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HomeMy WebLinkAbout8928 171st Street NE_BLD1475_2026 cY RESIDENTIAL PERMIT APPLICATION 0 0 Department of Community& Economic Development •Qll'1iG`O City of Arlington • 18204 59th Ave NE •Arlington, WA 98223• Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION,DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: v S r 2 �� � Plat: &-n (.} Single-family I,.]I Duplex C Townhouse Addition ❑ /ccessory structure Proposed Area: 1st Floor: ��� 2"d Floor: L� Garage: �1�� Total SF: a;,- '7 Describe Proposal (include cross street): Valuation: Owner: L�L, `-'��� - �4 Sttk Address: �� �(� 1� 1Zq-14._ t-4/0 City: Lek4lo State: Zip Code: 7� Phone: Z�-�� ® � Email: ��4P�'fr1e5 0 t'4/� lvt��. eT-014 Applicant: U--7 f /�014f 1 "�AsAA1177D (�-(-C-- Address: 11gl D AJ6 PY t-rf 2C&0p City: kAX State: Zip Code: ? D Phone: r© r- Email: 2 641 AA41�2- Contractor: d� (AJ �1�0 �✓ Address: v (7 &f 0`� `� `l�� City: State: Zip Code: v Phone: Zs-=� �� � - Email: Iy1b,-/j AIL,S0_L(-,I4�5 Contact Person: �� License Number:L.4 xpiration: l 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION 0 0 Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x ' [ Sink(1.5) x Shower(2.0) x t [ Lavatory(1.0) x �f Clothes Washer(4.0) x Water Closet(2.5) x 3 (;�--Dishwasher(1.5) x i Water Heater x L Hose Bibb (2.5) x Water Heater Model# Other(list) x ffo !�Ut(4 Plumbing Section Continued K Proposed Water Piping Size: � Proposed DWV Material: �S Proposed Piping Material: Proposed DWV Size: 1� • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves(PRV) 6116LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development IN City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 G`SO Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 1 > Furnace(80+) Model# AFUE Ff� ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type ll Hood Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler Solid-Fuel Appliance ❑ Pv System ❑ Fireplace Insert Outdoor BBQ ❑ Storage Tank Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: j Pipe Material I ��`t"1E- (Pipe 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: Date: ob I A kDAIUS Print Applicants Nam 6/16LP Page 3 of 3 CITY OF ARLINGTON o� 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 ' PHONE; (360)403-3551 BUILDING PERMIT Address:8928 171st Street NE Permit#:1475 Parcel#:01166900004400 Valuation:264649.77 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,#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-$ 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. IBCI 10/IRCI10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City ofArii n must be reported on your sales tax return form an co d i of rlingto #3101. �— .JaKf--_.V6vst / Signature Print Name Date a ed By Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New 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 $2,719.73 6/6/2017 Building Plan Review Fee $1,767.82 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) $168.00 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: $9,837.05 Total Payment: $9,837.05 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon SETBACKS NOTES: fROWT 20' ,BULLING D1MFN_g6WS ARE TO WE 5' FACE OF FOIUNDAAON/Z REAR 5' •GRADING VONN AS DE96W 15f00 V S a N ACTUAL LOCA77ON AIAY VARY 05! •SYOpE DHP/VEWAY 7D PUBUC ROAD 8-ZNER `� ,C17Y OF ARLINV W S � STANDARD WA7ER •SILT fENIX 70 BE INSTALLED OW SERNCE GRADIENT RDE OF BUILDING PARCLZ •CANSIRUCAAN ENTRANCE 70 BE INSTALLED PER CYTY OIL ° ARL/NGTOWS STANDARDS ° 4500 ° ° STORM NOTES.• N8920'49"if TESL INSTALLED PR/A? TO CWSNUCAOW •BARE SOYLS COVERED NITH AIULCYI OR ANOTHER APPROVED BAIP STGYr�ta CEEANGt'A $ a �. 24 PUBLIC UALITY •TOPSOYL PER WMOE BAIP T513 CGWNECT ROOF AND N EFF 12'DEPAI FOOANG DRAINS —— EASEI/£NT ( ) — — —— — 4M S`° - _ __ •ALL aV YTE RUN0 F CONNECTED TO oRIVEwAr ° _ ' _ — — PRIVATE STMM STUB SENER i - - i r •SY7F SMALL BE STABILIZED PRIOR OYJNNECDAN i i -20.00 g10.50 i 15'BSBL N��G PERMIT BEING i GARAGl� 4.5� i i SITENOTES: ITN19VM C011TO&R I i BUILDING AGYI7ZINE FOOTING DRAINS AND $ OUIUNE i ROOF DRAINS TO PERMANENT cW I S75RV DRNNA6F SYS&W PER o $ 'o I APPROVED PLAT DRAINAX PLAN o' L O 44 4 CW RLE W7H 7HE CIOUNTY. •AREA Cis'DISIURBAtIff INCYUDES' PW 1'ROCF OVERHANG KETTLE-2159 w &yT EN71RE LOT. BSl4L i 1� � I LEGEND: 5' Al— BLOW OFF 'I _-- � 15' I ® NA7&ME7ER -- I 4K RRE HYDRANT I � PAAO 39 SF 1 I .- AIR VAC $ I EVSANG CONTOUR I 0 ® CAAX BASYN (np) I I .-� O CLEAR011T ✓f�' �° I/ I 5'BSBL L I I O AIANHCICE J I_ __ _ _ _ _ J FIFT-T-71 n BLOW WALL 45.00 i�4 7Rff RNOVAL N8920'49"W r PROPERTY \I CORNER I\ (TYP.) SVLE 1-=20' LOT 44 - SITE PLAN - GREGOR Y PARK LGI HOMES PLAN NO. KETTLE-2159 LOT AREA = 4,320 SF DATE 5/12/2017 PARCEL # LOT 44 HOUSE= 1,588 SF I17I I NE 291h Placa,#101 DRIVEWAY= 433 SF 0.11 a,W.,Wgf n 98007 DESIGNED CORE ADDRESS 8928 171ST ST. 425.885J877 Fox 425.0857963 WALKWAYITAAO = 39 SF PROJECT NUMBER TOTAL= 2,060 SF ENGINEERING PLANNING • SURVEYING DRAWN OAF 13024L-GRG00 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING_PERMIT Address:8928 171st Street NE Permit#:1475 Parcel#:01166900004400 Valuation:264649.77 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address: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: `/-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 1S UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City zna=i� eturn form an co d i of rlingto #3101. / Signature Print Name Date 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 $2,719.73 6/6/2017 Building Plan Review Fee $1,767.82 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) $168.00 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: $9.837.05 Total PaN.mcnt: $9,837.05 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit Information Date 5/19/2017 Permit Number 1475 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 8928 171 st Street NE Valuation 264649.77 Status Applied Permit Issued Permit Expires Square Feet 2577 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Launa Peterson Property Information Owner Information Parcel#: 8928 171st Street NE Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# LGI Homes-Washin ton, LLC ake Jabusch 60-353-0588 ake.abusch 1 ihomes.com ONTRACTOR abor and Industries GIHOHL857MB Review Date Type De tion Target Date Completed Date Assigned To Status /19/2017 Residential Dwelling /2/2017 m Rusko In R/19/2017 Residential DwellingStatus /2/2017 ick Karns n Review Uploaded Files Upload File Date File U loaded B RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development �lr,�rG,SO 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: / _6 / T/ Sr 5� Plat: &1 D L k Z -1 F Single-family ❑ Duplex [Ji Townhouse ❑ Addition ❑ /ccessory structure Proposed Area: 1st Floor: ��3 2"d Floor: LN� Garage: ` Total SF: 6� �7 Describe Proposal (include cross street): _ c Valuation: Owner: L_i�/ l 1vCi"(v — 4/4c Sti k n1C-.T e.-&?-- Address: 11 t1 D 1,� rZ�( � 1 /D City: l,ek 1 State: Zip Code: T� Phone: Email: Applicant: L6( 1-(Q ' 0 -A*H7 A147'Ur.! Address: t�(/p /if, P-`j �5� �y7 City: L State: Zip Code: Q � Phone: �' �� - Email: Yt(/kr (>6W /4,14A15-9. L' Contractor: 1' 'vt! ' �rf'KS ( n51�0 L_L Address: V00 AJe_ l�`l rl� S'A03 City: LL�LO> State: ! Zip Code: vs Phone: ! fZs--70�� Or?9:7- Email: Contact Person: License Number:`q a-L62IN3Expiration: 1 �4 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community&Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) U1Bath/Shower Combo (4.0) x ' [ Sink(1.5) x a Shower(2.0) x � � Lavatory (1.0) x77 L1 U Clothes Washer(4.0) x Water Closet(2.5) x (�k--Dishwasher(1.5) x [4"ater Heater x Hose Bibb (2.5) x Water Heater Model# Other(list) x , S ITI jrU-5 � Plumbing Section Continued Proposed Water Piping Size: 5 Proposed DWV Material: , 1( Proposed Piping Material. — Proposed DWV Size: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves(PRV) 6116LP Page 2 of 3 t RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace(80+) Model# ill: , AFUE ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ❑ Outdoor BBQ J Storage Tank Freestanding Stove Gas Piping IJ Other Gas Piping Information Not Applicable: ❑ Pipe Material i �r��� 1 (Pipe Size: l� 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: I 1 Print Applicants Name: IMI��f'T� Ff'75 6/16LP Page 3 of 3 SETBACKS NOTES: ZP fRG'VT 20' .BURUNG DIMENSYOWS ARE 70 1 SYDE 5' FACE OF FOUNDAAOW REAR 5 •6RADING 9VONN AS DESYGW 15+00 1 1ST S , N A07UAL LOCAAOW MAY VARY •SYOWE DRIVEWAY 10 PUBLIC ROAD 8°MWER ,Wr OF ARLINGXY&INSTALLED PER WAW? •%r fENCE 70 BE INSTALLED OW s9mac, GYPAD/ENT SIDE OF BUILDING PARLL2 •CAUSIRUCAOW EN7RANGL� TO BE INSTALLED PER C17Y OF ° 45.O1� ° rEA&WENT ° ARL/NGM S STANDARDS ° e STORM NOTES.- 4\ N8920'49" •7ESC INSTALLED PRIG? TO �rS7RUCAGW •BARE SL'YLS COVERED WH MULLY�I r � GIP AN07HER APPROVED BMP CaVNSTORY CLROW A. g , " 24 .7OPSOYL PER WSDGE BMP T513 CGWNECT ROOF AND ti 28 B3BL ETF 12 DEPAI FOIDANG DRAINS ( ) — — — — — — — — S`° •ALL CW577E RUNLIF CONNECTED TO PRI"A ° PAYWE STGPM SW HER 'i -- ° •XE SY/ALL BE STABILIZED PRIOR CaVNECAGW i i - 20.00 $f0.50 15'BSl9L TUZED BUILDING PERMIT BEING GARAGE A ► SITE NOTES,- RN/SFIEO CGWTCUR I BUILDING •A WLINE FOOANG DRAINS AND (7)P.) I nW i g OUTLINE I ROOF DRNNS 70 PERMANENT o g $ o ^ I ST6RW DRAINAGE SYS7EM PER APPROVED PLAT DRAINAGE PLAN LO 44 !9 I aV FILE NIAI 7HE COUNTY. •AREA OF DISAIRBANCE INGYUDES A"RtUffNac'1'ROIGi�OVERHANG I1— " KETILE=-2159i G RGL� QyTENARE LOT.5'BS�9L1'588fSF LEGEND. 0— BLOW OFF i ----- ---�-- 1 5 ® NA7ERME72R 4( RRRE HYDRANT PA AO 39 5-1 I AIR YAC S ENS77NG C0N70UR I �1 CAAW BASYN (�) I 1 --� O CYfmalr MANHaf -----y—� J 'L�o-ES — - - - - J L i-i 11 Ti Bcoar wAtL 45.00 % 7REE REMOVAL _ _ _ _ ___ N892O'49W PROPERTY Receives r- - - - - - - - -� CORNER MAY 19 2017 saACE 1'=20' S E PoP I-OT44 SITE PLAN I I GREGOR Y RA RK LGI HOMES PLAN NO. KETTLE-2159 LOT AREA = 4,32p0 SF DATE 517212017 PARCEL # LOT 44 HOUSE— 1,58 SF 14711 NE 291h Place,#101 DRIVEWAY= 433 SF CORE e,u,.,,,wo,nmel-98007 DESIGNED CORE ADDRESS 8928 171ST Sr 425.HB5.7877 F°x 425.8857963 WALKWAYIPAAO = 39 SF ��oEStGN PROJECT NUMBER TOTAL= 2,060 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13O24L-GRGOO i - ..' f � NASH&ASSOCIATES ARCHITECTS PLAN 215 9 BEAM, LATERAL & SEISMIC CALCULATIONS r142512 REGISTERED . `+ ARCHITEC (%A4-OMA 1 NASA Re S'1A11'OF WA8HIN0T0N ceived MAY 19 2017 OFFICE CCI ..-Wb ) 4-7 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWI.NASH—ARCHITECTS.COM i. 7 Ll CLIENT: 7 NASH&ASSOCIATES BEAM DESIGN DATA PROJECM ARC11lTECTS 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 Hood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Ism Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF•KI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM r Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-B Date: 7/20/16 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions N DS 2015 Min Bearing Area R1=2.9 in2 R2=2.9 in' (1.5)DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1125# Reaction 2 LL 1125# Beam Wt per ft 6.17 # Reaction 1 TL 1815# Reaction 2 TL 1815# Bm Wt Included 31 # Maximum V 1815# Max Moment 2269'# Max V(Reduced) 1377# TL Max Defl L/240 TL Actual Defl L/879 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(mi TL Defi(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 Adiustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:450 Uniform TL: 720 =A Uniform Load A R1 =1815 R2= 1815 SPAN =5 FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson_Architects Reg#6464-622 RB-1-C Date: 7/20/16 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.9 in2 R2=2.9 in (1.5)DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1125# Reaction 2 LL 1125# Beam Wt per ft 6.17# Reaction 1 TL 1815# Reaction 2 TL 1815# Bm Wt Included 31 # Maximum V 1815# Max Moment 2269'# Max V(Reduced) 1377# TL Max Defl L/240 TL Actual Defl L/879 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in;) TL Defl(in) LL Defl Actual 30.66 25.38 0.07 0.04 Critical 23.27 11.47 0.25 0.17 Status OK OK OK OK Ratio 76% 45% 27% 21% Fb(psi) Fv(psi) E(psi x mill Fc L(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 �l J /'\ R1 = 1815 R2= 1815 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. I Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 7/20/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.6 inz R2= 1,6 in (1,5)DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 800# Reaction 2 LL 800# Beam Wt per ft 7.87# Reaction 1 TL 1020# Reaction 2 TL 1020# Bm Wt Included 39# Maximum V 1020# Max Moment 1275 W Max V(Reduced) 705# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in:` Shear(in") TL Defl(in) LL Defl Actual 49.91 32.38 0.02 0.01 Critical 14.16 5.88 0.25 0.17 Status OK OK OK OK Ratio 28% 18% 7% 7% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 A(d ustrnents CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:320 Uniform TL: 400 =A Uniform Load A 0 0 R1 = 1020 R2= 1020 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 7/20/16 Selection 3-1/8x 9 GLB 24F-V4 DFIDF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=5.B inz R2=5.8 in' (1.5)DL Defl= 0.06 in Recom Camber-0.09 in Data Beam Span 6.0 ft Reaction 1 LL 2430# Reaction 2 LL 2430# Beam Wt per ft 6.83# Reaction 1 TL 3771 # Reaction 2 TL 3771 # Bm Wt Included 41 # Maximum V 3771 # Max Moment 5656'# Max V(Reduced) 2828# TL Max Defl L/240 TL Actual Defl L/571 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(if TL Defl(in) LL Defl Actual 42.19 28.13 0.13 0.07 Critical 28.28 17.67 0.30 0.20 Status OK OK OK OK Ratio 67% 63% 42% 35% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1 A 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.OD Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:810 Uniform TL: 1250 =A Uniform Load A R1 =3771 R2=3771 SPAN =6 FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-3 Date: 7/20/16 Selection 3-118x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 10.3 in'R2= 10.3 inz (1.5)DL Defl= 0.12 in Recom Camber=0.19 in Data Beam Span 10.5 ft Reaction 1 LL 4148# Reaction 2 LL 4148# Beam Wt per ft 11.39# Reaction 1 TL 6675# Reaction 2 TL 6675# Bm Wt Included 120# Maximum V 6675# Max Moment 17521 '# Max V(Reduced) 5086# TL Max Defl L/240 TL Actual Defl L/483 LL Max Defl L/360 LL Actual Defl L/924 Attributes Section in' Shear in= TL Defl in LL Defl Actual 117.19 46.88 0.26 0.14 Critical 87.61 31.78 0.53 0.35 Status OK OK OK OK Ratio 75% 68% 50% 39% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 ndju.ctments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:790 Uniform TL: 1260 =A Uniform Load A 1� - 1 Z �. R1 =6675 R2=6675 SPAN= 10.5FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date: 7/20/16 Selection 5.1/8x 18 GLIB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 11.0 in2 R2= 11.0 in (1.5)DL Defl= 0.30 in Recom Camber=0.46 in Data Beam Span 20.0 ft Reaction 1 LL 4600# Reaction 2 LL 4600# Beam Wt per ft 22.42# Reaction 1 TL 7124# Reaction 2 TL 7124# Bm Wt Included 448# Maximum V 7124# Max Moment 35621 '# Max V(Reduced) 6056# TL Max Defl L/240 TL Actual Defl L/357 LL Max Defl L/360 LL Actual Defl L/651 Attributes Section in' Shear(in') TL Defl in LL Defl Actual 276.75 92.25 0.67 0.37 Critical 184.57 37.85 1.00 0.67 Status OK OK OK OK Ratio 67% 41% 67% 55% Fb psi Fv(psi) E(psi x mil Fc I (psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2316 240 1.8 650 Adjustments Cv Volume 0.965 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:460 Uniform TL: 690 =A Uniform Load A 1 o � R1 =7124 R2=7124 SPAN=20FT Uniform and partial uniform loads are Ibs per lineal ft. i ., CLIENT: NASH-ASSOCIATES WIND AND 5E 15M I G DESIGN DATA PROJECT: A R(:III I i,(I T s PER 2015 1BG DATE: - NAME: WIND DESIGN GRITERIA DESIGN PER ASGE 1-10 I.NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE GOEFFICENT +/-55 5. COMPONENTS AND GLADDING DESIGN PRE55URE +/- 16 psF BUILDINGS, STRUGTURE5,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD, AND RESISTANCE FACTOR DESIGN,ALLOWABLE STRESS DESIGN,EMPIRICAL. DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER,SECTION 1604.1 BUILDINGS, STRUCTURES,AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 16Oq AND A56E 1-10 51MPLIFIED METHOD TO 6E U5ED FOR WIND DESIGN PER ASGE 1-10,SECTION 275 (BUILDING HEIGHT 15 LE55 THAN I60 FEET) 110 MPH ULTIMATE WIND SPEED USE Iq.6 PSF PER TABLE 2-1.6.1 "EXP05URE B" WOOD DESIGN PER SECTIONS 2504-2506. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DE516NED AND CONSTRUCTED IN ACCORDANCE WITH AF 3 PA 5DPW5 AND PROVISIONS OF SECTIONS 2305-2906 5E 15MI G DE51 GN DATA DESIGN PER ASGE 1-10/5EGTION 1613 I.SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 59 1.66 'see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0148 '"see footnote at bottom of page 4.SITE GLASS D (default class per IBC) 5. SPECTRAL RESPONSE COEFFICIENT 5„ OA 12 "see footnote at bottom of page 6.SPECTRAL RESPONSE COEFFICIENT Sa 0.748 *see footnote at bottom of page '1. SEISMIC DESIGN CATEGORY D 8.SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS q. DESIGN BASE SHEAR (see 5elsmic calculations) 10. SEISMIC RESPONSE GOEFFIGENT CIS 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY II THE ANCHORAGE OF WALL5 SUPPORTING CONSTRUCTION SHALL BE BE DE-516NED IN AGGORDANGE WITH A5CE 7-10, SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY G-F,COLLECTOR ELEMENTS i AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN A5CE 7-10,5EGTION 12.10.2.1 BASE SHEAR V= (F 505/W W ANCHOR BOLTS: 5/8" DIA X 10",A50-1 OR BETTER W/7" MIN. EMBEDMENT.V= 1104#/BOLT • PER U565,THE MAXIMUMS,IN THE STATE OF WASHIN6TON 15 0.148. ALL SEISMIC DESIGN VALUES USED IN THIS ANALY515 ARE BASED UPON THI5 NUMBER. SINGES,15 L.E55 THAN 0.15,THEN USE SEISMIC CATEGORY D IF RI5K GATE6ORY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 Wi9W.NASH-ARCHITECTS.COM ��a I I I I I I � I I I I � l � I I I I I I on I � i i i i i i i v � M L �V V m � ccp f NN N. S b, N N � N s O O N Li N0 � N � �V N �. 1 LATERAL CALCULATIONS CUENT.. NASH s ASSOOATES WIND WORKSHEET PROJECT: il ARCHITECTS DATE- 85 MPHA 10 MPH= NOMINALNLTIMATE WIND 5P® NAME. 14.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W x H x (see chart for mind pressure WALL SHEAR WALL ® specified height) LENGTH (1t) (#/ft) TYPE 1 vh /7, rxa x14,6 Zvd Cl��.�kakcg� 6 MO7 3 / P Zokak-JCG61 7-l3 Z3Z8 30 � 7-7 - BvP l6kGkl q�6 � 213 _Zg�& z� &(7u _ �ZOk�x�Gie l 4- Z305 .5 2yr ZLI�? f/-r�Jli /1/l �oxG k c Ce1 14 Z 7 9'o I Z PI—7 `/ CZ(?k 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS.COM CLIENT: 711=�N�ASHO�T SEISMIC ANALYSIS PROJECT:RCfilTSC'rS 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 @ 24" o.c. - 1.75 #/ft Trusses @ 24" o.c. - 1.75 #/ft Trusses 0 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35#/ft. R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/1t Use 18.00#/ft 1st & 2nd Floor .Assembly: Caret / Pad -- 0.50#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft 2a10 ® 16' o.c. - 2.30#/ft 2x10 @ 16" o.c. - 2.30#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior hall Assembly: Exterior Wall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2'. Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x6 tns 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 WVW NASH-ARCHITECTS.COM r. u; CLIENT: NASH&ASSOCIATO SEISMIC ANALYSIS PROJECT: AKCIIIT ECTS DATE:_ NAME: 2 SEISMIC: V = (C.) (WO (plywood) 2nd Le I: Roof: (Asphalt / Cedar Shake) 10#/ft X _�2 If = l 26 Sd or (Tile) 18#/ft X sf = Exterior Walls: L x 10#/sf x 1/2 (h) /&-!Z Irl a !r y 5600 (E2) Interior Walls: L x 8#/sf x 1/2 (h) �gO O IS0k-%A- i� (I0 TOTAL 1st Level• Roof: (1st Floor Roof) 10#/ft X 2 GU If = ZOO O 2nd Floor. 10#/ft X .sf Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) SG$p 1— I STJ k(O k c-(,r ( 1) Interior Walls: 02) + L x 8#/sf x 1/2 (h) 76S Neon t 00 k Ja kqr f- cI1) TOTAL' = 3�(o 7 0 Basement: 1st Floor. 10#/ft X If = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL: _ 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS.COM CLIENT: NASH&A%0CIATB SEISMIC ANALYSIS PROJECT: ARciirrEr.'rs DATE: NAME: 3 BASE SHEAR: BA5E 5HEAR V= (F 5.,/W W V= F 0112)/6.5= .144 LEVEL 2: Wdl Z3 1 ,y x 0.149 =LEVEL 1: Willc��'d x 0.149 = ) y TOTAL' Wdl_ J 7 2- # x 0.149 = (V) Level Dead Load Hei ht Moment Shear ® Stor (Wdl) (h� (Wdl)(h) Fx = [(Wdl)(h)TV Remarks (Wdl)(h) 2 Z3, �r�re Cs, r2 ass 5 3LA 103uo NO (9, f2 / ' -7SSA " 0 1� G Total 5�1 Z 7 S� 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH—ARCHITECTS.COM i NASHaASSOCIATES CLIENT SEISMIC ANALYSIS PROJECT AltCHII'ECTS DATE: NAME' _ 4 x� a p0W xAx h � U w OFF EF - - �x z� A S s 1-44-0 N M A a a 's-E- M M M M E ti N tz �T✓-� y W V t \ \ ` M M M P^ z �U3 Z.N ti w N N N cv - (V� 11644 N.E. 80th St. Kirkland, WA 98033 (426) 628-4117 Fax (425) 822-1918 J` WWW.NASH-ARCHrrECTS.COM CLIENT. - NASH&AMOQAM SEISMIC ANALYSIS PROJECT'- [I 1 T E s DATE: NAME- 5 Redundancy Factor �p)` 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 vLz�C g� JZ - f7raiq S 2. Maximum actual shear Vmax = Largest seismic wall shear c `y 5-5 ( 3 Sq 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) Z - , ySt K3-2. tf o� 11644 N.E. 80th SL Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 wi�lY.NASH—ARCHITECTS.COM Ill� � II Illu�� _ II is o � II Al - III III 8 III III ul I�u - _IIII � Il ■�� �� .. ,, OFFICE C .. .: 4 Received LGI HOMES i 1 BMC ® ..�®OUT t Y R MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 ' Telephone 916/676-1900 Re: 2159-A Fax 916/676-1909 LGI 2159-A RF 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: R50491353 thru R50491366 My license renewal date for the state of Washington is May 16,2019. MALL 8 � c CIO 0 1 0�+� ,pS51398� - SI May 8,2017 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. 1 ' Job Truss Truss Type City Ply LGI 2159-A RF ��d 2159-A Al Common Supported Gable 1 1 Job Reference o tidnal BMC, EVERETT,WA 98205-3212 &010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:44:57 2017 Page 1 IDTJIBcJA3smHJcplzZwOSoiyAxRj-6kZooSph5bcY9MOXIyimLGn4nPbpOSVaEORz LzlkWq 3 WOO 5• •017-6-0 17-0-0 -0-0 Scale=1:60.0 e 5,00 12 4x5= K J L 3x4 I AL M AM 3x4 H N G O F P E Q D R C S y'tp AK AN d B T U I$ 3x4= pU Al AH AG AF AE AD AC AB AA Z Y X W V 3x4= 5x6= 35•D„� � Plate Offsets(X,Y)— IAC:0-3•O 0-3-01 35.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 25.0 0) (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 T n/r 180 MT20 185/148 TCDL 7,0 (Lumber DOL 1.15 B Vert(CT)C 0.07 V CT 0,00 U n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0,16 Horz(CT) 000 T n/a n/a BCDL 10-0 Code IRC2015/TP12014 Matrix-R Weight:157 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HIP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No 2 REACTIONS. All bearings 35-0-0 (lb)- Max Horz B=-92(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)T,AD,AE,AF,AG,AH,Al,AJ,AB,AA,Z,Y,X,W.V,B Max Grav All reactions 250 lb or less at joint(s)T,AC,AD,AE,AF,AG,AH,Al,AB,AA,Z,Y.X,W.B except AJ=281(LC 19),V=281(LC 20) 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)automatic zone and C-C Comer(3)-1-0-0 to 2-6-0,Exterior(2)2-6-0 to 14-0-0,Comer(3)14-0-0 to 17-6-0, Exterior(2)21-0-0 to 32-6-0 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 15)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 1II L -7)All plates are 2x4 MT20 unless otherwise indicated. $ 8)Gable requires continuous bottom chord bearing ,� WA��, 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 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 Cl0'�. will fit between the bottom chord and any other members. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)T,AD,AE,AF, AG,AH,Al,AJ,AB,AA,Z,Y,X,W,V,B. 51398 47� D,tA FGIS'rER� �' sSIONALB�G May 8,2017 A WARNING-Verfry design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7073 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 most verify the applicability of design parameters and property Incorporate this design into the overall buadmg design. Bracing indicated Is to prevent buckling or indiHdual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is aways 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,Suse 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 r Job Truss Truss Type Q ty Ply LGI 2159-A RF R50491354 2159-A A2 Common 1 Job Reference o tional BMC, EVERETT,WA 98205.3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:44:58 2017 Pagel ID:TJ I SSA'3smHJcplzZwQSoiyAxRi-ax7AOogJsvkPnMrfD9tUK6Tpli9kikT4BXWnzlkWp 11 0 Qt 8.33 1 11-10.10 17 B 0 23 1 8 28.8-13 35 0-0 36 0-0 1-0-0' 6-3-3 5-7-6 5.7 8 5-7 6 6.7.6 8 33 to-0r Scale=1:59 3 • 5.00 12 4x5= E a 5x8 N O 5x8 D F 2<-�-' 2x4 G M P �I B H vA 11d L 4x5= K J 4x5= 3x4 = 5x6 3x4= = 1 9-0-14 17.6-0 25.11-2 I 35-0.0 9-0.14 S-5-2 _ 8_-5.2 9.0.14 Plate Offsets(X,Y)-- W:04-0,0-3-01,IF:0.4-0,0-3-01,IK:O-".0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 25.7. Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0 24 K >999 240 MT20 185/148 (Roof Snow= Lumber DOL 1.15 BC 0.86 Vert(CT) -0.45 K-L >927 180 BCDL 7 0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.15 H n/a n/a BCLL 0.0 9 BCDL 10,0 Code IRC2015/TPI2014 Matrix-R Weight:134 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No 2 REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-8 Max Horz B=92(LC 12) Max Uplift B=-84(LC 12),H=-84(LC 13) FORCES. (lb)-Max.Camp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-3070/162,C-D=-2782/141,D-E=-1956/169,E-F=-1956/169,F-G=-2782/141, G-H=-3070/162 BOT CHORD B-L=-176/2765,K-L=-83/2267,J-K=-39/2267,H-J=-84/2765 WEBS E-K=0/1078,F-K=-810/134,F-J=0/484,G-J=-352/136,D-K=-810/134,D-L=0/484, C-L=-352/136 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 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 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 forthis 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 BRILL the responsibility of the fabricator to increase plate sizes to account for these factors 8q, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4,9 OF WASlr.. 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 'W 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 awe OA EG/S'm �'PSI NAL May 8,2017 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev.1010312015 BEFORE USE. Design valid for use only with MRekg)connectors This design is based only upon parameters shown,and Is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of inr9dduai 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 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 Carus Heights,CA 95610 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491355 2159-A A3 Common 9 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8,010 s Apr 20 2016 MITek Industries,Inc. Sun May 07 23:44:59 2017 Page i ID:TJIBcJA3smHJcplzZwOSoiyAxRj-27hZD8rxdDsGOgawPNkEQhtJSD7quC thkw42DzlkWo 11-10-10 17 13 1-0-0 6-3-3 5-7-6 5.7-6 5-7-6 ti 6-p p .7 4x5 = Scale=1:501 5 00 12 E 5x6 N O M 3x4 D F P 2x4 5x6 C C G L d _ B K I 3x6= J H 3x4 = SxB = 3x6— 2x4 I i 9.0-14 25-11-2 9.0.14 16-10.3 Plate Offsets(X.Y)-- ID:0.3-0,0.3-41.IJ:0-4-0 0.3-01 LOADING (psf) SPACING- TCLL 25.0 2-0-0 CSI. DEFL. 1n (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.17 B-K >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 074 Vert(CT) -0.37 B-K >927 180 BCLL 0.0 Rep Stress Incr YES WB 080 Horz(CT) 0.07 H n/a n/a BCDL 100 Code IRC2015/TPI2014 Matrix-R Weight:120 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-2 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) H=1184/Mechanical,B=1266/0-5-8 Max Harz B=103(LC 16) Max Uplift H=-33(LC 13),B=-85(LC 12) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD B-C=-2418/155,C-D=-2124/115,D-E=-1286/139,E-F=-1286/139,F-G=-837/81, G-H=-1181/62 BOT CHORD 8-K=-189/2169,J-K=-96/1654,I-J=-40/1050 WEBS E-J=0/569,F-1=-682/82,G-1=0/981,D-J=-748/135,D-K=0/493,C-K=-367/135 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 14-6-0,Exterior(2)14-6-0 to 17-6-0, Interior(1)20-6-0 to 25-5-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &M WFRS 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 ]its the responsibility of the fabricator to increase plate sizes to account for these factors _`�� Ll 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r�" 8 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 WASwill 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)H,B c�0 � r0� 51398 NAL � May 8,2017 A WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITehO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Befwe use.the building designer must verity the applicabiury of design parameters and property Incorporate this design into the overall buiiding dosign.Bracing indicated is to prevent buckling of indivWual truss web andlw chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possbie personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSYTPII Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane safety information available from Truss Plate Institute.216 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Suite 109 Carus Heights,CA 9561 r .� r Job Truss Truss Type Oty Ply FLG' 2"r'-IA RFR50491356A4 COMMON SUPPORTED GAB 1ce(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:00 2017 Page 1 �� ID:TJ1BcJA3smHJcplzZvASoiyAxRj-WJFxRUraNW 70p96z4FTyvPbzccLdpElwNgeagzlkwn 17-0-0 17-6 0 Scale=1:59-9 5.00 12 4x5 = K v L 3x4 AK t AJ J M H G N F O r E P n D O C Al R _A B S I� 0 3x4= AH AG AF AE AD AC AB AA Z Y X W V U T 3x4 = 5x6 = 35-0-0 � Plate Offsets(X.Y)— fAA:0.3.0,0-3.01 35-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /dell Ud PLATES GRIP TCLL 0) (Roof Snow=25 0)25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 A n/r 180 MT20 185/148 Lumber DOL 1.15 BC 0.08 Vert CT 0.00 A n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 S n/a n/a HCOL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:156 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 35-0-0. (lb)- Max Horz 8=97(LC 16) Max Uplift All uplift 100 Ib or Tess at joint(s)AB,AC,AD,AE,AF,AG,AH,Z,Y,X,W,V,U,T,B Max Grav All reactions 250 Ib or less at joint(s)S,AA,AB,AC,AD,AE,AF,AG,Z,Y,X.W,V,U,B except AH=281(LC 19).T=300(LC 20) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(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 Comer(3)-1-0-0 to 2-6-0,Exterior(2)2-6-0 to 14-0-0,Comii 14-0-0 to 17-6-0, Extei ior(2)21-0-0 to 31-6-0 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 HIS the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated M'r�TLC�q 8)Gable requires continuous bottom chord bearing J� O�WASJfrh `t) 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. QS CT 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AB,AC,AD,AE, AF,AG,AH,Z,Y,X,W,V,U,T,B vP �51398� k, G[STER �f VIONAL G May 8,2017 AWARNING-Varlry 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 WekO connectors This design is based only upon parameters shown,and 1s for an individual budding component,not a truss system_Before use,the budding designer must verity the applicability of design parameters and ptoperty Incorporate this design into the overall butli ing design Bracing indicated is to prevent buckling of individual buss web andfor chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse watt possible personal injury and property damage. For general guidance regarding the fabrication,storage.derwary.erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSB49 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21e N Lee Street,Suae 312,Alexandria,VA 22314. Suite 109 Citrus Helohlis.CA 95610 J Job Truss Truss Type Qty Ply LGI 2159-A RF R50491357 2159-A 131 Common Supported Gable 1 1 _ Job Reference(optional) _ BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MfTek Industries,Inc. Sun May 07 23:45:02 2017 Page 1 I D:TJ 1 BcJA3smHJcplzZwQSoiyAxRj-TiMhsAtgv8ErG7JU4VHx2KVvvQlc51ZKNh9kfYzlkWl 1 -0 I SOA-0 _ _ 20." 1 21-0-0,1 1-00-0 10-" 10-0-0 i-01) Scale=1:35 3 4x5 F 5.00 12 E G T U D H C I S V B J K I$ 3x4= R Q P O N M L 3x4= t _ 20-0-0 20-0-0 LOADING (psf) 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1.15 TC 015 Vert(LL) -0 00 K n/r 180 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 K n/r 180 BCLL 0.0 ' Rep Stress Incr YES WB 0,04 Horz(CT) 000 J n/a n/a BCDL 10,0 Code IRC2015/TPI2014 Matrix-R Weight:72 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 20-0-0. (Ib)- Max Horz B=-55(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)B,J,P,Q,R,N,M,L Max Grav All reactions 250 lb or less at joint(s)B,J,0,P,Q,N,M except R=326(LC 1),L=326(LC 1) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;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 7-0-0,Corner(3)7-0-0 to 10-0-0, Exterior(2)13-0-0 to 18-0-0 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 ANSIfTPI 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 Lt 8 9)Gable studs spaced at 2-0-0 oc. .q 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads WAS 11) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,J,P.Q,R,N, M,L. ,Q851398� q`r A (31S I gR �SS%NALG� May 8,2017 A WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTakSi 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 budding design Bracing indicated is to prevent buckling or individual truss web andlor chord members only. Additional lemporory and permanent bracing M iTe k Is always required for stability and to pfovent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Wool.Suite 312,Alexandria,VA 22314. Suite 109 Citrus- h s CA 9 610 a Job ]Br2uss Truss Type Qty IPIy LGI 2159-A RF R50491358 2159-A Common 3 1 Job Reference o lional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:02 2017 Page i I D:TJ 1 BcJA3smHJcplz2wOSolyAxRj-TiMhsAtgv8ErG7JU4VHx2KVrEQ7R5ieKNh9kfYzlkw 5-1-14 9.10.0 14.6.2 19.8.0 5-1-14 4-8.2 4-8-2 6 1.14 1 Scale=1:32.4 4x5= C ' 5.00 12 I J 2x4 H K 2x4 B D v G L A E � I$ F 3x6 = _ 3x10= 3x6 9.10-0 19 8 0 9.10-0 9.10.0 LOADING (psf) SPACING- 2-0-0 CST- DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25. TCLL 20) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.18 E-F >999 240 MT20 185/148 D 7. Lumber DOL 1.15 BC 0.81 Vert CT -0.38 E-F >617 180 BCDL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 005 E n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matr-x-R Weight:64 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-1 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=814/0-3-8,E=814/0-3-8 Max Horz A=50(LC 16) Max Uplift A=-36(LC 12),E=-36(LC 13) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1538/162,B-C=-1160/106,C-D=-1160/106,D-E=-1538/162 BOT CHORD A-F=-105/1371,E-F=-105/1371 WEBS C-F=0/546,D-F=-446/137,B-F=-446/137 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)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-10-0,Exterior(2)6-10-0 to 9-10-0, Interior(1)12-10-0 to 16-6-4 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 MQ_ o�WASr� Go O ,PF 51398 �� A OI�gR �SSjONAL8�0 May 8,2017 A WARNING-verify design paramefers 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 loran individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bullding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fetxication,storage,delivery,erosion and bracing of Trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information avallabie from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95pj_p Job Truss Truss Type Qty Ply LGI 2159-A RF R50491359 2159-A B3 Common Girder 1 Job Reference o ti0nal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:04 2017 Page 1 5-1-14 ID:TJ 1 BcJA3smHJcplzZwOSoiyAxRI-PSUSCPARIUZVRSICWKP7ta9XErSZZwcr?erkRzlk%m 9.1Q-Q 14.6-2 19." 5-1-14 4.8.2 4-8-2 5-1-14 Scale=1:31.5 45 11 C 5.00 12 3x6 % l J 3x6 B D A E d I$ K L H M N G 0 P F Q R DQ 3x10 = 3x10 II 7x10 = 3x10 II 3x10 = 5.1.14 9.10.0 14.6-2 19 8-0- 5.1.14 4.8-2 1 _ 4.t-2 5-1-14 _ Plate Offsets(X,Y)— IG:0-5.0.0.4-81 LOADING (ps25 O SPACING- 2-0-0 CS[ DEFL. In (loc) I/deft L/d PLATES GRIP CLL(Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.15 G-H >999 240 MT20 185/148 TCDL 7 0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.25 G-H >916 180 BCLL 0 0 Rep Stress Incr NO WB 0.44 Horz(CT) -0.06 A n/a n/a BCOL 100 Code IRC2015rTP12014 Matrix-R Weight:260lb FT=10°/ LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc puffins. 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=6023/0-3-8,E=6083/0-3-8 Max Horz E=49(LC 31) Max Uplift A=-238(LC 10),E=-240(LC 11) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-12397/485,B-C=-8608/345,C-D=-8608/345,D-E=-12388/484 BOT CHORD A-H=-408/11338,G-H=-408/11338,F-G=-45 6/1 1 330,E-F=-456/11330 WEBS C-G=-193/6229,D-G=-3830/212,D-F=-55/2895,B-G=-3838/214,B-H=-56/2905 NOTES- 1)3-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 0-6-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6 Opsf;h=25ft;Cat.II;Exp B;enclosed; MWFRS(envelope)automatic zone;Cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1 33 4)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Partially Exp;Ct=1.1 5)Unbalanced snow loads have been considered for this design ERRIj j 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is Q the responsibility of the fabricator to increase plate sizes to account for these factors ,��� WASy! 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 Q �O will fit between the bottom chord and any other members 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) A=238,E=240. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1164 lb down and 53 lb up at 1-10-12,1164 lb down and 53 lb up at 3-10-12,1164 lb down and 53 lb up at 5-10-12,1164 lb down and 53 lb up at 7-10-12, A.�1 51398 1164 lb down and 53 lb up at 9-10-12,1164 lb down and 53 lb up at 11-10-12,1164 lb down and 53 lb up at 13-10-12,and 1164 O� 'PF(3isvira � lb down and 53 lb up at 15-10-12,and 1164 lb down and 53 lb up at 17-10-12 on bottom chord. The design/selection of such ass, connection device(s)is the responsibility of others jONAL6� LOAD CASE(S) Standard May 8,2017 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev.1010312015 BEFORE USE. Design valid for use only wdh MiTek®connectors,This design is based only upon parameters shown,and Is for an Individual budding component,not a truss system.Bofors use,the building designer must verify the applicability of design parameters and property uxorporaie this design Into the oveferl building design Bracing indicated Is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing MiTek Is always required 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 ANSIM11 quality Criteria.OS13-89 and SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Arun HgIOMs.GA 45610 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491359 2159-A B3 Common Girder 1 3 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:04 2017 Page 2 ID:TJ 1 BcJA3smHJcplzZwQSoiyAxRj-P5USGrv4 RIUZVRStCwKP71a9XErSZZwcr?erkRzlkWj LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plo Vert:A-C=-64,C-E=-64,A-E=-20 Concentrated Loads(lb) Vert:G=-1164(B)K=-1164(B)L=-1164(B)M=-1164(B)N=-1164(B)0=-1164(B)P=-1164(B)Q=-1164(8)R=-1164(B) A WARNING-Verily,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/0312015 BEFORE USE. Design valid for use only with MRekO connectors,This design is based only upon parameters shown,and is for an individual budding component,not a truss system Before use,the building designer must verify the applicabiI4 of design parameters and property Incorporate this design Into the Overall building design Bracing Indicated is to prevent buckling of individual truss web andr or ctrord members only Additional temporary and permanent bracing is always re design for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mire k fabrication,storage,delivery,erection aril bracing of trusses and truss systems.seo ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Leo Street,Suite 312.Alexandria,VA 22314 Suite 109 Citrus H91bhls.CA 95610 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491360 2159-A D1 IKINGPOST 2 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:04 2017 Page 1 ID:TJ19cJA3smHJtplzZwOSoiyAxRj-PSUSGrv4R1UZVRSICwKP71aFEE_1 ZfLcRerkRzlkWl -1-� 6 3-" 6 0 7.8A 1-0-0 3-M 3-3-0 1 0 —1 Scale:3/4"=1' 3x4= C 5 00 12 H G B D Li A E IO F 2x4 II 3x4= 3x4 = I "_0 880 3-3-0 3-" LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 000 D-F >999 240 MT20 185/148 TCDL 7.0 Vert(CT)(Roof Snow=25. Lumber DOL 1.15 BC 0.10 Vert CT -0 01 F >999 180 BCLL 0.0 Rep Stress Incr YES WB 003 Horz(CT) 000 D n/a n/a BCDL 10.0 Code IRC2015/rP12014 Matrix-R Weight:20 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 REACTIONS. (lb/size) B=332/0-5-8,D=332/0-5-8 Max Horz B=-21(LC 13) Max Uplift B=-31(LC 12),D=-31(LC 13) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-348/61,C-D=-348/61 BOT CHORD B-F=-3/280,D-F=-3/280 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(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 D0L=1 33 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. wnsr,�'�f�, wO�O �51398� SSfONAL�yO May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. �� ee Design valid for use only with MiTek®connectors.This design Is based only upon paramotors 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 ANSIITPII quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hel his CA 95610 Job ID'2 ss Truss Type Qty Ply LGI 2159-A RF R50491361 2159-A Common Gilder 1 1 Job Reference((optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:05 2017 Page 1 I D:TJ 1 BcJA3smHJcplzZwOSOI/AxRj-tH2gUBviC3cO7b 13mdrety7Q3dGri5orn4fNOGtzlkWi 3-" "_0 3-3.0 3-3.0 3x4= Scale=1:12.9 B F 500 12 E m C A � I$ NA G H D2x4 I 3x4 = 3x4= 3-3.0 8&0 _ 3:3-0 3 3A 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 0.16 Vert(LL) -0 02 C-D >999 240 MT20 1851148 TCDL 70 Lumber DOL 1.15 BC 0.38 Vert(CT) -0 03 C-D >999 180 BCLL 00 Rep Stress Incr NO WB 006 Horz(CT) 001 C n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:17 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF No.2 REACTIONS. (lb/size) A=422/0-3-8,C=458/0-3-8 Max Horz A=-17(LC 11) Max Uplift A=-26(LC 10),C=-29(LC 11) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-764/51,B-C=-762/51 BOT CHORD A-D=-32/674,C-D=-32/674 WEBS B-D=0/364 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=67mph;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 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,C 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)179 lb down and 24 lb up at 2-6-12,and 179 lb down and 24 lb up at 4-6-12 on bottom chord The design/selection of such connection device(s)is the responsibility of others J��oF Wn o,_ A� LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1 15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=64,B-C=-64,A-C=-20 Concentrated Loads(lb) Vert:G=-179 H=-179 'Ps 51398 �qr� GI sAL May 8,2017 Q WARNING-Verify deslgn parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 111II.7472 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTti 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 verity the applicability of design parameters and property incorporate this design into the overall building design Bracing Indurated 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. Far general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSIRPII 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 r H iaMs CA 95610 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491362 2159-A J3B Jack-Open 10 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8,010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:06 2017 Page 1 ID:TJ 1 BcJA3smHJcplzZwOSoiyAxRj-LTcChXwKzMkGkkcGJLMtCAfbk1 fu 1 ZEvIJ7yoJzl kWh r •1A•0 � -;G� I 3- 0 Scale=1:10 B C 5 00 12 E ri B A D 3x4= 3-0-0 3 C_-0_ T (ps2 CLL 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 016 Vert(LL) -0.00 B-D >999 240 MT20 185/148 TCDL 70 Lumber DOL 1.15 BC 007 Vert(CT) -0.01 B-D >999 180 BCLL 00 Rep Stress Incr YES WB 000 Horz(CT) -0.00 C n/a n/a 13CDL 100 Code IRC20151TPI2014 Matrix-R Weight:9lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HIP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) C=69/Mechanical,B=210/0-5-8,D=27/Mechanical Max Horz B=44(LC 12) Max Uplift C=-29(LC 12),B=-26(LC 8) Max Grav C=73(LC 19),B=218(LC 18),D=54(LC 5) FORCES. (lb)-Max.Comp-/Max.Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. J� of WAst '�f�, C�0 S'M8 J do .c+ osrsR �SSrONAL��� May 8,2017 AWARNING-vartry deslgn Paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. . Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not 7 a truss system.Before use,ilia building designer must verify the applicability of design parameters and properly incorporate this design into the overall wl building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse w4h possible personal InIury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB•89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Inslihao,218 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hei hts A 95610 Job Truss Truss Type Qty 17, GI 2159-A RF R50491363 2159-A J5B GABLE �1 b Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc Sun May 07 23:45:06 2017 Page 1 I D:TJ 1 BcJA3smHJcpl7ZwQSoiyAxRj-LTcChXwKzMkGkkcGJLMtCAfcX 1 gX1 ZvvlJ7yoJzlkWh 5AA 1-0-0 5-0-0 Scale=1:14 9 E 2x4 I D 5.00 12 I 2x4 II C t 4 B A H G F 3x4= 2x4 II 2x4 II I T (ps2 CLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 A n/r 180 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 A n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 E n/a n/a BCDL 10.0 Code IRC2015frPI2014 Matrix-R Weight:16Ib FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 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 5-0-0. (lb)- Max Horz B=68(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)E,B.H,G Max Grav All reactions 250 lb or less at joint(s)E,B.F,H,G FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(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 Comer(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)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)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. - 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members WAS y�� 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,B,H,G. Q' rd�� 51398� �� �' OtSTER �SstONAL a�4 May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII.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 bulldog component,not a truss system.Before use,the budding designer must verity the appbcabibly of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual uuss 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,emctwn and bracing of trusses and truss systems,see ANSlrTPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,210 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 aru A 956f0 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491364 2159-A J5C Jack-Open 4 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8-010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:07 2017 Page 1 ID:TJ1 BcJA3smHJcplzZwQSoiyAxRj-pgAavtxzkgs7MuBSt2t61NCj9RzZmOT3XzsVKmzlkWg 1-0.0-0.0 5-0-0 � Scale=1:14 9 C 5 00 12 E A o d N 6 �I A D 3x4= j 5-0-0 5-0-0 _ LOADING (ps2 TCL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.03 B-D >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.06 B-D >890 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCOL 100 Code IRC2015/TP12014 Matrix-R Weight:14 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) C=140/Mechanical,B=287/0-5-8,D=47/Mechanical Max Harz B=67(LC 12) Max Uplift C=-55(LC 12),B=-26(LC 12) Max Grav C=159(LC 19),B=292(LC 19),D=94(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. �LRRILL b WAS `t>, +0�� 51398� A OISTSR �S" �S% AL��G May 8,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.101O312015 BEFORE USE. asesse Design valid for use only with MiTekD 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 appticabillty of design parameters and property Incorporate this design into the overall buAding 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 stebOrty and to prevent collapse with poswbla personal injury and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bfncing of trusses and tmss systems,see ANSI/TPI1 Quality Criteria,DSBA9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street.Sude 312,Afoxandria,VA 22314 Suite 109 CAM Heights-CA 9561 Job Truss Truss Type Qty Ply LGI 2159-A RF 2159-A J5C-X Jack-Open 3 1 1 Job Reference(optional) R50491365 BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc Sun May 07 23:45:08 2017 Page 1 ID:TJ 1 BcJA3smHJcplzZwQSoiyAxRj-Hsky6DybV_2meRmOLHbltOrJoVTjCmdc3lCzlkWf r 5.D.0 5-0-0 5.00 12 B Scale=1:14.9 D O N d N A C 3x4= 5-0-0 5-0-0 _ LOA TCLLL (Ps25 0 SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0 03 A-C >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 024 Vert(CT) -0 06 A-C >890 180 BCLL 0.0 Rep Stress Incr YES WB 0 00 Horz(CT) -0.00 B nla n/a BCDL 100 Code IRC2015/TP12014 Matrix-R Weight:12 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=198/0-5-8,B=151/Mechanical,C=47/Mechanical Max Horz A=58(LC 12) Max Uplift A=-4(LC 12),B=-58(LC 12) Max Grav A=199(LC 18).13=160(LC 18),C=94(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)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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,B 51398 qa FGISTaR� �ssIONALE�� May 8,2017 AWARNING-Verity,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek,111,connectors.This design is based only upon parameters shown,and Is for an individual budding component,not a truss system.Before use,the building designer must verity the apphcabihty of design parameters and properly incorporate this design into the overall budding 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 fatxkation,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,OSS-89 and SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alesandda,VA 22314 Suite 109 Carus Hei his CA 95 10 t� f Job Truss Truss Type Qty Ply LGI 2159-A RF R50491366 2159-A JCB-X Jack-Open 1 1 Job Reference(op8onal) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:08 2017 Page 1 ID:TJ1 BcJA3smHJcplzZwQSoiyAxRj-Hsky6DybV_2meRmOLHblytrLMVTjCmdc3tCzlkWf 3.0.0 y 3-0-0 Scale=1:10 8 B 5.00 12 A C 3x4 = 3OA 3-0.0 TOLDING (Ps25 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 0.12 Vert(LL) -0.00 A-C >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 A-C >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a F3CDL 10.0 Code IRC2015frPI2014 Matrix-R Weight:7lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=114/0-5-8,B=87/Mechanical,C=27/0-1-8 Max Horz A=35(LC 12) Max Uplift A=-2(LC 12),B=-34(LC 12) Max Grav A=114(LC 1),B=87(LC 1),C=54(LC 5) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.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)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)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)C 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,B -BRILL 9 v� of wns '�1�, �• o +0�+ 51398 �sstONALB�G May 8,2017 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekA 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 appkcabitity of design paramolers 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 possrlxe personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSlrrPI1 Quality Criteria,DSBA9 and BCSI Building Component 7777 Greenback Lane Safety information avadallo from Truss Plate Institute.218 N Lee Street,Suite 312,Alexandria,VA 22314. 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N 0_NCD C ' Q S cn N d N O- O.6- O N ,C O N v 0o m CD C<< D °7 m N � �CDWa�i F � oc� � � cr0 � � o � m � 5coig �o+ Vim• ��y � cD � �, ��D �o J �� c o o O m rn CD *n m o aO m ai o m c� w u�'CD - o,CT Z - nnv, O � 0 o °' n�m 0 o Z y o o m n� f o- � O 2 a� � 3 0 � 3 0' ccD 2. -1 m > >'� o m L w o 0 3.a Cn CDN. - CD °CD cnc P m �xo D 3 7 (n O N < cr (O �.F ° y d N N uN CCDD n N N• CD O 2 w CD 7 � d 7 W 7 a N 7 0 0 CD to 0 y 0 o d Io 7 �c � o a ur m R c �� x 0 O 7 N S o 7 G (D y N N Cn (D c C m m n 'O Z n -1 D- TOP CHORD 93 �, c �cn ;U cm x�o 0, COD' c N Wx Op �� rC-1 c-e `o m m y mZCo v Cl) o W c m CD N 0)Q N v ''� n ya °� o CD aWCD y � m' 'i rZ xm �� �M. � o a �cmi> o C) my m < m� m � � O �� �m 6 N0 � o �, �w rj v mm xz M co WE °3w D yy N� 1 O0 wz� _ N N c CD N CD N -0 D N r - N � 0 N Co N m a M m -0 X r 0 U Cl. �. cn �■ ate' =r �M O c zz m Cl) m CD CD � N m o W CO < m z 3 2 W o a'. 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M a m �m m m M a ° m y a w y 3 g N m m m m i0 rh a °i a o v Io < 3 W ma �� FD M. 0 0.2 N vim mP m a o. m SOT n O :E o a 0 a m `� a' C O 3 CD N CD Q G rl N ;�� .t ;n� 11-03-08 7-00.08 16-08-00 Al Al Is rr— II IIM II II r 11 I1 — II ro II C2 -— j — � Y rn I — ' — I 1 I �2fG 1 I R 1 �— II 11 I PLUMBING I,. II W I J PLUMBING �' I fA y Q (A I 8 1 o I — - r m C 18-02-00 18-10.00 f 37-00-00 AOL � ��➢ Received s ` MAY 19 2017 �- OOnn[onyers I DoslRner Mnldn LGI HOMES ]ob Number Sheet Tltla _ [MeC 1 320O 35th Avenue Ne re t,—1 98205 Job Neme/Model 2159-FL GR p2ww CAN C. 1e«rMwr Ilfoenreele ew.l Olflp:A23.)DOJ/ AddMW TRUSS LAYOUT f1r�eMavulr'n�Mreeee Fe3:G25.303.Y825 Dete 5/7/2017 r R MiTek 0 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 2159-FL Fax 916/676-1909 LGI HOMES 2159 FLOOR The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett,WA. Pages or sheets covered by this seal: R50491297 thru R50491310 My license renewal date for the state of Washington is May 16,2019. �gRR[LL Q C11 x 51398 •� ClSTE4 ' May 8,2017 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 2159 FLOOR �2159-1`1_ R50491297 Al GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc Sun May 07 23:11:10 2017 Page 1 ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-3gKa5TyuRuvTzHpACublAJKg_JoW kvE7ZwDLKzIIOV om O-P8 Scale=1:26.7 A B C D E F G H I J K L M N Al C AF 0 L A AE AB AA Z Y X W V U T S R Q P O 1 4-0 2 8-0 4-0-0 5.1-0 8 8 0 ti 0-0 9 4-0 10 8 D 12 D D 13 d U t 4-8-0 18 0-0 18.7.12 r 1-4.0 14.0 14.0 1.4.0 1.4-0 14-0 M-0 ta-0 140 12A I 1-4-00 1.4.00 0-7-121 Plate Offsets(X.Y)— (A:Edge,0.0-121.(AC:0-1.8.0-0-121.fAD:0-1-8 0-0.121 fAE 0-1-8 0-0-121 fAF:0-1-8,0-0-12j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 400 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 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 0 n/a n/a BCDL 5 0 Code IRC2015/TPI2014 Matrix-R Weight:61 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 OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 16-7-12. (lb)- Max Grav All reactions 250 Ib or less at joint(s)AB,O,AA,Z,Y,X,W,V,U,T,S,R,Q,P 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 3-1 Od(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means �[tRiLL 6 ati� of WAs y^J 51398 .4r �.� 8alsr8R� „�s' SSrONALB�G May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.1010312015 BEFORE USE. Design va4d for use only with MITekW connectors This design Is based only upon parameters shown,and is for an individual building component,not a Vuss system Before use.the building designer must verify the applicability of design parameters and property Incorporate this design into the overall budding design Bracing indicated to to prevent buckling of individual truss web andior chord members only Additional lempofary 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 ANSu7P11 Quality Criteria,OSB49 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee SlreeL Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hel hfs.CA 9500 u Job Truss Truss Type Qty Ply 2159-FL A2 Floor 5 1 LGI HOMES 2159 FLOOR R50491298 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc Sun May 07 23:11:11 2017 Page 1 ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-XsuyJpzWCB1 KaQONmb6_iXtiyjxJj67NMCgntmzllOU 0-1-9 H, 2-6-o a^ o-fie Scale=1:27,1 4x6 = 3x4= 4x6 = A B C D E F G H O 0 9 N L K J 34 — I 3x6 = 3x10 = 3x4 = 3x6= 18.7-12 18-7-12 Plate Offsets(X,Y)— IA:Edge,0.0-121,tJ:0-1.8 EdgeL IK:0.1-8,Edue1.IN:0-1-8 0.0.121 10:0-1-8 0.0-121 IP:0-1.8 0-0-121 (Q:0-1-8 0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.27 K-L >729 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.87 Vert(CT) -0 38 K-L >508 360 BCLL 00 Rep Stress Incr YES WB 0.34 Horz(CT) 0-05 1 n/a n/a BCDL 5 0 Code IRC2015lTP12014 Matrix-R Weight:67 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) M=895/0-5-6,1=895/0-3-6 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-2338/0,C-D=-2338/0,D-E=-2406/0,E-F=-2406/0,F-G=-2406/0 BOT CHORD L-M=0/1443,K-L=0/2670,J-K=0/2406,I-J=0/1440 WEBS B-M=-1637/0,B-L=0/1016,D-L=-377/0,D-K=-470/158,G-1=-1634/0,G-J=0/1096,F-J=-368/0 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 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �,REtILj,8 WAS, �851398� � A OIS1 Bo �SSIONAL BAG May 8,2017 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 e buss system.Before use,the building designer must verify 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 and/or chord members only.Additional temporary and permanent bracing MiTek is always required for statiNity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the faorication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandris,VA 22314. Suite 109 Citrus Hei hts CA 9 5'� r V (Job Truss Truss Type Qty P,y LGI HOMES 2159 FLOOR R50491299 2159-FL A3 Floor 2 1 Job Reference(oolionall BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:12 2017 Page 1 I D:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-03SKW8_9zV9BCazZJJdDFkQr561LSZj WasPKPDzI IOT 0-1-8 P=8=2i ° � Scale=1:40 6 3x4 I 3x6= 3x4= 46= 3x6 FP= 3x4= 3x4- 3x6 11 A B C D E F G H I J K L M 1o (6 W �(6 V U T S R 0 P O N 3x6= 4x6 = 3xl2 MT20HS FP = 3x4= 4x6 = 3x10= 3x4=3x4= 16-6.2 23.84 23-9,12 16.6.2 7-2-2 0-hS Plate Offsets(X,Y)- 1A:EdQe,0-0.121.fL:0-1-8,Edeel.f0:D-1-8,Edge1,IP:0.1-8,Edgej,LR:0-1-8,Edge1,fS:0.1-8,Edge1,IW:0.1-8,0.0-121,tX:0-1-8.0.0.12t LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0 26 S-U >757 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(CT) -0 38 S-U >522 360 MT20HS 139/111 BCLL 0.0 Rep Stress Incr YES WB 038 Horz(CT) 004 Q n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matr,x-R Weight:99 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 6-0-0 oc bracing REACTIONS. (lb/size) M=115/0-1-8,V=777/0-5-6,Q=1686/0-3-8 Max Uplift M=-137(LC 3) Max Grav M=281(LC 4),V=791(LC 3),Q=1686(LC 1) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD B-C=-1954/0,C-D=-1954/0,D-E=-1604/0,E-F=-1604/0,F-G=-1604/0,G-1=0/1369, I-J=0/1369,J-K=-259/189,K-L=-259/189,L-M=-260/188 BOT CHORD U-V=0/1252,S-U=0/2095,R-S=0/1604,Q-R=-91/410,P-Q=-677/150,O-P=-189/259 WEBS M-0=-274/376,I-Q=-287/0,B-V=-1421/0,B-U=0/797,D-S=-689/0,G-Q=-1843/0, G-R=0/1395,F-R=-476/0,J-Q=-1088/0,J-P=0/602 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 MT20 plates unless otherwise indicated. 4)All plates are 1 5x4 MT20 unless otherwise indicated 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)M. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 lb uplift at joint M. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. r� 8 9)CAUTION,Do not erect truss backwards OF WAS�h f� C�0 YO�O 51398 -`S' e ars ' SrONALE�� May 8,2017 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 MITek8 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 applicabilityof 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 ANSUTP11 Quality Criteria,DSB-89 and Bost Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suit 3 312,Alexandria,VA 22314. Suite 109 Citrus Hai Ms CA 95610 Job TrAs Truss Type YP 2159-FL A4 Floor 1 Qty Ply LGI HOMES 2159 FLOOR R50491300 1 Job Reference o lional BMC, EVERETT,WA 98205-3212 8 010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:12 2017 Page 1 ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-03SKW8_9ZV9BCazZJJdDFkQSb6GnSZKWasPKPDzilOT 0-1-8 H I 2&:0 0-1^ Scale=1:28 1 1-5x4 II 1 5x4= 1 5x4 = 4x6= 1 5x4 II 3x4 = 1 5x4 II 1.5x4 II 4x6 = 1.5x4 I A B C D E F G H 0 L K i 4x5 = 3x6= 3xl0 = 3x4= 3x6= 16.7-12 16.7.12 _ Plate Offsets(X,Y)— (A:Edae.0-0-121,IJ:O-1-8.Edae1.(K:O.1-8 Edool (N:0.1-8 0-0-121 f0:41-8 0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.30 K-L >661 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.42 K-L >465 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.06 1 n/a n/a BCDL 5.0 Code IRC2015rTP12014 Matrix-R Weight:66 lb FT=O%F,12e/E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 5-6-9 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) M=902/0-5-6,1=902/0-3-6 2-2-0 oc bracing:K-L. FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-2364/0,C-D=-2364/0,D-E=-2444/0,E-F=-2444/0,F-G=-2444/0 BOT CHORD L-M=0/1456,K-L=0/2709,J-K=0/2444,I-J=0/1453 WEBS B-M=-1653/0,B-L=0/1030,D-L=-392/0,D-K=-473/166,G-1=-1649/0,G-J=0/1124,F-J=-381/0 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 3-1 Did(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. IERRILL 8q� a19 of WAS/�C y0�� 51398� q,� .� 011STER �SSf�NALE�� May 8,2017 0 WARNING-Vertfy 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 propedy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,vofago,daiivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 Job ss Truss Type Qly Ply LGI HOMES 2159 FLOOR R50491301 2159-FL A5 Floor 9 1 Job Reference(optional) BMC, EVERETT.WA 98205-3212 8 010 s Apr 20 2016 MiTek Industries,Inc Sun May 07 23:11:13 2017 Pagel I D:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-U FOikU?nkpH2gkXIl09Soyyl AWdgB?rgp W9tyfzllOS 0-1-8 H 1 1i 1i Scale=1:30.5 4x6 = 3x4= 4x8= 5x6= A B C D E F G H P N M L K 3x6= 4xl2 = 3x4 = 4x5 = 5x8 = 18-7-0 18-7-0 Plate Mats(X,Y)— WEdge.0.0-121,(1:0-1-8,Edge],[L:0-1-8 Edge] (M:0.1-S Edge] (P:0-1-8 0.0-121 10:0.1.8.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.37 M-N >596 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.80 Vert(CT) -0.51 M-N >429 360 BCLL 00 Rep Stress Incr YES WB 0.39 Horz(CT) 0.06 J n/a n/a BCDL 50 Code IRC2015frPI2014 Matrix-R Weight:81 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1 6E or 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF 180OF 1 6E or 2x4 DF No.1&Btr(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) J=1008/0-2-10,0=1008/0-5-6 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD I-J=-997/0,B-C=-2761/0,C-D=-2761/0,D-E=-3223/0,E-F=-3223/0,F-G=-3223/0,G-H=-964/0,H-1=-964/0 BOT CHORD N-0=0/1655,M-N=0/3302,L-M=0/3223,K-L=012289 WEBS B-0=-1878/0,B-N=0/1255,D-N=-614/0,D-M=-352/361,I-K=0/1364,G-K=-1503/0,G-L=0/1136,F-L=-374/0 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 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. 6 ,�O F WAS)7 Fj ��'• t ox 51398 sy� �S NAL ENG` May 8,2017 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 uso,the building designer must vo*the applicability of design parameters and property incorporate mis design into the overall budding dean Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is akvays required for stabildy and to prevem wltapse wsh possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Insbtule•21e N.Lee Street,suite 312.Alexandria,VA 22314. Suite 109 Citrus Hel his CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491302 2159-FL A6 GABLE 1 1 Job Reference (optional_ BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:14 2017 Page 1 I D:XZ6YFMQf Wh?mnvvnUtgY4cyAwuX-yRa4xq?PV6PvRu6xRjghK9VNKw9 WwYvp2AuRU5zIIOR 0-k8 Scale=1:29 8 A B C D E F G H I J K L M N O A 0 A AX AD AC AB AA Z Y X W V U T S R Q P 1 4-0 0 6&0 6-0.0 9�1-0 �0 Q_Q -0 13.4-0 14 8-0 1 18 0-0 I 17 4 — 1 4-0 1 2-08-0 1 40 1 4-0 1 4-0 1 4.0 1r{-0 t 3O .4-0 Plate Offsets(X Y)— (A:EdAe.O.O-121,[AEO-1-8 0.0-121 [AF:0-1-8.0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.05 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 P n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matr-x-R Weight:73 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(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 18-7-0 (lb)- Max Grav All reactions 250 Ib or less at joints)AD,P,AC,AB,AA,Z,Y,X,W,V,U,T,S,R,Q FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(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. ,AN�10JLL e WAskfti v0� 51398 env ssjONALe�� May 8,2017 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 buddtng component,not a truss system.Before use,the budding 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 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 ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Inatdute,218 N-Lee Street,Sube 312,Alexandre,VA 22314 Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491303 2159-FL 81 GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8 010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:14 2017 Page 1 I D:XZ6YFMQIW h?mnvvnUtgY4cyAwu X-yRa4xq?PV6PvRu6xRjgh K9VMpw9KwYu p2AuRU5zl IOR o" Scale=1:18.1 3x4= 3x6 A B C D E F G HI J K L T S R Q P 0 N M L OLD 1-78 2-1/8 4-38 578 I 6-118 838 101112 0! . 1.8.0 1-4-0 E 0 1'11- 1-0-0 1 4.0 Plate Offsets(X,Y)— fA:Edae.0.0-121,IU:0-1-8.0.0-121,N:0-1-8,0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) /defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.08 Vert(LL) -0.00 J n/r 90 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0,02 Vert(CT) -0.00 J n/r 120 BCLL 0 0 Rep Stress Incr YES WB 0,02 Horz(CT) 0.00 L n/a n/a BCDL 50 Code IRC2015/TPI2014 Matrix-R Weight:41 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 10-10-4. (lb)- Max Grav All reactions 250 Ib or less at joints)T,L,S,R,Q,P.O,N,M FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown. 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)Gable requires continuous bottom chord bearing 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) 6)Gable studs spaced at 1-4-0 oc 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards �E�LL 8 • ,,� of wAs��o��� w 51398 Off, BQrR �SS+rONALO May 8,2017 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. rid Design valid for use ally with MiTelcb 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 budding design. Bracing indicated is to prevent buckling of Indlvidual truss web and/or chord members only_Additional temporary and permanent bracing MOW always regaved 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,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Truss Truss Type Qty Ply Job Reference J Job LGI HOMES 2159 FLOOR L2I'u 9-FL B2 Floor �3 1 R50491304 o tional_ BMC, EVERETT,WA 98205-3212 B.010 s Apr 2O 2D16 MiTek Industries,Inc. Sun May 07 23:11:15 2017 Pagel ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-Qd8T9A01 FQXm32h8?RBwtN2TPKQ1fyDzGge_OXzlIOQ 0-1-8 H � 2'e'0 + f�i h '�--O�Qr3•ar_�1.1-e Scale=1:19 1 1.5x4 II 1 5x4 = 1 5x4 II 1 5x4 = 3x4= 1.5x4 I 3x4= 3x4 14x6 11 A B C D E F G 0 L K J 3x4= 14x5 = H 3x4= 1.5x4 II 3x4= 0. 1.1 1 ID-11-12 Plate Offsets(X.Y)— fA:Edae.0.0-121,(G:0-3-O.Edoel,W:0-1-8.Edgel,[K:0-1-8,EdAel,IM:0-1-8,0.0-121,IN:0.1-8,0 0.121 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0 05 K-L >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0 12 K-L >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 000 G n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matnx-R Weight:49 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) G=590/0-3-6,L=590/0-3-6 FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD B-C=-1188/0,C-D=-1188/0,D-E=-1188/0,E-F=-481/0,F-G=-484/0 BOT CHORD K-L=0/874,J-K=011188,I-J=0/863 WEBS G-1=0/697,B-L=-992/0,B-K=0/400,E-1=-554/0,E-J=0/403 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 3-1 Od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards wnsr�tic'�f�� v0�+ 51398 SSjONAL��G May 8,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors This design Is based only upon paramelers shown,and is for an individual buddmg component,not a Truss system.Before use,the building designer must verify the applicability of tleslgn poramalers and properly incorporate This design Into that overall building das+gn. Bracing indicated is to prevent buckling of incilviduai truss web and/or chord members only Additional temporary and Permanent bracing MiTek le 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 bradng of W sses and buss systems,see ANSITfPtt Quality Criteria,DSBA9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plato Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Suhe 109 Citrus H91ghts.CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491305 2159-FL B3 Floor 2 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MTek Industries,Inc. Sun May 07 23:11:15 2017 Page 1 ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-Qd8T9AO1FQXm32h8?RBwtN2UnKRCf7rzGge_OXzIIOQ 0-3-0 i 1I 1-�u 1-3-0 2-6-0 0�2_](2 i 2-6-0 1-3-0 i Scale=1:19 3 1 5x4 11 4x6 I 3x4 II 3x4= 1-5x4 II 3x4= 3x4 11 4x6 II A B C D E F G H N M L K 3x4 = J I 1.5x4 II 4x5= 3x4 = 4x5= 1-5x4 11 Q -Q 10.11-12 _ 1-4 0.3.0 10-8-12 .3.8 Plate Offsets(X.Y)-- [A:0.3-O.Edgel.[H:0.3.O.Edael,fK:0-1-8.Edael.[L:O- .Edoel M'Edoe.O-0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0 03 L-M >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(CT) -0 05 L-M >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.01 H n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:52 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) A=583/0-2-14,H=583/0-3-6 FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD A-B=-478/0,B-C=-475/0,C-D=-1163/0,D-E=-1163/0,E-F=-1163/0,F-G=-475/0,G-H=-478/0 BOT CHORD L-M=0/851,K-L=0/1163,J-K=0/851 WEBS A-M=0/688,H-J=0/688,C-M=-544/0,C-L=0/360,F-J=-544/0,F-K=0/380 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)A. 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. t,�RRTLL 6 ti9 4 WASH �t> 51398 w� 0 �CISTERti� ' sS�ONAL ENG May 8,2017 WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Oesign valid for use only with%TekS connectors.This design is based only upon parameters shown,and is for an Individual budding component,not a truss system.Before use.the budding designer must verity the applicability of design parameters and properly Incorporate this design into the overall burlding design Bracing indicated is to prevent twcWing of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for stabdby 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,DS8-89 and SCSI Building Component 7777 Greenback Lane Safety Information evadable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314 Suite 109 Citrus Haights_CA 95610 � L Job Trussi Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491306 2159-FL B4 Floor 2 1 _ job Reference(optional) J BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:16 2017 Page 1 I D:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-ugirM W1 fOjgdhCGKY8i9Paae7kmFOPR6VUNYY_zIIOP 0-1-8 r 1-1-8 w 1-3-0 2-6-0 0" 8 1.5x4 II 1 5x4 = 4x6 I 3x4 II 3x4= 1.5x4 II 1.5x4 II 3x4= 1.5x4 = A B C D E F G N • o M L K J I 3x4= 1-5x4 II 4x5= 3x4= 3x4= 01 11.1-12 0111 11-0.4 Plate Offsets(X.Y)-- 1A:0-3.O,Edoel,f1:0-1-8.Edoel,(J:O-1-S,Edoel IL Edge 0-0-121 fM:0-1-8,0.0-121.IN:0-1-8,0.0-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.05 H-1 >999 480 MT20 185/148 TCDL 100 Lumber DOL 1,00 BC 0.37 Vert(CT) -0.12 H-1 >999 360 BCLL 0 0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 H n/a n/a BCDL 50 Code IRC2015/TPI2014 Matrix-R Weight:49 Ito 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. REACTIONS. (lb/size) A=592/0-1-8,H=592/0-5-6 FORCES. (lb)-Max Comp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD A-B=-486/0,B-C=-483/0,C-D=-1196/0,D-E=-1196/0,E-F=-1196/0 BOT CHORD J-K=0/868,I-J=0/1196,H-1=0/878 WEBS A-K=0/700,C-K=-557/0,C-J=0/408,F-H=-997/0,F-1=0/405 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)A. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in 6)CAUTION,Do not erect truss backwards. �[tRILC e a�9 aF WASH 51398 �4 O� �FGISTV- � w �sSf�NALF��` May 8,2017 A WARNING-Varlly design paremerem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekS connectors.This design Is based only upon parameters shown,a"is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss system$.sea ANSIRPII Quality Criteria,DSB-a9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Aloliandris,VA 22314 Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491307 2159-FL B5 Floor 9 1 Job Reference(optional) RMC EVERETT,WA 98205-3212 B.010 s Apr 20 2016 MiTek Industries,Inc Sun May 07 23:11:16 2017 Pagel I D:XZ6YFMQFWh?mnvvnUtgY4cyAwuX-ugirM W1 fOjgdhCGKY8i9PaaaZkgAONo6VUNYY_zIIOP 20.0 1 0^ Scale=1:30.5 1.5x4 II 4x8= 1.5x4 II 1.5x4 I 3x4= 1.5x4 I 3x6 = 1.5x4 11 5x6= A B C D E F G H I 0 N M L K J 34= 45= 3x4 = 3x10= 5x8 = 1 5x4 I 17-11-0 17.11-0 Plate Offsets(X.Y)— fA:Edoe OA-121.11:0-1-8,Edge] (M:0.1-8 Edstel FN:0-1.8 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. In floc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0 32 L-M >677 480 MT20 185/148 TCDL 10.0 Lumber DOL 1,00 BC 0.76 Vert(CT) -0 45 L-M >472 360 BCLL 0.0 Rep Stress Incr YES WB 0 38 Horz(CT) 006 J n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matnx-R Weight:79 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No 1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No 1&Btr(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) J=979/Mechanical,0=97910-2-10 FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD I-J=-977/0,B-C=2759/0,C-D=-275910,D-E=2759/0,E-F=-2989/0,F-G=-2989/0,G-H=-939/0,H-1=-939/0 BOT CHORD N-0=0/1596,M-N=0/2759,L-M=0/3194,K-L=0/2214 WEBS I-K=0/1327,G-K=-1447/0,G-L=0/879,E-M=-653/98,B-0=-1811/0,B-N=0/1320,C-N=-445/0 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)Refer to girder(s)for truss to truss connections 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)0 5)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. �y$RRIL,�6.q J�O pfc WASH r~�� coo �0 ,�51398� .4 QISTSR �SSj�NAL��� May 8,2017 A WARNING-Verffy 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 Indwdual budding component,not a truss system Before use,the building designer must verily the applieabdity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking 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 possiWe personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of lrumes and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 2.2314. Suite 109 CitrusI CA Job Truss Truss'type Qty Ply LGI HOMES 2159 FLOOR R50491308 2159-FL 86 GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:17 2017 Page 1 I D:XZ6YFMQf Wh?mnvvnUtgY4cyAwuX-MOFDZs2Hn 1 oUl LrW6sDOyo7t87B57vdGk8755Qzl100 Scale=1:28 7 A B C D E F G H I J K L M N 0 0 AD AC AB AA Z Y X W V U T S R Q P 14.12 2$-12 4A•12 54-12 68-t2 80t2 94•i2 I 108-12 12 13412 14812 18012 174 11 4.12 1�•0 1'0 1 4, 1-0.0 1-4.0 1 4-0 _1 4.0 IV 1 4A 1 4.0 1 4-0 —mot 4-0 Plate Offsets(X,Y)— 1A:Edne,0.0.121 LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 00 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 P n/a n/a BCDL 50 Code IRC20151TPI2014 Matnx-R Weight:64 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. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 17-11-0 (lb)- Max Grav All reactions 250 Ib or less at joint(s)AD,P,AC,AB,AA,Z,Y,X,W,V,U,T,S,R,Q FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �RRII,L e wits r� ,coo rO�� ,��51398q� .t� CISTER �SSI�NAL��� May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev.10/02/2015 BEFORE USE. ' Design valid for use only with MRek0 connectors This design Is based only upon parameters shown,end is far an individual build ng component,not a truss system Before use,the building designer must vent'the applicabdity of design parameters and property incorporate this design Into the overact building desuln. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Mirek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardog the fabrication,storage,dehvery,erection and bracing otimsses and truss systems.see ANSIfTPIt Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Hei his CA 9F610 � u_ [21'59-FL Truss Truss Type Qty ply LGI HOMES 2159 FLOOR C2 Floor 1 1 R50491309 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:17 2017 Page 1 ID:XZ6YFMQFWh?mnvvnUtgY4cyAwuX-MOFDZs2Hn1oUILrW6sDOyo7pi7Be7uzGk8755Qzl100 0-3-0 1 _2-6.0 i 0-6-14 it i'r—� 'B i Scale=1:14.5 1 5x4 II 3x4= 3x4 11 3x6 11 A B C 3x4= D E C o o rh f J 11.5x4 I H G F 1.5x4 I 3x6= 1 5x4 11 3x4= { 7 3-14 7.3.14 .3.0 Plate Offsets(X,Y)— IA:Edge,0.0.121,IB:0.1-8,Edge1 IC:0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.03 G-H >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.24 Vert(CT) -0.03 G-H >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 E n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:35 Ib 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. REACTIONS. (lb/size) E=396/0-2-14,J=396/0-3-8 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-535/0,C-D=-348/0,D-E=-349/0 BOT CHORD I-J=0/535,H-1=0/535,G-H=0/535 WEBS D-G=-257/0,E-G=0/505,B-J=-604/0 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)E. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in 6)CAUTION,Do not erect truss backwards RRII L—4. J� Of WAS1r, �t>, 51398 �SSjoNAL�Na May 8,2017 ,&WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate t us 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,delwery,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,Suite 312,Alexandria,VA 22314. Suite 109 Carus Hetohts_CA 95610 _� I Job Truss Tru Qty R50491310 as Type Ply LGI HOMES 2159 FLOOR 2159-FL F1 FLOOR GIRDER 1 Job Reference o tional , BMC, EVERETT,WA 98205-3212 8 010 s Apr 20 2016 MiTek Industries,Inc Sun May 07 23:11:18 2017 Page 1 1 D:XZ6YFMQf Wh?mnvvnUtgY4cyAwuX-gCpbnC2vYLwKwVQjgZkdV?gy8XMkslXPzosedszl ION Scale=1:16 4 3x6 = 1 5x4 II 3x6— 4x5 A4x5 I B J C K D E E u N G 3x10= 4x5= 4x5= 4.10.8 9- 0 O-3E' 4-10•8 4-10.8 Plate Offsels(X.Y)— fE:Edae.0-3.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 051 Vert(LL) -0.11 G >999 480 MT20 165/148 TCDL 100 Lumber DOL 1 00 BC 0.76 Vert(CT) -0.15 G >607 360 BCLL 00 Rep Stress Incr NO WB 0.30 HOrz(CT) 004 F n/a n/a BCDL 50 Code IRC2015/TP12014 Matnx-R Weight:74 lb FT=12% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 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) H=1876/0-2-4,F=1807/0-4-6 FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD A-H=-379/0,A-B=-367/0,B-C=-5717/0,C-D=-5717/0,D-E=-262/0 BOT CHORD G-H=0/4008,F-G=0/4205 WEBS B-H=-3906/0,B-G=0/1834,C-G=-1315/0,D-G=0/1623,D-F=-4231/0 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:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)H. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down and 96 lb up at 5-7-0,and 674 lb down and 96 lb up at 7-7-0 on top chord The design/selection of such connection device(s)is the responsibility M$RRILL e of others. 4 WAS LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=l 00 Uniform Loads(plf) Vert:F-H=-10,A-E=-100 Concentrated Loads(lb) Vert:C=-296 D=-674 1=483 J=483 K=-674 .off 51398 Q� ISTS �SSrONAL eo May 8,2017 Q WARNING-Verily 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 applicablllty 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 Irusses and truss systems,see ANSIITPII quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Hei his CA 95610 Wp Dg oo r U)CO0 n cZn a m u, co z X Nd I I ' m oa, c W��m C R1 ' O Aw n 0_(:;3 = 0 N N _ 0 7 A O VI af?o0n�: p _mac min - c_�_= Z -I <'o Er 0 �p j ID v �7 4 m Dpo C� Z Woo = mN 3 � o ao mn O Nnm aN =a ? mo 6n-o Nm 0 3 aim N - . S'i �i r c y = S.N m m -0 3 0 = D -O N y (p R. fD O O (D O S <D C (D N y C fD N Z n �� Qn= m � = a y 5n O D U' 3j rd. o`c o ox CNN _ N (D C O 3 N N O so.m' m �� N m" o aw �o n (ny a Al nQ m ° o m o m o o 0 m D m N o v '0 2 o = m m O � cnaD.0 fmo�i � o < moom �_° -CD 0 - M. v^mao ° o m CD o m cw �n� v'm= c 5 3 O w aaw = N o n m w n�m = Z d = 0 Z _ m N n f0 D) 7 fD N ° (D (n N N C S N N = O O 2 N �D N m �• (D O N = (DS 7C p�, v' p d 7 n. O N O C2 '1 cc 7 —a- = O a N N D) CD �'7 X 7 , O . O = c S O (DN a '•G _ CD N N m m n v z O -+D TOP CHORD 3 c x x�o Er 6 o 3 5 w; n 0 3 0 m o z °o cl-a j 9 _ � c m o- m p m A rc� to, R1 m 0 m2(/) N ry Q- (D 0) V j .0 0 y D O A n m a is m W CD m -i P z x m co < m� o �� w p �� _m 0 0 W < �'Ep CD W- v mm cm co cr N C � 3 �cn W D y y CA v 0 N2 7 = = N (n 2cD ma MN > c)r- O ON n 0 � com m D-< 0 �. p av = -X 0 zz 0 p m �■ j� O o �� CD o vOi o wCO > z z3 = co vy CD al ^' v a �a 91 Om til ' Em (n n o m y m Dim p ;, �N v, o m o -1 o cn y o fD a CL W x� - mm o = m ® ' ' =3 N z 0-4 O rF c -CD V� .P, 3 $ T v m ms SzD Z(T c CO)ACD S Vt a o m TOP CHORD N 10 W v O] (n A W N Z1 yam law N �o o !R vo vS' 5.P @ �(� yC aC �O o`o_'� (� dam y Z Q3 �� aD Q1 y = a< o.�.° 17 = x W-0 m W am yW m' W ' mm �m —y p m m n�W a.2 of a 3 c co� o-.� m d oo = No °=3 m 3v3 m m (D 0'05 0m 0- Mo 'off N �o=i c � m'co W m -�' 3 'co mlD R:g MNm y oa' <-'_ >>v_ m -RDm 3m ''o cu �v = o (O CD cm 3 = a;° o. av m o 'W ya a m = .� m chi m= c'c m iD a o o >- 9 a y m o_v y x m o N m u> c - °� c N o� o c' CD O c .=m o ' o 0 o.y m W- 'm@ x m =y 01 fD m '"v m om m� (J m R m= ° n, y a a 'my n.<W 3c �3 y mm c S3 O c � 3- m ° a °W = $ y 1c y 3m omi 'o �y m3 a° H � v° y° nv�� XW 1l �y Imo �0 < m� mw m � o.s'� WN nm �y Win= o W E QW 03 cQ - O c � ''O a` m S ccomi v a= ° ° m mQ.=c m W e om W 3=. 0 2� m= c'oo W m m u > :0, CD =i°'2 v (� O = _� cm oY2 3� o m ��' �' vc 3 D �_ �m �= ca �y Mm Nm ° � vm mm� -0- " o,Za �� aS.m �� y ny MXaa -.0 O O 6w a= fD 2 mg j G y m2 Xa mm3 c 'm mm 0- °2.0 m W m? 3 a� eo �O mN.y m�d� W� � m <.y o9 3 �m ?m �m �W �+'� my m ° f- Dino oa Wy 'mmEa. �° � C 3 �° v a n y M= o o a �o ZW W m m o a3 = ° Mo. 3 �. �° m cod ° ;m 'mn = :ym �c Dm Way y ° ya N2 `R. d W o cn O-0 a7 N CC a ' W m S.O m (D N GI = Q 'm m N •�° `r $ O� rr C' m cv �m a m c g v Rt CL �_ °�-� °2� o� v_e ujW - om a -°'m �m iY 2 m W y c o m ° y =_a D y a 2 �' c 2 W $0 3 cn /—h w 2` n o'i = 3 m `"m 01 a °-0 s' m ?' m a m n Er m m N V ° ' m y m W 03 CL w y 3 fD W u m m e rf ma d 0 'o O W a v m �u a a `(oo _y O ` m ° y d� y O c 0 3 m (U y O rllpL (D N Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Infw,roatiori Contact information Plan 2159 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed,In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant, Authorized Representative Date All Climate Zones R-Value" U-Factor" Fenestration U-Factor' n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC ' n1a n/a Ceiling 491 0 026 Wood Frame Wall` "' 21 int 0,056 Mass Wall R-Vaiue' 21I21 0 056 Floor 30' 0.029 Below Grade Wall"n 1 Oil 5/21 ini+ TB 0.042 Slab R-Value& Depth 10,2 ft n/a "Table R402 1 1 and Table R402 1 3 Foolnotes included on Page 2. Each dwelling unit In a realdential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits U Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feel of heated floor area but less than 1500 square feet. E12, Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in 41 or#3. Exception; Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. _14. Additions less than 500 square feet: .5 credits Table R406.2 Summary t? lion Description Credit(s) 1a 'Efficient Building Envelope1a 05 ❑ 1b Efficient Building Envelope 1b 1 0 ❑L 1 I Efficient Building Envelope 1c 2.0 —tKJ l y�i id iciest Building Envelope 1d 0.5 2a Air Leakage Control and EIcient Ventilation a o, b Air Leakage Control ana Efficient Ventilation 215 1,0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1,5 ❑ 3a High Efficiency HVAC 3a 1.0 ❑ 1.0 31) High Efficiency HVAC 3b 1 0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d iHigh Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 1.0 5a Efficient Water Heating 5a 05 0.5 51b Efficient Water Heating 5b 1 0 (] 1.0 5c EHtrienl Water Heating 5c 1 5 ❑ 5d Efficient Water Heating 5d 0.5 6 Kenewable Electric Lnergy 0.5 ^1200 kwh 0.0 Total Credits 3.50 `Please refer to Table R406,2 for complete option descriptions OFFICE, CO`I''�' :+: 1 � �.: Window, Skylight and Door Schedule Project Information Contact Information Plan 2159 Width Height Ref. U-factor Qt. Feet inch Feet inch Area UA Exempt Swinging Door(24 sq. ft. max.) 0.0 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) F 0.0 0.00 1 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet inch Feet inch Area UA House to Garage Door 10.30 1 2 16 16 n 17.8 5.33 Entry Door 0.30 1 3 6 6 20.0 6.00 Vinyl Frame Window 0.30 3 2 2 12.0 3.60 0.30 3 3 5 45.0 13.50 0.30 1 16 6 1 70 41.01 12.30 0.30 4 5 5 100.01 30.00 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 0.01 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 0.01 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 0.0 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 235.8 70.73 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet 'nch Feet Inoh Area UA 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 1 0.00 Total Sum of Fenestration Area and UA (tor heating system sizing calculations) 1 235.8 70.73 Simple Heating System Size:Washington State This heating system sizing calculator is based on the Presc6plive Requirements of the 2015 Washington State Energy Code(WSEC)and ACCA Manuals Jand S.This calculator will calculate healing loads only ACCA Orocedures for sizino cooling systems should be used to determine cooling loads The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-Factor of 0.30, The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC, Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance Project Information Contact Information (Plan 2159 Heating System Typo: O All Other Systems p Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions" _Design Temperature Instructions Puyallup Design Temperature Difference(AT) 51 AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2 159 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.3 20,143 Glazing and Doors U-Factor X Area = LIA Instructions 0.30 238 70.80 Skylights U-Factor X Area = UA 0.50 Insulation Attic U-Factor X Area = UA Instructions �R49 0.026 1.319 34.29 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions Select R-Value No selection --- Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions �R-21 Intermediate L I 0.056 F-2.3o—T-1 128.80 Floors U-Factor X Area UA Instructions R-30 0,029 1,319 38.25 Below Grade Walls Igoe Figure 1) U-Factor X Area UA No 9elow Grade walls in this project. � -" � --- i Slab Below Grade I..Fioure 1) F-Factor X Lan th UA in�u ucuuns Select condiharin0 �� No selection --- Slab on Grade(see Figure 1) F-Factor X Length UA Instructions I No Slab on Grade to ft project j t •'- Il�ll L _ Location of Ducts Instructions Duct Leakage Coefficient Conditioned Space � 1.00 Sum of UA 272.15 Envelope Heat Load 13,879 Btu/Hour Figure 1. Sumof UAXAT Air Leakage Heat Load 11,095 Btu/Hour VolumeX 0.6XATX 018 AboveGradr Building Design Heat Load 24,974 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 24,974 Btu/Hour Ducts in unconditioned space:Sum or Budding Heat Loss X 1,10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 34,964 Btu/Hour Budding and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump (07101/13) w Date: 04/09/2026 Permit#: 1475 Perm Date: 05/19/2017 Review Date: 05/19/2017 Perm Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 06/02/2017 Scheduled Time 00:00 Com pleted Date: 05/23/2017 Description: No land use issues. Review Status: Assigned To: Tim eIn: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 01166900004400 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 8928 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 44Block: Permit#: 1475 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: 264649.77 Square Feet: 2577 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- 01166900004400 8 928 171 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 No land use issues. 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 $1,767.82 Building Penn i T able 4-1 $2,719.73 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) $25.00 Mechanical Base P erm i Fee $25.00 Park-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 $168.00 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 $9,837.05 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 $1,767.82 05/23/2017 LGI Hom e; c heck#4679 L auna Black $8,069.23 O itstanding Balance $0.00 Uploaded Files Date File Nam e 06/07/2017 2347801-1475 Issued Perm i.pdf 05/19/2017 2300625-1475 Site Plan.pdf 05/19/2017 2300626-1475 Application.pdf