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HomeMy WebLinkAbout9010 170th Street NE_BLD1602_2026 yI RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development IN 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: 9010 170 Street NE Plat: Gregory Park Lot 64 _ ®T Single-family ❑ Duplex ❑ Townhouse 01 Addition ❑ Accessory structure Proposed Area: 1 st Floor: 746 2nd Floor: 1088 Garage: 420 Total SF: 2244 Describe Proposal (include cross street): Application for single family residence to be located at 9010 170 Street, cross street is 91st Ave NE. Valuation: owner: LGI Homes - Washington LLC Address: 9028 168th St NE City: Arlington State:WA Zip Code:98223 Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th St NE City:Arlington State: WA Zip Code:98223 _ Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: 9028 168th St NE City:Arlington State:WA Zip Code:98223 Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/03/2019 t AI PWV2__ 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION ` jG! 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) �J Bath/Shower Combo (4.0) x 1 E6' Sink (1.5) x 1 ✓�, Shower(2.0) x 1 Lavatory (1.0) x 3 CI Clothes Washer (4.0) x Water Closet(2.5) x 3 Dishwasher(1.5) x 1 0 Water Heater x 1 Hose Bibb (2.5) x 2 Water Heater Model # EJ Other(list) x 1 AO Smith HP-RJ-50n Plumbing Section Continued Proposed Water Piping Size: 3/4 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 ��!Y 21 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development �wto- 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: �4 Bryant 9155A30040514 95%Furnace (80+) Model# AFUE ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance Di Hydronic Piping 01 Boiler ❑ Solid-Fuel Appliance DI PV System DI Fireplace Insert ❑ Outdoor BBQ 01 Storage Tank �I Freestanding Stove Gas Piping Uj Other Gas Piping Information Not Applicable: 01 Black steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: 5 • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances JILApplicant Signature: 4Date: �l �- Print Applicants Name: 6� v 5 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9010 170th Street NE Permit#:1602 Parcel#:01166900006400 Valuation:227287.80 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:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlington,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `/-$ 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 City of Arl' to m st a reported on your sales tax return form and coded ' y f rl' g n# 01. .7-4.2 01-1 ig ature Print Name Date c cased By Date CONDITIONS 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 8/31/2017 Building Permit Fee $2,426.32 8/31/2017 Building Plan Review Fee $1,577.11 8/31/2017 Furnace $25.00 8/31/2017 Gas Outlets Base Fee 1 to 5 $10.00 8/31/2017 Mechanical Fee(Enter Fixture Fee) $25.00 8/31/2017 Mechanical Permit Base Fee $25.00 8/31/2017 Park-Community SF $1,662.00 8/31/2017 Plumbing Permit Base Fee $25.00 8/31/2017 Plumbing Permit Fee(Enter Fixture Fee) $156.00 8/31/2017 Processing/Technology Fee $25.00 8/31/2017 State Building Code Surcharge Fee $4.50 8/31/2017 Traffic Mitigation-City $3,355.00 8/31/2017 Water Heater $25.00 Total Due: $9,340.93 Total Payment: $9,340.93 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon �d SETBACKS NOTES: L N \ fROWT 20' •BUxam DVwwaUS AR£ To i I ME 5' FA Cr OF fWNDA776W f REAR 5 •6WADING 99OWV AS LaE3Y6W 70. ACTUAL LOICAA6W U4Y VARY 6W a ° ° ° -- n •SYLI°E DVP/VEWAY 10 PUBVC ROAD !° ° ° •SILT fENCE 70 BE INSTALLED PER d'° ;' d a ° C17Y OIL ARLING76W S'STANDARD •SILT fDVX 70 BE INSTALLED 6RA DID Vr WE 6IF BUILDING 170T ST, A E aw#A 7ER PARMScow C776W MRAN6LI- 70 BE INSTALLED PER aTY 6F 4t00 ARUNGrWF STANDARD.£ B, STORM NOTES.- •7ESC INSTALL®PR/W 70 S1C14M/ bVOYIT. SEVER 5'AWVA7E GYWSIRUC716W GrNftCT XFAND CLWNECTI WA7ZrR -BARE SMS COWED W7H kULaV STOW 001I G 'A/NS yQ` £AS_SA911T OR AN07HE77 APPROVED AF p145 o •76IRSM PER WSDOE LW T5L 13 (&T 12 D1EP7H) ° ° 00 a ° a 'ALL 6WS'7E RUNCI F COMNEM TO AWVA7E S76141/S7UB ° N89 '49'W •S71E WALL BE STA[IwLIZEO PRIAR — - - TO BUILDING PDwr BEING g a. 2 '> ° �0 - - RNAUAV / I j SITE NOTES.- - — 420_W I •R61111INE fDOANG RA/NS AND � Row ORA/NS 10 f'ERA/ANEHT STOYPA/DRAINAGE SYS7E71 E'ER f0'PUBLIC � � 5' APPROVED PLAT LhPA/NAGE f7AN 750 U77LllY I 11.00 I TOP 464..0 TOE 464.0 3.0 / 6W RLE W7H 7H£COUNTY. EAS1mmr I.m ^ ,AREA 6F DVS77MEWLL�INaVVIES % I ENDR£LOT. 1'ROOF OVERHANG GARAGE 6.50 BUILDING-�, LEGEND: aW LOT 64 OUTLINE - A-- Blow aF :� ® WA7ER MIE7& Q, o PR61pOS V RERDEW g o ( 4( ME HYDRANT 6RAY5--am GARAGE RIaIT TOP 467.0 .0 1,369tSF Q' AIR VAC _ o ( 35L00 � TOE 44 jtO � ® C4AW BAMTN r I I I / O amourPA710 12 SF I I O MIANNUE I I ® BLOW WALL I 10'WAUIZWAIN I $ I EASEiIENTVOf!AL CaV70UR I I I � TOP 467 o 3.0 AUG Q 9 2M O I To 464.0 5'BS19L 45.00 _ - -N8970'49OW LOT 64 CWN R(�> G1WMUR ' SITE PLAN GREGOR Y PARK LG1 HOMES PLAN NO. GRA YS-1834 LOT AREA = 4,320 SF DATE 712712017 PARCEL # LOT 64 HOUSE= 1,J69 SF 14711 NE791h Vloce,N 101 DRIVEWAY= 420 SF 9ellerue,wo,nm9m-98001 DESIGNED CORE ADDRESS 9010 1707H Sr d5k 425.B95.7877 Fox 425,885.7963 WALKWAYIPAAO= 12 Sr DESIGN PROJECT NUMBER TOTAL= 1,B01 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 BUILDING INSPECTION REPORT— Residential Final Permit No. BLD1602 Address: 9010 170th Street NE Contractor: LGI Owner: LGI Date: 1/17/2018 ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: ❑ ACCESS: ❑ PLUMBING: MECHANICAL: ;9 SMOKE DETECTION: CI CO DETECTION: [50 LIFE SAFETY: G DECKS: HANDRAILS: ❑ PLANTINGS: ja WATER: �3 SEWER: 0 LIGHTING: FINAL ELECTRICAL: BLOWER DOOR/DUCT CERT: D INSULATION CERT: b? Date: 1/17/2018 Inspector: } 1 1 Y. t i �� • � ti I ' CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9010170th Street NE Permit#:1602 Parcel#:01166900006400 Valuation:227287.80 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:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlington,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: V-$ DWELLING UNITS: I 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. IBC 110/IRC 110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arl' to m st a reported on your sales tax return form and coded y f rh g n# 01. 01 ig ature Print Name Date a eased By Date CONDITIONS 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 8/31/2017 Building Permit Fee $2,426.32 8/31/2017 Building Plan Review Fee $1,577.11 8/31/2017 Furnace $25.00 8/31/2017 Gas Outlets Base Fee 1 to 5 $10.00 8/31/2017 Mechanical Fee(Enter Fixture Fee) $25.00 8/31/2017 Mechanical Permit Base Fee $25.00 8/31/2017 Park-Community SF $1,662.00 8/31/2017 Plumbing Permit Base Fee $25.00 8/31/2017 Plumbing Permit Fee(Enter Fixture Fee) $156.00 8/31/2017 Processing/Technology Fee $25.00 8/31/2017 State Building Code Surcharge Fee $4.50 8/31/2017 Traffic Mitigation-City $3,355.00 8/31/2017 Water Heater $25.00 Total Due: $9,340.93 Total Payment: $9,340.93 Balance Due: S0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon _ f Permit Information Date 8/14/2017 Permit Number 1602 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 9028 168th Street NE City,State,Zip Arlington,WA 98223 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 9010 170th Street NE Valuation 227287.80 Status Applied Permit Issued Permit Expires Square Feet 2244 Type of Construction/Occupancy Load V-B Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel*01166900006400 LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1450 LAKE ROBBINS DR STE 430 9010 170th Street NE THE WOODLANDS,TX 77380 Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington, 360-353- (Labor and LLC Jake Jabusch ,0588 akeJabusch@lgihomes.co CONTRACTOR (Industries LGIHOHL857M Review Date Type Description I Target Date Completed Date I Assigned To I Status 8/15/2017 Residential Dwelling 3/22/2017 4my Rusko Iiin Review �3/15/2017 lResidential Dwelling 3/22/2017 IRick Karns lin Review Fees Fee I Description Notes I Amount Building Plan Review Fed 345.83.00.0 $1.577.11 Total $1,577.11 Notes Date Note 8/15/2017 Lot 64-Grays Uploaded Files Upload File Date File Uploaded B 8/15/2017 4:05:51 PM 1602 Site Plan.adf Foster,Kristin 8/15/2017 4:05:50 PM 16 2 Agplicatio(L.pdf Foster, Kristin }'. 8/15/2017 LGI HOMES-WASHINGTON LLC Search L&I 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,PARTNERIMEMBER 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—07/02/2019 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 1 2101/2 01 7 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L8d Tax debts https://secure.Ini.wa.gov/verify/Detaii.aspx?UBI=603508001&LIC=LGIHOHL857MB&SAW= 1/2 8/15/2017 LGI HOMES-WASHINGTON LLC No 1&:-tax debts are recorded for this contrac' cense during the previous 6 year period,but some may be recorded by other agencies. License Violations Infraction no. ESCAH00464 Satisfied Issue date RCW/WAC 02/17/2017 WAC 296-46B-990 Violation city Violation amount KIRKLAND $500.00 Type of violation ELECTRICAL CITATION Description Serious non-compliance-Serious Violation (i.e.Installing a shortened rod/pipe grounding electrode,improper splicing of conductors in conduits/raceways or concealed within walls or installing a fake equipment grounding conductor or other non conforming installation.) Infraction no. NDALS00763 Satisfied Issue date RCW/WAC 12/16/2016 18.27.200(1)(b)RCW Violation city Violation amount KIRKLAND $500.00 Type of violation CONSTRUCTION INFRACTION Description Advertising,offering to do work,submitting a bid or performing work when the contractors registration is suspended or revoked. Workers' comp No active workers'comp accounts during the previous 6 year period. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. ©Washington State Dept.of Labor&Industries.Use of this site is subject to the laws of the state of Washington. hftps://secure.ini.wa.gov/verify/Detaii.aspx?UBI=603508001&LIC=LGIHOHL857MB&SAW= 2/2 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development 4' O' City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551 Grp 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 BYTWO(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: 9010 170 Street NE Plat: Gregory Park Lot 64 ® Single-family ❑ Duplex ❑; Townhouse 01 Addition ❑ Accessory structure Proposed Area: 1 s' Floor. 746 2nd Floor: 1088 Garage: 420 Total SF: 2244 Describe Proposal (include cross street): Application for single family residence to be located at 9010 170 Street, cross street is 91st Ave NE. Valuation: owner: LGI Homes - Washington LLC Address: 9028 168th St NE City: Arlington State:WA Zip Code:98223 _ , Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th St NE City:Arlington State: WA Zip Code:98223 _ . _ Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com . Contractor: LGI Homes - Washington LLC Address: 9028 168th St NE City:Arlington State:WA Zip Code:98223 Phone: (425) 785-0797 Email: Matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/03/2019 Received AUG 0 9 Z017 07VP PO?_- 6116LP Page 1 of 3 1a ,�. !er yt P�, �n�, RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development O City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x 1 Sink (1.5) x 1 ✓� Shower(2.0) x 1 Lavatory (1.0) x 3 ❑' Clothes Washer (4.0) x �I Water Closet(2.5) x 3 E3 Dishwasher (1.5) x 1 Ej Water Heater x 1 ll Hose Bibb (2.5) x 2 Water Heater Model # E3 Other(list) x 1 AO Smith HPTU-50n Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development ` City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 INC, Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 14 Furnace (80+) Model # Bryant 9155A30040514 AFUE 95% �! Heat Pump Model# SEER HSPE �i AC Unit Model# SEER 01 Type II Hood L+ Commercial Cooking Appliance Hydronic Piping Boiler ❑ Solid-Fuel Appliance 0' PV System ❑ Fireplace Insert ❑ Outdoor BBO Storage Tank �i Freestanding Stove Gas Piping ❑, Other Gas Piping Information Not Applicable: ❑) Black steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: 25 • 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: t Print Applicants Name: 5 6/16LP Page 3 of 3 I �\ SETBACKS NOTES.- I fR6NT 20' °BUMOING DIMENS 6 ARE 7O 19DE 5' FACT 6F fOUNDAAAN REAR 5' •OWING 9YONN AS DEb7W A07VAL LOCAnav MAY VARY n ° a •SLW°E DRIVEWAY R7 PUBLIC ROAD a 4 •KT fEN6E 70 BE INSTALLED PER Q °• 4 14 4 1 d 4° a7Y OF ARLING7M9 STANDAW •ZT fENX TO BE INSTALLED 6N G4ADIDVT SIDE 6r BUILDING 170T ST. A E 8"WAS .6PaavARLYZSnPUC77aV ENIRANX 70 BE 4t� INSTALLED PER 6Y7Y 6r ARUNG7W9 STANDARDS B' STORM NOTES: srm" Evosol T. •C9 7RUCALLED PR/U? Ill 5'PPPlVA7F LaVNE TND CCWNEC7/ WATER i' S7WM •BARE SVLS COVERED WN AIULOI 1/NG SE/PN6E £ASSIENT 614 ANOIN&APPROVED BMP -�- -- •76WSOIL PER #WOE*BUP T5 13 --1 1i - •_ v _ \�� n• t3E • 01 (&T 12•DD-p//7) •ALLLP 6V2ZEfyRplN6ff CONNECTED TO 45000 - °a ° 4 A VA7 J/[II�IN JIUB / " •ME 9YALL BE STABILIZED PR/GAP N89' 49 W L - - 70 BUILDING P0MIT BONG / RNA1120 g I SITE NOTES: — — `� •AGY71/NE F60ANG DRAINS AND 420 SF ROW DRAINS 7O P&MANENT �JR�fW�i Y — — I ST�A4A/DRNSAX SWOW PER 10'PUBVC 5' — —— —— — - APPROVED PLAT DRNNNAGE PLAN UNITY I 21.00 7.50 I TOP TOE 46ZO '0 all RLE N17H 7HE COUNTY. E42MENT I 1.m •AREA W D/S7URBAN6F INaUDES GARAGE ^ + ENURE LOT. PROOF OVERHANG 6.50 BUILDING LEGEND. LOT 64 6UlL/NE �— BLOW OFF :�+ ® WATER AlV& PwawD RESYDE a 6 0 II RAE HWANT Zowws--mm Gwwr RIGHT I , NR VAC o 1.369f9` Q' o I TOP 467.0 MOO - Z TOE 464.0 3'0 ® CAIt�'1 BASYN I � SI r I I O amour PA A0 12 Sim I O /I WOE 10' WALLIORNN BLOpf WALL $ i EASLWENT I ;:� 7REF REMOVAL NG Cavn>OUR I I Received TOP 467.0 (rip) i y 5.�L i I TOE 464.0 3.0 U 09 Z017 - - - - - J L �-5'esBc - - - - J ! — sr,ACE I'm 20' PSI D 1b07i I� 45.00 N8920'49AW LOT 64 -AR6IERr) r - - - - - - - -� F -nw CWN SITE PLAN OP I -wED GLWRAUR (11p) I I GREGOR Y PARK LG1 HOMES PLAN NO. GRA YS-1834 LOT AREA = 4MO SF DATE 712712017 PARCEL # LOT 84 HOUSE= 1,J69 SF 14711 NE 29M Place.J 101 DRIVEWAY= 420 SF ­ u,,w°ah—n 98007 DESIGNED CORE 14DDRESS 9010 1707H Sr425.885.7877 Fm 425.885.7963 WALKWA YIN 770= 12 SF `�oeslcN PROJECT NUMBER TOTAL= 1,801 SF ENGINEERING PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 7F�JNASH&ASSOCIATES ARCHITECTS PLAN 1834 BEAM, LATERAL & SEISMIC CALCULATIONS ,�, REGISTERED 1 ARC ITE ,A, THOMAS NASH STATE OF WAS HINGTON Received AUG 0 9 2017 V2"Ivos' 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWII NASH—MCIMECTS.COM CLIENT: NASH&MSOQATM BEAM DESIGN DATA PROJECT ARC11ITLCTS DATE: NAME: Roof Loads: LL 25#/sf DL 15 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/sf Total 50#/sf Deck Loads: LL 60#/sf DL 10 #/sf Total 70#/sf Soil• 1500 PSF Min. Concrete: Per IBC 15 Masonry: Per IBC 15 Steel: Per IBC 15 Wood: Per D3C 15 Nailing: Per IBC 15 4" Beam Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,800,000 8" Beam Douglas Fir #2 fv = 170 fb = 675 PSI E = 1,300.000 Joists & Hem Fir #2 Rafters: fv = 160 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2.400 PSI (reduced by size factor, CF'1G) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 W W W_WASH—ARCHITECTS_COM ■ Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-B Date:7/20116 Selection 4x 8 DF-L 92 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.9 in2 R2=2.9 in (1.5)DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1125# Reaction 2 LL 1125# Beam Wt per ft 6.17# Reaction 1 TL 1815# Reaction 2 TL 1815# Bm Wt Included 31 # Maximum V 1815# Max Moment 2269'# Max V(Reduced) 1377# TL Max Defl L/240 TL Actual Defl L/879 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(W) TL Defl(in) LL Defl Actual 30.66 25.38 0.07 0.04 Critical 23.27 11.47 0.25 0.17 Status OK OK OK OK Ratio 76% 45% 27% 21% Fb(psi) Fv(psi) E(psi x mil Fc-L(psi) Values Reference Values 900 180 1.6 625 Adiusted Values 1170 180 1.6 625 Adiustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft ads Uniform LL:450 Uniform TL: 720 =A Uniform Load A Z R1 = 1815 R2= 1815 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-C Date: 7120/16 Selec j 5-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 12.5 in' R2=3.4 in' (1.5)DL Defl= 0.02 in Recom Camber=0.03 in Data Beam Span 5.0 ft Reaction 1 ILL 4770# Reaction 2 ILL 1180# Beam Wt per ft 13.08# Reaction 1 TL 8113# Reaction 2 TL 2193# Bm Wt Included 65# Maximum V 8113# Max Moment 8041 '# Max V(Reduced) 7961 # TL Max Defl L/240 TL Actual Defl L/>1000 ILL Max Defl L/360 ILL Actual Defl L/>1000 Attributes Section in' Shear in' TL Defl in ILL Defl Actual 94.17 53.81 0.04 0.02 Critical 40.20 49.76 0.25 0.17 Status OK OK OK OK Ratio 43% 92% 16% 11% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Adiusted 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 Point LL Point TL Distance Par Unif ILL Par Unif TL Start End 5850 B=9760 1.0 100 H= 160 0 1.0 =80 1.0 5.0 I Pt loads; [J R1 =8113 R2=2193 SPAN=5 FT Uniform and partial uniform loads are lbs per lineal ft. - - - _ . w : _ _ _ � ` _ e-aY� __ _ _ _ - - - - r :�. Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 7/20/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.4 in2 R2= 1.4 in (1.5)DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 700# Reaction 2 LL 700# Beam Wt per ft 7.87# Reaction 1 TL 895# Reaction 2 TL 895# Bm Wt Included 39# Maximum V 895# Max Moment 1118'# Max V(Reduced) 619# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear ins TL Defl in LL Defl Actual 49.91 32.38 0.02 0.01 Critical 12.43 5.16 0.25 0.17 Status OK OK OK OK Ratio 25% 16% 6% 6% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Acl"trslmen(s CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:280 Uniform TL: 350 =A Uniform Load A R1 =895 R2=895 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. � _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 7 �- _ � _ _ � �.� r_ - - - Plan 1834 BearnChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date:7/20/16 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NOS 2015 Min Bearing Area R1=5.3 in2 R2= 5.3 in (1 5)OIL Defl= 0.05 in Recom Cambe -0.08 in Data Beam Span 6.0 ft Reaction 1 LL 2190# Reaction 2 LL 2190# Beam Wt per ft 6.83# Reaction 1 TL 3471 # Reaction 2 TL 3471 # Bm Wt Included 41 # Maximum V 3471 # Max Moment 5206'# Max V(Reduced) 2603# TL Max Defl L/240 TL Actual Defl L/617 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in2 TL Defl in LL Defl Actual 42.19 28.13 0.12 0.06 Critical 26.03 16.27 0.30 0.20 Status OK OK OK OK Ratio 62% 58% 39% 31% Fb(psi) Fv(psi) E(psi x mil FcJL(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 730 Uniform TL: 1150 =A Uniform Load A 1 o n R1 =3471 R2=3471 SPAN =6 FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-3 Date: 7/20/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.8 inz R2=2.8 in' (1.5) DL Defl= <0.01 in. Data Beam Span 5.25 ft Reaction 1 LL 1365# Reaction 2 LL 1365# Beam Wt per ft 7.87# Reaction 1 TL 1727# Reaction 2 TL 1727# Bm Wt Included 41 # Maximum V 1727# Max Moment 2267 # Max V(Reduced) 1220# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear inz TL Defl in LL Defl - - Actual 49.91 32.38 0.03 0.02 Critical 25.18 10.16 0.26 0.18 Status OK OK OK OK Ratio 50% 31% 13% 14% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 diustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:520 Uniform TL: 650 =A C Uniform Load A R1 = 1727 R2= 1727 SPAN=5.25 FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B4 Date: 7/20/16 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.5 in2 R2=1.5 in' (1.5)DL Defl= 0.11 in Data Beam Span 14.0 ft Reaction 1 LL 525# Reaction 2 LL 52511 Beam Wt per ft 9.57# Reaction 1 TL 907# Reaction 2 TL 907# Bm Wt Included 134# Maximum V 907# Max Moment 3174'# Max V(Reduced) 786# TL Max Defl L/240 TL Actual Deft L/825 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear W TL Defl in LL Defl Actual 73.83 39.38 0.20 0.10 Critical 38.48 6.55 0.70 0.47 Status OK OK OK OK Ratio 52% 17% 29% 21% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 Adjustments CF Size Factor 1.100 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:75 Uniform TL: 120 =A Uniform Load A n R1 =907 R2=907 SPAN= 14 FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GBA Date: 7/20/16 Selection 5-118x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=8.6 in' R2=8.6 in' (1.5)DL Defl= 0.21 in Recom Camber=0.32 in Data Beam Span 16.0 ft Reaction 1 LL 3600# Reaction 2 LL 3600# Beam Wt per ft 18.68# Reaction 1 TL 5589# Reaction 2 TL 5589# Bm Wt Included 299# Maximum V 5589# Max Moment 22358 W Max V(Reduced) 4716# TL Max Defl L/240 TL Actual Defl L/411 LL Max Defl L 1360 LL Actual Defl L 1752 Attributes Section in' Shear W TL Defl in LL Defl Actual 192.19 76.88 0.47 0.26 Critical 111.79 29.48 0.80 0.53 Status OK OK OK OK Ratio 58% 38% 58% 48% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adiustnu'nts 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:450 Uniform TL: 680 =A Uniform Load A R1 =5589 R2=5589 SPAN = 16FT Uniform and partial uniform loads are Ibs per lineal ft. NASH-ASSOCIATES WIND AND 5EISMIC DE516N DATA PROJECT: PER 2015 IBG DATE: NAME: WIND DESIGN CRITERIA DE516N PER ASGE 1-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. R15K GATE60RY II 1.00 3. WIND EXPOSURE CATEGORY 1 5" 4. INTERNAL PRE55URE COEFFICIENT +/-55 5. COMPONENTS AND GLADDING DE516N PRESSURE +/- 16 psf BUILDINGS,STRUCTURES,AND PARTS THEREOF SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DES16N,LOAD, AND RESISTANCE FACTOR DE516N,ALLOWABLE 5TRE55 DE516N,EMPIRICAL DE516N OR CONVENTIONAL CONSTRUCTION METHODS,AS PERMITTED BY THE APPLICABLE MATERIAL GHAPTER, SECTION 1604.1 BUILDINGS, STRUCTURES,AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 160q AND ASGE 1-10 51MPLIFIED METHOD TO BE USED FOR WIND DE516N PER ASGE 1-10,SECTION 2-15 (BUILDING HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE Iq.6 P5F PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306. STRUGTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND GONSTRUGTED IN ACCORDANCE WITH AF d PA SDPWS AND PROVISIONS OF SECTIONS 2305-2306 5E15MIG DE516N DATA DESIGN PER ASGE 1-10/SECTION 1613 I. SEISMIC IMPORTANCE FACTOR Is 1.00 2. SHORT PERIOD ACCELERATION Ss 1.66 •see footnote at bottom of page 5. I SEGOND ACCELERATION 51 0.148 •see footnote at bottom of page 4. SITE CLA55 D (default class per IBC) 5. SPECTRAL RESPONSE COEFFIGENT 503 OAl2 *see footnote at bottom of page 6.SPECTRAL RESPONSE COEFFIGENT 5a 0.148 Osee footnote at bottom of page 1. SEISMIC DESIGN GATE60RY D 8. SEISMIC FORGE RE515TING SYSTEM PLYWOOD SHEAR WALLS 4.DES16N BASE SHEAR (see seismic calculations) 10. SEISMIG RESPONSE COEFFICIENT Cs 0.15 11.RESPONSE MODIFICATION FACTOR R 65 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY II THE ANGHORA6E OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DE516NED IN ACCORDANCE WITH ASCE 1-10,SECTION 12.11.2 IN STRUCTURES A5516NED TO SE15MIG DESIGN GATE6ORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DE516NED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASGE 1-10, SECTION 12.10.2.1 BASE SHEAR V= (F= 5125/R)W ANCHOR BOLTS 5/8" DIA X 10", A5O1 OR BETTER W/1" MIN. EMBEDMENT.V= 1104#/BOLT • PER U565,THE MAXIMUM 51 IN THE STATE OF WA5HIN6TON 15 0.748. ALL SEISMIC DE516N VALUES USED IN THIS ANALY515 ARE BASED UPON THIS NUMBER. SINGE 5115 LESS THAN 0.15, THEN USE SEISMIC CATEGORY D IF RISK CATEGORY 15 I, 11, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM I I i l4. N 0.. �9 i i i i i I t� M ,��� - - U 0 �__\\ `V �O �� 1 VIN x N 0 1 N S � � 1 �L O S Q k O - � � N t ct, v S o rl LATERAL CALCULATIONS CLIENT` WH-ASSOMM WIND WORKSHEET PROJECT` ARCHITECTS DATE: 85 M"10 MPH= NOMINALALTIMATE WIND 5PED NAME. 19.6 P5F FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W x H x (see chart for wind pressure WALL SHEAR HALL • specified height) LENGTH (ft) (#/ft) TYPE 3087 Z r ` [ ct? Zv,o ryo xt ef,6 J 2r3 30"7 331 K C17,FY-q X14,, & Zo Zo r_L71 rX�x r R, 6 J 4-308� G<?y. Zen �l7rk�x��, 6 -�- 3087 6r7cl 3 � � / 76 Pr'- 6 rr f�ryl l 7 (`ka Wert -7 Sri- Z� � Z� � fir•y ,r I�J/1/l 61'?'V_*aKtCfeC1 *ZO 3 7 sr 4 off, V66 < � Zk 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 r "W.NASH—ARCH=TS.COM CLIENT: NMH`AMOCIATM SEISMIC ANALYSIS PROJECT: ARCI11'1EC"I'S DATE!-- NAME- Weight of Building: Roof Assembly. Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt - 0.16 #/ft Felt - 0.15 #/ft Felt - 0.16 /ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses 0 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2_00#/ft Total 9.75#/1t Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft lot & 2nd Floor Assembly. Caret / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4 T&G Plywood - 2.50#/f t 3/4" T&G Plywood - 2.50#/ft 2x10 ® 16" o.c. - 2.30#/ft 2x10 ® 16" o.c. - 2.30#/ft 1/2 GWB Ceiling - 2_00#/ft 1/2 GWB Ceiling - 2.00#/ft Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior hall Assembly: Exterior Wall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x6 ® 16" o.c. - 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 /ft Use 8.00#/ft 1/2 GWI3 - 2.00 /ft Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 11644 N.E. 80th St. Kirkland, WA 98033 (425) 628-4117 Fax (425) 822-1918 WWW.NASH-ARCHITECTS.COM CLIENT'.. — - -� WHtASSOCIATES SEISMIC ANALYSIS PROJECT: A r(I I I I [ I?C'I S DATE: NAME: 2 SEISMIC: V = (C.) (Rd) (Plywood) 2nd Level: Roof: or (Asphalt / Cedar Shake) 10#/ft X 115 ' of = 115 ?d (Tile) 18#/ft X of Exterior Walls: L x 10#/sf x 1/2 (h) f(9 O 110y!o kq (E2) Interior Walls: L x 8#/sf x 1/2 (h) /50XV -k-Gf —(12) TOTAL: = L 7 b let Level: Roof: (let Floor Roof) 10#/ft X of = 2nd Floor. 10#/ft X of =/� Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) Interior Walls: (I0 + L x 8#/sf x 1/2 (h) TOTAL = 30�� =31 Basement: lot Floor. 10#/ft X of =- Exterior Walls: (El) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL: _ 11844 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW NASH—ARCHITECTS COM CLIENT:_ _I NASH=ASSOCIATES SEISMIC ANALYSIS PROJECT`. A R C If ITIT,C T S DATE: NAME: 3 BASE SHEAR: BASE SHEAR V= (F SVS/W w V= F .14q LEVEL 2: Wdl L I y x 0.149 = LEVEL 1: Wdl 301 # x 0.149 = TOTAL:- Wdl 121 L4 # x 0.149 = 47/U (V) ad Load Hei ht Moment Shear ® Stor Level De(Wdl) (h (Wdl)(h) Fx = [(Wd1)(h)TV Remarks (Wdl)(h) 14 6 ti S.2 C4 Total &0, Z 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW Nl1RH-ARCHITF.CTR.COY I CLiEN7`. _I NASHt11SSOCIATES If SEISMIC ANALYSIS PROJECT:vl:�:HI'l'EC'I'S DATE: NAME: 4 — - cr O O W 0�0 N � lY F N 1x 0 v� �z - �I M th M N r. n F N N N N �- �" V E--H N N M P� c N Q C-n — N - - -- - - 9 '..11844 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 �, aL WWW.NASH-ARCETrECTS.COM CLIENT: _I NASH"ASSOCIATES SEISMIC ANALYSIS PROJECT: ARC11ITECTS DATE:_ NAME: 5 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 �1 l22 r' 3S 2. Maximum actual shear Vmax = Largest seismic wall shear ua s- 3,?('r 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) 2 � ZC -7, o� w�N✓J 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW NASH-ARCHITECTS.COM 294X)600 i I� w I I t i I > m I 33-0MO v I h D 3 b Q 0 lz 0 O g 3 r a 0 c '* a 6-00-00 27-00-00 r � qk I , - h � r: Received AUG 0 9 2017 P- 17tVo2 Den Conyers,A 4Y Avenue DoA9ner Budder LGI HOMES Job Number 56ee[Tltle MC I - B I W BSM Ne lv9re11. �9629f lob Name/Model I834-A RF GR Deslpner DAN O. TRUSS LAYOUT IIuM1�W BM1rwb en/ OFN[e:425.7B9.3— Atltlress: LLn�r'vea/ew 9wvYw Fae:425,3039825 Dete 5/1/2p17 � - Y'. -', .'� �m wl MiTek OD MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1834-A Fax 916/676-1909 LGI HOMES 1834-A RF dcc The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett,WA. Pages or sheets covered by this seal: R50439727 thru R50439745 My license renewal date for the state of Washington is May 16,2019. L or�woQ y� O� R�51398� w� C�S�R I V May 2,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. r Job Truss Truss Type City Ply LGI HOMES 1834-A RF dcc R50439727 1834-A Al Common Supported Gable 1 1 'Job Reference o onal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:52 2017 Page 1 ID:gQTPfnxdyOrLfhtHPy2cYvyBXw9-Dkt Wzg4wWHyw_g4BW309QKORHhaXGKRSIK5BPzKjOb r•1-0-0 _ 13-D_0 28.0.0 :J7.D.Q 1-0-0 13-0-0 13-0-0 Scale=1:45.0 4x5 = H G t 5.00 12 AD AE F J AC AF E K D L C M AB AG g N ° jg 3x4= AA Z Y X W V u T S R Q P 3x4= 3x4= 26-0.0 26-0.0 - { LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 N n/r 180 MT20 185/148 TCDL(Roof Snow=25.7. Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 O n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 N n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-R Weight:103lb FT=10% 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 No.2 REACTIONS. All bearings 26-0-0. (lb)- Max Horz B=-70(LC 13) Max Uplift All uplift 100 Ib or Tess atjoint(s)B,W,X,Y,Z,AA,U,S,R,Q,P,N Max Grav All reactions 250 lb or less at joint(s)B,V,W,X,Y.Z,AA,U,S.R,Q,P,N 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=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 10-0-0,Corner(3)10-0-0 to 13-0-0. Exterior(2)16-0-0 to 24-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. RLZIII 9)Gable studs spaced at 2-0-0 oc. B 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Q @ WASy 11) '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 v will fit between the bottom chord and any other members. �Q ?� 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,W,X,Y,Z,AA ,U.S.R,Q,P,N. r 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B,N. vOd+ 51398 �A�, BalS1L'R� s`SjONAL��� May 2,2017 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPlt Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suhe 312,Alexandra,VA 22314. Suite 109 t Job Truss Truss Type Qty Ply LGI HOMES 1834A RF dcc R50439728 1834A A2 Common 3 1 Job Reference tional BMC, EVERETT,WA 98205 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:53 2017 Page 1 ID:gOTPhucdyOtLONHPy2cYvyBXw9-hwRNJlrlhpPpY8FGkEadle"skGhXbgy4egszKJOa 6.9.14 13-" 19-22 264.0 07.0-0 1-0-0 6.9.14 6-2-2 6-2-2 6-9-14 1-OA Scale=1:44.9 4x5= D 5.00 12 M N 2x4\\ L D 2x4 C E K P B F �q G I� a J Q R I H 3x6 3x4 = 3x4=3x4 = 3x6= 2154-0 B-10-10 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. In (IDc) I/defl Ltd PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.19 H-J >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.70 Vert(CT) -0.35 F-H >864 180 BCLL 0.0 a Rep Stress Incr YES WB 0.14 Horz(CT) 0.08 F n/a rile BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:89 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=1151/0-5-8,F=1151/0-5-8 Max Harz B=-70(LC 17) Max Uplift B=-67(LC 12),F=-67(LC 13) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2129/130,C-D=-1868/125,D-E=-1868/125,E-F=-2129/130 BOT CHORD B-J=-107/1885,H-J=-5/1277,F-H=-51/1885 WEBS D-H=-24/685,E-H=-455/150,D-J=-24/685,C-J=-455/150 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-0-0, Interior(1)16-0-0 to 24-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 RIZILL will fit between the bottom chord and any other members,with BCDL=IO.Opsf. e 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. a� OF WAS�� 10 51398 OX, FQ/S SStONAL May 2,2017 AINARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11i rev.1010212015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify,the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CitrusA 95610 r Job Truss Truss Type Ply LGI HOMES 1834-A RF dcc R50439729 1834-A B1 FINK Orly' 1 ob Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:54 2017 Page 1 33-8-0 1 6-9-1-0 1 tD:gQTPfm dyOrLfNHPy2cYvySXw9.96?IxerKS7YgAgSlxSsErOFm5Cc?SwkvcpBDIzKJOZ -0 4 6-2-2 3-10-0 2.4.2 14-5-14 01 Scale=1:57.8 4x5 —_ TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY.FOR STUDS EXPOSED TO WIND G (NORMAL TO THE FACE),SEE STANDARD INDUSTRY axe = GABLE END DETAILS AS APPLICABLE,OR CONSULT E 1 QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 5.00 12 D AE L AD N AF P C K n R AC S AG _ B T �A U I AA AH At Z Y 3x6= 3x6=1 7-1.8 44= 3x4 = 5x8= X W V 810.10 I 17-11i 33 8-0 8.10-10 8.2-13 16.8-10 Plate Offsets(X.Y1— tZ:0.1-12,0-3.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.19 Y-AA >999 240 MT20 185/148 TCDL (Roof Snow=25.7.0 Lumber DOL 1.15 BC 0.73 Vert(CT) -0.35 B-AA >891 180 BCLL Rep Stress Incr YES WB 0.13 Horz(CT) 0.08 T n/a n/a BCDL 10 0 Code IRC2015/TPI2014 Matrix-R Weight:158 lb FT=10 LUMBER- BRACING- TOP CHORD 2x4 HF No.2`Except' TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins. D-X:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):H,J,M.O WEBS 2x4 HF No.2 REACTIONS. All bearings 8-1-8 except(jt=length)B=0-5-8. (lb)- Max Harz B=89(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s)B,X,W,V Max Grav All reactions 250 lb or less at joint(s)W,V except B=1221(LC 19),X=1196(LC 1),T=267(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2306/131,C-D=-2044/116,D-E=-299163,E-G=-283/84,G-1=-270186,I-L=-264/56, L-N=-260/34,N-P=-290/24,P-R=-282/0,R-S=-261/0,S-T=-29310,D-F=-1519/69, F-H=-1553/85,H-J=-1537/80,J-K=-1595/102,K-M=-1671/127,M-0=-1725/142, O-Q=-17301146,Q-X=-1837/173 BOT CHORD B-AA=-151/2048,Y-AA=-47/1413,X-Y=-28/1816,W-X=0/258,V-W=0/258,T-V=0/258 WEBS C-AA=-397/148,K-Y=-436/114,D-AA=-23/641,D-Y=0/637,P-Q=-278/95 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-4-6,Interior(1)2-4-6 to 13-2-14,Exterior(2)13-2-14 to 16-10-0, Interior(1)20-2-6 to 31-3-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. a 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,X.W,V. 8 5139 c1 4� 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. O 8 513� SSIotvAt,� �' May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guldnnre regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTPIt Quallry Crlterla,DSB-09 and BC51 Bulltling Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexan0de.VA 22314. Suite log 610 Job Truss Jou-S sType Qty Ply LGI HOMES 1834-A RF dccR50439730 1834-A B2 mon 3 1 Job Reference(optional) Sm. EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:55 2017 Page 1 ID:gOTPinxdyOrLIhlHPy2cYvyBXw9-dJZ78_syDRgXnSPtsec5n 3yPvMkS MuSGZIIkzK4OY OA 6-0-9 5-0-12 5d 12 5-0-12 5 4-12 6-0-9 -0.0 Scale=1:57.2 4x5= E & 12 3x4 % N C 3x4 D F .� 2x4 O 2x4 C G M P B H IA I q 4x5= L K J = 3x4= 3x4 = 4x5 5xB= r 8.8.14 16-10-0 t 24-11-2 8.8-14 Plate Offsets(X.Y)- IK:0.4-0,0.3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 7. Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0 22 K >999 240 MT20 1851148 (Roof Snow=25. Lumber DOL 1.15 BC 081 Vert(CT) -0 41 K-L >974 180 TCDL 0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.14 H n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:129 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=1473/0-5-8,H=1473/0-5-8 Max Harz B=89(LC 16) Max Uplift B=-81(LC 12),H=-81(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2944/154,C-D=-2668/134,D-E=-1878/162,E-F=-1878/162,F-G=-2668/134, G-H=-2944/154 BOT CHORD B-L=-168/2651,K-L=-78/2170,J-K=-35/2170,H-J=-80/2651 WEBS E-K=0/1040,F-K=-771/129,F-J=0/466,G-J=-337/131,D-K=-771/129,D-L=0/466, C-L=-337/131 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-4-6,Interior(1)2-4-6 to 13-5-10,Exterior(2)13-5-10 to 16-10-0, Interior(1)20-2-6 to 31-3-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is -pMLL the responsibility of the fabricator to increase plate sizes to account for these factors. r� Q 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WAS ��- 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 , OFNC T176 will fit between the bottom chord and any other members. Q� �� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H. r04+ ,p 51398 �� Fcisret� NAL CNG1 May 2,2017 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabricallon,storage,delivery,erection and bracing oftrusses and truss systems,see AN5117PI1 quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane safety Information available from Truss Plate Institute,218 N.Lee Street,Suitn 312,Alexandna.VA 22314, Suite 109 Citrus Heights,CA 95610 }_ Q S .S Job Truss Truss Type City Ply HOMES 1834A RF dccR50439731 1634-A B3 Common 11I I' [LGI Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:56 2017 Page 1 ID;gOTPfnxdyOrLfhIHPy2cYvyBXw9.8V7VMKlb kOOPb rOM8KKGVcpvugTwZINwilHAzKjOX �La Qr 6" 115 4 i 16.1" 22-2-12 2!" 1-0-0 6-0-9 5-0-12 5.4.12 5-0-12 4-0-3 • 4x5= Scale:1/4"=1' E N 0 5.00 12 3x4 % N1 3x4 D F P cl 5x6 2x4 O G C 0 L A B 3x6= K J I H 3x4 = 5x6= 3x4 = 2x4 I 8 8 14 } 16.10-0 24-11.2 26 8 75 8 8 t4 8.1-2 8-1-2 1-9 13 Plate Offsets(X,Y>— 1J:04-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.14 B-K >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.68 Vert(CT) -0.31 B-K >999 180 BCDL .0 0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.06 H nla n/a BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:114 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=1188/0-5-8.H=1106/Mechanical Max Horz B=100(LC 16) Max Uplift B=-82(LC 12),H=-28(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2238/148,C-D=-1955/109,D-E=-1151/133,E-F=-1150/133,F-G=-567173, G-H=-1121/48 BOT CHORD B-K=-181/2005,J-K=-91/1505,I-J=-39/855 WEBS F-J=0/291,D-J=-709/129,E-J=0/479,F-1=-769/81,G-1=0/914,D-K=0/477, C-K=-355/131 NOTES. 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(l)2-0-0 to 13-10-0,Exterior(2)13-10-0 to 16-10-0. Interior(1)19-10-0 to 23-7-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. L 8 "c�ll 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �r WAcr�� 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. �0 'ft 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H. rO�+0 �51398 �� A C/STER �sSt�NAL May 2,2017 A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPH Quality Criteria,DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suibl 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type City Ply LGI HOMES 1834-A RF dcc R50439732 1834-A B4 Common Supported Gable 1 1 Job Reference(optional) _ BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:57 2017 Page 1 ID:gQTPfnxdyOrLfhtHPy2cYvyBXw9-ahhtZguD12wF11Z1z3fZsU2tAl01CWAba2spdzKjOW ,t1 16-10.0 33.8-0 1 ti-0-0' 16-10-0 16-10-0 Scale=1:57.7 45 = J I K 5.00 12 H AJ AK L G At MAL F N E 0 D P AM C 0 AH 8 R _ �A I$ 3x4= AG AF AE AD AC AB AA Z Y X W V U T S 3x4 = 5x6 33-BA 33-8.0 Plate Offsets(X.Y)- IZ:0-3.0.0301 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 25.0 25. Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 A n/r 180 MT20 185/148 TCLL (Roof Snow= 07.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 A n/r 180 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 R n/a n/a BCDL .0 BCDL 10.0 Code IRC201SITP12014 Matrix-R Weight:148Ib FT=10% 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 No.2 REACTIONS. All bearings 33-8-0. (Ili)- Max Harz B=93(LC 16) Max Uplift All uplift 1001b or less atjoint(s)B,AA,AB,AC,AD,AE,AF,AG,Y,X,W,V,U,T,S Max Grav All reactions 250 Ib or less at joint(s)R,B,Z,AA,AB,AC,AD,AE,AF,AG,Y,X,W,V,U,T,S 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=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-4-6,Exterior(2)2-4-6 to 13-5-10,Comer(3)13-5-10 to 16-10-0, Exterior(2)20-2-6 to 30-3-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 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 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. RRILL 8)Gable requires continuous bottom chord bearing. 9 B 9)Gable studs spaced at 2-0-0 oc. t WAS - 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"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. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,AA,AB,AC, AD,AE,AF,AG,Y,X.W,V,U,T,S. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)R,B. 51398� A SISTER �' �SS70NAL��G May 2,2017 AWARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. asseas 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 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 ANSUTPii Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suee 312,Alexandria,VA 22314, Suite 109 Citrus Heights CA 10 Job Truss Truss Type City LGI HOMES 1834-A RF dcc R50439733 1834-A C1 Common Supported Gable 1 1 Job Reference o 8on BMC, EVERETT,WA 982C 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:58 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-2uEGmOurW M26fv8EXnAoPha2wik?x_JKgEnPM3zKjOV r-1A.0 r 10.8.0 21-0-0 Yl-0-0 r 1-0-0 10-0-0 10$-0 1 Scale=1:36.9 4x5 = G H 5.00 12 Y F Z E I D J 0 x C K AA B n L _ $� M I$ 3x4= W V U T S R Q P 0 N 3x4 = 3x4 = r 21.0-0 21-" LOADING (psf)0) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 2 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 L n/r 180 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 M n/r 180 TCLL 0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 L n/a n/a BCLL 0.0 ISCOL 100_ Code IRC2015/TPI2014 Matrix-R Weight:78 lb FT=101% 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 HIP No.2 REACTIONS. All bearings 21-0-0. (lb)- Max Horz B=-57(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s)B,T,U,V,W,Q,P,O,N,L Max Grav All reactions 250 Ib or less at joints)B,S,T,U,V,W,Q,P,O,N,L FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 7-6-0,Corner(3)7-6-0 to 10-6.0, Exterior(2)13-6-0 to 19-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1-33 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 S;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. "c�� 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y WAS� 11)'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. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,T,U,V,W.Q, P,0,N,L. 4 51398 o AGIsTe�� ' S,SrONAL$NG, May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. �- Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Sutln 312,Alexandra,VA 22314. Suite 109 Citrus H Job Truss ]T_,us_sTyep Qty Ply LGI HOMES 1834-A RF dcc R50439734 1834-A C2 Common 3 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:59 2017 Page 1 ID:gQTPlnxdyOrL8ltHPy2cYvyBXw9-W4oa_-MvTHfAzG3jQ5Uh 1 xv79f8yugQWf3uXyuVINOU 5.814 10-" 15-2 1 20-11" 5$14 4-11-2 4-11-2 5$4 Scale=1:34.3 4x5 C 5.00 12 K L M 2x4\\ J 2x4 B D t N A E � Ig H G F 3x4 = 3x4 = 3x4= 3x4= 3x4 = 7-2-10 _ 13-9•6 20,10.6 7.2-10 &6 13 7-1.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 7. Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.08 A-H >999 240 MT20 185/148 (Roof Snow=25. Lumber DOL 1.15 BC 0.53 Vert(CT) -0.18 A-H >999 180 TCLL 0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.05 E n/a n/a BCLL 0.0 Code IRC2015lrP12014 Matrix-R Weight:69 lb FT=10% BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) A=860/0-5-8,E=860/0-3-14 Max Horz A=53(LC 16) Max Uplift A=-38(LC 12),E=-38(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1684/144,B-C=-1490/138,C-D=1482/138,D-E=-1673/144 BOT CHORD A-H=-92/1501,F-H=-34/1021,E-F=-89/1487 WEBS C-F=-21/525,D-F=-340/120,C-H=-22/536,B-H=-349/121 NOTES- 1)Wind:ASCE 7-10;Vu11=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-6-0,Exterior(2)7-6-0 to 10-6-0, Interior(1)13-6-0 to 17-8-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)A,E. O"aL Bq� WASkt�, `ram Cho 51398 4� Fo�STa�� ' ssI�NAL ECG May 2,2017 AWARNING-Verily 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 I truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPlt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,210 N.Lee Street,Suihr 312,Alexandria,VA 22314. Suite 109 Citrus Helatils. 95610 Job Truss Truss Type Oty ply LGI HOMES 1834-A RF dcc R50439735 1834-A C3 COMMOn Girder 1 2 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:00 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-_GMOBiw52zlquDHcfCCGU6gEq WCIPljdHYGWQyzKjOT 1 54-14 10-6-0 t 155.2 20,10.6 54-14 4-11-2 4-11-2 5-5.4 Scale=1:33.9 4x6 I C 5.00 12 4x6 J K 4x6 8 D Li A E Ia I H G F 4x12 = 3x10 11 12x12 =6x12 MT20HS= 3x10 II 6x8 = 54-14 1 Q 6-0 155 2 5-S-14 4-1 1-2 1.11.2 Plate Offsets(X.Y)- fA:05-0,0-1-51.IE:O-S- Edge] — - 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 0.72 Vert(LL) -0.21 H-I >999 240 MT20 185/148 BCDL (Roof Snow=25.07..0 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.35 H-1 >709 180 MT20HS 165/146 Rep Stress Incr NO WB 0.63 Horz(CT) 0.09 E n/a n/a BCLL 0 BCDL 10-0 Code IRC2015/TPI2014 Matnx-R Weight:192 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1 6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) A=6165/0-5-8,E=6165/0-3-14 Max Horz A=52(LC 14) Max Uplift A=-498(LC 10),E=-497(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-12073/967,B-C=-8284/671,C-D=-8284/672,D-E=-119901961 BOT CHORD A-1=-903/11072,H-1=-903/11072,F-H=-844/10974,E-F=-844/10974 WEBS C-H=-439/5986,D-H=-3771/367,D-F=-176/2858,B-H=-3878/375,B-1=-177/2882 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. RRiLL 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is "cc�� the responsibility of the fabricator to increase plate sizes to account for these factors. �r WAS >t^ 7)All plates are MT20 plates unless otherwise indicated. OF k�hC eN, 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 boftom chord and any other members. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) A=498,E=497. 4 11) Girder carries tie-in span(s):27-0-0 from 0-0-0 to 20-10-6 �� ,P 51398 Qr LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 s`rr�NAt Uniform Loads(plf) Vert:A-C=-64,C-E=-64,A-E=-538(B=-518) May 2,2017 AWARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-09 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hai hts CA 95610 Job Truss Truss Type City Ply LGI HOMES 1834-A RF dcc R50439736 1834-A D1 Common 3 1 Jab Reference o tional _ BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:00 2017 Page 1 ID:gQTPfnxdy0d fhtHPy2cYvyBXw9:GMOBW52zlquDHcfCCGU6gL1 WNrPurdHYGWQyzKjOT 1 5-M I 10.0.0 11.b0 1-0--0-0 0 6-M 5-0-0 Scale=1:21 9 34= • C 5.00 12 G H B D A E I$ F 3x4= 2x4 II 3x4 = 10.0.0 S-0-0 .n.0 TOLDING (ps25 0 SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.02 B-F >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.04 B-F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.01 D n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-R Weight:29lb FT=10a/o LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=481/0-3-8,D=481/0-3-8 Max Horz B=-30(LC 17) Max Uplift B=-36(LC 12),D=-36(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-649/110,C-D=-649/110 BOT CHORD B-F=-38/544,D-F=-38/544 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 lb uplift at joint(s)B,D. �RRILL fr 4\9�of wnstpti 0 �0�+ 51398TS Q �SSf�SAL8�G1 May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suns 312,Alexandria,VA 22314. Suite 109 5610 Job Truss Truss Type ri'y Ply LGI HOMES 1834A RF dcc R50439737 1B34A D2 Common Structural Gable 1 Job Reference(optional) , BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Man May 01 23:24:01 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-STwOP2xjpHQh WNsoCvj VOKCWnv✓j48L5m WC03yOzKjOS 5-0-0 10-0-0 11 0-0 11-0 5-0-0 5-0-0 • Scale=1:21.9 US = C 5.00 12 2x4 I 2x4 11 K L N B D A E I$ 2x4 11 F 2x4 11 3x4 = 2x4 I 3x4 = _ -0-0 5-0-0 5-OA LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.02 B-F >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.04 B-F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.01 D n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matra-R Weight:32 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (lb/size) B=481/0-3-8,D=481/0-3-8 Max Horz B=-30(LC 17) Max Uplift B=-36(LC 12),D=-36(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-649/110,C-D=-649/110 BOT CHORD B-F=-38/544,D-F=-38/544 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 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 11;Exp B;Partially Exp;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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. �v� eq� 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 �9 WAS `i will fit between the bottom chord and any other members. jf 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. �Q O A 51398 c�`r 'Poll �sSf�NAL C�V` May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 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 ANSIITPII Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Helolits.CA 9610 Job Truss Truss Type Qty Ply LGI HOMES 11134-A RF dcc R50439738 1834-A J2A Jack-Open 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:02 2017 Page 1 ID:gOTPfnxdyOrLfhlHPy2cYvyBXw9-wfUmcN xLaa W 7XR?mcEkZXIkgJBlto?msldVgzKjOR - 0 1-0-0 1-11-11 0 5 Scale=1:8 6 E C 5.00 12 B A D 3x4= 1-11-11 _ 2�D _ t.11-11 0•tl•5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25. TCLL 20) Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 B >999 240 MT20 185/148 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 B-D >999 180 TCDL Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCD 0L 10.0.0 g BC Code IRC2015/TP12014 Matrlx-R Weight:6 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=165/0-3-8,D=20/Mechanical,C=44/Mechanical Max Horz B=33(LC 12) Max Uplift B=-24(LC 8),C=-19(LC 12) Max Grav B=182(LC 18),D=39(LC 5),C=45(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,C. �RRILI,6 wAs '�f�, .coo A O/STE1t �SSI�NAL��G May 2,2017 A WARNING-Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall _ building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSlrrPII Quality Criteria,DSB.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Oty Ply 1 LGI HOMES 1834A RF dcc R50439739 1834-A J28 Jack-Open 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:02 2017 Page 1 ID:gOTPfnxdyOrLfhtHPy2cYvyBXw9-wfUmcNxLaaYY7XR9mcEkZXIhvJ81Io9vAsldVgzIQOR r -1.OA 2," 3-1141 r 1.0.0 2-0-0 1-11-11 • _ Scale=1:12.9 C _ Ig 5,00 12 E V W n B $I A 3x4 = -0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl Lid PLATES GRIP TCLL 25.0 7 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.00 B >999 240 MT20 185/148 TCDL (Roof Snaw=25. .0 (Lumber DOL 1.15 B Vert(CT)C 0.04 V CT -0.00 B-D >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C file file Br'I� 10.0 Code IRC2015/TP12014 MatrlX-R Weight:9 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Gc bracing. REACTIONS. (lb/size) C=116/Mechanical,B=218/0-3-8,D=20/Mechanical Max Horz Biiiii 12) Max Uplift C=-45(LC 12),B=-34(LC 12) Max Grav C=126(LC 19),B=221(LC 19),D=39(LC 5) 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=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;CI=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)C,B. was���o�� v0�o All51398� ga �SSfONAL LNG May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. Design val for use only will,MTet6 connectors.This design is based only upon parameters shown.and Is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property mcorpwate this design into Iha overall 19k . building design.Bracing indicated is to prevent buckling of Individual truss web andfor chord members only.Additional lemporary 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 ANSIITP41 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss plate InstAute,218 N�Lee Street,Suite 312,Alexandra,Vie 22314, Suite 109 Citrus Heights CA 95610 Job N!6 Truss Type Qty Ply LGI HOMES 1834-A RF dcc R50439740 1834-A Jack-Open 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:03 2017 Page 1 ID:gQTPfnxdyOrLtfltHPy2cYvyBXw9-Or2gg&_Lug0190BKKm7.6IIm7jRXcM WVA1GzKjOQ i -1.0-0 2-0-0 I 5,11-11 { 1.0.0 2-01 3-11-11 • Scale=1:1T3 C I$ 5 o0 12 E ICE ¢r 8 �1 A 3x4 = D 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.00 B >999 240 MT20 185/148 TCDL (Roof Snow=25.07.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 B-D >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCLL .0 g B DL 10.0 Code IRC2015/TPI2014 Matnx-R Weight:11 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=182/Mechanical,B=279/0-3-8,D=20/Mechanical Max Horz B=78(LC 12) Max Uplift C=-70(LC 12),B=-48(LC 12) Max Grav C=209(LC 19),B=286(LC 19),D=39(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. tLL 6 0 51398 �� .� QISTER �ssrONAL��� May 2,2017 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 verity the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage.For general guidance regarding the fabucalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI7 Quality Criteria,DS849 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,216 N.Lee Streel,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Ory Jply LGI HOMES 1834-A RF dcc R50439741 1834-A J14A JACK 3 1 Joh Reference o Uonal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:01 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-STwOP2xjpHQhWNsoCvjVOKCZOwmP8LImWC03yOzKjOS 14.0 1-0-0 14.0 i Scale=1:7.3 C 5.00 12 B D A 3x4 = 1.4.0 1 4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 25.7. Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 B >999 240 MT20 165/148 (Roof Snow= Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 B >999 180 TCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matnx-R I Weight:5 lb FT=10% BCOL 100 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=12/Mechanical,B=148/0-5-8,D=13/Mechanical Max Horz B=25(LC 12) Max Uplift C=-42(LC 18),B=-29(LC 8) Max Grav C=12(LC 1),B=191(LC 18),D=25(LC 5) 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=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. �ERRILL 6.q �O 51398 qAr O,t,� FQISTER� �' SSr�NAL May 2,2017 AWARNING-Verffy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate[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 ANSII711`11 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Job Truss Truss Type Oty my LGI HOMES 11134-A RF dcc R50439742 1834-A J66A Jack-Open Girder 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries.Inc. Mon May 01 23:24:04 2017 Page 1 I D:gOTPfnxdyOrLfhtHPy2cYvyBXw9-t1 cX 13zc5CoFNgbNu1 HCeyg1 T7iDLiVCC9EjZjzKjOP 141-11 M-0 i-0-0 1-11-11 4-6-5 Scale=1:14.0 C 5.00 12 B A Ia E F G D 3x6 = 1-1 -15 1 64.0 1-10-15 2 4$6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.06 B-D >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.1'5 BC 0.33 Vert(CT) -0.11 B-D >671 180 BCDDL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 C n/a n/a 8C01_ 10.0 Code IRC2015/TPI2014 Matrix-R Weight:11lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-6-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=78/Mechanical,B=184/0-3-8,D=56/Mechanical Max Horz B=32(LC 28) Max Uplift B=-19(LC 6) Max Grav C=94(LC 5),B=211(LC 16),D=112(LC 5) 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=4.2psf;BCDL=6.Opsf;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=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)8 lb down at 2-0-12,and 6 lb down at 4-0-12,and 12 lb down at 6-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility �$R1ZIL L 6 of others. WAS t 11) 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 0 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,B-D=-20 Concentrated Loads(lb) .off CV 51398 Vert:G=-6(F) O� �B51398 �s`rrONALG May 2,2017 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information avallable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314, Suite 109 Citrus Heiahts.CA 95610 Job Truss Truss Type Qly Ply LGI HOMES 1834-A RF dcc R50439743 1834-A J66B Jack-Open 1 1 Job Reference o tional BMc, EVERETT.WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Man May 01 23:24:04 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-tl cX13zc5CoFNgbNu 1 HCeyg2J7iFLiVCC9EjZjzKjOP 1 0 0 r 3-11-11 6- 0 1-0-0 3.11-11 + 2-6-5 1 Scale=1:14.0 C 5.00 12 E B AC::� Ia D 3x4= I 3 6.8-0 3.10-15 0- 2.6.5 T (psf) 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 B-D >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.13 B-D >565 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a 13t OL 10.0 Code IRC20151TPI2014 Matnx-R Weight:14 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HIP 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. REACTIONS. (lb/size) C=118/Mechanical,B=265/0-3-8,D=58/Mechanical Max Horz B=55(LC 12) Max Uplift C=-30(LC 12),B=-14(LC 12) Max Grav C=128(LC 19),B=267(LC 19),D=108(LC 5) 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=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;and vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C.B. J�O OF WAsl `�N A� 51398 Is �SSrONAL May 2,2017 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall MR building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MjTek' 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 ANSlf7PIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plato Inslilute,21S N.Lee Street,Suite 312,Mxandde,VA 22314. Suite 109 CitrusHeights. A 95610 �r Job (Truss Truss Type rQty Ply LGI HOMES 1834-A RF dccR50439744 1834A J66C Jack-Open 1 Job Reference(optional) SMC, EVERETT.WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:05 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-LEAvEP_EsVvv6_AaRloRBAN8KX2u491MRp_H59zKj00 1-0-0 5-11-11 0-6� • Scale=1:16.8 C 1171 5.00 12 E N (V B A 3x4 = D I., 5 11.11 511-1160 6 5—A T (ps2 CLL 25.0 SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.07 B-D >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.16 B-D >481 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCDL 10,0 Code IRC2015/TPI2014 Matrix-R Weight:17 lb FT=10% 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. REACTIONS. (lb/size) C=166/Mechanical,B=329/0-3-8,D=73/Mechanical Max Horz B=78(LC 12) Max Uplift C=-56(LC 12),B=-23(LC 12) Max Grav C=192(LC 19),8=336(LC 19),D=114(LC 5) 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=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. �RRiL(-B ,ti9 OF WASJ4,• `tit 51398Alir as Q/STE1t ALBNG May 2,2017 A WARNING-Verify design paramefers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekS connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and tifacing of Irusses and truss systems,see ANSVTP1l quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandda,VA 22314, Suite 109 Citrush A 95610 Job Truss Truss Type Qty ply LGI HOMES 1834-A RF dcc R50439745 1834-A J66D Jack-Open 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:05 2017 Page 1 ID:gQTPfnxdyOrLfhtHPy2eYvyBXw9-LEAvEP EsVw6_AaRIoRBANSIX1T491MRp_H59zKj00 1 0 0 6-6.0 Scale=1:17.9 C F 5.00 12 E ry lV B gi A 3x4- D 6-6-0 64.0 _ T (ps2 CLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.08 B-D >963 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.39 Vert(CT) -0.17 B-D >448 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCOL 10-0 Code IRC2015(rP12014 Matrix-R Weight'.17lb FT=10% 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. REACTIONS. (lb/size) C=179/Mechanical,B=344/0-3-8,D=78/Mechanical Max Horz B=83(LC 12) Max Uplift C=-57(LC 12),B=-27(LC 12) Max Grav C=209(LC 19),B=353(LC 19),D=116(LC 5) 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=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;Cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. �.RRiLL 8q' 4� pF WASg,, y>, x r0¢+ 51398 � �SSI�NALB�G May 2,2017 A WARNING-Verify design paramefers 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 truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek is always required lot Mobility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,debvery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informallon available from Truss Plate institute,218 N.Lee Sheaf.Sude 312,Alexandria,VA 22314. Suite 109 Citrus Hai hts CA 95610 W �D� LD y 'u c * �V//--Ip Wc Z 3 0 oaccpd!ma W m0 ncrC gog6 -cc Q ID 0 me > 0 o V� n po�0 m e omi C a c n S o�.� N oa a d �- _���m Z �07 0 3 a m y N,3,g a C m m y a m C 7 C y a� 3 y 7 D 0.n,-0= G aCD CD M = m _ .•. 7 a O N 3 y M N f,;Q�G Oy, O X C y y S.C1 m >. m E vi a y Q S (n N a pr O a Q .-. i N `< p� 0 m v ow om omID 0 m m', D = my Q O y ° m9ymd O y � c Waa � mo (pi -IQn 0 m 0c: CD (D - C (:r CD m Vmi m O N n �N y m 7 C 7 O tOj 3 O a a y y 0 p: O O_Q m•(�_= Z d �5'vcio' o� a� F Q7O Z amp 3 0 �' 3 0' tDo7Do -0 N 7 y ? - N 7 N ) (n cn ° N N' A y N °c �cn a CI d p O O y (D y m = p CD p N = � 7C O N O N LA. = O Sn O.N In a�'j Ul O m O y m N N EnN Z O C 61 (G C •� 7 N'C d O m O CD m X O' 7 N (n N `G 7 .L m (n F CD m c m m n -0 z 0 �a c- TOP CHORD c x x�0 D 'O- vi m O W r C-, ci-e (p — m c m o m y mzcn Z CD ((DD °)Q N d o f m n w CO) > m 0- w(D cn CD m m E' z x m am o �' o o cmi) O -i MI M m O OD a. O N E Ep N. W'� N m m C Z 07 I^ 'D n� 7tc rn w m y o° to Am CA 0 n (�m m c 2 = N tr D > y D J wrz 7 N fD C (D CD C N -0 D N r 0 �■ 0 tow N 0 (mAm m > ;a a (min �� a� �° �A O o -z 0 rn w ID = N //� y n O m til 1 m 0 ED S V O ODcf) G p y o I< a <CL C is W mr o: N (D ® ® = n N z O O 0 zm 3 (D c- T m °' wa w m y cr ° ac x w �+ N � D w m N Z1 < Z (D x O r 6' _ (n cn C (1) O y C� y Z (fin S -C Ul c<. A a 7 m 0 m TOP CHORD N > > > P O] J Q7 N A W N > � T DO N m 10 mC j m 0 (7 O 0 0-1 y7 r J (7 c C '^ C Q O O fD m n ,H-.Z O- O. Z ID m 7 H O O O O 9 C n N m ut S 3 3m m .C.. =m 3 £ow 0 , n �• co Fp cl .Oi C tp°tp O p O O = w O n 9 O' 2 O O O'-63 N N I f0 -01 �p 3 rS't0 ]°ti•f��D Q'G (D N O '7t 1 �mcA m=° m m �fDR 3 03 mw ,° m� NA �m pu <___ �=v m �� m 3m o� 2o m � (0 (D w c d 3 'a �' S a o c av -. m o m m n d 3 uj x w c -m m CD Vim- �o.�m = o _aa my mm o .w =Ia X7 moo' mm � c gym $ m � - mo o O pc m'�o = y° o m$ H ° A� mu_, aim ro� m 3c �3w m mip�. o.(D c°� N� A O cm .= ca m- $ m =m ' � m '3 -'" N mom �0 m3 mo vl �;3FD mn -0 Xm -I TI my "O� gym ' < 0m o m nA � m �'0 a m� a� -N �nm o mO° o � v�.Q'c cr nlII -u9 ID m �� z �. =oa �m my 3� °wm�' mo 10 y2 m�� m aN ? -CL °209 �'c fc O C>> c °gym m2 y v m c11 aL 3 o H �« m acN mm o- �Q me m� mQn my 3m mm �0 3uZ avc �n do om nx 1 o' =n° nm 0 :3 c c m A?; mm o -0 (cam N o-o O mZ2 m am <m " � n do �a mm3 lm m mm 0E; o � dD m (M�.m yN 3 ID 0 �FL F DNo Nu uw cg mfC� mFo 0) O 3 �fe ° N m m a o Fo a o o y m �,c caD VZi c N j a 01 d�_ — C //i��� 0 � � �o a N' m DN nN m °� �� < mn m2 V/ 7 m a m w fG 5 J N d ^.N. R. y y ID .�. p (OD QSq m N 4l p y 3'n 3 j W j 0)= m '�p.�or >m m n op n? -N N W .. C O- JC m n C m CD O O =n - � S m 0. 2m O O.m (� F°D a F N� A m �N m3 v7 p� ? � �o 2.. Q m C N a y� yCD 3 (D Fz o� 7�i 7< c m m m T }� 3 > > N (D m� m1O rf S N d C 4i Oa n n O. O '"S cu (D Q O' n n f° m N Tl 0 0 S 7 y(D _ 1� y m(O w O =m O 1 ID CL c o 3 m CD O N . 00 00 Al � ICI All I I . , ,. �N 11-00-00 1 I I I � FLU"" EXTRA TR SS �I IPLUMBING OFF SET It_ •PLUMBINIP3LUMBING fA fA �I 35-00-00 �I 1 �I 11 �I ■ r ,x N Received AUG I BMC ® ®LGI HOMES 3,b Numb,, S/112017 ® M!Tek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1834-FL Fax 916/676-1909 LGI HOMES 1834-FL dcc The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett, WA. Pages or sheets covered by this seal: R50439715 thru R50439726 My license renewal date for the state of Washington is May 16,2019. BRILL J1 wns eqf� yIr � O� 51398� w� Cts7 fI G May 2,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI TPI-1, Chapter 2. Job Truss Truss Type Qty PIy LGI HOMES 1834-FL dcc R50439715 1834-FL Al GABLE 1 1 Jab Reference(optional BMC, EVERETT,WA 96205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc Mon May 01 23:23:31 2017 Page 1 I D:9Uge9p7vvlXK9y5Mzg_15C6yBYjZ-Ras6quEas8KFOBQFclyol VzRMq WQ6n2MdXIUv7zKjOw 0+8 0+8 Scale=1:41 6 3x6 FP= A B C D E F G H I J K L M N 0 P Q R S T U V o4V 0 /+ AU AR AQ AP AO AN AM AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X W 3x6 FP= 14-6-2 1.4.0 4.0.0 •&0 e•0-0 9.4.0 10•B-0 12•PO 13.4.0 4•&0 Is," 17.4-0 8.8.0 2 0.0 21.4.0 22•B-0 24-0-0 254.02•11.1 1.4.0 1•t•0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 2 1-4-0 1-4-0 1-4-0 1-4-0 1.4-0 1.4.0 1-4-0 7.1 1-3.14 Plate Offsets(X.Y)— (A:Ed9e.0-0-12L IAS:0-1-8.0.0-121.(AT:0.1-8.0-0-121.(AU:0.1-8.0.0.121.fAV:0.1-8.0-0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep-Stress Incr YES WB 0.02 Horz(TL) 0.00 W n/a n/a BCDL 5.0 Code IRC20121TPI2007 Matrix-R Weight:93 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 25-11-12. (lb)- Max Grav All reactions 250 lb or less at joint(s)AR,W,AQ,AP,AO,AN,AL,AK,AJ,Al,AH,AG,AF,AE,AD, AC,AB,AA,Z,Y.X FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. MERRILL 6,q WAStj�� `iJg r<, C �Q O 51398 Ar 0 ISTBR� AS% ALB�G May 2,2017 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Suite 109 C4rus Heights,CA 95610 Job' Truss Truss Type Qty JPly LGI HOMES 1834-FL dcc R50439716 1834-FL A2 Floor 3 1 _ Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:32 2017 Page 1 ID:gUge9p7wlXK9y5Mzg_l5C6yBYjZ-wmQU1 EFCdRS60K_SAST1 giVSEDdfrAfVrBU1 RZzKjOv 0-1-8 H 2i 6-0 1n 7�`1 0-k8 Scale=1:42.9 3x6 = 3x4= 4x6= 3x6 = 3x6 FP= 3x4= A B C D E F G H I J K L M �AZ Y . mmmm: YL V U T S R Q P 0 N 3x4 = 3x6 FP= 3x6 = 4x6= 3x4=3x4 = 3x4 = 3x6 = 14.8-2 25.11-12 14.8.2 113.10 Plate Offsets(X.Y)— [A:Edee.0.0-12L[0:0.1-B.Edge],[0:0-1-8,Edae1 [P:0-1-8.Edae1 [R:0.1-8 Edael IW.O-1.8 0.0-121 IX'0-1-8 0-0-121 [Y'0-1-8 0-0.12) [Z'0.1-8 0-0-12[ LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 037 Vert(LL) -0.22 S-U >779 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 097 Vert(TL) -0.32 S-U >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.04 N n/a n/a BCDL 5.0 Code IRC2012/TP12007 Matrix-R Weight:103 lb FT=0%F,12%E LUMBER- BRACING. TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) N=511/0-5-6,Q=1586/0-3-8,V=720/0-5-6 Max Grav N=557(LC 7),Q=1586(LC 1),V=744(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1800/0,C-D=-1800/0,D-E=-1692/0,E-F=-1692/0,F-G=0/871,G-H=0/871, H-1=-1047/0,1-K=-1047/0,K-L=-1047/0 BOT CHORD U-V=0/1155,S-U=0/1692,R-S=0/1692,Q-R=-75/793,P-Q=-202/567,O-P=0/1047, N-0=0/812 WEBS G-Q=-281/0,B-V=-1310/0,F-Q=-1519/0,B-U=0/732,F-R=0/1092,C-U=-331/0, E-R=-367/0,D-U=-78/315,L-N=-921/0,H-Q=-1202/0,L-0=-32/267,H-P=0/693, I-P=-267/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors 3)All plates are 1.5x4 MT20 unless otherwise indicated 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. RRILL 6 WAs� 0 51398 °� �otsTSR� AsstONAL��� May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. wt Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for slablidy 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 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit)312,Alexandria,VA 22314. Suite 109 'rus Height 7 Y Job Truss Truss Type Qly Ply LGI HOMES 1834-FL dcc R50439717 1834-FL A3 Floor 2 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:34 2017 Page 1 ID:9Uge9p7wlXK9y5Mzg_15C6yBYjZ-s9YFSwHS93igFe8gHIVVv7bnnlJBJ47oJVz8VSzKjOt 0-1-8 H1 2i� 1-5-14 0 jq4 i 1i-03fi--1 Scale=1:43 9 3x6 = 3x6 = 3x4 = 4x6= 3x6 FP= 3x4= 3x4 11 3x6 11 A B C D E F G H I J K L M N Y l�l� X W V U T S R O P 0 3x4 = 3x6= 3x6 FP= 3x6= 4x6 = 3x4 = 3x6 = 3x4= 14$-2 2644 25 9 12 14.8.2 10.10.2 0.3 e Plate Offsets(X.Y)- (A:Edge,0.0.121,I0:0-1-8 Edgel.(Q:0-1.8,Edgel.(R:0.1-8,Edge1 PT:0.1-8 Edge) IY:0-1-8 0.0.12],IZ;O.1-8 0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 076 Vert(LL) -0 22 U-W >783 480 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 097 Vert(TL) -0.32 U-W >542 360 BCLL 0.0 Rep Stress Incr YES WB 032 Horz(TL) 0.03 S n/a n/a BCDL 5.0 Code IRC2012/TPI2007 Matrix-R Weight:105 lb FT=0%F,12%E LUMBER. BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing REACTIONS. (lb/size) N=487/0-3-6,S=1575/0-3-8,X=718/0-5-6 Max Grav N=539(LC 7),S=1575(LC 1),X=740(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1786/0,C-D=-1786/0,D-E=-1668/0,E-F=-1668/0,F-G=0/899,G-H=0/899, H-J=-987/0,J-K=-987/0,K-L=-987/0,L-M=-435/0,M-N=-438/0 BOT CHORD W-X=0/1147,U-W=0/1668,T-U=0/1668,S-T=-69/760,R-S=-237/548,Q-R=0/987, P-Q=0/770 WEBS N-P=0/631,G-S=-279/0,B-X=-1302/0,F-S=-1521/0,B-W=0/725,F-T=0/1096,C-W=-331/0, E-T=-367/0,D-W=-69/311,L-P=-485/0,H-S=-1179/0,H-R=0/653 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in 6)CAUTION,Do not erect truss backwards. 51398 �� Fo�sTea� ALG May 2,2017 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall in 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 518NIdy 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 ANSIITPIII Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane safety information avadabte from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra.VA 22314 Suite 109 Carus Heights.CA 95610 Job Truss FFI..r Type Qty Ply LGI HOMES 1834-FL dccR50439718 1834-FL A4 2 1 Job Reference o [ional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:35 2017 Page 1 ID:9Uge9p7W XK9y5Mzg_l5C6yBYjZ-KL6dfG14wMghtoj 1 rbOkS L7x7RfD2 WLxY9jh2uzKjOs 0-1-8 r 2-8A - H t 'I 1-5-14 1-1-6 00-1-6� scale=1:38 4 3x4= 3x6= 3x4= 4x6 = 3x6 FP= 3x4 — 3x6 11 A B C D E F G H I J K L U T S R Q P O N M 3x4 = 3x6 FP= 3x6= 4x6= 3x4= 3x4 = 3x6 = l 14.8-2 224.4 _ 22,7112 14.8-2 7-8-2 0751 Plate Offsets(X.Y)-- (A:&Me.0-0-121.ID:0-1-8,Edpe1.IK:0-1-8,Edcel.[N:0.1-8 Edgel [O:O-1-8 Edae1 IO.0-1-8 Edpel IV:0.1-8 0.0-121 [W'0-1-B 0-0-12L LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.79 Vert(LL) -0.23 R-S >771 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.33 R-S >534 360 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 L n/a n/a BCDL 5.0 Code IRC2012frPI2007 Matrix-R Weight:91 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) L=262/0-3-6,P=1454/0-3-8,U=715/0-5-6 Max Grav L=326(LC 7),P=1454(LC 1),U=743(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1796/0,C-D=-1796/0,D-E=-168510,E-F=-1685/0,F-G=0/911,G-H=0/911, H-J=-334/20,J-K=-334/20,K-L=-333/20 BOT CHORD S-U=0/1152,R-S=0/1685,Q-R=0/1685,P-Q=-131/784,N-0=-20/334 WEBS K-N=-264/0,L-N=-28/485,G-P=-271/0,B-U=-1308/0,F-P=-1531/0,B-S=0/730, F-Q=0/1104,C-S=-334/0,E-Q=-372/0,D-S=-64/338,H-P=-924/0,H-0=0/344 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. �RRILL & WASk� 51398 ti A QISTER ASSr�NAL May 2,2017 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 Mire k is always required rot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and trues systems,see ANSIrrPil Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Instifute,218 N.Lee Street,State 312,Alexendna.VA 22314. Suite 109 Crtrus Heights.CA 95610 Job Truss Truss Type Qty ply =834-FL dccR51834-FL A5 Floor 11 o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:35 2017 Page 1 I D:9Uge9p7wIXK9y5Mzg_15C6yBYjZ-KL6dfG14wMghtoj 1 rbOkSL7z7Rgr2 WgxY9jh2uzKjOs 0-1-8 _ Scale=1:24 9 • 1.5x4 I 1.5x4 = 1.5x4 = 3x6 = 1.5x4 11 3x4= 1 5x4 11 3x6= 1 5x4 I A B C D E F G 0 _ K J 1 3x6 3x6 3x10= 1 5x4 3x6 = 14.9-0 14.9-0 Plate Offsets KY)-- (A:Edoe.0.0-121,fD:0-1-8,Edae1 p:0-1.8,Edge1 [M:0.1-8.0.0-121 IN:0.1.8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.66 Vert(LL) -0.22 J-K >784 480 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.94 Vert(CT) -0.28 J-K >628 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 004 H n/a n/a BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:59 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:J-K REACTIONS. (lb/size) L=798/0-5-6,H=798/0-2-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1993/0,C-D=-1993/0,D-E=-2028/0,E-F=-2028/0 BOT CHORD K-L=0/1254,J-K=0/2028,I-J=0/2028,H-1=0/1260 WEBS B-L=-1424/0,B-K=0/838,C-K=-320/0,D-K=-348/189,F-H=-1430/0,F-1=0/891,E-1=-293/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)H. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 5)CAUTION,Do not erect truss backwards. J� O�WASi,.. ADO 51398� � .t+ alS'fER �SSIONAL��G May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekl&connectors.This design is based only upon parameters shown,and is for an Individual budding component,not a truss system.Before use.the building designer must verity the applicability of design parameters and property Incorporate this design into the overall bu0ding doslgn. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only, Additional temporary and permanent bracing M iTe k Is ahways required for stability and to prevent collapse with Possible personal injury and property damage For general guidanco regarding the fabrication.storage,delivery,erection and bracing of trusses and buss systems,see ANSbTPII Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,210 N Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus HeiOhts.CA 95610 Job Truss Truss Type City Ply LGI HOMES 1834-FL dcc R50439720 1834-FL A6 GABLE 1 1 Job Reference o ' riot BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:36 2017 Page 1 ID:9Uge9p7wlXK9y5Mzg_15C6yBYjZ-oYf?tbljggyYVyIDPIYz?YgH1rEan1G5mpSEaLzKjOr 0-18 Scale=1:23.6 A B C D E F G H 1 J K L Z 0 rb Y X W V U T S R Q P O N M 4.00 10 8-0 12-0-0 13d•0 14.9-0 4-0 1 4-0 1 4-0 1 4-0 1 4 0 14.0 1.4-0 1.5.0 Plate Offsets(X Y)-- IA:Edge 1}0-121,jY 0-1-8,0-0-121,tz:0.1.8.0-0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) t/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 1 00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 M n/a n/a BCDL 5 0 Code IRC2015rrP12014 Matrix-R Weight:53 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 14-9-0. (Ib)- Max Grav All reactions 250 Ib or less at joint(s)X,M,W,V,U,T,S,R,Q,P,O,N FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1 5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) 5)Gable studs spaced at 1-4-0 cc 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards ��L 8 110 51398 � + FGIsTa�� �S%IVALE�� May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/205 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 verily 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 ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suiln 312,Alexandria.VA 22314 Suite 109 Citrus Hei h s CA 95610 Job Truss Truss Type Oty Ply LGI HOMES 1834-FL dcc R50439721 1834-FL Tr GABLE 1 1 Job ference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc Mon May 01 23:23:37 2017 Page 1 ID:9Uge9p7WXK9y5Mzg_15C6yBYjZ-GkDN4xJLR_4P66tPy?3CXmDSdEZjWUVE?TCo6nzKjOq A 1 5x4 II B 1 5x4 II C 1 5x4 II Scale=1:10 3 I F E D 1.5x4 1.5x4 I 1.5x4 11 1 1 4 6 2.10.4 1-4-0 1-6A _ Plate Offsets(X.Y)— [A:Edae•0-0-121,ID:Edge.0-0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 008 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 002 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 002 Horz(TL) 0.00 D n/a n/a BCDL 5 0 Code IRC2012/TP12007 Matrix-R Weight:11 lb FT=0%F,12e/E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No 2(flat) REACTIONS. (lb/size) F=62/2-10-4,D=74/2-10-4,E=164/2-10-4 FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(Ib)or less except when shown NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. �RRILL 8 419 OY WASl� •lam CEO vo ,P�51398 SSrONALe�G May 2,2017 A INARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is 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-09 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilo 312,Alexandria,VA 22314. Suite 109 Citrus Hei is CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc R50439722 1834-FL B2 GABLE 1 1 Jab Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:37 2017 Page 1 I D:9Uge9p7W XK9y5Mzg_15C6yBYjZ-GkDN4xJLR_4P66tPy?3CXmDSiEZi WU VE?TCo6nzKjOq o" Scale=1:19.7 A B C D E F G H I J V U T S R Q P 0 N M L K 1.4 2-&.00 � 9.40 10.8-0 1212 1.4-0 1.4-0 1.4-p 1.4-0 1..n JIM 1.4-0 1-7.12.9 Plate Offsets(X,Y)-- 1A:Edge 0-0-1J LU:0-1-8,0-0-121.1V:0-1-8.0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0-02 Horz(TL) 0.00 K n/a n/a BCDL 5.0 Code IRC2012/TPI2007 Matrix-R Weight:44 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 12-2-4. (lb)- Max Grav All reactions 250 Ib or less at joint(s)T,K,S,R,Q,P,O,N,M,L FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 7)CAUTION,Do not erect truss backwards. ORRUL 8 a19 of WA ADO 51398� It AL SS��NAL��G May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilo 312,Alexandria,VA 22314. Suite 109 Citrus Helahts.CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc R50439723 1834-FL B3 Floor 10 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 B.D10 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:38 2017 Page 1 I D:9Uge9p7wlXK9y5Mzg_15C6yBYjZ-kwnml HKzCHDGkFScWlaR4zlTAeg8FrMOE7xLeDzKjOp �2.6.0 11i� 0-k8 Scale=1:33.1 4x8 = 3x4= 3x4 = 3x6 FP= 4x8= A B C D E F G H I J S o R P O N M L 3x6= 3x6 FP— 4x12 — 3x4 = 4x12= 3x6 = 20-2-8 20-2-8 ' Plate Offsets(X.Y)— [Aldae,0.0-121,10:0.1.$,Edgel,IM:0-1-S.Edge1,JR:0.1-8.0-0.121,IS:0.1-8,0.0-121 LOADING (psf) SPACING- 2-0-0 CSI DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.45 L-M >532 480 MT20 185/148 TCDL 100 Lumber DOL 1 00 BC 097 Vert(CT) -0.62 L-M >383 360 BCLL 0.0 Rep Stress Incr YES WB 043 Horz(CT) 0.08 K n/a n/a BCDL 5.0 Code IRC2015(TP12014 Matrix-R Weight:85 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. A-H:2x4 DF 1800F 1 6E or 2x4 DF No 1&Btr(flat) except end verticals. BOT CHORD 2x4 HF No,2(flat)"Except" BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing K-P:2x4 DF 180OF 1.6E or 2x4 DF No 1&Bir(flat) WEBS 2x4 HF No 2(flat) REACTIONS. (lb/size) K=1098/0-5-6,Q=1098/0-2-10 FORCES. (lb)-Max Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD B-C=-3068/0,C-D=-3068/0,D-E=-3912/0,E-F=-3912/0,F-G=-3092/0,G-1=-3092/0 BOT CHORD O-Q=0/1812,N-0=0/3912,M-N=0/3912,L-M=0/3799,K-L=0/1820 WEBS I-K=-2066/0,B-Q=-2056/0,I-L=0/1443,8-0=0/1425,C-0=-282/48,F-L=-802/0, D-0=-1143/0,F-M=-223/550 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1 5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)Q. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards M�x>zu'L 8 J� o�WAs �, o VOA+ 51398 �SSIONALENG May 2,2017 A 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 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 regwred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,sloragor delivery,erection and bracing of trusses and truss systems,see ANSIfTPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suito 312,Alexundna,VA 22314. Suite 109 Citrus Heights. A 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc R50439724 1834-FL B4 GABLE 1 1 Job Reference o lion BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:39 2017 Page 1 ID:9Uge9p7wlXK9y5Mzg_15C6yBYjZ-C7L8VdLbzbL6MP1o4Q5gcBloA2FA_07XSnhvBgzKjOo 0*8 Scale=1:32 4 3x6 FP= A B C D E F G H I J K L M N 0 P Q AJ 0 Al ,AA^AAAA2 L] AH AG AF AE AD AC AB AA Z Y X W V U T S R 3x6 FP= I L2-12 2 6.12 3.10-12 r 5 -12 IM 1 77: 9 2-12 1 10.6.12 11-10.12 13 12 14 6 12 1� 5-10 12 17-2-12 1�12 20_2� 12.12 14.0 1-4.0 14.0 14-0 14.0 1.4.0 1.4.0 1.4.0 14-0 1.4-0 t',0 14.0 14.0 1.7.12 Plate Offsets(X.Y)- IA:Edge,0-0-121.1A1:0.1-8,0.0-121.fAJ:0-1-8.0-0-121 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0-08 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0-02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 002 Horz(CT) 0.00 R n/a n/a BCDL 5.0 Code IRC2015(TPI2014 Matrix-R Weight:77 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-N:2x4 DF 180OF 1 6E or 2x4 DF No.1&Btr(flat) except end verticals. BOT CHORD 2x4 HF No.2(flat)"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R-AD:2x4 DF 180OF 1 6E or 2x4 DF No 1&Btr(flat) WEBS 2x4 HF No.2(flat) OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 20-1-0 (lb)- Max Grav All reactions 250 Ib or less at joint(s)AH,R,AG,AF,AE,AC,AB,AA,Z.Y,X,W,V,U,T,S FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 2)All plates are 1 5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 5)Gable studs spaced at 1-4-0 oc 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 7)CAUTION,Do not erect truss backwards. WA isrBR� RSSrONAL May 2,2017 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 oftrusses and truss systems,see ANSIITP11 quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Sufi q 312,Alexandria,VA 22314. Suite 109 Citrus Hei ht95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc R50439725 1834-FL X1 Floor Girder 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:39 2017 Page 1 3x4 ID:9Uge9p7vyIXK9y5Mzg_15C6yBYjZ-C7L8VdLbzbL6MP1o4Q5gcBlgL2Dr_NdXSnhvBgzKjOo = 1.0.0 1.7$ A 1.5x4 I B 1 C 3x4 = J D 1 5x4 II Scale=1:9 0 o 1.5x4 I 1.5x4 II H >< G F 3x4= 3x4 = i 4.1-8 4.1-8 � Plate Offsets(X,Y)— IA:Edge,0.0-12L E1' 8,Edae1.IC:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 058 Vert(LL) -0.01 F >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 017 Vert(TL) -0.01 F-G >999 360 BCLL 0.0 Rep Stress Incr NO WB Oil Horz(TL) 0.00 E n/a n/a BCDL 5.0 Code IRC2012/TPI2007 Matrix-R Weight:18 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals. WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) H=566/0-5-8,E=774/0-3-8 FORCES. (Ib)-Max.Comp./Max Ten -All forces 250(Ib)or less except when shown. TOP CHORD B-C=-557/0 BOT CHORD G-H=0/557,F-G=0/557,E-F=0/557 WEBS C-E=-788/0,B-H=-788/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=l 00 Uniform Loads(plf) Vert:E-H=-10,A-D=-100 Concentrated Loads(Ib) Vert:1=-439 J=-461 �RRILL 6 �� oQ WA a-c���� 5139 � �A �QISTSR� ASSf�NAL��G May 2,2017 A wARNINO-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building dosgner must verify the applicability of design parameters and properly incorporate[his design Into the overall MR, 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 ANSIfTP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,216 N Lee Street,Suite 312,Alexandra.VA 22314. Suite 109 Citrus HelahiS.CA 95610 Job Truss Truss Type Qty ply =834-FL dccR50439726 1834-FL X2 Floor Girder 1 tional BMC. EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:40 2017 Page 1 3x4 = ID:9Uge9p7wlXK9y5Mzg_15C6yBYjZ-hJvWjzLDkvTzzZc_eBcv9OrvGSaljgRghRQSj6zKjOn 1-0.0 i 1-7-8 A 1.5x4 B C 3x4 = J D 1.5x4 I Scale=1:9 0 0 t� 1 5x4 11 5x4 11 H G F 3x4 = 3x4= 4-1-6 4.1-8 Plate Offsets MY)-- (A:Edne.0.0-121.[B:0-1-8,Edggl.[C:0.1-B.Edpal LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.01 F >999 480 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 F >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 E n/a n/a BCDL 5.0 Code IRC2012/TPI2007 Matrix-R Weight:18 lb FT=0%F,12%E LUMBER- BRACING. TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=380/0-5-8,E=541/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-365/0 BOT CHORD G-H=0/365,F-G=0/365,E-F=0/365 WEBS C-E=-516/0,B-H=-516/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=l 00 Uniform Loads(plf) Vert:E-H=-10,A-D=-100 Concentrated Loads(lb) Vert:1=-226 J=-256 WAS� �1� 51398 Asst�NAL��G May 2,2017 A WARNING-Varily 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[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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hih A961 n z W T c_n qo cn c m N a 0 5 z m X m `° m � N z m o' — _ o c cD�u m a W m o A n c R °1mEtZ. a pa Cl '0� 7 n (D I r O V� n �c nfDi c a �c �_a Z � o�,� i s o m � aim m' v D_�O n Z W O p,f N N,Q='.� N O;C fD N fD N O.N c w 7 N fD (D O n� 3 N 7 D p p) O. N �D(�' N fD O O N :-. )S r fD O CD < CD fD'`NG O N A C'G N fD Z a n,'[J a a 7 fD 7 N �'d O N 3 �N.v c) a �. O r �_N G) ID -n cn S S CD p D_N Q S Cl) y d Dl O� n co .+ N CD N O D)O .n...7..� O fD O (D ° 0 N N`< D � CD N a ��' N o� Oo fD N N d O v2, Fn j W(n W d 7 N O CO] °_: Q.� 01 O N0 :3 A N 0 j' N .ti, N N N _a p N CD O O Z � �7 l O O n.3 Z O.nN O N 7 n O m O_Q�D.� 7 Z N O!D n. N fD 7 m �7No' Q90 n0 � � oDY 3 0 CD :3 2 -1 = O N 7 7 (•, O � @ fn O 3 — CD O 7 CD ��a,7.. D �D) �.• Occ 67 7 fD O U, N CDC CD N fD N_N C Fr co N a 0 O 2 N CD N CD 7 ° O :3 7 � ° S N O a 7 7 <D = w C 2 n 2 N f0 O j N j n 0 C N N N N V, x CD cCD nn Z f0 ... ...m_ _ .'� N 7 N _ c IN 7 N O N N j n N (O . ,.O' 7 O d N N DJ O ,+7 X ID N c c j m m n Z n a TOP CHORD 77 cx x;0 Q �Q Nt�'n cm, W� rc� ?", N 0 C Ay TOa ° CD (D a (D N Zl n N a N Cm W OU) U) (D m r Z 2 m Inm m m Q CD �(D N� U) v m �Z bO(D NNfD am' O0)W m y W �Cn m OC� � \V 7 N a N N v WZ-� 2 A.7m. rmN ai wm . 0 =3 m m O NNp Noo m CD a) cn X O Cl) CL D S Z .Z Z (� Jm CD O m �C com a: 0 cn .COr O w a OD Dm m 09 N ///iceF ' N O � m cn CD @a Col \ (D > 7 7 7 N Z 01 O m N < N O T m °' W3 B W N y Q w C < D N ? 20 �9m �� m Z U) (ND C L N N (D S - Ot U-5 A a m o m TOP CHORD N (O OD -I 01 Ol A W N O c0 OD V O, (T A W N O uZo = a< 3.<. v° ma mv° mdc (?(�°�co °^d m m= m m cam. a 3 mmn2 a 3 N 10 C m (D O O N O O = N O 0 O n_II m m II O N —N m t5 ^m 0� < x n »N O N J 0 f .�_ < m f/ 7 J' �i iD N J N = N <= O 7 N N= n IJO = O ( `V 20, m C C N m 3° J d 0 a n �.° m-N as y II cD a O N N n m m L C II m J N n fD— t0.J_m n O.Oi. J = O a N m N m m O II VI =1� K II N N m N Q .__..W o N 2 3 C N n O m O r C fD.Nib J J O m W ° n .�d N N 0..,�m n fD N m m �_(D N N O p� � II �°o a Jy J � N °2c NN 3m DmoJoy 2 mm mm � m may Nn n$m� vQ T7 m� 5 mw m J n 0. a o SZ- m �.� O O= IIm 7N N =N n"' a N �.O m`< _m N m II m7 O N Nn.7C N .Z' q3 w m a II c o 2� a= �^ c m o = Jf00 c < (D m } J 7 f0 C °O m 3 m N Dl <O= 2 n m N n O- j II O n 0 O nCD C O J II (D ut 2 D O 0 0 D�y .0.,�>• N C m o- II 0 C C fCi� fD II O. N N N N W n m = n - N fD N ... a N 2).N 7 K fD 9@ @ G m °� o o mm o m nm� n m n j N �T.v ?m ic N° n O �D Ol C ti m f/1 O V m II, -°- 0 or O 4 fD 2 m 7 a <O. in m a mm3 m m mm II m m m ? 30 0'e Dy°, c mN.Nn co mI rcy do � � m <. o m v n Q n a go ogo° z a fD = z m m m m a a i m(� N m O O N O O. J 0 N Wd fD s,C fn J 2 O y = d fD `< f J 3 c m c, m N m D m n m 01 `a �° o. N 2 Q m ((Dlu� a) J O fD J 0 .00 G)a — d zc F � � J II < II N 8 (o f�Di� S. c W N C' 7 O »J uS N j �. N M o @ COD p C CD O c N Cn m -J' 0 °2 �� �� m= m v< m m 0 o m a �d m m a C w e On Q N O V �l N =a -m a0 j ._- �v O II II 2 j Nip O.M VJ �h �D CD Cl) N JC J .Z' .�' O N 41 J m 0 O 0 C N NCD F m- °t, mm o O N•N a J m CD _. O°� c N N a N J 5N MfD j O 2 ^C^ O a j W N! �°(1 3 m IJO N < 3 i co ID 3 G V N a J n O. 7 D II O O m f�,T 0 O N F c m ° m CD 0 N pm C f—D° to M' N n- C O CD CD N z II l O N rip, N Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 1834 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 Ceilingk 491 0.026 Wood Frame Wally"'° 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 30y 0.029 9Below Grade Wall"n 10/15/21 int+TB 0.042 51ab 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 Ina resldentlel building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 22. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or 93. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. Lf 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Gredit s la Efficient Building Envelope la 0,5 1b Efficient Building Envelope lb 1.0 1c Efficient uiiding Envelope 1c 2.0 [] 1d 0 icient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilalion 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 0 1.0 3b High Efficiency HVAC 3b 1.0 El 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 U 1.0 5a Efficient Water Heating 5a 0.5 0.5 5b Efficient Water Heating 5b 1.0 U 1,0 5c Efficient Water Heating 5c 1.5 L 5d Efficient Water Heating 5d 0.5 [] 6 IRenewable Electric Energy 0.5 `1200 kwh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions �IQ 11AU2 �'�-.'�'� .S �(� . . �r i v Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci.=continuous insulation, int.= intermediate framing. ''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. e The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration `1.10/15/21.+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. Reserved. 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. .f Window, Skylight and Door Schedule Project Information Contact Information Plan 1834 Width Height Ref. U-factor Qt. Feet inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 10-01 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 1 0.01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet inch Feet Inch Area UA House to Garage Door 0.30 1 2 6 ° 17.8 5.33 Entry Door 0.30 1 3 6 n 20.0 6.00 Vinyl Frame Window 0.30 3 3 5 45.0 13.50 0.30 3 5 5 75.0 22.50 0.30 1 6 6 1 101 41.01 12.30 0.30 3 2 2 1 12.0 3.60 0.30 1 3 4 13.5 4.05 0.30 0.0 0.00 0.30 1 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 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 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 Sum of Vertical Fenestration Area and UA 1 224.31 67.28 Vertical Fenestration Area Weighted U= UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet 1nch Feet "t' 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 siz►ng calculations) 1 224.3 67.28 Simple Heating System Size:Washington State Thishheeling system sizingyalcrllator is based on the Prescnialive Reaulrements of the 2015 Washinaton Slate Energy Code IWSEC)and ACCA Manuals J and S This calculator will calculate healina loads only.ACCA oroced res for si ina coolina systems should be used Io determine coolirxf 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 rninimum 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 W SU Energy Extension Program at (360)956-2042 for assistance. Prorocr!n/o rnallon Contact Information Plan 1834 Heatina System Tyne: All other systems Q Neat Pump To see detailed instructions for each section,place your cursor on the word"Instruclions". Desian Temnoralure Instructions — — Design Temperature Difference(AT) 51 Puyallup _- AT=Indoor(ln dagie-)-Ouldnor Deson Tleau Area of 9uildina Conditioned Floor Area Instructions Conditioned Floor Area(sq M) 1.834 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 8.8 16.139 Glazina and Doors U-Factor X Area = UA Instructions 0,30 224 6720 Skylights U-Factor X Area . UA Instructions 0.50 Insulation Attic U-Factor X Area UA Instructions LR-49 0-026 1.157 30,08 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions L.WectavMue No selection •— Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions 6111IMlrmcdlele 0.056 2,100 117.60 Floors U-Factor X Area UA Instructions a.Io 0.029 r 1.157 33.55 Below Grade Walls(see Figura 1) U•Factor X Area UA Instructions kiSelec a-value �� No selection --- Slab Below Grade is"Flours 1) F-Factor X Lon th UA InstructionsLd — No selection --. Select cwglulatin4 � Slab on Grade(see Ftvura F-Factor X LoL th J UA Instructions i No Slab on Grade in this project. '— Location of Ducts Instructions 1 Duct Leakage Coefficient L conditioned Space 9 1,00 Sum of UA 248.44 Envelope Heat Load 12,670 Btu/Hour Fioure 1. sun,of HA X_IT Air Leakage Heat Load 8,889 Btu 1 Hour Volume 0.6 XAI X 016 ^ • „r,1• Building Design Heat Load 21,560 Btu/Hour A,r Lalulll I Envelope Heat Loss Building and Duct Heat Load 21,560 Btu/[lour -- - Durls re unfondilionod space:Sum of Building Heat Loss X 1,10 Burls in rondi6oned space:Sum of Budding Heat foss X I Maximum Heat Equipment Output 30,184 Btu/Hour Hudding and Duct Host i ass X r40 for For Air Femece Building and Durl l leaf Luse X 1 25 for Heat Pump Date: 04/10/2026 Perm t#: 1602 Permit Date: 08/14/2017 Review Date: 08/15/2017 Perm it Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 08/22/2017 Scheduled Time 00:00 Com pleted Date: 08/15/2017 Description: No land use issues. Review Status: Assigned To: Tim eIn: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 01166900006400 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 9010 170th Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 64Block: Permit#: 1602 Permit Date: 08/14/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 9028 168th Street NE Applicant, City, State, Zip: Arlington,WA98223 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 227287.80 Square Feet: 2244 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 09/05/2017 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- 01166900006400 9 010 170th 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 10/03/2017 R20.SFR/DUPLEX Approved FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 08/15/2017 RESIDENTIAL SINGLE No land use issues. FAMILY 08/15/2017 RESIDENTIAL SINGLE z.Rick Karns FAMILY Fees Fee D escription N otes A m cunt Building Plan Review T able 4-2 $1,577.11 Building Penn i T able 4-1 $2,426.32 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) 1 @$25 $25.00 Mechanical Base P erm i Fee $25.00 Park-Com m nity SF S ingle Fam iy $1,662.00 Plum ling Base Perm i Fee $25.00 M echanical Com m mial Perm i T able 4-7;Per Unit 1 3 @$12 $156.00 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Traffic Mitigation-SF S ingle Fam iy $3,355.00 Wier Heater(Tank) $25.00 Total $9,340.93 Attached Letters Date Letter D escription 08/31/2017 Building Perm i Paym acts Date Paid By D escription P aym a►t Type A ccepted By A m cant 08/31/2017 LGI Hom Es-Washington Check#5156 K ristin Foster $7,763.82 LLC 08/31/2017 LGI Hom cs-Washington Check#5155 K ristin Foster S1,577.11 O ttstanding Balance $0.00 Notes Date Note C reated By: 08/15/2017 Lot 64-Grays Kristin Foster Uploaded Files Date File Nam e 09/06/2017 2582914-1602 Issued Perm i.pdf 08/15/2017 2529865-1602 Site Plan.pdf 08/15/2017 2529864-1602 Apnlication.pdf