ICD m �� D -0 � �� o N =0M. 3wco cD 22 CD cr C-n 7�N N W L 7 0 C w 0@ < N 7 (D 7 CL a- N.n.7 N 7 (D O O 2-O m fD S'cr o - �.Q Z m o_o o' n 7 a o v 0-o,1 7 Z v1 �om� m v m m � N o' o � � Q2) o _ .0 7 3 o nn C) o' CD CL_' > _ 0 7 m 30 D �_4) 7 N 7 7 N 7 (D N VI O (D UJ CD N N .0.. _ (n N 7 0 n 0 O((n N n, (D Op y 7 0 WCL (D � m n N.< cr "� in p'Q(D c w °�0 CD X' m Z O n 0 (O 7 .7-.6 O D U7 p1 fl7 O --.CD X p 7 n S O (n N 7 C (D N m m n v Z n D TOP CHORD cx x;Oo m � '3 m N O W o r C z 00 ci-e m o (n3 m c m C) U) m o m z cn o_ _ in J� � n yN TOD (D CDcn m o n m Z r a m J� �� o m Z7 1 q O -4 m O OD O m m cr m 5 m v m CC a)N cn D m m (n; v 0 0 (� m c r•(D N D r � wz N (n (D (D Q m- m ur r O o_ CD Z ct) -• O (D o 1(o OG z z E c W. C� w� o (D (Q' (�°co r 1 G)W O m ° '/A� ' ai o m 00 y m -Dim o 8. t( V o v O -+o � " No r (�° (n (, 00DO m o V+ (D O O n N Z 0� _ m N z A (D No < Z (D 2 0 3 N 11) (n O m o m Em cn T. 2 cn 3 cnCy-5 /-? n m O cn m TOP CHORD z� .o � oy3 a2 ma3o m a C�QD COo < o J 313 cD m a-) C mym- mo °y.° ° < °(1 m omn, CD a o m Ca CD 5, N CD m 2a c m m3� m 3 y 9 x CD ° (D m(D -� C 3 m3 ° m CD Xr 7"lo O Jv� oomJ 3 m C@Da oO N CD ym � 5 6 CDvy CD W OLC CD NN CD O -( J ° °a(D N CD 0 (7j C O p -- -OWj W 2 ° �' Jy Oj O.N2 7 n y (D- N C N N N O �'a (O 0l U) N m j'N N 3 O O 3 91 a N - a N a N a T.01 '_'. (D - a t0 N O.N n O N pl (D y C c K N y d Vi. O a �.a i CO,y a J O 3 N 2 J O.01 (D VI J ni A o. m,D 3 m (� m m J. a EP m 0 -.m y 3 a* � ° m y y.m c o CD C N y m c 0 m a,a 3 m°I ?m m `D m .�.w n m y (D m. - Z m m ° a °I °1 a 3 °1`� m ° — Cc: iY m� 3� m c m ° �� mn o oN mN °Sj sm WQ2 w v N. Z5 ° va y 2 Q m o m J (� 0. n o O n <� m(� Z c g o'a a`° O M J.< a y N 7 O N N C('1 (D(D (D J 6 O �-. U DI w .y-. U O O O y J y 91 J pl ... O pl -J (D O a J (D O f/1 - 61 (D (D N 5 J O. N N N a J < az a ^' y.y (D (p y O 9'1 m J'a 3 J N O N J N (D -U N N 0 O N a� -at ry N .y.. � c� y� n Q a o v �' y �a -°� Q° o a �- a � a 2 m m� a� U) �) N N J O - (D N' N 3 J O O �, 3 C. N n ! � cn- � [Au of =0 CD a ° ma m m m ��' con 3 3 q CD N m mm mio rf 3 J° »"�6 N -O °EP J O n a ° N @ Q a a a N u3i� n O N a -5 (D O O j. d N tD J(D N O GLn -0 O .T m N •x• • ,y , ., r Permit#1273 Address Payment Info Address 9031 171 st Street NE Receipt# 1206558 City Arlington Date 4/21/2017 State WA Paid By LGI Homes-Washington,LLC Zip 98223 Description Building Permit Payment Type Check#4369 Accepted By Kristin Foster Fees Paid Fee Fee Description Factor Total Fee Amount Amount Paid Building Permit Fee 322.10.00.00 2093.26 2,093.26 2,093.26 Building Plan Review Fee 345.83.00.00 1360.62 1,360.62 1,360.62 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 Fee(Enter Fixture Fee) 322.10.00.00 2 27.00 27.00 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 322.10.00.00 11 132.00 13200 Fee) 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 25.00 25.00 Total Payment:8,769.38 Date: 04/03/2026 Permit#: 1273 Perm t Date: 01/05/2017 Review Date: 01/05/2017 Perm Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 01/19/2017 Scheduled Time 00:00 Com pleted Date: 02/15/2017 Description: approved with red lines. Review Status: Assigned To: z.Rick Karns Tim eIn: 00:00 Time O it: 00:00 H curs: 2.0 Property Information Parcel#: LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 9031 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 22Block: Permit#: 1273 Permit Date: 01/05/17 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: 185451.81 Square Feet: 1889 Num ber of Stories: 1 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- 9031 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 Iieted Date I nspector S tatus 05/30/2017 R20.SFR/DUPLEX 09/13/2017 A pproved FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status RESIDENTIAL SINGLE O1/OS/2017 FAMILY approved with red lines. z Rick Karns Fees Fee D escription N otes A in cunt Park-Com in uity SF S ingle Fam iy $1,662.00 Traffic Mitigation-C/MF Gbm in ecial/Multi-faro iy $3,355.00 Building Perm i T able 4-1 $2,093.26 Building Plan Review T able 4-2 $1,360.62 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) $27.00 Mechanical Base P erm i Fee $25.00 Plum ling Base Perm i Fee $25.00 Mechanical Com in ecial Perm i T able 4-7;Per Unit $132.00 Processing/Technology $25.00 State Surcharge- 1st DU R esidential- 1st Unit $4.50 Water Heater(Tank) $25.00 Forced Air Heat f ee per Btu $25.00 Total $8,769.38 Attached Letters Date Letter D escription 04/06/2017 Building Perm i Paym sits Date Paid By D escription P aym art Type A ccepted By A in amt 04/21/2017 LGI Hom cs-Washington,, Building Perm i C heck#4369 K ristin Foster $8,769.38 LLC O utstanding 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 O1/05/2017 Need Valuation-Waiting for contractor to receive bids. K ristin Foster O1/05/2017 Lot 22-Plan 1487-Colum ha K ristin Foster Uploaded Files Date File Nam e 04/21/2017 2234638-1273 Issued Perm i.pdf O1/05/2017 2037214-1273 Application.pdf