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HomeMy WebLinkAbout8916 171st Street NE_BLD1473_2026 '` RESIDENTIAL PERMIT APPLICATION 0 Department of Community&Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223• Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION,DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: �f htll s r j� !� �L Plat: &n DAaz V a- Single-family ❑ Duplex [I Townhouse Addition ❑ /ccessory structure Proposed Area: 1't Floor: 2"d Floor: Garage: Total SF: Describe Proposal (include cross street): Valuation: e� Ae 7-1 �y Owner: �L�j Z M 9M - 1.14 S4, nJC�T-,�- Address: 11 YJ t7A )L rzY { _ L /03 City: ,e�c State:4 Zip Code: ?--� Phone: 5 ® ? / Email: Applicant: U-71 �09?0 4✓I AA-147b J Address: 1 f g/p Ije Amy City: kAXK��✓ State: Zip Code: `T Phone: -� Email �—kVA 5 9- 1�41A5 Contractor: L 4,;,4/tE5 - �{, s l ,�C L-t(a-- Address: f!N0 !y C- r,'�Yr"' S `j43 City: P� State: Zip Code:�9d?q' Phone: r Email: ly(> r./�flrkv�,a� _f�C,(��t�S, �'�lok— Contact Person: License Number: 11 Expiration: 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION 9 0 Department of Community& Economic Development rPlr�GSO 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) 44, Bath/Shower Combo (4.0) x ( Sink(1.5) x r } _ Shower(2.0) x [ Lavatory(1.0) x U Clothes Washer(4.0) x Water Closet(2.5) x [�!- Dishwasher(1.5) x 4 Water Heater x �- Hose Bibb (2.5) x Water Heater Model# Other(list) x Plumbing Section Continued Proposed Water Piping Size: Proposed DWV Material: �fS t( Proposed Piping Material: Proposed DWV Size: r • 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 ®'1 RESIDENTIAL PERMIT APPLICATION y Department of Community&Economic Development •Plr'VGSO" City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace(80+) Model# I f3 AFUE al Heat Pump Model# SEER HSPE �# AC Unit Model# SEER �I Type II Hood 01 Commercial Cooking Appliance Q Hydronic Piping Boiler ❑ Solid-Fuel Appliance L1 PV System ❑ Fireplace Insert Q Outdoor BBQ ❑ Storage Tank Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: �! i {>4 (i_ Pipe Material: �l� �{Pipe Size: � Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: ( v Print Applicants Name: k- .Dous 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 _ BUILDING PERMIT Address:8916 171st Street NE Permit#:1473 Parcel#:0 1166900004200 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:114 10 NE 124th Street,#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: V-B DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NO ICE:Sales tax relating to construction and construction materials in the City of Arl}egttmirtt t be r tied on your sales tax return form and c de ' T `1� / tature Print Name Dat a eascd B Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test) were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New tail pieces will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/6/2017 Building Permit Fee $2,426.32 6/6/2017 Building Plan Review Fee $1,577.11 6/6/2017 Furnace $25.00 6/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 6/6/2017 Mechanical Fee(Enter Fixture Fee) $25.00 6/6/2017 Mechanical Permit Base Fee $25 00 6/6/2017 Park-Community SF $1,662.00 6/6/2017 Plumbing Permit Base Fee $25.00 6/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $156.00 6/6/2017 Processing/Technology Fee $25.00 6/6/2017 State Building Code Surcharge Fee $4.50 6/6/2017 Traffic Mitigation $3,355.00 6/6/2017 Water Heater $25.00 Total Due: $9,340.93 Total Payment: $9,340.93 Balance Due: $0.00 CALL FOR INSPECTIONS [WILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon = SETBACKS NOTES. fROWT 20' .BUILLNNG DIMEN-76WS ARE 70 SYDE 5' FACE OF F0bN0AI76IV •�l/15T S NE REAR 5' •GRADING 9YONN AS DESTQv 14t00 ACTUAL LOCAAOW MAY VARY •SYOWE DRIVEWAY M PUBLIC ROAD 8. •SYL T FENCE TO BE INSTALLED PER aTY 0f'ARL/NGTa S STANDARD N8920'49"W I WA7& \ •SLT fENCr TO BE INSTALLED ON 45.00 SERy(,£ 64ADIENr aDE OIL BUILDING PARa I o • •ODWS7RVCAOW ENTRANCE TO BE INSTALLED PER aTY OF e 4 ° a ° _.� ARLINGTOW S STANDARDS. STORM NOTES.• �7 -- ' •MSC INSTALLED PRIOR TO s - — - - - r 010YYS1RUCAOW °22' •BARE SOILS COVERED W7H MULOY $ S` 20'BS14L 5'PRIVATE ,�'f OR AN07HER APPROVED QUIP N DRI W OY S A •T01°SOIL PER 115170E BMP T5.13 EAS&ViNT (EFF 12-DEPTH) STOWM OYEANLY/T. 5'4 — — •ALL OWSY7E RUNOFF CONNECTED TO CaVNECT RO6F AND I 21.00 i r 10 PRIVATE SXRV STUB FOOANG DRAINS I i 1.33 7.50 PUBLIC U77LITY •SY7E 9YALL BE STABILIZED PRIOR EASEMENT TO BUILDING PERMIT BEING GARAGE" `ram° I RNALIZED SE1ffR I I S/TENOTES.• LIGWNECAGW I �,^� BUILDING I •77QY7LINE FOOnNG DRAINS AND o, o OUMINE W I ROOF DRAINS TO PERMANENT SXRV DRN/NAG£SYSTEM PER o L O 42 o I APPROVED PLAT DRAINA6F PLAN I D RESIDENCE TY1'ROOF O PROPOE 6RAY5--I&M GARAGE R16HT o •AREA Or D137VRBANO£INOYUDES 1,J6.fSF 35 = i EN77RE LOT. 5 1 I 15'00 LEGEND: BLOW OFF £XISANG CGWli7UR I ® NA7E?ME7& �( J PA AO 12 5 B,SBL 4( RRE HYDRANT $ I ( I AIR VAC FINISHED GANTOUR I ® CA7W BASIN 5'BS&I--- L— ( ) I I O afANOY/T \�' I 5'BSBL' I I 2° O MANHOYE 45.00 ar- - - - - - - - -- - - J L-�-`- - - ® BLawALL — — —— — —— — —— 1REZ�REMOVAL N89 20'49"W I G��ER TY SCALE I'm 20' I - LOT 42 SITE PLAN GREGOR Y RARK LG1 HOMES PLAN NO. GRA YS-1834 LOT AREA = 4,320 SF DATE 511212017 PARCEL # LOT 42 HOUSE= 1,369 SF 14711 NE 19rh 71ace,#101 DRIVEWAY= 431 SF MI..,W-Wgf-98007 DESIGNED CORE ADDRESS 8916 171ST ST. 425.885.7077 Fax 425885.7963 WALKWAY/PA AO = 12 SF ��DESIGN PROJECT NUMBER TOTAL= 1,812 SF ENGINEERING PLANNING SURVEYING DRAWN OAF 13024E-GRG00 BUILDING INSPECTION REPORT— Residential Final Permit No. 1473 Address: 8916 171st Street NE Contractor: LGI Homes - Washington, LLC Owner: LGI Homes - Washington, LLC Date: 10/6/2017 ❑ APPROVAL PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: ACCESS: JCS PLUMBING: f - MECHANICAL: Q--� SMOKE DETECTION: 0--- CO DETECTION: 0 LIFE SAFETY: ❑ DECKS: Er HANDRAILS: C PLANTINGS: Q/ WATER: [!�- SEWER: CT-- LIGHTING: CJ FINAL RICAL: 0 BLOWER DOOR/DUCT CERT: ❑ INSULATION CERT: ❑ Date-;-T016/2017 Inspector: Kevin Olan Z CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:8916 171st Street NE Parcel#:01166900004200 Permit#:1473Valuation: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:11410 NE 124th Street,#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `/-B DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASH I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. INGTON RELATING TO 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 O' ICE:Sales tax relating to construction and construction materials in the City of Arlington t be rted on your sales tax return form and c d ity o rl' gton 13 I. �. /7/// � azure Print Name Date cased B Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection. New tail pieces will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION, PERMIT FEES Date Description 6/6/2017 Building Permit Fee Fee Amount 6/6/2017 Building Plan Review Fee $2,426.32 6/6/2017 Furnace $1,577.11 6/6/2017 Gas Outlets Base Fee 1 to 5 $25 00 6/6/2017 Mechanical Fee(Enter Fixture Fee) $10.00 6/6/2017 Mechanical Permit Base Fee $25.00 6/6/2017 Park-Community SF $25.00 6/6/2017 Plumbing Permit Base Fee $1,662.00 6/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $25.00 6/6/2017 Processing/Technology Fee $156.00 6/6/2017 State Building Code Surcharge Fee $25.00 $4.50 $3,355.00 6/6/2017 Traffic Mitigation $25.00 6/6/2017 Water Heater Total Due: 59.340.93 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 -:5-2 -7 s ` Permit Information Date 5/19/2017 Permit Number 1473 Project Name LGI Homes-Washington, LLC Applicant Name LGI Homes-Washington,LLC Applicant Address 11410 NE 124th Street,#103 City, State, Zip Kirkland,WA 98034 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 8916 171st Street NE Valuation 227287.80 Status Applied Permit Issued Permit Expires Square Feet 2244 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Launa Peterson Property Information Owner Information Parcel#: 8916 171st Street NE Contractors Contractor Name Primary Contact Phone = Email Contractor Type License License# LGI Homes-Washington.LLC ake Jabusch 360-353-0588 ake.'abusch I ihomes.com CONTRACTOR jLabor and Industries GIHOHLB57MB Review Date Type Description I Target Date Completed Date -Assigned To Status /19/2017 residential Dwellin 5/2/2017 4rny Rusko In Review /19/2017 IlResidential Dwelling 5/2/2017 PRick Karns In Review Uploaded Files Upload File Date File Uploaded B 5/19/2017 3:22:58 PM 473 Application pdf Peterson,Launa X 5/19/2017 3:22:58 PM 1473 Site Plan.pdt Peterson,Launa x c RESIDENTIAL PERMIT APPLICATION Department of Community&Economic Development 'P City of Arlington • 18204 59th Ave NE•Arlington, WA 98223• Phone(360)403-3551 !IN(;'� 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: ! j S r ` '� f A Plat: 6 0 Z t Single-family ❑ Duplex ❑ Townhouse Addition ❑ /ccessory structure Proposed Area: 1s' Floor: 2"d Floor: Garage: �( �C� Total SF: z Describe Proposal (include cross street): 12- k� l�> 5r Z �" Valuation: Owner: L�a t'-'��Z �� St k<JcTcy\� �L Address: j �(� 1 �Z�( ���-§0 City: Lgek-1 *J' State: Zip Code: 7 U3 Phone: ®7/ �- Email: Applicant: U-71 -W/1S_/ G/47 UPI C b:lz Address: P%D Alf- PY City: LIZ State: Zip Code: Phone: IrH_-_� � Email: 44trAt)AW Contractor: 4 — &�JN_s ,.� '� f,L' — Address: 11'T� u ��- r�y �`� `j�� City: LIEN State: Zip Code: Phone: Contact Person: 4License Number: Expiration: Received MAY 19 2017 1�' LD 1q-73 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development �it�TG City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x Sink(1.5) x / FA Shower(2.0) x Lavatory(1.0) x C Clothes Washer(4.0) x Water Closet(2.5) x [ —Dishwasher(1.5) x C1lVater Heater x WL Hose Bibb (2.5) x Water Heater Model# ( Other(list) x IT Plumbing Section Continued Proposed Water Piping Size: � � Proposed DWV Material: �j S t( Proposed Piping Material. �i4— Proposed DWV Size: All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 �Y °�' RESIDENTIAL PERMIT APPLICATION Department of Community&Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: �n Furnace(80+) Model# !`-/ 2. AFUE ❑ Heat Pump Model# SEER HSPE �1 AC Unit Model# SEER Type II Hood ❑I Commercial Cooking Appliance ❑ Hydronic Piping Boiler ❑ Solid-Fuel Appliance Q] PV System ❑ Fireplace Insert Outdoor BBQ Storage Tank Freestanding Stove Gas Piping p Other Gas Piping Information Not Applicable: ❑ ( n Pipe Material: I (kv a ipe Size: � I� Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: `�_ • New gas piping requires a pressure test to hooking to any appliance • Sediment traps(drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: 2, Date: A ,,,.� 1 Print Applicants Name: i��/{'� , LAWS 6/16LP Page 3 of 3 SETBACKS NOTES.- / FRONT 20' BUILDING DIMEN96YVS ARE TO — 72-WA 7FR .SIDE 5' FACE OF FOUNDAROW REAR 5 •GRAD/NG STIONN AS DESrpV 14400 kifST S7 NE / A07VAL LOCAROw MAY VARY •SLORE DRIVEWAY 70 PUBLIC ROAD 8'MWf SILT FENCE TO BE INSTALLED PER CITY OF ARLINGTOYV S STANDARD N8920'49"w I WA7& •SILT fFVX M BE INSTALLED ON 45.00 6X40EVT STD£OF BUILDING PARO£L I ,oE •O0467RUC7704'EW7RANX TO BE a INSTALLED PD? a7Y Ole ° a ° a a ° ° ° ° ARLINGTAMS STANDARDS STORM NOTES.- - — — — — — — •TES'C INSTALLED PRIOR TO °22' ° — — — — - CVNS7RVCnAN $ �31 _.-. . °BARE SOILS COKRED N17H MULOV �i [:Z=- /V£W,9Y °20'BS9L 5'PRIVATE . 0?AN07HER APPROVED BMP J] �, -4 ° SAXAf �WSW PER NS X BMP 75.13 — — EAMMENT (&T 12"DEPTH) 5'� - -- -- ------- — — •ALL aV97E RIINOI�F CONNECTED TO OGYVNECT ROOF AND I 21.00 i r 10 PRIVA7E ST6RV S7UB FODANG DRAINS I i 1.33 — i PUBLIC UALITY •SITE STIALL BE STABILIZED PRIOR GARAGE ^ i I EASEMENT TO BUILDING PERMIT BBNG .qwi FINALIZED CY.WNEC I '�" BUILD/NG 6� I SITENOTES.- $, OUIUNE �� I R06F DE FOOANG DRAINS AND _ I RG�DRAINS TO PERMANENT LO 142 $ I oo SMRM DRAINAGE SMMY PER `� °j I APPROVED PLAT DRA/NA6F PLAN P ROCF 0 WjWo,NO I ' PROPOSED, ESDEWCE o I ON RLE NPH AI£COUNTY. i 6WAY5--18M GARAGE RIOT i o •AREA OF DISTURBANCE XaUDES ' 1, 9tSF m� i = j EN ARE LOT. 5'�I-- --- - ---------r15' r I LEGEND: BLOW OFF I I EXIS77NG CONTOUR i I ® WA7ER METE)? �(�) 4( FIRE HYDRANT PAAD 12 S�' I $ I �-I 5 BSBL AIR VAC RN/SHED CGWEYIR I I 00 CATCH BASIN 5'BS% (np) O GYEANOUT r5'BSBL I I �� 2� O MANHOLE -- - - - - -- — L-- - - --J I �-�- - ® SLOW WALL 4..5 N8920'49"w _ _ _ J`� eceivec� /PERTY P C NER SCALE I'm 20' I ltE C LOT 42 I �� k' _ SITE I I PLAN GREGOR Y PARK LG1 HOMES PLAN NO. GRA YS-1834 LOT AREA = 4,320 SF DATE 511212017 PARCEL # LOT 42 HOUSE= 1,369 SF 14711 NE 291h Pl.-,#101 DRIVEWAY= 431 SF d5iit Wiem,,W°,hi,91o,�99007 DESIGNED CORE ADDRESS 8916 171ST ST. 425.885.7877 Fax 425.885.7963 WALKWAKIIPARO = 12 SF ��DESIGN PROJECT NUMBER TOTAL= 1,812 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 �.1. NASH&ASSOCIATTES n ARCHITECTS r PLAN 1834 BEAM, LATERAL & SEISMIC CALCULATIONS 2 REGISTERED j� ,cj� C® � ' GA."fTHOMAS NASH STATE OF WASHINGTON Received MAY 19 20" i -bub 14- 3 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: NASH&ASSOCIATES BEAM DESIGN DATA PROJECT: ARC11[T1,;c rS 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 IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600.000 6" Beam: Douglas Fir #2 fv = 170 fb = 675 PSI E = 1,300.000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 650 PSI E = 1,300.000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF'HI) E = 1,800.000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-113 Date:7/20/16 Selection 4x 8 DF-L#2 Lu=0.0 Ft ondjCon NDS 2015 Min Bearing Area R1=2.9 in' 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 W 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 QW) Shear(in') TL Defl(in) LL Defl Actual 30.66 25.38 0.07 0.04 Critical 23.27 11.47 0.25 0.17 Status OK OK OK OK Ratio 76% 45% 27% 21% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:450 Uniform TL: 720 =A Uniform Load A 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: 7/20/16 Selection 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 rBearn eam Span 5.0 ft Reaction 1 LL 4770# Reaction 2 LL 1180# Wt per ft 13.08 # Reaction 1 TL 8113# Reaction 2 TL 2193# m Wt Included 65# Maximum V 8113# Max Moment 8041 W Max V(Reduced) 7961 # TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(ice Shear(ins) TL Defl(in) LL 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 FcJL(psi) Values Reference Values 2400 240 1.8 650 Adlusted 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 o Point LL Point TL Distance Par Unif LL Par Unif TL Start End 5850 B=9760 1.0 100 H= 160 0 1.0 I =80 1.0 5.0 Pt loads: Z R1 =8113 R2=2193 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. - ��� - -- -- -----' --- ---- ---- ----- - -------- - - ' - :' . - '^ / / r / � � / / / / . / ^ 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 FcJ. (psi) Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 Adjustments CIF 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 Z' R1 =895 R2=895 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. - - s �^ � -- ------ - - - ---' - -- --- -------- - ^ / ^. . ' . ^ . � � � . . . � . - � � Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 7/20/16 Selection 13-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.3 in' R2=5.3 in (1.5)DL Defl= 0.05 in Recom Camber=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 W 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 in' 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 Fc1(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 _ Adjuslments 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 J 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 in' 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 W Max V(Reduced) 1220# TL Max Defl L/240 TLActual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in' TL Defl in LL Defl Actual 49.91 32.38 0.03 0.02 Critical 25.18 10.16 0.26 0.18 Status OK OK OK OK Ratio 50% 31% 13% 14% Fb si Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 Adjustments CIF 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 Uniform Load A R1 = 1727 R2= 1727 SPAN=5.25 FT Uniform and partial uniform loads are lbs per lineal ft. i Plan 1834 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-A Date: 7/20/16 Seloction 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.5 inz R2= 1.5 in' (1.5)DL Defl= 0.11 in Data Beam Span 14.0.ft Reaction 1 LL 525# Reaction 2 LL 525# 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 Defl L/825 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(ins) 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) Fc1(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 Adiustments CIF 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 R1 =907 R2=907 SPAN= 14FT 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 5-1/8x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=8.6 inz 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'# Max V(Reduced) 4716# TL Max Defl L/240 TL Actual Defl L/411 LL Max Defl L/360 LL Actual Defl L/752 Attributes Section(in') Shear(inx) 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 (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adiustrnents 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 l _ R1 =5589 R2=5589 SPAN= 16FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: _ I— NASH&ASSOCIATES WIND AND 5E 15M I G DESIGN DATA PROJECT: It C 11 1 1 r.( I'S PER 2015 IBG DATE:_ NAME: WIND DESIGN GRITERIA DESIGN PER ASCE 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL FRES51JRE COEFFICIENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS,5TRUGTURE5,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DESIGN,ALLOWABLE 5TRE55 DESIGN,EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS,AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS,STRUCTURES,AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 160q AND A5GE 7-10 51MPLIFIED METHOD TO BE U5f.P FOR WIND DE516N PER ASCE "1-10,SECTION 275 (BUILDING HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE Iq.6 PSF PER TABLE 27.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306. 5TRUGTURE-5 USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RE515T WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROV1510N5 OF SECTIONS 2305-2306 5E15MIG DE51ON DATA DESIGN PER A50E 7-10/SEGTION 1613 I. SEISMIC IMPORTANCE FACTOR Is 1.00 2. SHORT PERIOD ACCELERATION Ss 1.66 'see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0.-1h8 "see footnote at bottom of page 4. SITE CLA55 D (default class per IBG) 5. SPECTRAL RESPONSE GOEFFIGENT 50, OA72 $see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFIGENT 500 0.748 6see footnote at bottom of page 7. SEISMIC DE51GN CATEGORY D 8. SEISMIC, FORCE RESISTING SYSTEM PLYWOOD SHEAR WALLS 4.DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC, RESPONSE COEFFICIENT CIS 0.15 11. RESPONSE MODIFICATION FACTOR R 65 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 7-10,SECTION 12.11.2 IN 5TRUCTURE-5 ASSIGNED TO SEISMIC DE516N CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10, SECTION 12.10.2.1 BASE SHEAR V= (I= 5DS/R) W ANCHOR BOLTS: 5/8" DIA X 10",A30-1 OR BETTER W/7" MIN. EMBEDMENT.V= 1104#/BOLT • PER U565,THE MAXIMUMS,IN THE STATE OF WASHINGTON 15 0.748. ALL SEISMIC DE516N VALUES USED IN TH15 ANALY515 ARE BASED UPON THIS NUMBER. SINGE 51 IS LESS THAN 0.75,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 0. i i i 3 � L 0 CL J I i i i i i i i i i i i t i 0 � x o � L`. k o � N � r N _ S -e. LATERAL CALCULATIONS CLIENT. NASH-ASSOCMM WIND WORIGSHEET PROJECT_ _- — li ARC11ITECTS DATE: 65 MPH/110 MPH= NOMINALJULTIMATE WIND SPEED NAME: 19.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE � ) SHEAR UNIT SHEAR W x H x (see chart or wind pressure WALL SHEAR WALL 0 specified height.) LENGTH Qt) (#/ft) TYPE /yp /7,sXR u(l, ef,6 1 J /4/p Zr 3007 33 / x 3 : 30 �K C�7, r � ra,6 3 0037 f 5 l 3 s^ Z/n 61'('7, M- X/qe 6 4- -7 6/7,t—kG)derI 703 7 (-7,E*a X t re e 6 I *20 J 7 r 7k 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH-ARCHr=TS.COM 711 CLIENT: NMHkAMOCIATO SEISMIC ANALYSIS PROJECT: ARCIIITF.CTS DATE: NAME: 1 Weight of Building: Roof Assembly. Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50///ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses W 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 - 2.26#/ft R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft 1st & 2nd Floor Assembly. Caret / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4' T&C Plywood - 2.50 /ft 3/4" T&G Plywood - 2.50#/ft 2x10 0 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#/f t Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior Wall Assembly: Exterior Wall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 0 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x6 6 16" o.c. - 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 /ft Use 8.00#/ft 1/2" GWB - 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) 828-4117 Fax (425) 822-1918 WWW.NASH-ARCHITECTS.COM CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: — t7RC1iITECTs DATE: NAME, 2 SEISMIC: V = (C„) (Wdl) (Plywood) 2nd Level• Roof: (.Asphalt / Cedar Shake) 10#/ft X_ 115 7 sf = I15 7b or (Tile) IB#/ft X_ sf = - Exterior Walls. L x 10#/sf x 1/2 (h) / � Slob (E� 10yto k Interior Walls: L x B#/sf x 1/2 (h) /5OX0 TOTAL = G 7 6 lot Level• Roof. (1st Floor Roof) 10#/ft X sf = 2nd Floor. 10#/ft X /(�'�j�', sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) t 9Ud (E fG00*- Iwo wo k L& f- 1) Interior Walls: (I + L x B#/sf x 1/2 (h) TOTAL = ?V w& 0 SzCr30- Basement lot Floor. 10#/ft X_ sf = Exterior halls: (El) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x B#/sf x 1/2 (h) TOTAL: - 111144 N.E. 110th St. Kirkland, WA 911033 (425) 1129-4117 Fax (425) 822-11111 WWW.NASH-ARCHITECTS.COM [� ASSOCIATES cL�N�r ARCHITECTS SEISMIC ANALYSIS PROJECT.DATE. NAME: 3 BASE SHEAR: BA5E SHEAR V= (F 5.,/R) ►1 V= F (.g72)/65= .W LEVEL 2: Wdl L << (� s 0.149 = LEVEL 1: Wdl 301 # x 0.149 = TOTAL: Wdl 1 Z # s 0.149 = -7/9� L? (v) Level Dead Load He i ht Momen Shear @ Stor (Wdl) (h (Wdl)(h)t Fx = [(Wd1)(h)TV Remarks (Wdl)(h) 2 7j11j l� � �� 3gK� 2l�� a 3 Z &q -L Z. 1 6�8.2 3< �t Total 11644 N.E. Both Sk Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH-ARCHITECTS.COM r t NASH•ASSOQATES CLIENT. A R C FI I'I'is C'1'ti SEISMIC ANALYSIS PROJECT: DATE: NAME aa 4 — d Zr - - — 00paal X s s �ZW O S S U �0 N F lei �- E- - �x cr N M tV A w � N N N N v- \ N ti ti N N V'9 l� M zN ter yA1644 N.E. 80th St. Kirkland, WA 98033 (426) 828-4117 Fax (426) 822-1918 'y WNW.NASH-ARCHITECTS.COM CLIENT: NASH&ASSOQATES SEISMIC ANALYSIS PROJECT: AItCF1ITECTS DATE- 5 Redundancy Factor (p� 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 l (-Icer tf !z2 r 3s' 2. Maximum actual shear Vmax = Largest seismic wall shear I u q s- —, 31 L1 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) D� w110 C200 Rt& J 11644 N.E. 80th St Kirkland, WA 98033 (425) 828-4117 Fax (425) 622-1918 WWW1 NASH—ARCHITECTS.COM // 11 2 ti _IBlI ilk II : 11 �1 �I cu 84 �, 11 I� 11 _ N 11 --� 1 11 „ „ Receivej = --_- BMC �TRUSS LAYOUT ®a® v� MiTek 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. MBA L 6 WAS 51398 4, CISTER I � 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 Ply LGI HOMES 1834-A RF dcc R50439727 1834-A Al Common Supported Gable 1 1 Job Reference(optional) BMC, EVERETT,WA 982C 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:52 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-Dkt_Wzg4wWHyw_g4B W309QKORHhaXGKRSIK58PzKjOb 1.0.0 134-D 2&0-0 r27.0.0� 1-0-0 13-0-0 13-0-0 1-0 0 Scale=1:45.0 4x5 H G 1 5.00 12 AD AE F J AC AF E K D L C M AB AG B N ° I$ 3x4= AA Z Y X W V U T S R Q P 3x4= 3x4= 26.0-0 I 26-" LOADING (psf) SPACING- 2-0-0 CSI. DEFLloc) TCLL 25.0 . in ( Ildefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 011 Vert(LL) 0.00 N n/r 180 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 006 Vert(CT) 0.00 0 n/r 180 BCLL 0.0 Rep Stress Incr YES WB 008 Horz(CT) 0.00 N n/a n/a ©CLL 10.0 Code IRC2015/7PI2014 Matrix-R Weight:103 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. 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 less at joint(s)B,W,X,Y,Z,AA,U,S,R,Q,P,N Max Grav All reactions 250 Ib 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 ll;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 ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;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 R1 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. ,�� OY WASH! 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 �O {� 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. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B,N. r10 51398 q� SSrONALE�O May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSBA9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,219 N.Lee Street,Suikt 312,Alexandria,VA 22314. Suite 109 Cjj,L4I Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc R50439728 1834-A A2 Common 3 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:53 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-hwRNjlrihpPpY8FGkEadiet4zhskGhXbgy4egszKjOa 1.0.0 5.9.14 13-" 19.2-2 26-0.0 27.0.0 1-0-0 6-9-14 6.2.2 6-2-2 6-9-14 j1-0 Scale=1:44 9 4x5= D 5.00 12 M N 2x4\\ L 0 2x4 C E u, K P B F G Id J Q R I H 3x6 3x4= 3x4=3x4= 3x6 �- 8 1010 17-1.6 _ Z•,;.p- --I 8-10.10 B-2.13 E-10-io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 057 Vert(LL) -0 19 H-J >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 070 Vert(CT) -0.35 F-H >864 180 TCLL 7 0 Rep Stress Incr YES WB 014 Horz(CT) 0.08 F n/a n/a BCDL iC 0 BC 0.0 Code IRC2015frPI2014 Matrix-R Weight:89lb 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 Horz B=-70(LC 17) Max Uplift B=-67(LC 12),F=-67(LC 13) FORCES. (lb)-Max.Comp./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.11;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 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,with BCDL=10 Opsf 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. ,t9 OF WASj�I� y0� R 51398 r Fvr"'rvo ° �s'r10NAL��G May 2,2017 AWARNING-Ver/ty 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 Nil building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit)312.Alexandria,VA 22314. Suite 109 Citr 0 Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc R50439729 1834-A B1 FINK 1 1 job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industlies,Inc. Mon May 01 23:23:54 2017 Page 1 ID:gQTPfnxdyOrLfhtHPy2cYvyBXw9-96?IxerKS7YgAlgSlx5SEfQFm5Cc?8wkvcpBDlzKjOZ 1-0-0 6-9-14 13-0-0 0- 33-8-0 34-8-0 -0'I -0 6-9-14 6-2-2 3-10-0 2-0-2 14-5-14 -0-0 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 4xe—_ GABLE END DETAILS AS APPLICABLE,OR CONSULT E QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. 5.00 12 D AE L AF AD N P di D K r R AC S AG B T �A D I AA AH At Z Y 3x6= 3x6=I 7-1-8 zr4= 3x4 = Sx8= X f W � 3 8-10-10 17.1.6 33-" 8.10.10 8.2.13 10.6.10 Plate Offsets MY)— IZ:0-1-12.0-3.41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 2 0) (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.19 Y-AA >999 240 MT20 185/148 Lumber DOL 1.15 BC 0.73 Vert(CT) -0.35 B-AA >891 180 TCLL 7 0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.08 T n/a n/a BCLL 0.0 EjCOL 10.0 Code IRC2015/TP12014 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,0 WEBS 2x4 HF No.2 REACTIONS. All bearings 8-1-8 except Qt=length)B=0-5-8 (lb)- Max Horz 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 atjoint(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=-299/63,E-G=-283/84,G-1=-270/86,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=-1730/146,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.11;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 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 69 non-concurrent with other live loads. �1� F WASH 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 Q �� 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. ` 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,X,W,V 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chordRFrl3T9 R� ' £SSjUNAL F�� May 2,2017 WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N Lee Street,803 312,Alexandria,VA 22314. Suite 109 Qfts Hel his,CA 95610 _ Job Truss Truss Type Oty Ply LGI HOMES 1834-A RF dcc R50439730 1834-A B2 Common 3 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MITek Industries,Inc. Mon May 01 23:23:55 2017 Page 1 . . ID:gOTPfnxdyOrLfhtHPy2cYvyBXw9-dJZ78 syDRgXnSPfsec5n3yPWXZkSMu8GZgkzV4OY }1-�L i1- 1 . . 7- 1 0-0, 6-0-9 5:-12 5�-12 5 4.12 5�-12 6-0-9 0.0 Scale=1:57.2 4x5= E 5,00 12 3x4 N O 3x4 D F 2x4 2x4 C G M P _ B H A I I� 4x5= L K J a 4x5= 3x4= 5x8= 3x4= 8 8 14 16_10.0 24-11-2 334-0 8.1-2 8-8-14 Plate Offsets MY1— (KA-4-0.0.3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 25.7.0 Plate Grip DOL 1 15 TC 061 Vert(LL) -0 22 K >999 240 MT20 185/148 BCDL (Roof Snow= Lumber DOL 1 15 BC 0 81 Vert(CT) -0.41 K-L >974 180 Rep Stress Incr YES WB 0 76 Horz(CT) 0.14 H n/a n/a BCDL 10.0 BCLL 0.0 Code IRC2015/TPI2014 Matr-x-R Weight:129 lb FT=10% g 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 Horz B=89(LC 16) Max Uplift B=-81(LC 12),H=-81(LC 13) FORCES. (lb)-Max.Comp.IMax.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=0I1040,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 `e 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,H. 51398 w� OTC ��fsreR� `�`" sStnNAL 0G May 2,2017 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek is always required for stabddy and to prevent collapse with possible personal Injury and property damage- For general guloance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPH Quality Criteria,DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314- Suite 109 Citrus Helahts.CA 95610 , Job Truss Truss Type ri ty Ply LGI HOMES 1834-A RF dcc R50439731 1834-A B3 Common 1 Job 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 6.0.9 11-5-4 ID:gQTPfnxdyOrLfhtHPy2cYvyBXw9.6V7VMKtb_koOPb rQM8KKGVcpvugTwZINwIIHAzKjOX u1_QoQ� I 6.0.9 5A-12 1&10.0 I 22.2.12 26•@ 15 It 5-0-12 5-0-12 4$3 4x5= Scale:1/4"=l' E N NF 5.00 12 3x4 MD 6 2x4 �� G C 0 L N _ B K 1 3x6= J _ H 3x4 = 5x8= 3x4 — 2x4 I I 8 8 14 16-10.0 24.11-2 8.8.14 8.1.2 8-1-2 1 9 13 Plate Offsets(X•Y)_ IJ:0-4-0.0.3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.47 Vert(LL) -0 14 B-K >999 240 MT20 185/148 (Roof Snow=25.0)TCDL 70 Lumber DOL 1 15 BC 0.68 Vert(CT) -0 31 B-K >999 180 Rep Stress Incr YES WB 0 70 Horz(CT) 0 06 H n/a n/a BCDL 10.0 BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:114 lb FT=10% g 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=-567/73, 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=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 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 j 1 the responsibility of the fabricator to increase plate sizes to account for these factors. "� e 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a>r OF WAS �f-�� 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 �4y will fit between the bottom chord and any other members. �r� 8)Refer to girder(s)for truss to truss connections. C�0 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H. v0� R 51398 �SSJONAL E�G1 May 2,2017 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall NN 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 ANSIrrPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N Lee Street,Suit)312.Alexandria,VA 22314. Suite 109 Cllr nu.CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc R50439732 1834-A 134 Common Supported Gable 1 1 Job Reference o lional 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-ahhtZguDl2wF1IZ1z3fLsU2tAl01CWAba2spdzKjOW 16-10-0 33.8.0 -0 16-10-0 16-10-0 Scale=1:57.7 4x5 = J I K 5.00 12 H AJ AK L G At MAL F N E M..` 0 D P AM C 0 AH R _ B A I$ 3x4= AG AF AE AD AC AB AA Z Y X W V U T S 3x4 = 5x6 33.8.0 33.8.0 _ Plate Offsets(X Y)-- (Z:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 25.7. Plate Grip DOL 1 15 TC 0.11 Vert(LL) 0.00 A n/r 180 MT20 185/148 (Roof Snow= Lumber DOL 1 15 BC 0.06 Vert(CT) 0.00 A n/r 180 TCDL 0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 R n/a n/a BCLL 0.0 Code IRC2015f rPI2014 Matrix-R Weight:148 lb FT=10% BCOL 100 9 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. (lb)- Max Horz B=93(LC 16) Max Uplift All uplift 100 Ib or less at joint(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=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 Comer(3)-1-0-0 to 2-4-6,Exterior(2)2-4-6 to 13-5-10,Corner(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 perANSIITPI 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 RR it L 8)Gable requires continuous bottom chord bearing e 9)Gable studs spaced at 2-0-0 oc. WAS `f 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 Q� will fit between the bottom chord and any other members �O 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. o� 51398 Q �G/STV, `�xv 10 AL �u May 2,2017 AWARNING.verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is far 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,DSBA9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,SuA 3 312,Alexandra,VA 22314. Suite 109 Citrus Heights.CA 95610 Job cuss �on:0.Supported us Qty Ply LGI HOMES 1834-A RF dcc R50439733 1834-A C1 Gable 1 1 Job Reference(optional) BMC, EVERETT.WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:58 2017 Page 1 ID:gQTPfnxdyOrLlhlHPy2cYvyBXw9.2uEGfnDurWM26fv8EXnAoPha2wlk?)_JKgEnPM3zlgOV r-7_�-0 10-8•0 r 21-0-0 1-0-0 10-0-0 10-6-0 Scale=1:36.9 4x5= G 5 00 FIT F H Y Z E D J a x C K AA 8 L 3x4= W V U T S R Q P 0 N 3x4= 3x4 = 21-0.0 21.0.0 LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25. TCLL 20) Plate Grip DOL 1.15 TC 011 Vert(LL) 0.00 L n/r 180 MT20 185/148 TCLL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 M n/r 180 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 L n/a n/a BCLL .0 BCDL 10.0 Code IRC2015rrP12014 Matnx-R Weight:78 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. OTHERS 2x4 HF No.2 REACTIONS. All bearings 21-0-0. (lb)- Max Horz B=-57(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)B,T,U.V.W.Q,P.O.N.L Max Grav All reactions 250 Ib or less at joint(s)B,S.T,U,V,W,Q,P,0,N,L 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 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 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. $RRI[ 9)Gable studs spaced at 2-0-0 oc rI1 8 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `O� F WASy� 7>� 11) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members �O 12) Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)B,T,U,V.W,Q, P.0,N,L. 51398 Fo►s �s`rIONAL��b May 2,2017 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of Individual truss web andlor chord members only.Additional tempora•y end permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,OSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,216 N Lee Street,Suito 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc R50439734 1834-A C2 Common 3 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8,010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:59 2017 Page 1 ID:gQTPfnxdyOrLfhtHPy2cYvyBXw9-W4oe MvTH1AzG3jQ5Uhlxv79r6yugOWT3uXyuVzKjOU I 5-6-14 10.6-0 15-5.2 0.10-5 58-14 4-11-2 4-11-2 5.5.4 Scale=1:34.3 4x5= C 5 00 12 K L 2x4\\ J M 2x4 8 D w I N A E N o I$ H G F 3x4= 3x4 = 3x4= 3x4= 3x4= 7.2-10 k 13 9 6 i 7.2.10 08 13 7.1 n LOADING (psf)TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 035 Vert(LL) -0.08 A-H >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.18 A-H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.05 E n/a n/a BCDL 10 0 Code IRC2015/TPI2014 Matrix-R Weight:69 lb FT=10% 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;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)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 RiZ11 L AXV o WAsk v0�o �51398c�,� 4P C/STER �sS7�NALE�G May 2,2017 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall buildJng 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 avallable from Truss Plate Institute,218 N.Lee Street,SuHn 312,Mexandf s.VA 22314 Suite 109 Ceru;H"l hts CA.95610 _- ti Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc �f R50439735 1834-A C3 Common Girder 1 2 Job Reference o Bonal 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 WCtPljdHYG WQyzKjOT 3 5.&14 1 15-5.2 20.10-6 5-6-14 4.11-2 4-11-2 5-54 Scale=1:33 9 4x6 I C 5.00 12 4x6 J K 4x6 B D d' d A E � N I H G F 4x12 = 3x10 II 12x12 =6x12 MT20HS= 3x10 II 6x8 = 5.6.14 10-6-0 15-5.2 5-6.14 4.11-2 4.11-2 5-5A Plate Offsets(X,Y)— 1A:0.6-0.0.1-51,IE:0-3.1,Edoe1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 250.0 Plate Grip DOL 1.10 TC 0.72 Vert(LL) -0.21 H-I >999 240 MT20 18511148 (Roof Snow=25 0) Lumber DOL 1,15 BC 0 0 93 Vert(CT) 0.35 H-I >709 180 MT20HS 165l146 BCDL Rep Stress Incr NO WB 063 Horz(CT) 009 E n/a n/a BCLL .0 BCDL 10.0 Code IRC20151TPI2014 Matrx-R Weight:192 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF 1 GOOF 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=-120731967,B-C=-8284/671,C-D=-8284/672,D-E=-11990/961 BOT CHORD A-1=-903/11072,H-1=-903/11072,F-H=-6 4411 0 9 7 4,E-F=-844/10974 WEBS C-H=-439/5986,D-H=-3771/367,D-F=-176/2858,B-H=-38781375,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(8)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;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6 Opsf;h=25ft;Cat.ll;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 ll;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. `�' 11 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is rO e the responsibility of the fabricator to increase plate sizes to account for these factors. t� WAS R f 7)All plates are MT20 plates unless otherwise indicated. J 0' 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads r✓P TO 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) A=498,E=497. 4 11)Girder carries tie-in span(s):27-0-0 from 0-0-0 to 20-10-6 10 51398 LOAD CASE(S) Standard �0/1 �f 11STE��� `�kv 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 SSIONALF�� Uniform Loads(pit) Vert:A-C=-64,C-E=-64,A-E=-538(B=-518) May 2,2017 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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 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 ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Sulb3 312,Alexandria,VA 22314, Suite 109 Carus Hei his CA 95610 Job Truss Truss Type Qty my LGI HOMES 1834-A RF dcc R50439736 1834-A D1 Common 3 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8,010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:00 2017 Page 1 ID:gQTPfnxdyOrLfhtHPy2cYvyBXw9-_GMOBiw52zlquDHCfCCGU69L 1 WNrPurdHYGWQyzKjOT -1-0-0 5.0-0 10-0.0 11-0-0 1-0-0 5-0-0 5-0-0 1 0 0 Scale=1:21.9 3x6= C 5,00 12 H G B D A IHI E Id F 3x4= 2x4 II 3x4 = i0- 5-0.0 5.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ltd PLATES GRIP TCLL 25.0 D L 25. Plate Grip DOL 1 15 TC 0,26 Vert(LL) -0 02 B-F >999 240 MT20 1851148 (Roof Snow= 7. Lumber DOL 1 15 BC 023 Vert(CT) -0 04 B-F >999 180 BCD 0.0 Rep Stress Incr YES WB 0,04 Horz(CT) 0.01 D n/a n/a BCDL 0.0 Code IRC2015(TPI2014 Matra-R Weight:29lb 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 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. (Ib)-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.II;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 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 Iliad 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. MF,RRu l b WASyfYCJ�� O �FGIsTTR4�. �sS1�NALU'`��` May 2,2017 WARNING-Ver/ly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members,only Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-09 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 Chr ei Ms CA 95610 Job Truss Truss Type Qty JPly LGI HOMES 1834-A RF dcc R50439737 1834-A D2 Common Structural Gable 1 1 Job Reference(optional) 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-STwOP2xjpHQh WNsoCAVOKC Wnwj48L5m WC03yOzKjOS r 4-0�0 r 10-0.0 it-0.0 1-0-0 5-0-0 5-0-0 1-0-0 Scale=1:21 9 • 3x6= C 5.00 12 2x4 11 2x4 I L K B D A E I$ 2x4 11 F 2x4 11 3x4= 2x4 3x4 = i 5-0-0 I 10.0.0 5-0-0 5-0.0 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.26 Vert(LL) -0 02 B-F >999 240 MT20 185/146 BCDL (Roof Snow=25.7 0.0 B Lumber DOL 1.15 BC 0.23 Vert(CT) -0 04 B-F >999 180 Rep Stress Incr YES W 0.04 Horz(CT) 0 01 D n/a n/a BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-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.II;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 • 9) This between the bottoms herd r a live load of other members on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,�� O;WA will fit H 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. ADO ,�8 51398 O1Sq'81� �sSt�NAL�O May 2,2017 A WARNING-Varlfy 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 fabdcatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 Quality Criteria,DS849 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suko 312,Alexandria,VA 22314. Suite 109 CitrusI hl CA 95610 • , � ,1 Job Truss Truss Type Oly Ply 1 LGI HOMES 1834-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 I D:gOTPfnxdyOrLfhtHPy2cYvyBXw9-wfUmcNxLaaYY7XR?mcEkZXlkgJ6llo?wlsldVgzKjOR 0 1.0.0 1-11-11 0 -5 Scale=1:8 6 E C r 5.00 12 B A Id 3x4= I, 1-11.11 2�- -0 1-11.11 0-0.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 D Plate Grip DOL 1 15 TC 0.12 Vert(LL) -0 00 B >999 240 MT20 185/148 (Roof Snow=25.7. Lumber DOL 1 15 BC 004 Vert(CT) -0 00 B-D >999 180 BCDL 0.0 Rep Stress Incr YES WB 000 Horz(CT) -0 00 C n/a n/a BCDL 100 Code IRC2015/TPI2014 Matrix-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(Ib)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. �ERRILL 8 ,ti9 o f WAs �, 51398w� FaisRN �SStONAL ECG 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 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 ANSIrrPII 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc R50439739 1834-A J2B Jack-Open 1 1 Job Reference o tional 8MC. EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Man May 01 23:24:02 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-wRJMcNxLaaYY7XR?mcEkZXIiwJ6lto?wlsldVgzKjOR r -1-0.0 2fiy i 3-N-11 1-0-0 2-M 1-11-11 Scale=1:12 9 C - I$ 500 12 E n co B dI A 3x4 = D __ -0 -0� 2 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25 O 7. Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.00 B >999 240 MT20 185/148 (Roof Snow=25. Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 B-D >999 180 TCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCDL 100 g BC 0 0 Code IRC2015rrPI2014 Matrix-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 oc bracing REACTIONS. (lb/size) C=116/Mechanical,B=218/0-3-8,D=20/Mechanical Max Horz B=55(LC 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.ll;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 BRILL 8 ,� OF WASP.,. �t>, GT cQ O 51398 a STE �SSr�NAL ECG May 2,2017 A WARNING-Varlfy design paamefers 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 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 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 ANSVTPI1 quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilu 312,Alexandra,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc R50439740 1834-A J2C 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:gOTPfnxdyOrLfhtHPy2cYvyBXw9.Or29*_LugOlgOBKKmz6llm7jRXcFF3_W VA1 GzKIOQ uL-0.0 2-0-0 i 5.11.11 1-0.0 2-0-0 3-11-11 Scale=1:17.3 C Id 5.00 12 • E m d' N [V B A 3x4 = D r 2.0-00-0 2. { LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 2 Plate Grip COL 1.15 TC 066 Vert(LL) -0 00 B >999 240 MT20 165/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 004 Vert(CT) -0 00 B-D >999 180 BCLTCLL 7.0 Rep Stress Incr YES WB 0 00 Horz(CT) -0 00 C n/a n/a BCDL 10 0 Code IRC2015/TP12014 Matrix-R Weight:11 lb FT=101% 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;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. t,�RRILL e ati9 o f wAsk4y' �, �sslONAL EEO May 2,2017 A WARNING•verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411•7473 ray.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 buss web andlor chord members only.Aciddional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with posslblo personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,ereclfon and bracing of trusses and truss systems,see ANSlrrPl1 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information avadab!o from Truss Plate Instdute,216 N Leo Stroet.suds 312,Alexandria,VA 22314. Suite 109 Citrup.Heights CA 95610 Job Truss FJACK ype Qty Ply LGI HOMES 1834-A RF dccR50439741 1834-A J14A 3 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:01 2017 Page 1 ID:gQTPfnxdyOrLfhtHPy2cYvyBXw9-STwOP2xjpHQh WNsoCAVOKCZOwmP8LImWC03yOzKjOS -1.0-0 1 A-0 1.0.0 141-0 Scale=1:7 3 C 5.00 12 B c`7 0 A 3x4 = 1-4-0 14.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 TCLL 7.0 Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 B >999 180 Rep Stress Incr YES W 0.00 Horz(CT) -0.00 C nla n/a f3CDL 0 100 BC .0 B Code IRC2015ITP12014 Matrx-R Weight:5 lb FT=10% 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=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat.II;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. �E�LL 6 WAS 4!I, 0 vd 51398 arm SSrONALE�� May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. K Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ;�building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the M 1le k fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSBd9 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N Lee Street,Suibr 312,Alexandra,VA 22314. Suite log CO-H i Ms.CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc R5D439742 1834-A J66A Jack-Open Girder 1 1 Job Reference D tlonal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:04 2017 Page 1 ID:gQTPfrurdyOrLlhtHPy2cYvyBXw9-tl cX13zc5CoFNgbNu 1 HCeyq 1 T7iDLiVCC9EjZjzKjOP -t 0A t 1L1t 6-" 1.0.0 1-11-11 44-5 Scale=1:14.0 C 5.00 12 8 A Id E F G D 3x6= 1-10-1b 1.1,1L1+ "-0 1-10-15 Gd`Z 4£-5 —I LOADING (psf)TCLL 250 SPACING- 2-0-0 CSI- DEFL. in (loc) I/defl Ltd PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0 06 B-D >999 240 MT20 185/148 TCDL 70 Lumber DOL 1.15 BC 033 Vert(CT) -0 11 B-D >671 180 BCLL 0.0 Rep Stress Incr NO WB 000 Horz(CT) 000 C n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix-R Weight:11 lb FT=101% 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 11;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 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. 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 8 lb `G' ILL 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 r� of others. WAS 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard 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) Vert:G=-6(F) �QA '��ISTE�Gv �SSI�NAL��G♦` May 2,2017 AWARNING-Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storago.delivery,erect on and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSB-09 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Slrool,Suite 312,Alexandria,VA 22314. Suite 109 CitrusH i hts CA 95610 _ i _ � Job Truss Truss Type Qry JPly LGI HOMES 1834-A RF dcc R50439743 1834-A J66B Jack-Open 1 1 Job Reference o t onal 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:gQTPfnxdyOrLfhlHPy2cYvyBXw9-tt cX13zc5CoFNgbNu 1 HCeyg2J7iFLi VCC9EjZjzNOP -1•QO i 3.11-11 1 N-0 1-0-0 3.11.11 2E-5 Scale=1:14.0 C 5.00 12 E B � A Id D 3x4= 3.10.15 0 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP (Roof Snow=25. TCLL 20) Plate Grip DOL 1 15 TC 024 Vert(LL) -0 O6 B-D >999 240 MT20 185/148 7. TCDL 0 Lumber DOL 1.15 BC 032 Vert(CT) -0,13 B-D >565 160 Rep Stress Incr YES WB 0,00 Horz(CT) -0.00 C n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matnx-R Weight:14 lb FT=10% BCDL 100 g 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=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;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 8 ,19 WAsxr,�'�f� 51398 � °.� FoISTE �SSZONAL May 2,2017 ,&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 W1 building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,210 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 s H i h pA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc R50439744 1834-A J66C Jack-Open 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:24:05 2017 Page 1 I D:gQTPfnxdyOrLfhtHPy2cYvyBXw9-LEAvEP_EsVw6_AaRloRBAN8KX2u491MRp_H59zKj00 1 -.0-0 r &11.11 8$•0 tr 00 5-11-11 0.6-5 Scale=1:16.8 C 5 00 >_2 rot B i A IA 3x4 = D 1 5-11.11 6§-0 5.11-11 1 OS•5 T (ps2 CLL 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1 15 TC 0.55 Vert(LL) -0 07 B-D >999 240 MT20 165/148 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 BCOL 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=76(LC 12) Max Uplift C=-56(LC 12),B=-23(LC 12) Max Grav C=192(LC 19),B=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;Vull=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 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. �RRILL WASlIf�C t JC{ 51398 4 O, STE s'st�NALti�6 May 2,2017 ,&WARNING-Vwffy design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/02/2015 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 budding designer must verify the applicability of design parameters and property Incorporate this design into the overall building doslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Addeional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-69 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 Heights,CA 95610 it t� r Job Truss Truss Type Qty Ply LGI HOMES 1834-A RF dcc R50439745 1834-A J66D Jack-Open 1 1 Job Reference o tional 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_EsVw6_AaRloRBAN6iX1 T491M Rp_H59zKj00 1-0-0 6-6-0 Scale=1:17.9 C F 5.00 12 E N B $I A 3x4= D 6-0.0 6.6-0 LOADING (psf)TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 065 Vert(LL) -0.06 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 WE 0.00 Horz(CT) -0.00 C n/a n/a BCOL 10,0 Code IRC2015/TPI2014 Matrix-R Weight:17 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural woad 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=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 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 WAsit i) 51398 aw O,r fGISTE 6 pS7�N AL EN�� May 2,2017 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 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 ANSIITPI1 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 Hai hts CA 95610 n(n Z ° W * rn L7 W G7 N D 1 �, C 0 d I m X -4 � N m z d — G) O C��G�Wp�Z7 W N o .°1_. w cr occ � do; a m o A n n 7m °7 m �fD 0 o ca O -i O af?oo o m= 5 of c n �c a (? o a H °a ? a m o o,- � o porn Z pW 7 O N 3 w'O dCv fD O N a fD = C (/r f0 D_O 3 N 7 D a� N f� N• p' D77 r N O S fCD N N CD N A C K fD fD Z O 50 T O Q 7 fD 7 N •!D Q 7 y N y .n+a`G O O x O.= 7 n 0 CDG7 N F N v N fD C = n (') O 3 N 'G O 0 01 V ._. O fD O fD „O„O O.CD ID N > n C 3 Q �p O•N in N fn W d (� O ._+ Q� N O (D fD N .0.7 (n -w O O fD d O n 7.0'= C O d 3 °7 n n(7i, = lD O °- O 7 n CD 0 N n = Rl New Co. wID 7 _ N m O S N N 0 CC 0 3 -1 —CD C 7 W 7' 0.a D m Qo 0 0 2fON 9,01 N m �. m o N >j s o s v, o ?Q�' c =1 o N = 0 7 N CD S O O N c f0 �'j p, O ((D�:CD O N fD CD D7 N y Z O C N f0 7 ._-.O' 7. 0 7 N�N O O �`fD X CD O 7 y EP O N � `G 7 < CD ' N N F CD N� m�U x c= m z`o TOP CHORD co N c N w p o30� r C ct-e `°s m Ma m Z fn N O- fD N o s .Z1 C') y D v n N Q W ID fn m' fD - r z 2 m .�' M Q cn M ° n m o m GI ° ` N � T b o vOi C ��. wT .. G mm cz W a 7' N j f� m w CD D C. �� V C7 7 y N N (D Q M � yr O O N n �■ 0 �n N N O M Cl) '� m A Z fn Q S X O 0 ...1 C 0 G7 7 41i CD j N _ O Cam G m Z3: = W 00' N m'> > > -4 CO � G)oo O G7 Cl)' v Q 00 CO) >m f N V/ N 0 o m m M p o j N V fD O a p =p w x a N W W mr o A 7c�1 _ _' y m s y _ N z p� ° x < — � m v` -I m °' VW3-6 �' y N= z �0ZO � 0 NN N _fD fD - Ot CD N 7 m m TOP CHORD N w 00 v O) Un A w N -+ 0 T O fD Do V O, OI A w N � O z O vi d A v C d 0 C) o cD y 1 va r v n c C m C Ef 0 0`_o' .0 m o. 0 c fl1 N Z m am o N v,� o 0 o v o v c _a- d =N 3 m m m a2 of a C may o �. m fD m > ; mo �v �°3 § 3v3 m -m fD'o" o� n < ``-'� Mww o O �d � m'�o m �°�^ Y^ 3 �o my � ym N 0 <� >>� m m'm m 3 m �a 2~? 'm_� (O (D c m 3 N n N- 10 fD(D O. O 7 0 d a a M N N ID O C ui Ma X j fNn N N O' 7 �, N C•Van N O r pc m•�o >>> o d° �+ ° a �y o.,�m o� 0m 3c @3wt m m v 7.m �'mv,g f3 O c3 � o �°�o n oy z � y c " N N m 3 N vo `� mfDco mur a c:o, Xm Tn �m ~o� om� �m -m �� m � 7.m n°� m ow+ �y yam o Doo o � Qn �3 �z -uO W So 7 N .Ough c O N 7 _ fD (D .j C N o�°' 'my ° Vi'�' 0 01m n�n2 �° �� mN °-Z� v� ? M. �"��� 9'c Q� mw m� 0 3m amQ ?;a § �T, N a. y° o� OID D) N C N S'jE N O Q- wl u J fD Z 2 7 d N <n y j D c �o mm3 �3 m �'° �� � � m .d m'N 33 a� Doi' vNN � o mmcy m_o 0 CD =L 'm_ m 9m c�� �O . o1. H� oa m CL R3d� � — C �3 ^. c m o �m �n °§ mN ° c m -Q. v N �� »ma N 2 ` Q m 9 0 n v o' a o G)a <fc' m Z w' vt 9 a o- m v w l//wJ f0 a o 0 O (D 7 ,C� D, fD = ;fD »= 7 `Q Cr .DI '� N D�-N C y �• _I S- 2 f0 O - � U)� _> ID Q � S � y j c O' 41 fD ID C N N ~ v .Di O. fD O 7 N G �`G J.d..N O N D_ O N ID fD N m we a m ° 3 m ao vm p .v �' Fv 2`d �� a� N —h a o$ �°0 S m 03 da oa S 'm � � ' w CD f m O§ M o N o _. c m m a m m m m �� �" S' my a o �g c a n� u �m We ma �v �. 'off. n = am mo yo 0 O O mil! (_n V 3 N CD Z G N 26-00.00 Al _l $C �c x� x w N � or 7-10-00 Bt �i 11-00-00 f 82C 0 0 - — E%TRA TRUSS yy NUMBING I OFF SET m PLUMBINGLU'MBING Dr O I FOR PLUMBING C �o O Afi VI PLUDMBING eC TI- rt fE 64 AS 2"0-00 15-00-00 35-00-00 / ! � r I I' Deceived MAY 19 2017 -vLb tq Dan Conyers I Dealenar Bulldar LGI HOMES Job Number Sheet Tltle u ` I 6MC 1320p 95th Avenue rve % X = Iy.rerr,WA l UalM Job Name/Mods! 1834•FL awl. ppN C. TRU55 LAYOUT reM Orn[o a]S.IeD-j— Addren: C'rervw'�"a.`Nr�. Fea:435.303.—S Date 5/1/2017 MiTek � 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. 14 L 05 r0�+ 51398 awe �sF'�Fc�sTER�c Gti t 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 Ply LGI HOMES 1834-FL dcc 1834-FL Al GABLE 7 1 R50439715 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:31 2017 Page 1 ID:9Uge9p7wlXK9y5Mzg_15C6yBYjZ-Ras6quEasBKFOBQFclyol VzRMq WQ6n2MdXIUv7zKjOw 0-48 0-48 Scale=1:41-6 3x6 FP= A B C D E F G H I J K L M N O P Q R S T U V Jr V AlCULX X � J AU AR AQ AP AO AN AM AL AK AJ At AH AG AF AE AD AC AB AA Z Y X W 3x6 FP= 14-8-2 1 2 2.8.0 4.0-0 5 0.&0 8-0-0 9.4-0 10.&0 1 •0.0 13.4-0 4.8-0 13.0.0 17.4-0 1tL&0 20.0.0 IL*0 2241-0 24.0.0 2 1-i 1-4-0 i•4.0 1.4.0 1-4-0 1-40 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 •T.1 1$14 Plate Offsets(X,Y)— WEdlge,0.13.121,IAS:0-1-8.040.121.(AT:0-1-8,0-0-121,fALIZ-1-8,0.0-121.fAV:0.1-8 0.0.12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl 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 100 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 IRC2012fTP12007 Matrix-R Weight:93lb 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.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. �RRILL 6q' ati� OF WASkI� o r0? 51398 �4 ISTER4. ' SSr�NALE�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 property 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 MiTek- is always requ:cd 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 ANSITCPN Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,S,de 312,Alexandria,VA 22314. Suite 109 Citrus Hei his CA 95610 i Job Truss Truss Type City Ply LGI HOMES 1834-FL dcc R50439716 1834-FL A2 Floor 3 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:32 2017 Page 1 I D:9Uge9p7vAXK9y5Mzg_15C6yBYjZ-wmQ U 1 EFCdRS60K_SAST1 giVSEDdfrAfVrBU 1 RZzKjOv 0-1-8 H 1 2-6-0i 0-kB Scale=1:42 9 3x6 = 3x4= 4x6= 3x6 = 3x6 FP= 3x4= A B C D E F G H I J K L Mat is I Y V U T S R Q P O N 3x4= 3x6 FP= 3x6 = 4x6= 3x4=3x4= 3x4 = 3x6= i 14.8-2 i 25.11-12 14.8.2 11-3-10 Plate Offsets(X,Y)— IA:Edoo.0-0.12L(D:0.1-8,Edgel,(0:0-1-S,Edgel,IP:0-1.8,Edgel,IR:O-1-8.Edgel.IW:0-1-8,0.0-121,fX:0-1-8,0.0-121,fY:0-1-8.0-0.121,fZ:0.1-8,0.0-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0,22 S-U >779 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.97 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/TPI2007 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,I-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 WAs kF 51398 � +4` GIsTER �SSI0NAL May 2,2017 A WARNING-Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. �- Detugn valid for use only with MrTekID 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 membors only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute,218 N.Lee Street,SuHn 312,Alexandria,VA 22314. Suite 109 krus Hei his A 95610 I rob Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc R50439717 4-FL �A3 Floor 2 1 . Job Reference o tional 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-s9YFSwHS93igFe6gHlWv7bnn1J8J47oJVz8VSzKjOt 0-1-8 H r 2-6-0 1-5-14 01q4 i 1-3-0 QH 38nT8 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 � _ _ ICI X W V U T S R O P 0 3x4= 3x6= 3x6 FP= 3x5= 4x6= 3x4 = 3x6 = 3x4= r 14.8.2 25-OA 25,912 14.1-2 10-10.2 Oa-9 Plate Offsets(X,Y)-- WEdne,0.0-121,ID:0-1-8.Edgel,10:0-1-8.Edoel,[R:0-1-8.EdaeL MO-1-8.Edgel.[Y:0-1-8.0.0.121 [Z:0-1-8,0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.22 U-W >783 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.32 U-W >542 360 BCLL 00 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 S n/a n/a BCDL 50 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=-1521/0,8-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 5001n. 6)CAUTION,Do not erect truss backwards. a� of W coo "0� R S 1398do SSjONALE�O May 2,2017 Q WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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 tout,system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this arign into the overall Nil budding 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 ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Aloxandna.VA 22314 Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc R50439718 1834-FL A4 Floor 2 1 _ Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:35 2017 Page 1 I D:9Uge9p7wlXK9y5Mzg_l5C6yBYjZ-KL6dfG14wMghtojl rbOkSL7x7RID2 WLxY9jh2uzKjOs 0-1-8 H1 1-5-14 1-1-6 � Scale=1:38 4 3x4= » 316= 3x4= 4x6 = 3x6 FP= 3x4 — 3x6 11 A B C D E F G H I J K L Ic6 U T S R Q P 0 N M 3x4 = 3x6 FP= 3x6= 4x6= 3x4= 3x4 = 3x6= 14-8-2 22.444 22712 14.8-2 7.8-2 Plate Offsets(X,Y)— WEdge.0-0-12],[D:0-1-8,Edge],[K:0-1-8.Edoel,IN:0-1-8,Edge1.10:0-1-8,Edge1 (OZ-1-8.Edge) IV•0-1-8 0-0-121 [W*.G-1-8 0.0-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 079 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 WE 0.32 Horz(TL) 0.03 L n/a n/a BCDL 5.0 Code IRC2012/TPI2007 Matrix-R Weight:91 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 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=-1685/0,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 3-1 Od(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. O"XL 6 4%V WASr C�0 51398Q� Fc�STEt��° NAL May 2,2017 A WARNING-VerNy 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®conneclors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the appllcability 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 ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21e N.Lee Street,Suite 312,Alexandria,VA 22314 Suite 109 citrus Hei his CA 95610 r1834Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dccR50439719 -FL A5 Floor 11 1 Job Reference(Optional) _ BMC, EVERETT,WA 98205-3212 8 010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:35 2017 Page 1 ID:9Uge9p7wlXKgy5Mzg_l5C6yBYjZ-KL6dfG14wMghtojl rbOkSL7z7Rgr2WgxY9jh2uzKjOs 0-1-8 H F 1-6-0� Scale=1:24.9 1 5x4 I I 1 5x4 = 1.5x4 = 3x6 = 1.5x4 II 3x4= 1.5x4 I 3x6= 1.5x4 I A B C D E F G _ K J 13x6 3x6 3x10= 1.5x4 I 3x6 = 14-" 14-9.0 Plate Offsets(X,Y)-- WEdoe.0-0.121.ID:0-1-8.Edoel 11:0.1-S.Edgel.IM: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 L/d 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 100 BC 0.94 Vert(CT) -0.28 J-K >628 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.04 H n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:59 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 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: REACTIONS. (lb/size) L=798/0-5-6,H=798/0-2-10 2-2-0 oc bracing:J-K 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-I=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 3-1Od(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. t RRXL 6.q a19 OF WAS,4, 51398 O.t� AGISTER� �' SSfONALO 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 MiTekD connectors.This design is based only upon parameters shown,and is loran Individual building component,not a truss system Before use.the building designer must verify the applicability,of design parameters and property incorporate this design info the overaa budding design. Bradng Indicated is to prevent buckle"of Individual truss web andlor chord members only.Additional temporary and permanent tracing M iTe k Is always required for stability and to prevent cohapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delnary.erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DS849 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate institute.215 N.Lee Street.Suite 312,Alexandria,VA 27.314 Suite 109 Carus Helolfisr CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc ' - R50439720 1834-FL A6 GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:36 2017 Page 1 I D:9Uge9p7wIXK9y5Mzg_l5C6yBYjZ-oYf?tbljggyYVyl DPIYz?YgH 1 rEan 1 G5mpSEaLzNOr 0-q8 Scale=1:23.6 A B C D E F G H I J K L Z 0 Y X W V U T S R Q P 0 N M 1 4-0 2 8 0 4-0-0 5-0-0 8-0-0 9J-0 10 8 0 I 12 0 0 13.4-0 14.9-0 i-4-0 1.4.0 1.4-0 1.4-0 1.4-0 1.4-0 1.4-0 1.4-0 1-0-0 1.4-0 ,_7 _-_0_ 1 Plate Offsets(X.Y)— fA:Edge,0-0-121,IY:0-1-8,0.0-121.fZ: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(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 IRC2015/TP12014 Matrx-R Weight:53lb 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 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 14-9-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)X,M,W,V,U,T,S,R,Q,P,0,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.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. tjSe.RRtiL 6 tia F WAS 4. 51398k� �S%NALE�G� May 2,2017 A WARNING-Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall 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-09 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 Halubts.CA 9NII Job Truss Truss Type qty ply LGI HOMES 1834-FL dcc R50439721 1834-FL B1 GABLE 1 1 Job Reference o tionall BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:37 2017 Page 1 ID:9Uge9p7wlXK9y5Mzg_15C6yBYjZ-GkDN4xJLR_4P66tPy?3CXmDSdEZjWUVE?TCo6nzKjOq A l 5x4 11 B 1 5x4 11 C 1.5x4 11 Scale=1:10.3 A 0 rb F E D 1 5x4 I I 1.5x4 11 1.5x4 1 e.0 I 2-10.4 1-aa 1.64 I Plate Offsets(X Y)-- [A:Edge 0-0-12j [D:Edoe 04)-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 008 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 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 IRC2012lrP12007 Matra-R Weight:11 lb FT=0%F,12%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(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)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. �gRRfLL 6 Jti0 F wAsyi �� Q7 y .off R 51398 �� °.� .QIsT1✓R� �SSI�NALENG` May 2,2017 A WARNING-verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a 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 ANSIRPII Quality Criteria,DSB-09 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Inslil,te,21e N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 i - . I Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc R50439722 1834-FL B2 GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8,010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:37 2017 Page 1 I D:9Uge9p7wIXK9y5Mzg_15C6yBYjZ-GkDN4xJLR_4P66tPy?3CXmDSiEZi WOVE?TCo6nzKjOq 0�,B Scale=1:19.7 A B C D E F G H 1 J V U T S R Q P O N M L K r 1 4 0 2 8-0 4-0-0 5 40 8 9 0 8-0-0 9 4-0 10 B 0 12.3.12 1 4-0 1 4 0 1 4-0 1 4-0 1 4-0 1 4-0 1 4 0 1-4-0 1-7.12 Plate Offsets(X Y)-- fA:Edoe,0.0-121,(U:0.1-8 0-0.121 IV:0.1.8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (*c) 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 IRC2012rrPI2007 Matr,x-R Weight:441b 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,0,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 srongbacks,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. �RR1L1,8 WAsylh"�f-� coo 51398 FGIs1 �sSf�NAL��G1 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 property Incorporate this design into the overall Nil building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSUTPl1 quality Criteria,OSB-09 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus 1 Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc R50439723 1834-FL B3 Floor 10 1 Jab Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:38 2017 Page 1 I D:9 Uge9p7wlXK9y5 Mzg_15 C6yBYjZ-kwn ml H KzC H DGkFS cWjja R4zlTAeg BFrMO E7xLeDzKjOp 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 rb R P O N M L 3x6= 3x6 FP= 4x12 = 3x4 = 4x12= 3x6= 20.2.8 20.2.8 Plate Offsets(X,Y)— WEdne,0.0-121,M:0.1-8.Edge).IM:0-1.8.Edgel.[R:0-1.8.0.0-121 fS:011-8 0 0-12) 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 0.74 Vert(LL) -0.45 L-M >532 480 MT20 1851148 TCDL 10-0 Lumber DOL 1 00 BC 0,97 Vert(CT) -0.62 L-M >383 360 BCLL 0-0 Rep Stress Incr YES WB 0,43 Horz(CT) 008 K n/a n/a BCDL 5-0 Code IRC2015/TPI2014 Matrix-R Weight:65 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 160OF 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&Btr(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,B-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 �,RRILL 8 -at9 OF W,u lip 51398 �aISTSR� s`rr�NAL��G May 2,2017 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use onty with MlTeke connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporato this design Into the overall budding design.Bracing indicated Is to prevent buckling of individual truss web andror chord members only AddNonal 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suit-)312,Alexandria,VA 22314. Suite 109 flrus Hel s A 95e1 Job Truss Truss Type Qty Ply LGI HOMES 1834-FL dcc R50439724 1834-FL B4 GABLE 1 1 Job Reference optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:39 2017 Page 1 ID:9Uge9p7WXK9y5Mzg_15C6yBYjZ-C7L8VdLbzbL6MP1o4Q5gcBloA2FA_O?XSnhvBgzKjOo 0*8 Scale=1:32 4 3x6 FP= A B C D E F G H I J K L M N O P Q AJ 0 m AI AH AG AF AE AD AC AB AA Z Y X W V U T S R 3x6 FP= 1 l 2 8-12 r 3 1012 5-2-12 _I 6 6-12 7-1012 9 2.12 10-0-12 1 t-10 12 13.2-12 14 612 15r 1012 77�F 1&8 12� 09�2� 1.2.12 1 4-0 i 4-0 1 4-0 1 4-0 1.4-0 1-0-0 t-0-0 1-0-0 1 4-0 1 4-0 1 4-0 1.t•0 t-7.12 Plate Offsets(X,Y)-- IA:Edl3e,G-D-121,IAI:0-1-8A.0-121,fAJ:0-1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl 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(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 R n/a n/a BCDL 5.0 Code IRC20151TP12014 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 OF 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. (Ib)- 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. �RRtLj, wns��c"�f�`�� 51398 Ar o �QIs Ssr�NA[.E�� May 2,2017 WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK 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 e truss system.Before use,the building designer must verifythe applicability of design parameter and property Incorporate this tlovgn into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional lemporery and permanent bracing MiTek Is always requited for stability and to prevent collapse with possible personal In}ury and property damage For general guidance regarding the fabrication,storsge,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute,218 N Lee Street.Sude 312.Alexandra,VA 22314. Suite 109 Citrus Heiahs.CA 9561 i 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:9Uge9p7wlXK9y5Mzg_15C6yBYjZ-C7LBVdLbzbL6MP1o4Q5gcBlgL2Dr NdXSnhvBgzKjOo r 1&4 1-7-8 r A 1.5x4 II B I C ' 3x4 = J D 1.5x4 II Scale=1:9 0 1,5x4 I I 1.5x4 11 H G F 3x4= 3x4= 4.1.8 4.1.8 Plate Offsets(X,Y)— (A:Edoe,0-0-121,(8:0-1-8,Edgel (C:0-1-8,Edgel LOADING (Psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.58 Vert(LL) -0.01 F >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.17 Vert(TL) -0 01 F-G >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 E n/a n/a BCDL 5.0 Code IRC20121TPI2007 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. (lb)-Max Comp/Max.Ten.-All forces 250(lb)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=1.00 Uniform Loads(plf) Vert:E-H=-10,A-D=-100 Concentrated Loads(lb) Vert:1=-439 J=-461 �$RRILL 8.q' WASIr,. 7> 51398q,� STBI �SS�ONALOG May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. WK 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 bullding design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSBA9 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 HeiaL4.CA 95610 i Job Truss Truss Type City Ply LGI HOMES 1834-FL dcc R50439726 1834-FL X2 Floor Girder 1 1 _ Job Reference(gptionall__ J BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 23:23:40 2017 Page 1 3x4 I D:9Uge9p7wlXK9y5Mzg_15C6yBYjZ-hJvWjzLDkvTzzZc_e8cv9OrvGSaljgRghRQSj6zKjOn = 1.0-0 I i 1.7.8 A 1.5x4 I B I C 3x4 = J D 1.5x4 I Scale=1:9 0 1.5x4 I 1 5x4 II H G F 3x4 = 3x4= 4-1.8 4.1.8 Plate Offsets(X Y)— [A:Edge.O 0-12] [0:0.1-B,Edge] [C:0-1-8 Edge] 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 185/148 TCDL 10.0 Lumber DOL 100 BC 0.12 Vert(TL) -0 01 F >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 000 E n/a n/a BCDL 5.0 Code IRC2012/TPI2007 Matrix-R Weight:18 lb FT=0%F,12e/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=1.00 Uniform Loads(plf) Vert:E-H=-10,A-D=-100 Concentrated Loads(lb) Vert:I=-226 J=-256 -RRiLL 6 t0 F WAS�i� 9 f) 51398 �� O� -GIST. "'%IgALENG` May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additlonal temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII quality Criteria,DSBA9 and BCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute,218 N Lee Street,S&i 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 I VV C)ten Z( a m D �Cl) "' X m m _� 0 II _ � N o _ O cr oc c�p�m a m o aw n rn �. a�fD a pCL O -i 0 o m to _ n me O aQo�C7�j C7 � DfDi c a . < a Z o f,j m R. o m ? av T c, d Dgo Cl) Z �W-0E03ID yQ � (i' ?� (nc� 'n m yn(SD � y �cN o � a� 3y D O N O-� 07 (p f0 N W O 0 0 CI .-. W r N O M ID CD 'N O y C`< 7 y(p Z on�,�� ano rn o °7 g a O v, w.m aa`< ° ox N 0 O N 0 �. Cl) y N d N 0 fD O N N p' moo ,:° *� s� moo os� D � �oa v Sao c o � �omd O C ° om omc,�o c0 m � (n3 � w moo. 3mN •m .'G y " � CnWa � mo0 °: � Q� m � oo �D m0 N a, :3 m �' °7 -�� o � o' w 3 O °' QnN ufD o n o w CL �_o (On (D o 6 o' 2 m co _ � 3 Z m =�F. N o o m n f v o'o Z am 3 CW o 0 7-0 -C S o 0 3 m o o m � n D moo no �m2vOi m � mS �' �(D N_N sv_, n m m o 0 o d fD 9'3 y 3 ���.m o o cn o'nfD o �' an d w CO N Z w ""fD 7 2 2.Q 07 O d 7 ' N O O O N N R 0 CM CD O 7 (fin S O CDN = 7 (D co N fD M m m n -0c = _ m N R3 0 `o TOP CHORD y w� n 3O -OE co Cl-8 (0 j m C N c0 m y m y m z ai � s �Q w -4 n mN BCD �.CD a W m cnn CD m v '� r z m m _ Q -. (n m o 0 m y m G) � � 3 fD 91 (D N Cl) m O � � -,,z 0 Oo o w < �N. W , v mm c W W N� n �y cn o � s �D N C (D to O N m D CD r -4 O N 7 rn � �, m n cn m m ,a y r O X a ■ N N m 0 X(n O m A< K 0 3 (n ■ n(D :Ll 1 C 0 CD oN m o < m W w ' N n 7 a J 00 N T a;M, p W f N Y cn m o not U) v =o f° o 4 `�v _4 CD � w { mm a (D ® :3 n co m N z O O < C(D = v Z 0 -. -1;0rn vn a to mm o v � ° a° _ � w < CD D N -�i 2 O �z, wnCD N r c f N m c cn Q m n h 3= CO) w (D (p � CD y 7 fD m TOP CHORD DD 74 9) Vn A W N + T O W W �l O Ut A W N O DO ydel 10 °C S mp n oW w1 w5r 5� mn NC �C Z Q3f aD N Zm O° a °N " 0o o _o �o a c >v o`o_'� n maw " (n� °v o o•a 5 o' (D o I D m Q)3 313 m o d O o N. -.'^g 3 qq� � � �-- m v0+ '0 n 0 C " a:E � m <� m � 3 ��' mm � m7 � �m ��'H ivy �> >» CD m� � ''1 � o (D fD w 5 c 0 0 (-Z -n ° a w av y m � y w a m 3 � �(xn m e w m � (D • (/.�] w 7. fD a O O 5 a V C N O O;N M X X °^�' O N NO' _5 N 7 C w d O O Y C W N 7 7 O w 0 y p 0 O.w O Od N w O. w a 7R O O =C W a 06 O O O'0 �'Ql C O O w 0 cn� �c� °10 a Oo ° a c w 3m DfDi 'o jjgi m3 cg° `� @am Na a$ f° �� TI mw o < ID Q mw (D � ns� m aw M(D Boa' 0 20 OM'd4.3 � O o N o m (D �m w a� � m °.o w a< m 5 c,m c CD SO R o w 0 'c c 33 mm �Oc o 3�. 02 �� m a� CD p C)d mo, o 52 O O° m � co DcL' M'2 �° o° vw �'`« vc ? DOiN �� � � � V1 &S f g m �� "y g ° m� 0 3� om`d m �Tm mw a w° a �.� � m �y c c m wm os v oc °�, �w o� o CD 2 m'S am <;a NL O of �a m m3 �m d m (O� >: nj� �.@ c3y>: 3 aF �<o�O u,R. may do c �p 7 N g N N 3 0 y w O ' O Ol ° (�fD C!G C cu <_.y o y �3ap > aD- n �w -0 o o� 20 fD v Zm m m m a a3 d. ° 5 0 7 w '+ O @ O (D a 0. 7 N g T. �C ID �CL 0) -0 w 'G 5 .dn N O. N 2 ` Q M J'^ d w O O O Sc 0 � �^n. L ME <to N O ZC f N 5 a; O'er fD N Q w /w O� a N4] r Olw C O� nn0 7(] �O '� '� O (�7 � -1 @_ � w C• •' v, a �0 O w - O w W N�; N 7 Q �� O w ° O O W. C•� 2- N y CM N N .Dw' N Sa �J N0 .0j 00�10 O v`< DnI O N a (p OdN go fD° w� ° CD a �N y3 o@O �y O � ° S s � 2 � 'CO. 3 fD < v 3 m G aO (n �o 'm o my m' m N ! fob' 3 m � � � mm mo ✓� a ° �i C O O < 3' W m3 c� w' = 4. a •7 �v q a wT C� O w �v m ° m m0 R w gw (D x o <° U >fD ^ n u 0 3 m CD O P* N . i Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Conract 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 Climate Zones R-Value U-Factor Fenestration U-Factor nla 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling" 49J 0.026 Wood Frame Wall"" 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 3W 0.029 Below Grade Wall`"' 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 In a residential buildina 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. 02.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3, Exception:Dwelling units serving R-2 occupancies shall require 2.5 credits. U3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 1_14. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ lb Efficient Building Envelope 1b 1.0 1c Efficient Building Envelope 1c 2,0 �L4-7 1d Efficient Building Envelope ld 0.5 0 2a Air Leakage Control and Efficient Ventilation 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 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1,0 El 4 High Efficiency HVAC Distribution System 1.0 [J 1.0 5a Efficient Water Heating 5a 0.5 0 0.5 5b Efficient Water Heating 5b 1.0 [] 1.0 5c Efficient Water Heating 5c 1.5 Ll 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 Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci.=continuous insulation,int.= intermediate Framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. There are no SHGC requirements in the Marine Zone. r Reserved. g 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 11402.1.3 footnote a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. 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.) I-A000 --HOO Exempt Glazed Fenestration (15 sq. ft. max.) 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 8 17.8 5.33 Entry Door 0.30 1 3 _6 " 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 70 41.0 12.30 0.30 3 2 12 12.0 3.60 0.30 1 3 14 13.5 4. 55 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 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 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 o,� .. � 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 a1 0.0 ann Sum of Vertical Fenestration Area and UA 1 224.31 67.26 Vertical Fenestration Area Weighted U=UA/Area 1 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet '"c' Feet Inch Area UA 0.0 0.00 0.0 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 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 224.3 67.28 _ w ;: r Simple Heating System Size:Washington State This hoaling syslemizinilcalculator 111i baAad on the Prosi i rits of(Ile 2Q1 5 Washington State EnemyManu I J and S This calculalor will calculate healing loads only.ACCA procedures for sizing coolinasystems should be used to determine' cooling loads. Tito glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0 30 The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see tire selection you need in the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance ! ProraCtlnforinatlon Contactlnfoanalion Plan 1834 Heating System Type.- O Ad Olher SVstVITls Q Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions" _Design Temperature Instructions Design Temperature Difference(AT) 51 Puyallup ,t r-indoor f to degrees)-Ouldnar Desrytn Turnp Area of Buildina Conditioned Floor Area Instructions Conditioned Floor Area(sq R) 1.834 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(it) B.B 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 l 1i-45 0.026 1757 30.08 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions 16 erect N-value No selection ••. Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions ft-2lIntermediate W 0.056 2.100 117.60 Floors U-Factor X Area UA Instructions ` R.t0 0.029 1,157 33.55 Below Grade Wails(seeFfgure q U-Factor X Area UA Instructions aSele¢R-value V� NO selection Slab --- Slab Below Grade isee Flours,r1 F-Factor X Loth UA Instructions sew(condloo,140 .� No selection --- Slab on Grade isea Fiuum 11 F-Factor X Lon lh UA Instructions No Slab on Grade in this protect. Location of Ducts Instructions Conditioned Space Duct Leakage Coefficient � 1.00 Sum of UA 24844 Envelope Heat Load 12,670 Blu/Hour Fioure 1. Sum of UA XAT Air Leakage Heat Load 8,889 Btu/Hour voiwneX 0.8XAI X 018 nrxn<c,.d• Building Design Heat Load 21,560 Blu/Hour An Laaknge�Envelop.Hoar Loss Building and Duct Heat Load 21,560 Btu/Flour Duels in uncondilianed space:Sum of Budding Hael Loss X 1 10 Ducts in r,'onditioned space:Sum of UuMing Heat Loss X 1 Maximum Heat Equipment Output 30.184 Btu/Hour Hudding and Duct"oat 1 ass X 1,40 for Ponied Air Fumera Ouildiog and Duct l iea(Loss X 1 25 for Heat pump r071003) .� .2' ,� i e c r BUILDING INSPECTION REPORT — Residential Final Permit No. 1473 Address: 8916 171st Street NE Contractor: LGI Homes - Washington, LLC Owner: LGI Homes - Washington, LLC Date: 10/6/2017 ® APPROVAL ❑ PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: N ACCESS: N PLUMBING: N MECHANICAL: N SMOKE DETECTION: N CO DETECTION: N LIFE SAFETY: N DECKS: N HANDRAILS: N PLANTINGS: N WATER: N SEWER: N LIGHTING: N FINAL ELECTRICAL: N BLOWER DOOR/DUCT CERT: N INSULATION CERT: N Date: 10/6/2017 Inspector: Kevin Olander Permit#: 1473 Permit Date: 05/19/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 11410 NE 124th Street, #103 Applicant, City, State, Zip: Kirkland,WA98034 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 227287.80 Square Feet: 2244 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 06/07/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Launa Black Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900004200 8 916 171 st Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om lieted Date I nspector S tatus 07/06/2017 R20.SFR/DUPLEX Com lieted FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 05/19/2017 RESIDENTIAL SINGLE FAMILY 05/19/2017 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) $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 $156.00 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Traffic Mitigation-C/MF Orn m ecial/Multi-fam iy $3,355.00 Wier Heater(Tank) $25.00 Total $9,340.93 Attached Letters Date Letter D escription 05/31/2017 Building Perm i Paym acts Date Paid By D escription P aym a►t Type A ccepted By A m aunt 05/19/2017 LGI Hom e; c heck#4677 L auna Black $1,577.11 05/23/2017 LGI Hom e; c heck#4679 L auna Black $7,763.82 O utstanding Balance $0.00 Uploaded Files Date File Nam e 10/16/2017 2701216-8916 171st Street NE.docx 06/07/2017 2347796-1473 Issued Perm i.pdf 05/19/2017 2300600-1473 Site Plan.pdf 05/19/2017 2300601-1473 Application.pdf