The URL can be used to link to this page

Home My WebLink About8919 169th Street NE_BLD1689_2026 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BYTWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS, THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. 8919 169th Street NE Gregory Park- Lot 72 Project Address: Plat: ®; Single-family L7; Duplex C)I Townhouse 01 Addition ❑ Accessory structure Proposed Area: 1" Floor: 1076 2nd Floor: 1438 Garage: 380 Total SF: 2894 Describe Proposal (include cross street): Ogle( Application for newsingle family residence to be located at44?44-16th Street NE. Cross street is 91st Valuation: ;�TA_"t:3J Owner: LGI Homes- Washington LLC Address: 11410 NE 124th St. STE 103 City: Kirkland State:WA Zip Code:98034 _ Phone: 360-353-0588 Email: jake.jabusch@lgihomes.com Applicant: LGI Homes- Washington LLC Address: 11410 NE 124th St STE 103 City: State: Zip Code:Kirkland WA 98034 _ . Phone: 360-353-0588 Email:jake.jabusch@lgihomes.com Contractor: LGI Homes- Washington LLC Address: 11410 NE 124th St. STE 103 _ City:Kirkland State:WA Zip Code:98034 Phone: 360-353-0588 Email:jake.jabusch@Igihomes.com Contact Person:Jake Jabusch License Number:LGIHOHL857MB Expiration: 7/3/2018 6/16LP Page 1 of 3 ;j`��` RESIDENTIAL PERMIT APPLICATION y Department of Community & Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) J Bath/Shower Combo (4.0) x 2 16 Sink (1.5) x 1 C�1 Shower(2.0) x 1 Ej Lavatory (1.0) x 5 ❑ Clothes Washer (4.0) x Water Closet(2.5) x 3 Dishwasher (1.5) x 1 9i Water Heater x 1 Ql Hose Bibb (2.5) x 2 Water Heater Model # F11 Other (list) x 1 AO Smith HPTU-50N Plumbing Section Continued Proposed Water Piping Size: 4 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 �`'� RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development 'A City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 C.� Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: �f Furnace (80+) Model# Bryant 915SA30040S14 AFUE 95% ❑ Heat Pump Model# SEER HSPE CJl AC Unit Model# SEER ❑I Type II Hood ❑! Commercial Cooking Appliance El Hydronic Piping 0J Boiler ❑I Solid-Fuel Appliance D PV System Q Fireplace Insert ❑1 Outdoor BBQ ❑I Storage Tank 14 Freestanding Stove BI Gas Piping ❑ Other Gas Piping Information Not Applicable: C) Black Steel Pipe Material: Pipe Size: 1 Total BTU's of all Appliances: 120,000 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 WApplicant Signature: Date: Print Applicants NamC�C � ctf�l 6116LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:8919 169th Street NE Permit#: 1689 Parcel#:01166900007200 Valuation:309450.70 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:9026 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlington,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `I-B DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form nd coded ity f Arli ton#3101. ,t.+.!c / fir _ Signature Print Name Date Released By to CONDITIONS ADHERE TO APPROVED PLANS. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 10/24/2017 Building Permit Fee $3,076.58 10/24/2017 Building Plan Review Fee $1,999.78 10/24/2017 Furnace $25 00 10/24/2017 Gas Outlets Base Fee 1 to 5 $10.00 10/24/2017 Mechanical Fee(Enter Fixture Fee) $25.00 10/24/2017 Mechanical Permit Base Fee $25.00 10/24/2017 Park-Community SF $1,662.00 10/24/2017 Plumbing Permit Base Fee $25.00 10/24/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00 10/24/2017 Processing/Technology Fee $25 00 10/24/2017 State Building Code Surcharge Fee $4.50 10/24/2017 Traffic Mitigation-City $3,355.00 10/24/2017 Water Heater $25.00 Total Due: $10,449.86 Total Payment: $10.449.86 Balance Due: S0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type orinspection being requested,and whether you prefer morning or afternoon SETBACKS fRa1/T 20' NOTES.- \ I f7Nwo C6 vT" •BUILDING DAlENUaVS ARE 70 FA aF fWNDAMail I ( ) I I REAR 5' •6PAUNG_%ONN AS DIE N I I A07VAL LON7JaV MAY VARY 1 PRO-ERTY ( •&WE DRI4£WAY 70 PUBLIC ROAD CWNER I I •RLT FEN6r 70 BE INSTALLED PER ____ (T)P.) aTY OF ARL/NG7a&SrANDARD L - - - -' - - - - L- - - - - •mirfEN(rTOBE/NSTAUMQV N89 20 49"W WA90VT S70E alp BUILDING - PARM — — — — — — 45.00 �I •aWS7RUCnaV&NANa l 7O BE - - - � � r - - - - - INSTALLEDPE]Pa7YA- TOP 450.0 5.00 B519L 3.0 I I ARL/NGW9 STANDARDS TOE 447.0 EXLSANG I I cm7UUR(m) STORM NOTES.- 5�,ma •7M INS TAL LED PRaP 7D 010'BSRZ I COVS7PUC77aV ' WALL/bRA/N I I •BARE SaLS COWRED W N MULal >0.00 E WALLNT <PAAO 12 SF I I aP ANOND?APPROWD 6WP 4WSaL PER NWX NP 7513 --- (EFF 12"lf)°7H) 5 r ,75 Lao -•ALL aVS77E RUNaT COINNENM TO LOT 72 PR/VA1E S7a4A/STUB 1.00'ROAD'OV£RH , ��R£SIDENQ� I 577E MAU BE STABILIZED PROW ` 10 BU/LL7VNG PERMdIT BE]NG PAUX-2514 GARAGE R/GYIT TOP 450.0 =� I HNAUZED 3.0 TOE 447.0 1,67919r $ p0 � I SITENOTES.- i � 16 ^ I •A WRINE fVOANG DRAINS AND 0� o I RooF DRAINS 70 PERMANENT o GARAX = I SMW DRNNA6r SYSTEM PER APPROb0 PLAT DRAINAGE PLAN o BUILDING-` I aV RLE N►7H 7HE CWNTY. I = aUn/NE I •AREA ac D1S7VRM6r INaUDES TOP 00 450.0 - I SNARE LOT. 3.0 TOE 4447.0 � g 24� 4 ' LEGEND. ° - - - - - - - � ° � 11.00�c r-- e I L — — � BLOW aT f0.00'Pou - V1 9r 26.A0 —— — ® WAIE]P ME7DP I/AU7Y DRIWW y EASWDvr 20.00'BSBL g roRANT AIR YA A 1° — — — — 02 CA7aI BAMN N8 20'49"W °: i O aamaIir g ° ° L00 ° MANHGY£ 1 Y _ r i ecaar wAct AL i� i WA I2 - NEE REMOVAL GLWNECT RW AAD WA 8"WA7ER CW$Cnav f00 8 .2w N 1 s 20' (7111M r,A<E '= \� 169TH T, NE LOT 72 �- � - SITE PLAN GREGOR Y RARK LGI HOMES PLAN NO. PALIX-2514 LOT AREA = 4,J20 5F DATE 912812017 PARCEL # LOT 72 HOUSE= 1,679 SF 1471 I NE 291h Ploe#701 DRIVEWAY= 471 Sr Bellevue,W.shmgf-98007 DESIGNED CORE ADDRESS 8919 1697H Sr NEC 425.995.7077 Fax 425.BB5.7963 WALKWAY/PAAO = 12 SF �B��es' N PROJECT NUMBER TOTAL= 2,162 Sr ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 CIT OF ARLINGTON • % 238 N. OLYMPIC AVE -ARLINGTON, WA, 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:8919 169th Street NE Parcel#:01166900007200 Permit#: 1689 OWNER APPU11CANT Valuation:309450.70 Name:LGI HOMES-WASHINGTON LLC Name: LGI Homes- CONTRACTOR Address: 1450 LAKE ROBBINS DR STE 430 Address=9026 168th Street1NEon,LLC Name:LGI Homes-W ashington.LLC City,State Zip:THE WOODLANDS,TX 77380 City,State Zip: g Address: 11410 NE 124th Street,Ste#103 Phone:425-785-0797 ,WA 98223 Phone: City,State Zip:Kirkland,WA 98034 Arlington, MECHANICAL CONTRACTOR Phone:360-353-0588 Name: PLUMBING CONTRACTOR Address: Name: City,State,Zip: Address: Phone: City,State,Zip: LIC#: EXP: Phone: JOB DESCRIPTION LIC#: EXP: PERMIT TYPE: Single Family Res5en CODE YEAR: 2O 1 S STORIES: 2 DWELLING UNITS: 1 CONST.TYPE: `J-B BUILDINGS: OCC GROUP: R-3 OCC LOAD: PERMIT APPROVAL, I AGREE TO COMPLY WITH CITY AND STATE LAWS R EGUI,ATINCi CONSTRIIC'fIUN AND IN UOING THE WORK Al1TIlORIZ..ED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID, IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form nd coded it )f Arli ton#3101. Signature Print Name Date Released By CONDITIONS ate ADHERE TO APPROVED PLANS. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. Date Description PERMIT FEES 10/24/2017 Building Permit Fee Fee Amount 10/24/2017 Building Plan Review Fee $3,07ti 58 10/24/2017 Furnace 10/24/2017 Gas Outlets Base Fee 1 to 5 $1,999 78 10/24/2017 Mechanical Fee(Enter Fixture Fee) $25.00 10/24/2017 Mechanical Permit Base Fee $10 00 10/24/2017 Park-Community SF $25 00 10/24/2017 Plumbing Permit Base Fee $25.00 10/24/2017 Plumbing Permit Fee(Enter Fixture Fee) $1,$22 00.00 10/24/2017 Processing/Technology Fee 192 10/24/2017 State Building Code Surcharge Fee $ 5.00 10/24/2017 Traffic Mitigation-City $25.00 10/24/2017 Water Heater $4.50 $3,355.00 $25.00 Total Due: $10,449.86 'fugal Payment: $10.449.96 Balance Due: 50.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection Please leave the following information: Permit Numher.'rype of Inspection being requested.and whether you prefer morning or afternoon SE NOTES. ITY OF L� _ 7�'OTTRCE - GiYT 20 .BUILDING DIMENSYANS ARE 70 BUILDING PA N - p TBACKS SYDE 5' FAarOFFOUNDAXW A P P R - I I REAR 5 •6R"NG S�/ONV AS DES W 1 I � I I ACTUAL LOCATION MAY VARY 1 B ( •SLOPE UR/f/FWAY 70 PUBLIC ROAD �N� I I •RLT FENar TO BE INSTALLED PER (Tw.)6� dTY OF ARL/NGXIV�STANDARD ARITB�IAU E --- - - - - - L- - - - - •KT FENCE 70BE INSTALLED CW UNLE V8920'49V GI4ADIENT SYD£OF BUILDING BUILDING INSP 45.00 PARM i •CLWSIRUCACW EN7RANCLF TO BE TOP 450. 5.— — —� r —— — — — /NNTALLM POP C17Y CIS 3.0 00'BSBC ARL/NG OV1 9 STANDARDS TOE 44ZO I I I EX/SANG $ CM70UR(TYP.) STORM NOTES.• •MW INSTALLED PRICIP TO �—800 BSK ,SOLI'BS&� � I 01667RUCnCW 10.00'WALLIVRNN I •BARE SQZS COVfWED N17H MilDY EASEMENT I--"PA AO 12 SF� -- 0?AN07HOP APpROVfD BMP •TA°SOYL PER N5VOf BMP 7513 5.00 \ - - 010' (fFF 12 DEP7H) moo I •ALL GWYTF RUNOFF C0VNECMV TO LOT 72 AWVA7E STCI'PM SW C 1.00'ROTOR 0WRHAN -- � 5, � I •27E-WALL BE STABILIZED PR/U? PROPa\ PAL/X-2514 WAX R/GYlT �, I TO BU/LA�NG PE]PA//T BEING TOP 450.0 a ANAL/ZED 3.0 1,679fSJ� $ p ^ I TOE 447.0 I p SITE NOTES: f i V :p'� I •7l6W7lJNE FOOLING DRAINS AND p' GARAGE p I Row DRAINS 1D PERMANENT p = I ST0YPA/DRAINAGE SY57DM POP APPROVED RAT DRA/NAGLF PLAN o p BUILDING I CW FILE W7H 7HE CaINTY. J Z OUTLINE I •AREA OF D/S7URBANCLc*INCLUDES 3.0 TOp.450.0 24.00 I D V77RE LOT. TOE 447.0400' LEGEND: .,-, j - - - � J $ nabs �—_ ° L — — a— Bcow a�F fo.Do'Pueu6l --- ----UnLIn4P -7—26.00 — — — ® WA7M METER EASOIIOVT 1 Op'B �y g fUPE HYDRANT I 1 � � AIR VAC _ m1 CAAW BAMN i1/8 20'49OW °, i O CLEANOIUT R ° 45.00 • e O a d d a MANHOLE Q4 4d ® BLOT WALL COWNECT ROIAF AND 7!'D? 12 � 1REL�REMOVAL F00170ARK 8'WA7ER c! ECnav +00 oC r 2o17 8'SL71ERl Sx'ALE 1'=20' 2l V 169TH T.V NE LOT 72 Q \ s SITE PLAN GREGOR Y RA RK LGI HOMES PLAN NO. PALIX-2514 LOT AREA = 4„320 SF DATE 912812017 PARCEL # LOT 72 HOUSE= 1,679 SF 14711 NE 29r6 Pl—,#70' DRIVEWAY= 471 SrCaE Mlevue,W-hlnBbn 91007 DESIGNED CORE ADDRESS 8919 1897H Sr NE WALKWArIPATIO = 12 SF 425.BB5.7B77 Fax d25.BB5.7963 DESIGN PROJECT NUMBER TOTAL= 2,162 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L—GRG00 '� ;-r ,. , , .. :� 'i Permit Information Date 10/12/2017 Permit Number 1689 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 9026 168th Street NE City, State,Zip Arlington,WA 98223 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 8919 169th Street NE Valuation 309450.70 Status Applied Permit Issued Permit Expires Square Feet 2894 Type of Construction/Occupancy Load V-B Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Owner Parcel Address Legal Owner Phone Zoning 01166900007200 8919 169th Street LGI HOMES-WASHINGTON 111 Single Family Residence- NE ILLC Detached Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type ILGI Homes-Washington. 360-353- (Labor and ILLC Jake Jabusch 0588 ake.jabusch@Igihomes.co CONTRACTOR (Industries I-GIHOHL857M Review Date Type Description I Target Date Completed Date Assigned To I Status 10/12/2017 lResidential Dwelling 10/19/2017 ikmy Rusko 111n Review 10/12/2017 lResidential Dwelling 10/19/2017 lKevin Olander IIn Review Fees Fee Description Notes Amount Building Permit Fee 322.10.00.01 $3,076.58 Building Plan Review Fee 345,83,00 $1$1,999.78 Furnace322.10.00.0 $25.00 Gas Outlets Base Fee 1 to 322.10.00.0 $10.00 Mechanical Fee(Enter Fixture Fee) 322.10.00.0 $25.00 Mechanical Permit Base Fee 322.10.00.0 $25.00 Park-Community SF 345.85.00.0 $1,662.00 Plumbing Permit Base Fee 322.10.00.0 $25,001 Plumbing Permit Fee(Enter Fixture FeeI 322.10.00.0q 16 @$12 $192.0 Processing/Technology Fee 341.43.00.021 $25.0 State Building Code Surcharge Fee 386.00.01.0 $4.5 Traffic Mitigation-Ci 345.85.00.021 $3,355.0 Water Heate 322.10.00.Oq $25.0 Total $10,449.8 Notes Date Note 10/12/2017 Lot 72-Palix Uploaded Files Upload File Date File Uploaded B 10/12/2017 9:42:27 AM 1689 Site Plan.Pdf Foster,Kristin x 1(1/12/2017 9:42:27 AM 1689 ApgRggjon.pdf Foster,Kristin x RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 8919 169th Street NE Plat: Gregory Park- Lot 72 a Single-family ❑I Duplex Q Townhouse ❑ Addition Eli Accessory structure Proposed Area: 1 sc Floor. 1076 2nd Floor: 1438 Garage: 380 Total SF: 2894 Describe Proposal (include cross street): 011ef Application for new single family residence to be located at,9'924 6th Street NE. Cross street is 91st Valuation: •�0 owner: LGI Homes- Washington LLC _ Address: 11410 NE 124th St. STE 103 City: Kirkland State:WA Zip Code:98034 _ _ Phone: 360-353-0588 Email: lake.jabusch@lgihomes.com Applicant: LGI Homes- Washington LLC A Address: 11410 NE 124th St STE 103 City: Kirkland State: WA Zip Code:98034 Phone: 360-353-0588 Email:jake.jabusch@lgihomes.com Contractor: LGI Homes- Washington LLC Address: 11410 NE 124th St. STE 103 City:Kirkland State:WA Zip Code:98034 Phone: 360-353-0588 Email:jake.jabusch@lgihomes.com Contact Person:Jake Jabusch License Number:LGIHOHL857MB Expiration: 7/3/2018 VX7 110 6/16LP Page 1 of 3 j 1 �: � �` °� RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development ��l O City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) 6 Bath/Shower Combo (4.0) x 2 [!j Sink (1.5) x 1 f�j Shower (2.0) x 1 [El Lavatory (1.0) x 5 ❑' Clothes Washer (4.0) x Water Closet (2.5) x 3 pJ Dishwasher (1.5) x 1 a Water Heater x 1 9I Hose Bibb (2.5) x 2 Water Heater Model # Fib Other (list) x 1 AO Smith HPTU-50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 211 • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development C,SO City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403 3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 141 Furnace (80+) Model# Bryant 915SA3004OS14 AFUE 95% 01 Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler Q Solid-Fuel Appliance 01 PV System 01 Fireplace Insert Q; Outdoor BBQ Q Storage Tank Freestanding Stove Gas Piping Q Other Gas Piping Information Not Applicable: ❑ Black Steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: 5 • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: 10/11 Print Applicants Nam�/_ 6116LP Page 3 of 3 4o-oaao i N C ml N� 3 � r a 0 rt aoaoo �aoaoo f JI. (1 N y^ � y _ - vvs:s -`sz - N .r, z Received rC OCT 2017 �IKN I� Den Cffl n Dm"III 6YIItle1 LGI HOMES Job Number Sheel TNe BMC1+�007BM AvmNe NEl EreiMl N'AIA7�01 ]ab Name/Motlel 2519-A RF GL DeelBner DAN C. TRD$S LAYOUT ■■ oe�e:as7�uoe 1�0.IfIN1! :W_^41R. � Mw hem Adduu: Date 5/8/2017 yh .. Job Truss Truss Type ply 1113114011IFS11114ARF 2514-A Al Common Supported Gable 1 1 Job Reference lfootlonab �_ BMC.EVERETT,WA 98205-3212 8.000 s Jul 15 2010 MiTek Industries,Inc. Mon May 08 15.14 30 2017 Page 1 ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-4 w69Bygt_DEkReKNDzpGIRjjCCIbCBfrGNkjgziVet 8-3 0 4 18.60 17-6-0 1.0.0 8.3.0 8-3.0 i 1-0 0 '0 Scale:3/8"=l' 45= / F 5.00 F12 E G S T U V D H T C T T B 171 J jb K �d �} 3x4= R Q p 0 N M L 3x4= 18-9-0 16.6.0 ' 1641.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 J n/r 180 MT20 185/148 (Roof Snow--25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 K n/r 180 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 J n/a n/a BCLL 0.0 ' Code IRC2015/713I2014 (Matrix) Weight:57 lb FT=10% BCDL 10.0 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance With Stabilizer Installation guide. REACTIONS. (lb/size) B=162/16-6-0 (min.0-2-8),J=162/16-6-0 (min.0-2-8).0=159/16-6-0 (min.0-2-8).P=169116-6-0 (min.0-2-8),0=164116-6.0 (min.0.2-8) ,R=182/16-6-0 (min.0-2-8),N=169/16-6-0 (min.0-2-8).M=164/16-6-0 (min.0-2-8),L=182/16-6-0 (min.0-2-8) Max Horz B=-46(LC 13) Max UpliftB=-22(LC 8),J=-24(LC 9),P=-25(LC 12),Q=-25(LC 12),R=-23(LC 12),N=-24(LC 13),M=-25(LC 13),L=-23(LC 13) Max GravB=178(LC 18),J=178(LC 18),0=159(LC 1),P=213(LC 19),Q=170(LC 19),R=182(LC 1),N=213(LC 20),M=170(LC 20),L=182(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-13=0/41,B-C=-56/35,C-D=-39/39,D-S=-35/60,S-T=-16/61,E-T=-16/64,E-F=-43/106,F-G=-43/106,G-U=-16/64,U-V=-16/61,H-V=-35/60, H-1=-35/35,I-J=-40/19,J-K=0/41 BOT CHORD B-R=-7/53,Q-R=-7/53,P-Q=-7/53,O-P=-7/53,N-0=-7/53,M-N=-7/53,L-M=-7/53,J-L=-7/53 WEBS F-0=-120/6,E-P=-173/92,D-Q=-131/57,C-R=-137/78,G-N=-173/92,H-M=-131/57,I-L=-137/78 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 Corner(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 5-3-0,Corner(3) 5-3-0 to 8-3-0,Exterior(2)11-3-0 to 14-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 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 fora 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 22 lb uplift at joint B,24 lb uplift at joint J,25 lb uplift at joint P,25 lb uplift at joint Q,23 lb uplift at joint R,24 lb uplift at joint N,25 lb uplift at joint M and 23 lb uplift at joint L. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. JOID Truss Tlruns ype Qly y LGI HOMES 2514-A RF 1 2514-A A2 Common 1 1 JII Job Reference loptioneQ IRMC,EVERETT,WA 982054212 8.000 s Jul 15 2018 M1Tak Industries.Inc. Mon May OB 15:14:31 2017 Page 1 tB ID:migzTLjh7H1sSQCFVrnRO6ziaVJ-YAUUN%ySeHL4MbCWxwU2oz_sTcQDKe?il rzHFGzIVBs 4-7-4 8-3 0 11-10-12 164-0 �7-8-0 140-0 4-7-4 3 7-12 3.7--12 1 4-7.4 1 1-0-0 ' Scale:3/8"=1' 4x5= D 5.00 12 2x4 J K L M 2x4 C E I N B F H 3x6= 3x6= WO= 18-9-0 18-9-0 1 83-0 16-6-0 83-0 LOADING(Ps25 o SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.09 F-H >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.19 F-H >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.03 F n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:56 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 cc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) B=752/0-5-8 (min.0-1-8),F=752/0-5-8 (min.0-1-8) Max Horz B=-46(LC 13) Max UpliftB=-49(LC 12),F=-49(LC 13) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/42,B-1=-1234/107,C-1=-1197/120,C-J=-939/71,J-K=-927/73,D-K=-891/82,D-L=-891/82,L-M=-927/73,E-M=-939/71,E-N=-1197/120, F-N=-1234/107,F-G=0/42 BOT CHORD B-H=-70/1093,F-H=-53/1093 WEBS D-H=0/449,E-H=-353/107,C-H=-353/107 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B; enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-3-0,Exterior(2) 5-3-0 to 8-3-0,Interior(1)11-3-0 to 14-6-0 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 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 49 lb uplift at joint B and 49 lb uplift at joint F. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. i � Job Truss y e y L 4 HOMES 2514-A R __] 2514A B1 GABLE 1 1 Job Reference(Oaionaq BMC.E�WFT7,WA 982054212 8,000 s Jul 15 2016 MIT&InduA603 Inc. Mon May 08 15.14 31 2017'Pag I ID:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-YAUUNXySeHL4MbCW&02ozjvcPgKeopg,g7,t{FGzIV8s 1(� 11-9-0 15-3-0 23-" �1'G 1r01 11-9 0 3 6-0 I B-3-0 11- Scale=1:44.8 4x5= - � 1 4x12= 5.00 F12 G K V WM E L Dcc J C H U T X F B R N O 0 Q 3V 3x6 3x4= P 3x6= T S 18-9-0 18-9-0 i 15-3-0 23-6-0 153-0 8-3-0 � Plate Offsets((Y)— IM.0-5-12.Ed-gel LOADTCLL (ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1 15 TC 0.79 Vert(LL) -0.12 N-P >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.25 N-P >806 180 BCLL 0.0 " Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 N n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:95 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 4-1-7 cc purlins. T2:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):J,H WEBS 2x4 HF No.2 i MiTek recommends that Stabilizers and required cross OTHERS 2x4 HF No.2 bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=252/7-5-8 (min.0-2-3),S=-210/7-5-8 (min.0-2-3),T=314/7-5-8 (min.0-2-3),N=781/0-5-8 (min.0-1-8),R=960/7-5-8 (min.0-2-3) Max Horz B=64(LC 12) Max UpliftB=-11(LC 12),S=-21O(LC 1),T=-39(LC 12),N=-58(LC 13) Max GravB=267(LC 19),T=314(LC 1),N=781(LC 1),R=960(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/41,B-U=-210/0,C-U=-159/8,C-D=-193/28,D-E=-188/44,E-V=-198/65,G-V=-163/68,G-1=-176/90,1-K=-175/92,K-W=-173/72, M-W=-177/68,M-X=-1078/76,N-X=-1168/52,N-0=0/42,F-R=-1019/131,F-H=-959/121,H-J=-947/116,J-L=-921/110.L-M=-884/97 BOT CHORD B-T=0/161,S-T=0/161,R-S=0/161,Q-R=0/983,P-Q=0/983,N-P=0/989 WEBS I-J=-70/17,G-H=-84/38,E-F=-162/57,D-S=-115138,C-T=-199/75,K-L=-96/36,M-P=0/360 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B; enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 8-9-0,Exterior(2) 8-9-0 to 11-9-0,Interior(1)14-9-0 to 21-6-0 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 ANSVTPI 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 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. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 11 lb uplift at joint B,210 lb uplift at joint S,39 lb uplift at joint T and 58 lb uplift at joint N. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. russ cuss Type y L S251"RF 3 2514-A B2 Common Girder 1 Job Reference[optional) o BM ,EVERETT.WA 98205.3212 8.000 s Jul 15 2016 Miiak Indus9w5,Inc..Mon May 08 15:14:3J 2017 Pn 1 18-9-0 18-9-0 ID:migzTLjh7H 1 sSOCFVTnR06zIaVJ-UZbFnD�AvbobvMv2LXVbU0387P4koQ_SYfcOKttrl9�q 4-1-11 7-2-12 11&0 16-3.4 19-4-5 23-6-0 4-1-11 3-1-1 r 4.6.4 4 6 4 3.1-1 I 4-1-11 Scale=1:40.6 4x5= D 5.00 V2 6x8 6x8 C M N E 3x6 3x6 B F A G oI0�1 to �o P L J I H Q R S T U V W X Y 0 K 4x6= 4x6— 3x10 II 12x12— 8x12= 12x12= 3x10 II 18-9-0 18-9-0 18-9-0 alOrb 12 2-6-12 4-1-11 16-3.4 19 4 5 22-Cr12 23 8 0 l 2 0-0 1 1 41 3 1-t 4 6 4 4-6�4 3 1-1 3 2-7 0-11 4' _Plate Offsets(X,YI— IJ:0-6.0.04.81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.10 I-J >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.17 I-J >999 180 BCDL 7BCLL .0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.02 G n/a n/a BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:340 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HIP No.2 REACTIONS. (lb/size) A=1702/0-5-8 (min.0-1-8),G=6544/0-5-8 (min.0-2-5).K=13263/0-5-8 (min.0-4-11) Max HorzA=-58(LC 28) Max UpliftA=-92(LC 10),G=-350(LC 11),K=-668(LC 10) Max GravA=1745(LC 16),G=6566(LC 17),K=13263(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=-68/1146,B-C=-213/4463,C-M=-3399/210,D-M=-3387/223,D-N=-3357/213,E-N=-3427/200,E-F=-8639/481,F-G=-11670/629 BOT CHORD A-O=-1009/127,O-P=-1009/127,L-P=-1009/127,L-Q=-1009/127,Q-R=-1009/127,K-R=-1009/127,K-S=-4084/273,S-T=-4084/273,J-T=-4084/273 ,J-U=-377/7963,U-V=-377/7963,I-V=-377/7963,I-W=-549/10700,H-W=-549/10700,H-X=-549/10700,X-Y=-549/10700,G-Y=-549/10700 WEBS D-J=-103/2310,E-J=-5815/353,E-1=-220/4900,F-1=-3134/196,F-H=-94/2547,C-J=-424/8570,C-K=-7934/426,B-K=-3615/220,B-L=-105/2758 NOTES- 1)Special connection required to distribute bottom chord loads equally between all plies. 2)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:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member E-1 2x4-2 rows staggered at 0-4-0 oc. 3)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. 4)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;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 6)Unbalanced snow loads have been considered for this design. 7)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. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint A,350 lb uplift at joint G and 668 lb uplift at joint K. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1637 lb down and 86 lb up at 0-6-12,1630 lb down and 93 lb up at 2-6-12,1630 lb down and 93 lb up at 4-6-12,1630 lb down and 93 lb up at 6-6-12,1630 lb down and 93 lb up at 8-6-12, 1630 lb down and 93 lb up at 10-6-12. 1630 lb down and 93 lb up at 12-6-12,1630 lb down and 93 lb up at 14-6-12,1630 lb down and 93 lb up at 16-6-12.1630 lb down and 93 lb up at 18-6-12,and 1630 lb down and 93 lb up at 20-6-12,and 1633 lb down and 90 lb up at 22-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. I JOD Truss Truss Type uiy ES2514-ARF 2514-A C1 Common Supported Gable 1 1 Job Reference LoplEonab SM EVERETT,1 88 212 8.000 s Jul 15 2016 Mi I ek Indusum,Ina Mon May 00 15:14355 20177 Page 1 ID:migzTLjh7H 1 sSQCFV rnRO6ziaVJ-Rx)?Cu?zPMWgDVNiAmZ?zp8Ys0umG000?YSVPlzIV8( -1181' 20-0-0 40-0-0 41-0 0 1-0-0 20-0-0 20-0-0 1-0- Scale=1:73.7 5.00 12 4x5= L M 3x4 5-� K J N 3x4 H O G P Q F R E 6 S D $ 7 6 T AO 8T1 3 6 4 5 S S STV AP 2 0 3x4= AN AM AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X 3x4= 5x6= 18-9-0 40-0-0 4 Plate Offsets(X.Y)-- IP:0+0.O:tk0.g1 f4F:0-3-0,0-3A1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) (/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 V n/r 180 MT20 185/148 (Roof Snow--25.0) Lumber DOL 1 15 BC 0.07 Vert(CT) 0.00 W n/r 180 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 V n/a n/a BCLL 0.0 Code IRC2015/TPI2014 (Matrix) Weight:198 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 WEBS 1 Row at midpt L-AF ITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) V=216/40-0-0 (min.0-3-12),AF=160/40-0.0 (min.0-3-12),AG=168/40-0-0 (min.0-3-12),AH=168/40-" (min.0-3-12).AI=168140-0-0 (min.0-3-12),AJ=169/40-0.0 (min.0-3-12),AK=164/40.0-0 (min.0-3-12),AL=185/40-0-0 (min.0-3-12),AM=101/40-0-0 (min.0-3-12), AN=326140.0-0 (min.0-3-12),AE=168/40-0-0 (min.0-3-12),AD=168/40.0-0 (min.0-3-12),AC=168/40-0-0 (min.0-3-12),AB=169/40-0-0 (min.0-3-12),AA=164/40-0.0 (min.0-3-12),Z=185/40-0-0 (min.0-3-12),Y=101/40-0-0 (min.0-3-12),X=326/40-0-0 (min.0-3-12), B=216/40-0-0 (min.0-3-12) Max Horz B=-105(LC 13) Max UpliftV=-7(LC 9),AG=-20(LC 12),AH=-26(LC 12),AI=-24(LC 12),AJ=-24(LC 12),AK=-24(LC 12).AL=-26(LC 12),AM=-16(LC 12),AN=-45(LC 12),AE=-18(LC 13),AD=-27(LC 13),AC=-24(LC 13),AB=-24(LC 13),AA=-24(LC 13),Z=-26(LC 13),Y=-16(LC 13).X=-45(LC 13). B=-6(LC 13) Max GravV=216(LC 20),AF=169(LC 25),AG=246(LC 19),AH=243(LC 19),AI=214(LC 19),AJ=169(LC 1),AK=164(LC 19),AL=185(LC 1), AM=101(LC 19),AN=326(LC 1),AE=246(LC 20),AD=243(LC 20),AC=214(LC 20),AB=169(LC 1),AA=164(LC 20),Z=185(LC 1), Y=101(LC 20),X=326(LC 1),B=216(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/41,B-AO=-118/38,C-AC=-108/67,C-D=-86/56,D-E=-64/65,E-F=-53/80,F-G=-39/94,G-H=-38/107, H-1=-29/110,I-J=-48/136,J-K=-58/174,K-L=-66/214,L-M=-66/214,M-N=-58/174,N-0=-48/136, O-P=-29/110.P-Q=-38/107,Q-R=-35/82,R-S=-36/55,S-T=-33/29,T-U=-55/14,U-AP=-67/41,V-AP=-87/21, V-W=0/41 BOT CHORD B-AN=-25/112,AM-AN=-25/112,AL-AM=-25/112,AK-AL=-25/112,AJ-AK=-25/112,AI-AJ=-25/112, AH-AI=-25/112,AG-AH=-25/112,AF-AG=-25/112,AE-AF=-25/112,AD-AE=-25/112,AC-AD=-25/112, AB-AC=-25/112,AA-AB=-25/112,Z-AA=-25/112,Y-Z=-25/112,X-Y=-25/112,V-X=-25/112 WEBS L-AF=-129/0,K-AG=-206/88,J-AH=-203/80,I-AI=-174/52,G-AJ=-128/56,F-AK=-126/53,E-AL=-138/61, D-AM=-86/35,C-AN=-230/123,M-AE=-206/88,N-AD=-203/80,O-AC=-174/52,Q-AB=-128/56, R-AA=-126/53,S-Z=-138/61,T-Y=-86/35,U-X=-230/123 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 Corner(3)-1-0-0 to 3-0-0.Exterior(2)3-0-0 to 16-0-0,Corner(3) 16-0-0 to 20-0-0,Exterior(2)24-0-0 to 37-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;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. 9)Gable studs spaced at 2-0-0 oc. &tlnlueTusn I�aatkyn designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i I 017 I Truss russ TYPQjY y I.GJ HOMES 2514•A RF 2514A C1 CommatSupported Gableob Reference Loitlgnal�_ _� BMC,EVERETT,WA 982053212 8.000 s Jul 15 2016 MTek Industries,Ina Mon May 08 15 14.35 2017 Page 2 ID migzTLlh7FItsSOCFVTnRO6ziaVJ-Rxj?Cu?z AVVgDWHAmZ?zpBYsDumGOOO?YSVP1zIV6o NOTES- 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 7 lb uplift atjoint V,20 lb uplift at joint AG,26 lb uplift at joint AH,24 lb uplift atjoint Al,24 lb uplift at joint AJ,24 lb uplift at joint AK,26 lb uplift at joint AL,16 lb uplift at joint AM,45 lb uplift at joint AN,18 lb uplift at joint AE,27 lb uplift at joint AD,24 lb uplift at joint AC,24 lb uplift at joint AB,24 lb uplift at joint AA,26 lb uplift at joint Z,16 lb uplift at joint Y,45 lb uplift at joint X and 6 lb uplift at joint B. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. JobITNSS Truss ype y LGa HOMES 2514-A RF 2514-A C2 Common 5 1 Job Ref imnce(oo ionQ BMC.EVERKET WA 9920532 2 6,000 s Jul 15 2016 MiTek Industries,Inc. Mon Mey 08 15.14 36 2017 Page 1 ID:migzTLjh7H1sSQCFVTnR06zlaVJ-v7HNQEObTq-,NSM5UjU4EVOhWud4bTmYECI� zIVBn !0� 7-1-3 13-9A 20 0.0 , 26.2-12 32-10-13 40-0-0 �{ 7-1-3 6 S-0 I 8.2-12 B 2-12 6 6-0 7-13-� Scale=1:72.8 5.00 12 4x6= ' E 5x8 5-� N 0 5x8 D F 2x4 2x4 i C VV3 1M3 G M P B 1 A HI dd o 4x5= L Q R K S T J 4x5= 3x4= 5x8= 3x4= 18-9-0 18-9-0 10-3-14 20-0-0 29-8-2 40-0-0 10314 9$2 10.3-14 Plate Offsets(X Y)-- ID:04-0 0-3-41 (F70-4-0 0.3,41 IKOA-0 0.3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.36 J-K >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.63 J-K >756 180 TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.16 H n/a n/a BBCLL 00 0.0 Code IRC2015/TPI2014 (Matrix) Weight:161 Ib FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt F-K,D-K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) H=1739/0-5-8 (min.0-1-14),B=1739/0-5-8 (min.0-1-14) Max Horz B=-105(LC 13) Max UpliftH=-93(LC 13),8=-93(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-13=0/42,B-M=-3564/172,C-M=-3490/193,C-D=-3209/166,D-N=-2242/177,E-N=-2165/195,E-0=-2165/195,F-0=-2242/177,F-G=-3209/166, G-P=-3490/193,H-P=-3564/172,H-1=0/42 BOT CHORD B-L=-206/3199,L-Q=-94/2587,Q-R=-94/2587,K-R=-94/2587,K-S=-49/2587,S-T=A9/2587,J-T=-49/2587,H-J=-104/3199 WEBS F-K=-931/155,E-K=-5/1260,F-J=0/580,G-J=-422/161,C-L=-422/161,D-K=-932/155,D-L=0/580 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 3-0-0,Interior(1)3-0-0 to 16-0-0,Exterior(2) 16-0-0 to 20-0-0,Interior(1)24-0-0 to 37-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint H and 93 lb uplift at joint B. 9)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. job TMSS Truss a Q y LGl HOMES 2514-A RF 2514-A C3 Common 12 1 Job Reference[o�t[onall 8MC.EVER TT.WA 12 8.OW s Jul IS5 2018 MITek IndueGias,Inc.Mon May 08 15:14.37 2017 Pa 1 1 0 ID:migzTLjh7HisSQCFV rm 'inRO6zfaVJ-NKda1DD76E4WggHBbT2EEIg1Q1kl3hSsN WMM 1-t�U 7-1-3 , 13-9-4 20-0-0 26-2-12 32-10-13 39-7-6 0- 7-1.3 6-2-12 T 6-2-12 6-8-0 6-8-9 Scale=1:72.2 5.00 12 4x6= E 5x8 M N 5x8 D F 2x4 2x4 cc C VV3 W3 G O L A B 1 H o �1 I� 0 4x5= K P Q J R S I 5x6= 3x4= 5x8= 3x4= 18-9-0 18-9-0 10-3.14 20-" 29_-8-2 39-7-6 10-3.14 9-8-2 9 B-2 9.11-4 Plate Offsets(X.Y)— [D:04-0.0-341,[F:0_-4-0,0-34j 1J:04-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.35 J-K >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.62 J-K >765 180 BCLL BCDL 0.7.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.16 H n/a n/a BCDL 100 R Code IRC2015/TP12014 (Matrix) Weight:160 Ib FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt F-J,D-J WEDGE MiTek recommends that Stabilizers and required cross Right:2x4 HF No.2 bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1731/0-5-8 (min.0-1-14),H=1650/Mechanical Max Horz B=109(LC 16) Max UpliftB=-93(LC 12),H=-73(LC 13) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/42,B-L=-3544/175,C-L=-3470/196,C-D=-3189/169,D-M=-2221/180,E-M=-2145/198,E-N=-2145/198,F-N=-2222/185,F-G=-3149/181, G-0=-3377/210,H-0=-3464/199 BOT CHORD B-K=-211/3181,K-P=-99/2569,P-Q=-99/2569,J-Q=-99/2569,J-R=-69/2551,R-S=-69/2551,I-S=-69/2551,H-1=-137/3109 WEBS E-J=-7/1245,F-J=-909/156,F-1=0/544,G-1=-375/158,D-J=-926/155,D-K=0/581,C-K=-422/161 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B; enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-11-9,Interior(1)2-11-9 to 16-0-7,Exterior(2) 16-0-7 to 20-0-0,Interior(1)23-11-9 to 35-7-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint B and 73 lb uplift at joint H. 10)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. } I ' 1 ob Truss I fUSB Type y y LGI HC1ME$2514-A RR 2514-A C4 GABLE 1 1 Job Reference'optional) BMC.EVERETT,WA 98205-3212 8.000 a Jul 15 2016 MYTek Industries,Ire Mon MeY 0815.14.38 2017 W-0Pa 1 ID:migzTLjh7H1sSQCFVTnR06ziaVJ-rM8rw2r RE5hgFsrv7ibRm36QwTTn7rhWJ9?MZIV8I - 20-0-0 39-7-6 { 0- 20-0-0 19-7-6 Scale=1:73.2 5.00 12 4x5= L M 3x4 K I J N 3x4 H 0 G P p F R E S p 8 7 T 6T1 5 1517 6 5 614 AN 3 3t2LV 3x4= AM AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X W 3x4= 5x6= 18-9-0 39-7-6 39-7-6 Plate Offsets(KYf- rAE:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 A n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 A n/r 180 BCDL 7•0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 V n/a n/a BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:196 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 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 WEBS 1 Row at micipt L-AE MiTek recommends that Stabilizers and required crass bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) V=129/39-7-6 (min.0-3-10),AE=160/39-7-6 (min.0-3-10),AF=168/39-7-6 (min.0-3-10),AG=168/39-7-6 (min.0.3-10),AH=168/39-7-6 (min.0-3-10),A1=169/39-7-6 (min.0-3-10),AJ=164/39-7-6 (min.0-3-10),AK=185/39-7-6 (min.0-3-10),AL=101/39-7-6 (min.0-3-10), AM=326/39-7-6 (min.0-3-10),AD=168/39-7-6 (min.0.3-10),AC=166/39-7-6 (min.0-3-10),AB=168/39-7-6 (min.0-3-10),AA=169/39-7-6 (min.0-3-10),Z=164/39-7-6 (min.0-3-10),Y=182/39-7-6 (min.0-3-10),X=110/39-7-6 (min.0-3-10),W=309/39-7-6 (min.0-3-10), B=216/39-7-6 (min.0-3-10) Max HorzB=1o9(LC 12) Max UpliftAF=-20(LC 12),AG=-26(LC 12),AH=-24(LC 12),AI=-24(LC 12),AJ=-24(LC 12),AK=-26(LC 12).AL=-16(LC 12),AM=-45(LC 12), AD=-18(LC 13),AC=-27(LC 13),AB=-24(LC 13),AA=-24(LC 13),Z=-24(LC 13),Y=-26(LC 13),X=-15(LC 13),W=-50(LC 13),B=-4(LC 13) Max GravV=129(LC 20),AE=167(LC 25),AF=243(LC 19),AG=240(LC 19),AH=202(LC 19),AI=169(LC 1),AJ=165(LC 19),AK=185(LC 1), AL=101(LC 19),AM=326(LC 1),AD=246(LC 20).AC=243(LC 20),AB=214(LC 20),AA=169(LC 1),Z=165(LC 20),Y=182(LC 1),X=111(LC 20),W=309(LC 1),B=216(LC 1) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/41,B-AN=-120/34,C-AN=-110/64,C-D=-88152,D-E=-66/61,E-F=-54176,F-G=-41/90,G-H=-39/103, H-1=-29/106,I-J=-49/132,J-K=-59/169,K-L=-67/210,L-M=-67/210,M-N=-59/169,N-0=49/132, O-P=-29/106,P-Q=-39/103,Q-R=-36/78,R-S=-36/51,S-T=-36/27,T-AO=-50/13,U-AO=-57/3,U-V=-90/42 BOT CHORD B-AM=-27/105,AL-AM=-27/105,AK-AL=-27/105,AJ-AK=-27/105,AI-AJ=-27/105,AH-AI=-27/105, AG-AH=-27/105,AF-AG=-27/105,AE-AF=-27/105,AD-AE=-27/105,AC-AD=-27/105,AB-AC=-27/105, AA-AB=-27/105,Z-AA=-27/105,Y-Z=-27/105,X-Y=-27/105,W-X=-27/105,V-W=-27/105 WEBS L-AE=-127/0,K-AF=-203/88,J-AG=-200/80,I-AH=-163/52,G-AI=-128/56,F-AJ=-126/53,E-AK=-138/61, D-AL=-87/36,C-AM=-230/122,M-AD=-206/88,N-AC=-203/80,O-AB=-174/52,Q-AA=-128/56,R-Z=-127/53, S-Y=-136/61,T-X=-94/37,U-W=-214/148 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 Corner(3)-1-0-0 to 2-11-9,Exterior(2)2-11-9 to 16-0-0,Corner(3) 16-0-0 to 20-0-0,Exterior(2)24-0-0 to 35-7-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 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 Con2ti0-0 yid p fit2between the bottom chord and any other members. .� 1 O I I c FUSS uss y y LGI HOMES 2514A RF 2514A C4 GABLE 1 1 Job Reference(optional) BPAC.EVERETT,WA 992053212 8.0W s Jul 15 20161ATau Industries.Inc,Mon May 0815:14:38 2017 Page 2 ID:migzTLjh7HlsSQCFVTnR06ziaVJ-rWP8rM2r REShgFsrv7ibRm36QwTTn7rhWJ9?MzIV81 NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint AF,26 lb uplift at joint AG,24 lb uplift at joint AH, 24 lb uplift at joint Al,24 lb uplift at joint AJ,26 lb uplift at joint AK,16 lb uplift at joint AL,45 lb uplift at joint AM,18 lb uplift at joint AD,27 lb uplift at joint AC,24 lb uplift at joint AB,24 lb uplift at joint AA,24 lb uplift at joint Z,26 lb uplift at joint Y,15 lb uplift at joint X,50 lb uplift at joint W and 4 lb uplift at joint B. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. i • i 6-00-00 20-06-00 19-06-00 N 4-00-00 00 91 Al m m 0 0 0 0 6-00-00 a _ gg C2 H Vl - rt 3 r d c 'r 14-10-04 5-03-12 4-00-00 4-00-00 17-10.00 AD 8-00-00 r� J' y� Cpi17J� bz z } _`x 1 x N z p R%c ived � z OCT 7017 r� Go Im D.Day—I Deaignar 111 6 Ide1 'LGI HOMES ]ob Number Sheet Tille u ,BMC BO35N Avaiue NEl Evmetl,N'A 981B1 ]ob Neme/Model 2514-FL DWgM! DAN C. TRUSS LAYOUT OPow 125799S20B AddHfe: � i� Date 5/11/2017 iTe k MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 2514-FL Fax 916/676-1909 LGI HOMES 2514 FL 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: R50499425 thru R50499441 My license renewal date for the state of Washington is May 16,2019. �E�LL 6 4AoF WAS�� ,p 51398 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 [GABLE ussType Qty Ply LGI HOMES 2514 FLR50499425 2514-FL Al 1 1 Job Reference o liorlal BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:38 2017 Page 1 I D:migzTLjh7 H 1 sSQCFV rnR06ziaVJ-tkuC2bgl HgDtMmx7KXJgpbm_l?aQx6H6?VgOLgzlYZB 0*8 Scale=1:30.9 A 8 C D E F G H I J K yl- b W ax X X X X=X V U T S R Q P O N M L r 2�r 4-0-0 6.0-0 8 0-0 1 10-0-0 i 12-0-0 1 14 0 0 I 1&0-0 16-0-0 153 0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 Plate Offsets(X,Y)-- [A:Edge.0-0.121.[W:0-1.8,0.0-121.[X:0-1-84-0-121 LOADING (psi] SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1-00 TC 0.15 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 L n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:62 lb FT=Oe/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 19-3-0 (lb)- Max Grav All reactions 250 Ib or less at joint(s)V,L,U,T,S,R,Q,P,O,N,M 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 2-0-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards 1,�RRII'L, r0� k 51398 fQ,� o� AcIs,rf~R� �v �sSt�NAL��` May 8,2017 ,&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 MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suib:312,Alexandria,VA 22314. Suite 109 Citrus Hei his CA 95610 i Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499426 2514-FL A2 Floor 9 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8,030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:39 2017 Page 1 ID:migzTLjh7H1 sSQCFV rnR06ziaVJ-LwSaFxrw2TLk_wVVKuFgvMolOgPhhgTdFD9axt6zlYZA 0-1-8 H, 2A" o^ Scale=1:31 6 4xB= 3x4= 3x4 = 4x8= A B C D E F G H 0 6 P N M L K 3x6 = 4x12 = 3x4 = 4x12 = 3x6 = 1930 IS." Plate Offsets(X,Y)-- fA:Edge,0-0-121.IF:0-1-8.Edael.IM:0-1-8.Edgel.IP:0-1-8.0-0-121.FQ:0-1-8.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.33 M-N >686 480 MT20 185/148 TCDL 10,0 Lumber DOL 1.00 BC 0.99 Vert(CT) -0.49 M-N >470 360 BCLL 0.0 Rep Stress Incr YES WB '0.41 Horz(CT) 0.09 J n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:77 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 0=1045/0-5-6,J=1045/0-2-10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-2894/0,C-D=-2894/0,D-E=-3563/0,E-F=-3563/0,F-G=-2881/0,G-H=-2881/0 BOT CHORD N-0=0/1719,M-N=0/3506,L-M=0/3563,K-L=0/3563,J-K=0/1714 WEBS B-0=-1951/0,B-N=0/1333,D-N=-695/0,D-M=-262/428,H-J=-1945/0,H-K=0/1325,G-K=-276/2,F-K=-912/0 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. - �gRRILC 8,q J� Of WASN�, W 0 51398 {q 0.l+ �QIS'TER� NALE�G May 8,2017 ,&WARNING-Veniry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11,111-7473 rev,10/03/2015 BEFORE USE. ff Design valid for use only with MiTek®conneclors.This design is based only upon parameters shown,and is for an individual building component,not a truss system_Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Salety Information available from Truss Plate Institute,218 N.Lee Street,Suihl 312,Alexandria,VA 22314. Suite 1o9 Citrus Heights. 1 i Job Truss Truss Type Qty 7PlyLGI HOMES 2514 FLR50499427 2514-FL A3 Floor 3 Reference o Gonal BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May OB 13:21:40 2017 Page 1 ID:migzTLjh7H1 sSQCFV rnR06ziaVJ-p6OySHrYpnTbb35WSyL8uOrF1 p3VPxWOSpJVPYzIYZ9 0-1-8 H 2.6.0 IV"H1� 1-3-0 0i � Scale=1:29.9 4x8= 3x4= 3x4 = 4x6= 3x4 I 4x8 II A B C D E F G H I J S o o R P O N M L K 3x6 = 4x8 = 3x4= 4x8= 5x8= 17 4 17.8-12 a-e Plate Offsets(X,Y)-- [kEdoe.0.0-121,IF:0-1.8.Edne1,IJ:0.3.O.Edge],I0:0.1-B,Edoe],IR:0-1.8.G-0-121.1S:0-1-8,0-a121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.35 0-P >597 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 J n/a n/a BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:76 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. REACTIONS. (lb/size) J=952/0-1-8,Q=952/0-5-6 FORCES. (lb)-Max.Comp./Max,Ten,-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2549/0,C-D=-2549/0,D-E=-2884/0,E-F=-2884/0,F-G=-2515/0,G-H=-2515/0,H-1=-811/0,I-J=-814/0 BOT CHORD P-Q=0/1546,O-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541 WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,D-P=-498/0,D-0=-340/240,H-L=-1057/0,H-M=0/1106,F-M=-660/0 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect truss backwards. tJ,ERYJLL 6 WAsy/ �f j ADO RE51398� �cy� _ .� c�s•r�R � �SS7�NAL��G` May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Suito 312,Alexandria,VA 22314. Suite 109 r:Arus Hegnis C/„45010 i Job Truss Truss Type Qty Ply 1 LGI HOMES 2514 FL R50499428 2514-FL A4 Floor 2 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:41 2017 Page 1 I D:migzTLjh7H 1 sSQCFVTnR06zlaVJ-HJaKgdsAa4bSDDgi?gsNRDOQnDPk8OmYhT32y?zlYZB 0-1-6 H 2.e.0 i I 1-3-0 1-3-0 3-01 Scale=1:29.9 4x8= 3x4= 3x4 = 4x6= 3x4 I 4x8 I A B C D E F G H I J S o R P O N M L K 3x6 = 4x8= 3x4= 48= 5x8= 17.6-12 17r09V 17-6-12 3 0 Plate Offsets(X Y)— (A:Edne 0.0.121 tF:0-1.8 Edgel (J:0-3-0 Edgel (0:0-1-8 Edgel (R:0-1-8.0A-121.fS:0-1-8,0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.35 O-P >597 240 BCLL 0 0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 J n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:76 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) J=952/0-2-14,Q=952/0-5-6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2549/0,C-D=-2549/0,D-E=-2884/0,E-F=-2884/0,F-G=-2515/0,G-H=-2515/0,H-1=-811/0,I-J=-814/0 BOT CHORD P-Q=0/1546,O-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541 WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,D-P=-498/0,D-0=-340/240,H-L=-1057/0,H-M=0/1106,F-M=-660/0 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect truss backwards. �$RRIL� 6 wns ,"�!�, o 51398 .4� crSTE �sstoNALENG May 8,2017 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a buss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN8IITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N-Lee Street,Suit.312.Alexandpi,VA 22314. Suite 109 »rus Heights, 95610 Job Truss Truss Type City Ply LGI HOMES 2514 FL R50499429 2514-FL A5 FLOOR 3 1 Job Reference o fional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:42 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnRO6zlaVJ-mV8jtztpLOjJrNFvZNNc_Rwaldjitgzhv7ocURzIYZ7 0-1-8 • Hr 1-3-0 08 Scale=1:29.0 4x8 = 3x4 = 3x4 = 4x6 = A B C D E F G H I Q 0 uS Ple L N M L K 3x6= 4x8= 3x4 = 4x6= 3x6 = 17.9.12 17-9-12 Plate Offsets(X,Y)-- [A:Edge,0-0-121,[F:0-1-8,Edael,[M:0-1-8,Edgel.[P:0-1-8,0-0-121.[0:0-1-8,0-0-121.[R:0-1-8,0-0-121.fS:0-1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 056 Vert(LL) -0.25 M-N >826 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 090 Vert(CT) -0.37 M-N >558 360 BCLL 0 0 Rep Stress Incr YES WB 037 Horz(CT) 0.07 J n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:73 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) 0=959/0-5-6,J=959/0-3-6 FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD B-C=-2574/0,C-D=-2574/0,D-E=-2926/0,E-F=-2926/0,F-G=-2547/0,G-H=-2547/0 BOT CHORD N-0=0/1560,M-N=0/3026,L-M=0/2926,K-L=0/2926,J-K=0/1558 WEBS B-0=-1770/0,B-N=0/1152,D-N=-513/0,D-M=-340/251,H-J=-1768/0,H-K=0/1122,F-K=-672/0 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. thE�'L 6 WASft� `tJ 0 R�51398 ¢� .' CISTE �ss70NAL��G May 8,2017 ,&WARNING.Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and 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 I< 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,Suibt 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 9561Q Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499430 2514-FL A6 GABLE 1 1 Job Reference lionat BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:43 2017 Page 1 I D:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-Ehi55JuR6irASXg575urWeTgsOHicM Wf8nY90tzlYZ6 O-kB 0-k8 Scale=1:28 6 A B C D E F G H I J V ] X U W T S R Q P O N M L K 2 0-0 4-0 2 0-0 2,020 2 0 0 6-0-0 } B•0 0 1 10.0-0 12-0-0 1 14.0.0 I tt3-0-0 d IZ�12 r 2-0.0 2-0.0 2-0-0 2-0-0 2.0-0 1-912 Plate Offsets(X Y)-- [A•Edoe 0-0-121 IU.0-1-8 0-0.121 N:0-1.8 0-0.121 [W:0-1-8 0.0-121.[X: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 015 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 002 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 003 Horz(CT) 0.00 K n/a n/a BCDL 5.0 Code IRC2015/71312014 Matrix-R Weight:58 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 17-9-12 (lb)- Max Grav All reactions 250 Ib or less at joint(s)T,K,S,R,Q,P.0,N,M,L FORCES. (lb)-Max.Comp./Max.Ten--All forces 250(lb)or less except when shown NOTES- 1)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 2)All plates are 1 5x4 MT20 unless otherwise indicated 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(Le diagonal web) 5)Gable studs spaced at 2-0-0 oc 6)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means ORRILL �� oQ wnskw'�f�, ti� coo� 51398k+� Off, �QISTER� AL��G May 8,2017 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev.10/03/2015 BEFORE USE. Design valid for use onty with MiTeW connectors.This design is based only upon parameters shown,and Is for an individual budding component,not I truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated 4 to prevent buckling of individual truss web andlor chord members only. Addaionel temporary and permanent bracing MiTek' I s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 K Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 i Job Truss Truss Type Qty ply LGI HOMES 2514 FL R50499431 2514-FL B1 GABLE 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:44 2017 Page 1 I D:migzTLjh7H 1 sSQCF V rnR06ziaVJ-iuGTifu3t?zl4hPHhoQ43sO?VQdnLpm_N RHiYJzIYZ5 0-P Scale=1:33.2 3x6 FP= A B C D E F G H I J K L M d4B AA tRX30TZ-2 kXXXX�7'7�51,2 JXXXX77LJ J J t7777_1� Z Y x W V U T S R Q P 0 N 3x6 FP= 1 8 1 S 12 10 8.1 1 1 14 8- 1 18.8.1 8.8 08 12 2 4-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0 0 2-0-0 2.0-0 2-0-0 1.11.12 9:0Plate Offsets(X,Y)-- fA:goe.0.0.121.(AA:D-1-8,0-0-12L fAB:0-1-8.0-0-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 016 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 003 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 003 Horz(CT) 0.00 N n/a n/a BCDL 5.0 Code IRC2015/TPI2014 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. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 20-7-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)Z,N,Y,X,V,U,T,S,R,Q,P,O 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 2-0-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards, -RMLL ,0 ' WASH 51398 1g,� �ss�ONALE�� May 8,2017 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1i rev.10/03/2015 BEFORE USE. ' _ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil 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 Cjtn4He' 10 _ i Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499432 2514-FL B2 Floor 5 1 Job Refe ence o Gonal BMC, EVERETT,WA 98205-3212 8,030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:45 2017 Page 1 1 D:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-A4prW?vheJ5uir_TEVxJb3Y4SgoB4AZ8c51 G5mzIYZ4 1 2.6.0 1-3-0 1-1-0 0*8 Scale=1:33.6 4x8= 3x6= 3x4= 3x6 FP= 4x8 = A B C D E F G H I J K T7 '�\- 0 i- s ::!E :4 — 7s:i 3x10 = Q P O N M 3x6 FP= 3x4= 3x4= 4x12 = 3x6= 4x12= 20--" r 20-8-8 i Plate Offsets(X.Y?-- IAEdne.0-0.121,IN:0-1-8.Edael.110:0.1-8.Edae1,tS:0-1-8.0-0.121,tT:0-1-8.0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.53 Vert(LL) -0.35 M-N >700 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.72 Vert(CT) -0 50 M-N >492 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 009 L n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:89 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-I:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) except end verticals BOT CHORD 2x4 HF No.2(flat)"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing L-Q:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (lb/size) L=1125/0-5-6,R=1125/0-2-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3190/0,C-D=-3190/0,D-E=-4170/0,E-F=-4170/0,F-G=-4170/0,G-H=-3192/0, H-J=-3192/0 BOT CHORD P-R=0/1861,O-P=0/3946,N-0=0/4170,M-N=0/3952,L-M=0/1868 WEBS J-L=-2120/0,B-R=-2112/0,J-M=0/1502,B-P=0/1508,C-P=-261/0,G-M=-863/0, D-P=-857/0,G-N=-158/586,D-0=-108/612,E-0=-326/38 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)R 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 41 ,� OF WASN,, 'W t� �0� 51398 w'� OAS, FQ/STER� `4S�ONALE�G May 8,2017 WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Salety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Suite 109 Citrus Hel.hts,CA 95610 . i Job Truss Truss Type Qty IPly 1 LGI HOMES 2514 FL R50499433 2514-FL B3 Floor 5 1 Job Reference (optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:46 2017 Page 1 I D:migzTLjh7H 1 sSQCFV rnR06ziaVJ-eGNDjKwJPdDIJ_YgoDSY8H5EPE8ypcgHglmpdCzIYZ3 r24L-0� �i 1i 1� 1-8-14-kB Scale=1:37.5 4x8= 3x6 FP= 3x4= 3x6 = 4x12 = 3x4 11 3x4 = A B C D E F G H 1 J K L V o U T S R Q P 0 N M 3x6 = 4x12 = 3x4= 3x4= 3x6 FP= 4x12 = 4x12 = 1 20.7-2 0- 8 1-11-14 Plate Offsets(X.Y)-- A:Edge 0-0-121 IL:0-1-8,Edge1 IQ:0-1-8.Edge1,IR:0-1-8 Edgel,FU:0-1-8.0-0-121,IV:0-1-8.0-01121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.36 P-Q >688 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -0.48 P-Q >513 360 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.08 N n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:99 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 HF No.2(flat) except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, M-0:2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (lb/size) T=1087/0-2-10,N=1711/0-5-8 Max Grav T=1104(LC 3),N=1711(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-310810,C-E=-3108/0,E-F=-4021/0,F-G=-4021/0,G-H=-402110,H-1=-2949/0, I-J=-2949/0,J-K=0/555,K-L=0/552 BOTCHORD S-T=0/1823,R-S=0/3828,Q-R=0/4021,P-Q=0/3751,N-P=0/1582 WEBS K-N=-265/0,B-T=-2069/0,B-S=0/1459,C-S=-256/0,J-N=-2165/0,J-P=0/1591, H-P=-944/0,H-Q=-98/668,E-S=-817/0,E-R=-171/569,F-R=-302/71,L-N=-677/0 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)T 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(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. c1 LOAD CASE($) Standard ,`r OF AS 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=l 00 Uniform Loads(plf) Vert:M-T=-10,A-L=-100 Concentrated Loads(lb) Vert:L=-328 Ada 51398� wq� 41 L?ISTE� �SSJONAL B�G� May 8,2017 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSO.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 9 610 _ i Job Truss Truss Type Qly Ply LGI HOMES 2514 FL R50499434 2514-FL C1 Floor 3 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:47 2017 Page 1 I D:migzTLjh7 H 1 sSQCFVTnR06zl aVJ-6SxcwgxxAwLcx87 sMwznhUdUteYpY7UQ3P WN9ezIYZ2 0-1-B 1-1-8 Hil 2-9.0 0-Q-4 01118i _i Scale=1:23.3 • 1.5x4 I 4x6 3x4 I 3x4= 1.5x4 3x4= 3x4 I 4x6 II A 8 C DE F G H 0 0 u5 9 N M L K3x4 J I 1.5x4 I 4x6= 3x4= 4x6= 1 5x4 II 0 1 3 1.12 4 0• 13.0.4 _ 0- Plate Offsets(X,Y)— �A:0-3-O,Edge] K0-3-0,Edge],L:0-1-8 Edge],[L•0-1-$,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0,07 L >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.11 L-M >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.02 H n/a n/a BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:59 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) A=709/0-1-8,H=709/0-1-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-632/0,B-C=-631/0,C-D=-1709/0,D-E=-1709/0,E-F=-1709/0,F-G=-631/0,G-H=-632/0 BOT CHORD L-M=0/1413,K-L=0/1709,J-K=0/1413 WEBS A-M=0/915,H-J=0/915,F-J=-887/0,C-M=-887/0,F-K=0/416,C-L=0/416 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,H. 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. ORRI l- 8 wns '�F�, Vd4► �, 51398 � 0., �orSTF �sS'IONAL ENO May 8,2017 • AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7477 rev.10/e3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W11, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-Bg and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suit:312,Alexandra,VA 22314. Suite 109 Job Truss Truss Type Oty Ply LGI HOMES 2514 FL R50499435 2514-FL C2 Floor 1 1 Job Reference o tlonal BMC, EVERETT,WA 98205-3212 8,030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:47 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnR06ziaVJ-6Sxcwg>o AwLcx87sMwznhUdTReaZY8lQ3PWN9ezlYZ2 0-3-0 t-1 8 r r r 2.6 0 ; r 1�� 0 tale=1:155 _ 3x6 3x4 I 3x4= 1.5x4 II A B C D 3x4 = E L 1.5x4= 0 1.5x4 = K 3x6 = J I H G F 1 5x4 1 5x4 11 1 5x4 I 3x4 = 4 3-0 7-11-14 Plate OHsels(X,Y)-- fC:0.1-8,Edgel,fD:0.1-8,Ed9eL IJ:Edge,0-0-121.IK:O-1.8,0.0.121.IL:0-t-8,0.0.121 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.05 H-1 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.35 Vert(CT) -0.06 H-1 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.01 F n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:37 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=426/0-2-14,F=426/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-383/0,B-C=-383/0,C-D=-601/0 BOT CHORD H-1=0/601,G-H=0/601,F-G=0/601 WEBS B-1=-269/0,A-1=0/555,D-F=-678/0,C-1=-281/0 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)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. - �RR1l.0 6 a� Of Ec�s51398 <y� �.� rsR� k/ `c'sSrONALB�� May 8,2017 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.10/07/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilo 312,Alexandria,VA 22314. Suite 109 Citrus ejobts.CA 9561 Job �Tfusa Truss Type Qty Ply LGI HOMES 151111 iR50499436 2514-FL D11 Floor 3 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:48 2017 Page 1 I D:migzTLjh7H 1 sSQCFVTnRO6zi aVJ-afV_BOyZwETSZI i2weUODiAep 1 wnHbya 13Fwh5zlYZ1 0-1-8 1-1-8 2414 F , 1-5-12 , 1-3-0 SWfe=1:25.5 1.5x4 1.5x4= 3x6 II 3x4 11 3x4 = 3x4 II 3x4= 1 5x4 11 3x4 = 1.5x4= A B C D Q E F G H P 0 N M K J3x4 = t 1-5x4 I 3x6 = 3x6= 1.5x4 3x4 = 0• . 4 - 12 0• 6.7.10 8.2-10 Plate Offsets(X,Y)•- IE:0-1-8.Edue1.IJ:0-1-B,Ed0el,10:0-1.8.134121.(P:0-1-6.04121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.05 I-J >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(CT) -0.08 I-J >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 1 n/a n/a BCDL 5.0 Code IRC2015rrPI2014 Matrix-R Weight:64 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=346/0-1-8,L=818/0-5-8,1=443/0-3-7 Max Grav A=395(LC 8),L=818(LC 1),1=446(LC 8) FORCES. (lb)-Max.Comp,/Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD A-B=-346/0,B-C=-344/0,E-F=-637/0,F-G=-637/0 BOT CHORD L-M=0/550,K-L=0/637,J-K=0/637,I-J=0/603 WEBS A-M=0/499,D-L=-274/0,C-L=-517/0,G-1=-684/0,E-L=-689/0 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)A. 4)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 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. _ �gtLRIL(, 6 J� OF WASIt� -lT 51398 ww4 sS�oNAU��, May 8,2017 AWARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev.10/07/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall Nil' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPIt Quality Criteria.DSB-89 and Boat Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitt)312,Alexandria,VA 22314. Suite 109 Carus Hei s CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499437 2514-FL D3 Floor 5 1 ob Reference tlonal BMC, EVERETT.WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc, Man May 08 13:21:50 2017 Page 1 ID:migzTLjh7H1 sSQCFV rnR06ziaVJ-Xl dkZizgSrjAocsR13WU17FuNrR5ITstINk1 mzzlYZ? 0-1-8 2�1�---�F J 4 I � 1 � °- B HI Scale :33.4 3x4= 3x4= 3x4 4x6 = 3x4 = 3x6 FP= 3x6= A B C D E F G H I J K X o U S R Q O N M 3x4 = 3x6 FP= 3x10= 3x6= 3x10= 3x6 = 5.5.8 20-5.4 5-5.8 14.11.14 Plate Oftsets(X.Y)-- IA:Edge,0-0-121.fB:0-1-8.Edae] fC:0-1-8.Edge].IG:0-1-8 Edge].f0:0-1-S.Edoe].Iu:0-1-8.0.0.121.rv:0-1-8.0-0-121,IW 0-1-8.0.0-121.(x: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 0.71 Vert(LL) -0.25 M-N >716 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.32 M-N >561 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.04 L n/a n/a BCDL 5.0 Code IRC2015ITP12014 Matrix-R Weight:84 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals, WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) L=801/0-5-6,T=258/0-3-6,P=1148/0-3-8 Max Grav L=805(LC 7).T=333(LC 10),P=1148(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-380/62,E-F=-2057/0,F-G=-2057/0,G-H=-2024/0,H-J=-2024/0 BOT CHORD S-T=-62/380,R-S=-62/380,P-R=-62/380,O-13=011228,N-0=0/2057,M-N=0/2057, L-M=0/1269 WEBS B-T=-429/70,C-13=492/0,E-P=-1483/0,E-0=0/992,F-0=-337/0,J-L=-1440/0, J-M=0/857,H-M=-320/0,G-M=-294/128 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions- It is the responsibility of the fabricator to increase plate sizes to account for these factors 3)All plates are 1.5x4 MT20 unless otherwise indicated 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. J� of wAsr ,"�P� no 51398�0 w� SSr�NAL��G May 8,2017 AWARNING.verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-99 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type 'Qty Ply LGI HOMES 2514 FL R50499438 2514-FL D4 GABLE 1 1 Job Reference o bona BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:51 2017 Page 1 ID:migzTLjh7H1 sSQCFVTnRO6zlaVJ-?EB6m2_SD9rl QmRdbm2jrKoCeFOGU_UO_l UalPzIYZ_ 0*8 0*8 Scale=1:33.6 3x6 FP= 2x4 I A B C D E F G H I J K L M AC_ Z AB Y X W V U T S R O P O N 3x6 = 3x6 FP= 0-5-8 0- 2.5.8 MS8 8.5• 41 1 1 -5.8 14-b41 t&5.8 1&5•S 2aS•4 0-43 2•a0 2-11 2.O-0 2-0-0 2-0.0 2-D•0 2•a0 2•a0 2A•0 1.11.12 0-4-0 Piste Offsets(X,Y)-- IA:Edge,0.0.121,[M:0-1-8,Edge],IZO.1.8.0•0-121,fAA:0.1-8.0-0.121,fA$:0-1-8.0.0-121.[AC:0.1.8.0.0.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40-0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 1 00 SC 0.04 Vert(CT) n/a n/a 999 BCLL 0-0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a n/a BCDL 5.0 Code IRC2015(T1312014 Matrix-R Weight:67 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 20-2-4 (lb)- Max Grav All reactions 250 Ib or less at joint(s)Y,N,X,V,U,T,S,R,Q,P,O FORCES. jib)-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 2-0-0 oc 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means �1�RRILL 6 J19 WASF "T> Q' A �O� k 51398 w� SS��NALB�G May 8,2017 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is loran individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall 191 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 rabricalion,storage,delivery,erection and bracing of Trusses and truss systems,see ANSIITPI7 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21e N.Lee Street,SuNr 312,Alexandria,VA 22314. Suite 109 Citrug Heights,CA 9 610 Job Truss Truss Type Qty Ply LGI HOMES 2514 FL R50499439 2514-FL F1 FLOOR GIRDER 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:51 2017 Page 1 I D:migzTLjh7 H 1 sSQCF VTnRO6zlaVJ-?EB6m2_SD9rl QmRdbm2jrKo8PFyh UxRO_1 Ual PZIYZ_ r T-11-3 Scale:V=1' A 45 I F B 3x4= C4x5 II u5 3x4= 3x4 = r 61-14 1 6-1-14 0-3-8 Plate Offsets(X,Y}-- [C:Ed11e,Q-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 000 D-E >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(CT) -0 00 D-E >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0,01 D n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:53 lb FT=12% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 1 GOOF 1.6E or 2x4 DF No.1&Btr except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) E=1529/0-5-8,D=1855/0-11-14 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-E=-450/0,C-D=-783/0,A-B=-284/0,B-C=-304/0 BOT CHORD D-E=0/2979 WEBS B-E=-2891/0,B-D=-2870/0 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 0-9-0 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)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. 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. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) RRILL8 WAS Vert:D-E=-10,A-F=-100,C-F=-527 ,19 F x � Concentrated Loads(lb) Vert:F=-1034 hQ� 0 vOvQ ,� 51398 S%NAL��G May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a buss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,AlexaWa.VA 22314. Suite 109 Citrus Heicibts.CA 95610 Job Truss Truss Type City Ply LGI HOMES 2514 FL R50499440 2514-FL F2 FLOOR GIRDER 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:52 2017 Page 1 ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-TQkU_0?4_TzulvOg9UZyNYLNKfEVDL49DhD7pszlYYz r 2.6.4 Scale=1:11.1 5x6 A 5x6= B1 5x4 II C LJ 6x12 = G E H I 1-5x4 11 1-5x4 11 12 1 1 n 5-7-8 6-i t-0 0.3.8 B 0 2.8-0 0.3 8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.04 E-F >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 100 BC 0.55 Vert(CT) -0 05 E-F >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) -0 00 D n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-P Weight:49 lb FT=12 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purling, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F=1648/0-5-8,D=2232/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-F=-1199/0,C-D=-1199/0,A-B=-3065/0,B-C=-3065/0 WEBS A-E=0/3235,C-E=0/3235 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 0-9-0 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)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. 4)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plo Vert:D-F=-10,A-C=-100 gRRILL Concentrated Loads(lb) �► Vert:G=-1085 H=-1085 1=-1092 J`0� F WASk Q O vO�O 51398� w� .1 c/S'rER �SS10 AL May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. �- Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addkional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilm 312,Alexandria,VA 22314. Suite log citrus Hih A 95610 Job Truss Truss Type pry Ply LGI HOMES 2514 FL R50499441 2514-FL F3 FLOOR GIRDER 1 2 Job Reference oral BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:53 2017 Page 1 I D:migzTLjh7H 1 sSQCF VTnR06zlaVJ-xcltBk?ilm5lf3bOiB4BwltN32XPymvJ RLzh Mlzlyyy i 2-0-0 0 Scale=1:18 0 1.5x4 II 4xl2 = 1.5x4 II 1.5x4 II 4xl2 = 1.5x4 II A K B L C D M E F u N I H 3x10 = 3x10 = 4x8 = 4x8 = 4 3 8 58 a 9-10_0 4-3-6 1-3-0 4-3-8 Plate Offsets(X.Y)— (KID4 8,0-1.81.f1:0-3.8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.13 H-1 >870 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.18 H-1 >625 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.03 G n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-RH Weight:92 lb FT=12% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) G=3789/0-4-8,J=3714/0-5-8 Max Grav G=3789(LC 1),J=3718(LC 3) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown TOP CHORD A-J=-475/0,F-G=-990/0,B-C=-9514/0,C-D=-9514/0,D-E=-9514/0 BOT CHORD I-J=0/7419,H-1=0/9514,G-H=0/6325 WEBS E-G=-6819/0,B-J=-7998/0,E-H=0/3557,B-I=0/2264,C-1=-1075/0,D-H=-1510/0 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:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member WE 2x4-1 row at 0-9-0 oc,member I-B 2x4-1 row at 0-9-0 oc ,member I-C 2x4-1 row at 0-9-0 oc,member H-D 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)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,`9 4 WASH `tJ 1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1.00 Uniform Loads(pin 0 Vert:G-J=-10,A-F=-100 Concentrated Loads(lb) Vert:F=-891 E=-852 D=-1461 K=-1461 L=-1461 M=-326 r0�p0 kF 51398 A GIs 1>rR �SS10 AL May 8,2017 ,&WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 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 Safely Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rus He!hts CA 95610 110 �W � a m D Ncn c y -� o m co �� M m X m m Z CA C7�G7Wp�z7 W m ° �' n A ° D O � v�a�•�Do C 9a p as?DG7n�� v �c min °c a Z s o f,� �'D o m ° �7 'I m_ v Dpo C. Z W° ° 7 N N O 3 g, n na CD C) CD N n fD C y j C N CO 0 0� d"O_3 Cn 7 D O N C1 O �"CO N•N O O O n .C. N r CD O S fD < CD N CD y A C�< > y N Z °CL n.17° a O (D O y N O 7 CD O N 3 in Lu O a 0, p N 'O N v �o a v CD g m ; � N In Q �� mCD D -o m-0 0c N 0.ORmO C Q O N •C (D 0 CD CS-N d mO CL mf ONW O N OO C CDN O' N D 0 0 ' ndsn > mn D LD N 7 C) N 7 CD n N CD ° N fD N N C S N =•• C Cv Q O n O C N N m = CD O 7 0 X O N O O_ 7 CD =' N S N.c<� N c° o.= N Cn o n N o N O CD nni N N Z r'CD 3•o O•� (U 7 d 7 C N 7• CD O CD Cn 07 CO .O.CT 7 0.0 N N sU C -�CD CD X C (� N p 7 N E;O N =r < 7 C CD fn N Cn m c m m n v z 1 n TOP CHORD cx x�0 x v 93 �' w �� n 0 3O mOz 00 m v o Q N N w O oD A rc- Cp N' 7 N C CD O W � O m y m z CA S Cn Cn J W C .G 0 -O D o CD CD a (D m TJ n L D 1; N a W CD N m- r Z m m CA o � 39 oa ��CD p � v Mm s Np co X yCID < �N w� `" v mm cm W v D y N v _� _ y C CD CDCD m N -0 A 1 r O O N n cn �� a� ° �� O o �� 0 m _CD co CD � ° cp < z z 3 = U) v y. CD (D alco'> > > 4 00 r, -1 0 m O m D Cl) N � v a 0o y Dm � � 0 fN c0i o � m -i m v ", o A x < a N w mr o p j 3. co m om N rF N z _ CD < - C 3 -I A VW3-6f° 3 O T m cra z mCD N .'0 0 CD w < ZCD mOCD N � 0 mo C�z N S � CJi a -V CD 0 m TOP CHORD N fI) OD �l W N A W N O Cn W �l O Ul A W N O D p m m m C g o CO) o m y w C� c C y C �•O o`_o'v C1 m a y Z c 3 F n D O cn0 on o.<-',CD ° mx mvo mm3 an 3-03 mU vo m0 M'm omo . < m3nc ) a C �c g Co' fD o o °i o c o 5-0 " v Doi m Q o Q m - CD r- m m fD m o N c 2� m N n 3 o m D m m N m o n < >>-0 m CD m m 3 D ° 2 v d (O CD _�N C°i N N a D.C-- O �' J a a� C a N R II-' =1 X O N y a ti 3 _ m X y C y 0 pc ��0 9'�� o �� a on �y �n m�. nm m� Qm 3c @3 � m m��. �•m c`D�50' � � O 0 Y• c MD', m-o a m 'o my °.1C �' y 3m Woo Ow CD �m mm `" N2m mn E. Cdi`� vc_ T� O� CD �.'y" d N n 7 D),� a y f0�•CD ° O 0 0 CD 0 7 C m v 3 RrW mm� m 9 � toM oQ c ° o� d� �> > ccm a� � fD CD9o0 0,� CD O CD nJ �O O�� n �� NC �y �_ry C7 .0 Jyq RCN 0m :3 (� Q 1 (p (p (p Di y o •m' m 0 iw W3 m $a Ny Ju" mW 0O �W C mC as °:a oN n�N 1 am RD <a 0 0 _ c 0 m 0 > > C7 n. N 0.--3 --3 C 3 N y m �� O U M CDC d K 0 m ,1�, 41�.41 E ID Cl. m f0 d � �� m � m m v �� Qm ' ��{� my 34 fF' Dno 0 vo �mc� O 0 fD G,CD O N N 3 >• 01 n CD y CO m O d ti Z N N 0 n CD G a 3 A 0 m ° — C m 10 fil N CD a O N a °N N m C W a 2 N 4 �1 d N 2- 0 .. ., m 3'- m m T. 0 CD 5: a o t7 a <io m Z 0 - o'� o-N m m Q ` Q o v3 �v a o mc' y ' :N. >> Cn� �� 03 m S 0 0m< m O n m o m c.< N -•_' N N N N o f=il >'n30 m j CD a= g ID ��< 'pl n 0 y � a� -p1 CD n 0 m F c o F, v m o -0 D!y a v m a d o �v Q 2Cn Cu y a 3 fR y n C7 N ,�' CD O N fa 3 @ V .y+ R N C. VI n Cn- F p`< 08 ID c -o. �� m m r�i+ �N fa�' 3 a '� m m ? m � CD m m io � 3 >O y CD 2 p m a m O �j. Q m �t0 < 3' W- md ca v 0 m a mQ n a m 0 c) O -_ y Q o CD 10 y vim ?CD m 0 z CD 3 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 2514 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All climate Zones R=value U-Factor Fenestration U-Factor" n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC ' n/a n/a Ceiling" 49J 0.026 Wood Frame Wal19" 21 int 0.056 Mass Wall R-Value' 21121" 0.056 Floor 301 0.029 Below Grade Wall' 10/15/21 int+TB 0.042 Slab--R-Value& Depth 10,2 ft n/a 'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit In a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. n2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ 1b Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 0 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 0 1.0 5a Efficient Water Heating 5a 0.5 0.5 5b Efficient Water Heating 5b 1.0 1.0 5c Efficient Water Heating 5c 1.5 ❑ 5d I Efficient Water Heating 5d 0.5 ❑ 6 lRenewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions 0, e i V e � ?"Ilv4fi C � o. ��. . •,�S, �, Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci .=continuous insulation, int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. e Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information Plan 2614 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 1 0.01 0.00 Exempt Glazed Fenestration (15 sq, ft. max.) 1 0.01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Foyer 0.30 1 3 6 20.0 6.00 0.30 1 2 6 17.8 5.33 Guest 0.30 1 3 5 15.0 4.50 Great Room 0.30 1 5 5 25.0 7.50 Dining 0.30 1 6 16 "' 41.0 12.30 Great Room 10.30 1 3 5 15.0 4.50 Master Bedroom 0.30 1 5 5 25.0 7.50 Stairs 0.30 1 2 2 4.0 1.20 Bedroom 2 0.30 S 3 5 15.0 4.50 Bedroom 3 0.30 1 15 1 5 1 1 25.0 7.50 Bonus Room 10.30 1 3 5 15.0 4.50 Bedroom 4 0.30 1 2 2 4.0 1.20 0.30 1 3 5 15.0 450 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 o.o 0.00 0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 236.8 71.03 Vertical Fenestration Area Weighted U= UA/Area 0.30 Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt. Feet inch Feet inch Area UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U= UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 236.81 71.03 Simple Heating System Size:Washington State This healing system sizing calculator is based on the Prescriptive Requirements of the 2015 Washinqton State Energy Code(WSEC1 and ACCA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads rho 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, Pip act Information Conlact Information Plan 2514 Heatina System Type: O All0therSystems Q Heat Pump To see detailed instructions for each section,place your cursor on the word'Instructions". Deslan Temperature Instructions Design Temperature Difference(AT) 47 tm,.wd. AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2.514 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.3 23,380 Glazing and Doors U-Factor X Area = UA Instructions 0.30 237 71.10 Skylights U-Factor X Area = UA Instructions 0.50 Insulation Attic U-Factor X Area = UA Instructions R 99 0,026 1.513 39.34 ` � J Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions Select R Value No selection ... Above Grade Walls(see Figure r) U-Factor X Area UA Instructions R-21Intermediate 0.056 2,670 149.52 Floors J U-Factor X Area UA InstructionsLill R-30 0.029 1.513 43.88 � J Below Grade Walls(see Figure 1) U-Factor X Area UA Instructions No Below Grade Walls In this project. � -"- ^- Slab Below Grade(see Figure 11 F-Factor X Len th UA Instructions { i saw comiticang ^-- No selection -- Slab on Grade(see Figurer) J F-Factor X Length UA Instructions No Slab on Grade in this project. Location of Ducts Instructions Duct Leakage Coefficient bil Conditioned Space — +r J 1.00 Sum of UA 303.84 Envelope Heat Load 14,280 Btu I Hour Figure 1. Sum ofUAXAT Air Leakage Heat Load 11,868 Btu/Hour Volume 0.6XATX,016 AbeveGrade Building Design Heat Load 26,148 Btu I Hour Air Leakage r Envelope Heat Loss Building and Duct Heat Load 26,148 Btu I Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 36,607 Btu I Hour • Building and Duct Heat Loss X 1,40 for Forced Air Furnace Building and Duct float Loss X 1,25 for Heat Pump (o�igur» NASH &ASSOCIATES ARCHITECTS PLAN 2 514 BEAM, LATERAL & SEISMIC CALCULATIONS -GIaTER " E�}tCHI' Yti :Y )MAS NASH r�STATE OF WASHINGTON Recceived OCT 1 . 7017 2015 IBC wo w JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW,NASH-ARCHITECTS.COM ( �; a'. „�,'r •� 7 CLIENT: _ NASxtASsOQATES BEAM DESIGN DATA PROJECT: ARC141TF,CTS DATE: NAME: Roof Loads: LL 25 N/sf DL 15 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/sf Total 50#/sf Deck Loads: LL 60#/sf DL 10 #/sf Total 70#/sf Soil• 1500 PSF Min. Concrete: Per IBC 15 Masonry. Per IBC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2.400 PSI (reduced by size factor, CF01C) E = 1,1300,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Condition NDS 2015 Min Bearing Area R1=3.4 in' R2=3.4 in' (1.5)DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313# Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120# Bm Wt Included 39# Maximum V 2120# Max Moment 2650'# Max V(Reduced) 1466# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(m') Shear(in') TL Defl(in) LL Defl Actual 49.91 32.38 0.04 0.02 Critical 29.44 12.22 0.25 0.17 Status OK OK OK OK Ratio 59% 38% 15% 12% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 525 Uniform TL: 840 =A L Uniform Load A 0 R1 =2120 R2=2120 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-2 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=3.4 in' R2=3.4 in (1.5)DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313# Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120# Bm Wt Included 39# Maximum V 2120# Max Moment 2650'# Max V(Reduced) 14664 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 0.04 0.02 Critical 29.44 12.22 0.25 0.17 Status OK OK OK OK Ratio 59% 38% 15% 12% Fb(psi) Fv(psi) E(psi x nul) Fc L (psi) Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 6_25 Adjustments 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:525 Uniform TL: 840 =A Uniform Load A R1 =2120 R2=2120 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 10/24/16 Selection 3-1/8x 9 GLB 241744 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=6.6 in2 R2=6.6 in' (1.5)DL Defl= 0.06 in Recom Camber=0.10 in Data Beam Span 6.0 ft Reaction 1 LL 2775# Reaction 2 LL 2775# Beam Wt per ft 6.83# Reaction 1 TL 4281 # Reaction 2 TL 4281 # Bm Wt Included 41 # Maximum V 4281 # Max Moment 6421 W Max V(Reduced) 3210# TL Max Defl L/240 TL Actual Defl L/504 LL Max Defl L/360 LL Actual Defl L/914 Attributes Section(in') Shear(ir)') TL Defl (in) LL Defl Actual 42.19 28.13 0.14 0.08 Critical 32.10 20.06 0.30 0.20 Status OK OK OK OK Ratio 76% 71% 48% 39% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:925 Uniform TL: 1420 =A [ Uniform Load A R1 =4281 R2=4281 SPAN=6 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 10/24/16 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 5.6 in' R2=2.6 in' (1.5) DL Defl= 0.02 in Recom Camber--0.03 in Data Beam Span 5.0 ft Reaction 1 LL 2423# Reaction 2 LL 1215# Beam Wt per ft 6.834 Reaction 1 TL 3666# Reaction 2 TL 1658# Bm Wt Included 34# Maximum V 3666# Max Moment 3013'4 Max V(Reduced) 2633# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in} LL Defl Actual 42.19 28.13 0.05 0.03 Critical 15.07 16.46 0.25 0.17 Status OK OK OK OK Ratio 36% 59% 19% 17% Fb(psi) Fv(psi) E(psi x mil Fc1(psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 Adiustments 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 Load Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1313 B=2120 1.0 885 H= 1370 0 1.0 360 1=450 1.0 5.0 H Pt loads: 0 R1 =3666 R2= 1658 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date: 10/24/16 Selection 5-1/tax 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 17.6 in'R2= 13.9 in2 (1.5) DL Defl= 0.19 in Recom Camber=0.28 in Data Beam Span 16.0 ft Reaction 1 LL 7544# Reaction 2 LL 6185# Beam Wt per ft 24.28# Reaction 1 TL 11440# Reaction 2 TL 9053# Bm Wt Included 389# Maximum V 11440# Max Moment 46400'# Max V(Reduced) 9093# TL Max Defl L/240 TL Actual Defl L/440 LL Max Defl L/360 LL Actual Defl L/769 Attributes Section(in3) Shear(in') TL Defl(in) LL Defl Actual 324.80 99.94 0.44 0.25 Critical 237.01 56.83 0.80 0.53 Status OK OK OK OK Ratio 73% 57% 55% 47% Fb P_S11 Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2349 240 1.8 650 Adi,ustments Cv Volume 0.979 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1313 B=2120 2.5 925 H= 1420 0 2.5 1313 C=2120 7.5 400 1=500 2.5 7.5 1838 D=2964 10.0 925 K= 1420 7.5 10.0 440 L= 550 10.0 16.0 K 1 I Pt loads: R1 = 11440 R2=9053 SPAN = 16FT Uniform and partial uniform loads are lbs per lineal ft. y I i CLIENT: NASH=ASSOCIATES WIND AND 5E15MIG DE51GN DATA PROJECT: E(A.s PER 2015 IBC DATE: NAME: WIND DESIGN CRITERIA ^ DE516N PER A50E 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. RISK CATEGORY 11 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS,STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DESIGN, ALLOWABLE 5TRE55 DESIGN,EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER,SECTION 1604.1 BUILDINGS,5TRJGTURE5,AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND ASCE T-10 SIMPLIFIED METHOD TO BE U5ED FOR WIND DESIGN PER A50E 1-10,SECTION 275 (BUILDING FIEIGFI'f 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE Iqb P5F PER TABLE 2-7.6.1 "EXPOSURE B" WOOD DE516N PER 5EGTION5 2304-2306.51RUCTURE5 USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RE515T WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA 5DPW5 AND PROV15IONS OF SECTIONS 2305-2306 5E15MIG DESIGN DATA DESIGN PER A5GE 1-10/5EGTION 1613 I. SEISMIC IMPORTANCE FACTOR la 1.00 2. SHORT PERIOD ACCELERATION 55 ibb *see footnote at bottom of pace 3. 1 SECOND ACCELERATION 51 OA4b *see footnote at bottom of pogo 4.51TE CLA55 D (default class per IBC) 5.SPECTRAL RESPONSE COEFFICENT Scs 0A 12 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICENT Sew 0 14b *see footnote at bottom of page '1. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS q. DE516N BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICENT CIS 0.13 II. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 15. RISK CATEGORY II THE ANCHORAGE OF WALL5 SUPPORTING GONSTRUGTION SHALL BE 8E DESIGNED IN AGGORDANGE WITH ASCE -1-10, SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE51ST MAXIMUM EFFEGT5 AS SPECIFIED IN ASGE -1-10,SECTION 12.10.2.1 BASE SHEAR V= (F SDS/R) W ANCHOR BOLT5e 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 0348. ALL SEISMIC DESIGN VALUES USED IN TH15 ANALY515 ARE BASED UPON THIS NUMBER SINGE 5115 LE55 THAN 0.75,THEN USE SEISMIC CATEGORY D IF RISK CATEGORY 15 I, II,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM �L i i LLI ❑ ❑ ❑ 100 ❑❑❑ , a- 0. i i i i i i i i i i I i i � � N � k N V k t 13 9 /d - �s M ^1_ 'Al Li 1 r^ � V O �` LATERAL CALCULATIONS CLIENT:- -�I NASH&ASSOCIATO PROJECT: WIND WORK3HEET — n DATE: 85 MPH/110 MPH= NOMINALAJLTIMATE WIND SPEED NAME: 19.6 P5F FRONT ELEVATION LEFT ELEVATION REAR ELEVATION _ RIGHT ELEVATION LOCATION TOTAL SHEAR F'ORCE SHEAR UNIT SHEAR W z H z (see chart for wind pressure WALL SHEAR WALL ® specified height) LENGTH (ft) (#/ft) TYPE l �P 17,5xakrl, 41 30?-7 37 r 63 .Nax( 51 (o ?c-f 3 q 3D l m 13u iP �� xgXr 4�� ) ;I yj - /7. s-x-1 x «t 30'Y l r� yp � lS� P/�� r Z'yl �i�s'�G x r q,� � -�-a o 6 �/ �Z�xR xag�61 4- 3_�L—� (3 8003 118th AVE NE Kirkland, WA 98033 (425) 628-4117 WWW.NASH—ARCHITECTS.COM - CLIENT: 11 HASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: T (:T S DATE: NAME-7 1 Weight of Building: Root Assembly. Asphalt Shingles - 2.00 /it Cedar Shakes - 2.25#/ft Tile - 9.50#/it Felt - 0.15 #/it Felt - 0.15 #/ft Felt - 0.15 #/it 1/2" Plywood - 1.50 #/it 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/it Trusses A 24" o.c. - 1.75 #/it Trusses ® 24" o.c. - 1.75 #/lt 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#/it 1/2" GWB Ceiling - 2.00#/it 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/it Total 9.90#/it Total 17.90#/it Use 10.00#/it Use 10.00#/it Use 18.00#/it lot do 2nd Floor Assembly: Caret / Pad - 0.60#/ft Hardwood - 2.50#/ft 3/4 Carpet Plywood - 2.50#/it 3/4" T&G Plywood - 2.50#/it 2x10 @ 16" o.c. - 2.30#/it 2x10 0 16" o.c. - 2.30#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/it Total 7.30#/it Total 9.30#/it Use 10.00#/it Use 10.00#/ft Interior Wall Assembly: Exterior Wall Assembly: 1/2" GWB - 2.00#/it 3/4" Wood Siding - 2.30#/it 2X4 ® 16" o.c. - 1.10 #/It 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/it 2x6 ® 16" o.c. - 1.37 #/it Total 5.10 #/it R-21 Insulation - 2.10 #/ft Use 8.00#/it 1/2" GWB - 2.00#/it Total 9.27#/it Use 10.00#/it 4" Brick Veneer - + 3.20#/it 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM CLIENT: NASHLml QATES SEISMIC ANALYSIS PROJECT_ A R F E,"TS DATE: NAME: 2 SEISMIC: V = (C-) (Wdl) (Plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X .50 r sf = I�51) or (Tile) 18#/ft X __sf = Exterior Walls: L x 10#/sf x 1/2 (h) ��O /&I N/0 k y O o (E2) Interior Walls: L x 8#/sf x 1/2 (h) �Oxo vq S�yD cI� TOTAL: = 2&a-7 c 1st Level: Roof: (1st Floor Roof) 10#/ft X Sf =_ 2nd Floor. 10#/ft X /K 3 _sf = Exterior Walls: (E2) ++ L x 10#/sf x 1/2 (h) /� 6�t �� q /- 1�v7l�(0 k-c-f I377✓ EI) Interior Walls: (I + L x 8#/sf x 1/2 (h) SNK04- le0x (d Kbf, � 83 �o cI1) TOTALn _✓_ !Q 3 Cf o , Basement: 1st Floor. 10#/ft X -sf = Exterior Walls: (El) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL 8003 119th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: NA it C 141 E C TES SEISMIC ANALYSIS PROJECT. ARC;FIITF.C"i'S DATE:_ NAVF- 3 BASE SHEAR: 5A5E 5HEAR V= (P 5.,/1W W V= F (AIZ/65= .149 LEVEL 2: Will ?G!W f`e/ # x 0.149 = yd' 0 LEVEL 1: Wdl J(O a�-,`/ x 0.149 = Sf 'y Z TOTAL:- Wdl & 31 x 0.149 = �� y 2 (V) Dead Load Hei ht Moment Shear ® St' r Level Fx = [(Wd1)(h)f V Remarks (Wdl) (h� (Wdl (Wdl)(h) z N � �� lSLlr2 y�iu, 7(�til f S 3� 36 3&KCg, 47- Z C�o S Total 63, to U 11,01 Z 5003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: DATE: NAME: 4 x ~ cr a �- 0A � x z �- �za ti ,� S N 0� 0 M M o c� E-+ x v� x - n a - ti ti Cv 5 zwo �wm - - � N W ,r 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW. -ARCH CLIENT: NAS ( I III- Q:-I'S SEISMIC ANALYSIS PROJECT: A r,c III i � L c:�l'S DATE: — — — NAME: 5 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vacestory)/Ab 1/2 `? fC�lry2 2, Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) Z I �C4c�( Z � K613C � r , I o/Z W vv// r�0� Wj 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM 1 c Permit#: 1689 Permit Date: 10/12/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 9026 168th Street NE Applicant, City, State, Zip: Arlington,WA98223 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 309450.70 Square Feet: 2894 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 10/27/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900007200 8 919 169th Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om Iieted Date I nspector S tatus 11/30/2017 R20.SFR/DUPLEX ComOeted FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 10/12/2017 RESIDENTIAL SINGLE FAMILY 10/12/2017 RESIDENTIAL SINGLE BUILDING FAMILY Fees Fee D escription N otes A m cunt Building Perm i T able 4-1 $3,076.58 Building Plan Review T able 4-2 $1,999.78 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 1 6 @$12 $192.00 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Traffic Mitigation-SF S ingle Fam iy $3,355.00 Wier Heater(Tank) $25.00 Total $10,449.86 Attached Letters Date Letter D escription 10/24/2017 Building Perm i Paym arts Date Paid By D escription P aym a►t Type A ccepted By A m aunt 10/24/2017 LGI Hom cs-Washington,, Check#5741 K ristin Foster $8,450.08 LLC 10/24/2017 LGI Hom 6-Washington,, Check#5740 K ristin Foster $1,999.78 LLC O utstanding Balance $0.00 Notes Date Note C reated By: 10/12/2017 Lot 72-Palix Kristin Foster Uploaded Files Date File Nam e 10/27/2017 2736501-1689 Issued Perm i.pdf 10/12/2017 2694361-1689 Application.pdf 10/12/2017 2694362-1689 Site Plan.pdf