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Home My WebLink About8922 171st Street NE_BLD1474_2026 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development 'Pl��TG`O City of Arlington • 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION,DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address:��—Z e sr 5% N'L_ Plat: &n On �Aqz �3 ❑- Single-family ❑ Duplex IJ Townhouse F_-k Addition ❑ Iccessory structure Proposed Area: 1 s' Floor: 2"d Floor: Garage: ® — Total SF: Describe Proposal (include cross street): Valuation: Owner: Address: �� (�, A � l ZY �L /0 City: ek 1 State: Zip Code: 03 Phone: �� ® � Email: Applicant: U-71 14X 0 -A*AA1Z 7-D Address: !��1 Aff py S� �y�city: State: Zip Code: Phone: �� r Email: Contractor: kVL! ' �— Address: 1(qJ a Ak O Yrl� S ` 03 City: State: Zip Code:. Phone: Z� — �� 'g Email: {'�l/ 't ./�'9c�(a _��►� S< <'� Contact Person: j License Number:Z4 � K(RF xpiration: 6/16LP Page 1 of 3 '` °�' RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development 'AlxNGtO City of Arlington • 18204 59th Ave NE•Arlington, WA 98223• Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x I Sink(1.5) x Shower(2.0) x + Lavatory(1.0) x (� Clothes Washer(4.0) x Water Closet(2.5) x Z r,a—Dishwasher(1.5) x i Water Heater x �1- Hose Bibb (2.5) x Water Heater Model# Ini Other(list) x Plumbing Section Continued Proposed Water Piping Size: 3 Proposed DWV Material: � S T i( Proposed Piping Material: Proposed DWV Size: r� All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace(80+) Model# AFUE ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert Outdoor BBQ ❑ Storage Tank Freestanding Stove VGas Piping ❑ Other Gas Piping Information Not Applicable: U] I Pipe Material: i %`C°�� 4'Pipe Size: ( Total BTU's of all Appliances: t/ t� Distance from Meter to Furthest Appliance: �,� 7 • 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: Print Applicants Name: 6116LP Page 3 of 3 NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY CAPPROVED PERMIT#: [\ 1 1-1 ] I•-) I LOT#: I DATE: 6 ttc JOB ADDRESS: 1 - (.0 f-ll C TYPE OF INSPECTION: _ f! ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION klc- C l` THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE G Y Off, O BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON . NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY O'APPROVED PERMIT#:Lj I `l�{ LOT#: DATE: 6 (p JOB ADDRESS: TYPE OF INSPECTION: 1 C ,. ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION U 1� / 1 1 r.)'tCi- UAL- 1c�-7; THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAT O BUILDING DEPT. PLANNING DEPT. CITY OF ARLINGTON Yk< n'G1 r CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:8922 171st Street NE Permit#:1474 Parcel#:01166900004300 Valuation:187421.13 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:114 10 NE 124th Street,#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 1 CONST.TYPE: `I-$ 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. IBC 110/IRC 1 I0. SA ES TAB TI E:Sales tax relating to construction and construction materials in the City Arlingtomn be rep rted o your sales tax return form an o Cit of glFlingwn`101. l (( ,r71 ` _/� ignature \� �e Print Name Date eleased By 6Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New tail pieces will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/6/2017 Building Permit Fee $2,109.12 6/6/2017 Building Plan Review Fee $1,370.93 6/6/2017 Furnace $25.00 6/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 6/6/2017 Mechanical Fee(Enter Fixture Fee) $25.00 6/6/2017 Mechanical Permit Base Fee $25.00 6/6/2017 Park-Community SF $1,662.00 6/6/2017 Plumbing Permit Base Fee $25.00 6/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 6/6/2017 Processing/Technology Fee $25.00 6/6/2017 State Building Code Surcharge Fee $4.50 6/6/2017 Traffic Mitigation $3,355.00 6/6/2017 Water Heater $25.00 Total Due: $8,793.55 Total Payment: $8,793.55 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon —� SETBACKS NOTES. 7FRGWT 20' •BUILDING D/MENSYOWS ARE TO 12'WA7& SYDE 5' FACE OF FOUNDA710W REAR 5' •GRADING VONV AS DE96W 171ST Sr IE 15t00 ACTUAL LOCA776YV MAY VARY •SLOPE DRIVEWAY 70 PUBLIC ROAD 8'SCH R •9L T FENCE TO BE INSTALLED PER alY OF ARUNG75V S STANDARD WA7fR, 5'PR/VALE •,SILT FENCE 70 BE INSTALLED X SERVICE, S7ta?V GRAD/ENT SYD£OF BUILDING T PARaZ -- e, •o •COkS7RVC71OYV ENTRANCE M BE INSTALLED PER alY OF ° 45.Od?. ° _ r ARUNGTOW S STANDARDS 89' 49 W 4 STORM NOTES: •MW INSTALLED PRIOR 70 ° - CV)VS7RUC110V - •BARE SOLS COVERED W7H MULCH 22 OR ANOTHER APPROVED BIIP 397 SE f0' •MPSOIL PER M500f BMP T5.13 UC UAU7Y (EFF 12'DEP7H) 5 r ---- - - EASEMENT .ALL GWSJ'lE RUNOFF CY�1VN£C1ED TO STORM CYEANOUT. i 110D - - CONNECT RODE AND $ $ 19.75 r r PRIVATE SAXM STUB i •97E S71ALL BE STABILIZED PRIOR FOOTING OkAINS I i �'� GARAGL� LOYVNECIION M BUILDING PERMIT BEING i RNAL/ZED f S/TENOTES.• 7 $ BU/LD/NC 5'BSBL •ppykIN£FOO77NG DRAINS AND (7 .) OU7UNE ROOD DRAINS TO PERMANENT _ _� S7nRM DRAINAGE SYSTEM PER o o APPROVED PLAT ORNNA6F PLAN LOT 43 I av RLE W7H 7HE COUNTY. oo °j PRO°OSFD RES'DENCE AREA OF 9/57URBANCE INCLUDES = i COICUMB/A-1487 GARAGE L&7 Z i EN77RE LOT. 1'ROOF OVERHANG I i 2,109-s- LEGEND. 5'B514L ,i 10.50 ( BLOW OFF t _ _ -, / ® N'A7ER ME7ER PAD i I 4( RRE HYDRANT 9�52.8 I I g .0� AIR VAC PA AO 12 SF w 24.50 -- L5, I 0 inCA7a/BAgN EXISTING CaV7t9U? O CL£ANOUT �Ty ') 5'B 16 O MANHOLE - - - - - - - - -� �- A -- - - - -� -L--- - ® BLOCK NALL 45.00 7REE REMOVAL NB920'49"W PROPER7Y� CORNER (7"XR) SC4LE I'm 20' i LOT 43 SITE PLAN 11 GREGOR Y PARK L G/ HOMES PLAN NO. COL.—1487 LOT AREA = 4,320 SF DATE 511212017 PARCEL # LOT 43 HOUSE= 2,109 SF 14711 NE 291h Place,#101 DRIVEWAY= 397 SF CaE 9e11ewe,waehiFz 4 9eo07 DESIGNED CORE ADDRESS 8922 171ST ST. 425 BH5.7877 Fax 25.865.7963 WALKWAYIPAAO = 12 SF `DESIGN PROJECT NUMBER TOTAL= 2,518 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 BUILDING INSPECTION REPORT— Residential Final Permit No. 1474 Address: 8922 171st Street NE Contractor: LGI Homes -Washington, LLC Owner: LGI Homes - Washington, LLC Date: 10/6/2017 1 ❑ APPROVAL Q . PARTIAL APPROVAL I j ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: 13---- ACCESS: EL-- PLUMBING: 2' MECHANICAL: ❑` SMOKE DETECTION: EJ�- CO DETECTION: LIFE SAFETY: ET DECKS: 91 !I HANDRAILS: Er PLANTINGS: E31 WATER: SEWER: [� ! LIGHTING: L!] FINAL ELECTRICAL: f' BLOWER DOOR/DUCT CERT: ❑ INSULATION CERT: -\ Date: 10/6/2017 Inspector: Kevin �) CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:8922 171st Street NE Permit#:1474 Parcel#:01166900004300 Valuation: 187421 13 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: l CONST.TYPE: `/-B DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT 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 IO/IRC110. A ES TAX OTICE:Sales tax relating to construction and construction materials in the CityArlin Arlington-rnts be re rted o your sales tax return form an d Cit of lington 3101. __ ..lane u�lzlr.4 71 7 �, �> ignature Print Name Date kpleased By Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New tail pieces will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/6/2017 Building Permit Fee $2,109.12 6/6/2017 Building Plan Review Fee $1,370.93 6/6/2017 Furnace $25.00 6/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 6/6/2017 Mechanical Fee(Enter Fixture Fee) $25.00 6/6/2017 Mechanical Permit Base Fee $25.00 6/6/2017 Park-Community SF $1,662.00 6/6/2017 Plumbing Permit Base Fee $25.00 6/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 6/6/2017 Processing/Technology Fee $25.00 6/6/2017 State Building Code Surcharge Fee $4 50 6/6/2017 Traffic Mitigation $3,355.00 6/6/2017 Water Heater $25.00 Total Due: $8,793.55 Total Payment: $8,793.55 Balance Due: 50.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit Information Date 5/19/2017 Permit Number 1474 Project Name LGI Homes-Washington,LLC Applicant Name LGI Homes-Washington, LLC Applicant Address 11410 NE 124th Street,#103 City, State, Zip Kirkland,WA 98034 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 8922 171st Street NE Valuation 187421.13 Status Applied Permit Issued Permit Expires Square Feet 1889 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use New SFR Assigned To Launa Peterson Property Information Owner Information Parcel#: 8922 171st Street NE Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# LGI Homes-Washington, LLC ake Jabusch 60 353-058II ake."abusch I ihomes_com ONTRACTOR labor and Industries GIHOHL857MB Review Date Type Description Tar et Date Com leted Date Assigned To Status /19/2017 esidential Dwellin /2i2017 m Rusko In Review /19/2017 esidential Dwellin /2/2017 Pick Karns Iln Review Uploaded Files Upload File Date File Uploaded B 5/19/2017 3:34:24 PM 474 Application t)df Peterson,Launa x 5/19/2017 3:34:24 PM 1474 Site Plan.pdf lPeterson, Launa x RESIDENTIAL PERMIT APPLICATION Department of Community&Economic Development O" City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION,DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: C)`j,,� "�/ S r > i Plat: &,gf-,GoR41 Z Single-family ❑ Duplex ❑ Townhouse Addition ❑ ccessory structure Proposed Area: 1' Floor: r' 2^d Floor: Garage: Total SF: Describe Proposal (include cross street): _ Valuation:'( Owner: L�(,rf !-�� - mac S4"JC:'Tcy'� Address: Z�(-T'� t, -4/0 City: 1,ek ,- State: Zip Code: 7 03 Phone: Email: Applicant: U7 f 014� 'A-SAL2,7bJ (b:2 Address: 11g1 L_) AXE P-Y r�f R_ City: i'� State: Zip Code: �� Phone: C",Ofl— Contractor: C— Address: �� 1 �rC 0 y �'� `ID� City: t� State: Zip Code: �v Phone.- Email: Contact Person: License Number:Z4 11 rD J? Expiration: Received 6/16LP Page 1 of 3 '.�, j t: Y. RESIDENTIAL PERMIT APPLICATION • o Z Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223• Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x I Sink(1.5) x Shower(2.0) x [ Lavatory(1.0) x []� Clothes Washer(4.0) x _Water Closet(2.5) x [4---Dishwasher(1.5) x _Water Heater x �L_Hose Bibb (2.5) x Water Heater Model# 44, Other(list) x Plumbing Section Continued Proposed Water Piping Size: Proposed DWV Material: i( Proposed Piping Material. Proposed DWV Size: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 r RESIDENTIAL PERMIT APPLICATION `y l Department of Community&Economic Development �ltN `O 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: �.A ) Furnace(80+) Model# 1`�-fir► AFUE ❑ Heat Pump Model# SEER HSPE 13, AC Unit Model# SEER II Type II Hood ❑ Commercial Cooking Appliance Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance PV System ❑ Fireplace Insert ❑ Outdoor BBQI Storage Tank Freestanding Stove Gas Piping Other Gas Piping Information Not Applicable: ❑ Pipe Material: TACU � ipe Size: I( Total BTU's of all Appliances: . -_ Distance from Meter to Furthest Appliance: ;2 7 • 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: JOZI Date: As— (eh Print Applicants Name: 6/16LP Page 3 of 3 SETBACKS NOTES: 12'WA1DP �•FONT 20' •BUILDING D/MEN-WI&S ARE TO FACE OF FOUNDA&IV REAR 5' •GRADING SJyONN AS DE96W 171ST Si. E ,5*00 ACTUAL LOCAnav MAY VARY •suri ORIVE7YAY TO PUBLIC ROAD t 8,MEI!£R •%T fENCE TO BE INSTALLED PER aTY OF ARLIA(voNS STANDARD WA71R` S PRIVATE •SILT fENC£ 7D B£INSTALLED ON SE/PVIGLT STORM GRAD/ENT WE OF BUILDING FAZMDVT PARGEZ o •CONS7RUCXI N EN7RANCE 70 BE " INSTALLED PE]? CYTY OF ° e 45 00° I i iQ ° ARL/NGTr.W'S STANDARDS STORM NOTES.- _ 9 •IESO INSTALLED PRIOR TO CONS7RWBON •BARE SaLS CObf RED Of7H MULCH $ °• 22 014 ANOTHER APPROVED BMP cQj °20 10' •TGl°SOm PER W5 or BMP a..a 397 S P VC U11V1Y ( 12'DEPTH) •1 -------- /VEWA X EASEMENT •ALL ON-77E RUNOFF CONNECTED TO STGYPM L�E4NGUT + 1-�------ -, COWN£CT ROIOF AND + 1 L�$ $ 19.75 r r PRl�A7E SIZYPM STUB FOOTING D i AINS I c v i •S17E WALL BE STAB/VZ£D PRIOR I i f 2 GARAX TO BUILDING PERMIT BRNG COWNECIION + I RNAL/ZED r i $ U/LL1/NG i 15'BSBL S/TENOTES.- B f7Nl ' V I L •flOY)VNE FOOTING DRAINS AND (TYP.) I i �' NE I I ROOT-ORA/NS TO PERMANENT SMRM DRAINAGE SY57EM PER $ o ^ I APPROVED PLAT DRA/NAG£PLAN LOT 43 GIN ALE Nl7H 7HE COUNTY. PROPOSED RERDENCE $ °� o •AREA OF D137ZIRBANG£INGYUDES Ca-UMB/A-1487 GARAGE"LEFT ` I ENARE LOT. 1'ROCF OVERHANG I + 2,109fSF ' + I LEGEND.- 5'BSBL ,t _ 10.50 I • BLOW OFF ® WATER METER PAD I I i i I K RRE H/DRANT 9452.8 I I i $ i I , AIR VAC \ PAW 12 SF' I -24.50 -- ® ® CA7GYl BASIN IN I ---- EX,l�S,1ad,NG CGINTOUR I O LYEANOUT 5'BSB I O MANHOLE ----- — J L� — -- -J .L�'-- - ® BLOW WALL l 45.00 a 7RE'REMOVAL dY ZU'49"W - ---- -- --- - - PROPERTY CORNER (Pp) St'ALE 1'=20' LOT 43 SITE PLAN GREGOR Y PARK L G/ HOMES PLAN NO. COL.—1487 LOT AREA = 4,320 SF DATE 511212017 PARCEL # LOT 43 HOUSE= 2,109 SF 14711 NE 291h Place,#101 DRIVEWAY= 397 SF C 9e0evee,Wceh..-r 9&007 DESIGNED CORE ADDRESS 8922 171ST ST. 425.895.7977 Fez 425.885.7963 WALKWAY/PA110 = 12 SF ��DESIGN PROJECT NUMBER TOTAL= ?,518 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 130241--GRG00 _ NASH&ASSOCIATES ARCHITECTS OFFICE M PLAN 1487 BEAM, LATERAL & SEISMIC CALCULATIONS 111.t C f (Ak 1,10MAS NASH STATE OF WASHINGTOK Received MAY 19 2017 -;b Lb 4-1 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW NASH—ARCHrrECTS.COM CLIENT: NASH•ASSOCIATES BEAM DESIGN DATA PROJECT:__ ARC,fIITI CT5 DATE-. NAW Hoof Loads: LL 26#/sf DL t5 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/sf Total 50#/of 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 16 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 IV = 180 fb = 900 PSI E = 1,600,000 8" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 11300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 650 PSI E = 11300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF'HI) E = 1.800,000 8003 118th AVE NF Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM PLAN 1487 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 G 8- t Date: 10/24/16 Selection 3-1/8x 12 GLB 24F-V4 DFIDF Lu=0.0 Ft Condition NDS 2015 Min Bearing Area R1=2.6 in2 R2=2.6 in' (1 5 DL Defl= 0.23 in Recom Camber=0,34 in Beam Span 16.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000# Beam Wt per ft 9.11 # Reaction 1 TL 1673# Reaction 2 TL 1673# Bm Wt Included 146# Maximum V 1673# Max Moment 6692 W Max V(Reduced) 1464# TL Max Defl L/240 TL Actual Defl L/421 LL Max Defl L 1360 LLActual Defl L/845 Attribu[es Section QW) Shear(in) TL Defl(in) LL Detl Actual 75.00 37.50 0.46 0.23 Critical 33.46 9.15 0.80 0.53 Status OK OK OK OK Ratio 45% 24% 57% 43% F_b psi Fv(psi) E(psi x mil) Fcl.(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: 125 Uniform TL: 200 =A [ Uniform Load A I R1 = 1673 R2= 1673 SPAN= 16FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NMH-ASSOCIATES WIND AND SEISMIG DESIGN DATA PROJECT_. 1t s PER 2015 IBG DATE: NAME: WIND DE516N CRITERIA DES16N PER A5GE 1-10 I.NOMINAL/ULTIMATE WIND SPEED V/05d /Vult 05/110 mph 2.RISK CATEGORY II 1.00 5. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICIENT +/-55 5.COMPONENTS AND GL.ADDIN6 DE516N PRESSURE +/- 16 psf BUILDIN65, 5TRUCTURE5,AND PARTS THEREOF SHALL BE DE516NED AND CON5TiRUGTED IN AGGORDANGE WITH STRENGTH DE516N,LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE STRESS DE516N, EMPIRICAL DE516N OR CONVENTIONAL GO145TRUGTION METHOD5,A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, 5EGTION 1604.1 BUILDING5, 5TRUGTURE5,AND PARTS THEREOF, SHALL BE DE516NED TO WITH5TAND WIND LOADS A5 DEFINED IN SECTION 1609 AND A5GE 7-10 51MPLIFIED MLTIfOD TO BE U5ED FOR WIND DE516N PER A56E 7-10,SECTION 215 (BUILDIN6 HEIGHT 15 LE55 THAN 160 FEE"r) 110 MPH ULTIMATE WIND SPEED USE 19.6 PSF PER TABLE 21.6.1 "EXPOSURE B" HOOD DESIGN PER SECTIONS 2504-2306. STRUCTURES U51NG WOOD SHEAR WALLS AND DIAPHRAGMS TO RE515T WIND,SEISMIC,AND ALL OTHER LATERAL LOADS 5HALL BE DE516NED AND GON5TRUGTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PROV15IONS OF SECTIONS 2505-2306 SEISMIC DESIGN DATA DESIGN PER A5GE 1-10/SECTION 1613 I. SEISMIC, IMPORTANCE FACTOR le 1.00 2.SHORT PERIOD ACCELERATION 59 1.66 'see footnote at bottom of page 5. 1 SECOND ACCELERATION 51 0.145 •see footnote at bottom of page 4. SITE GLA55 D(default class per IBC,) 5. SPECTRAL RESPONSE COEFFICIENT 5w 0.5112 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT 51H 0.145 •see footnote at bottom of page I. SEISMIC, DE516N CATEGORY D & SEISMIC, FORGE RE515TIN6 SYSTEM PLYWOOD SHEAR HALLS 9. DE516N BASE SHEAR (see selsmic calculations) 10. SEISMIC RESPONSE COEFFIGENT Cs 0.13 II.RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL_ FORGE 13. RISK CATEGORY 11 THE ANGHORA6E OF WALLS 5UPPORTIN6 CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASGE 1-10,SECTION 12.11.2 IN STRUCTURES A9916NED TO SEISMIC, DE516N CATEGORY G-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DE516NED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN ASGE 1-10,SECTION 12.10.2.1 BASE SHEAR V= (F 5.,/R) Yr ANCHOR BOLTSP 5/5" DIA X 10",A501 OR BETTER W/1" MIN. EMBEDMENT.V- 1104#/9OLT • PER U565,THE MAXIMUM 51 IN THE STATE OF WA5HIN6TON 15 0.146.ALL 5E15MIC DE516N VALUES USED IN TH15 ANALY515 ARE BASED UPON TH15 NUMBER. SINGE 5,15 LE55 THAN 0.75,THEN L15E 5E15MIG CATE60RY D IF RISK CATEGORY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 L WWW.NASH—ARCHITECTS.COM W -77 ❑ _ O Mill Ef ❑❑ ❑❑ ❑❑ ❑❑ ❑❑ ❑❑ �I I I �I II I I 4 H W UJ 1- lu M � r a a -V LU s C4. � � N LATERAL CALCULATIONS CLIENT: II NMH&AMOCIATO WIND WORKSHEET PROJECT: i r. C.r r i r . I : DATE: 55 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME- 19.6 PSF FRONT ELEVATION LEFT ELEVATION t<LAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (iy) SHEAR UNIT SHEAR W a H a (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/1t) TYPE —� l7, 5*Yq (grC. 23rs' SDI L3 ►5 y3 ! 5cI Z6 � 6 Z� (37- r �3_oXaxra� �) L-7qy Z0Lf62 /J Ztto PI- Lill 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM CLIENT: _II NASH-ASSOCIATM SEISMIC ANALYSIS PROJECT: ilf DATE:_ NAME: 1 Weight of Building: Roof Assembly: Asphalt Shingles - 2.00#/ft. Cedar Shakes - 2.25#/ft Tile - 9.50 N/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 b/ft 1/2" Plywood - 1.50 N/ft 1 2" Plywood - 1.50 k/ft 1/2" Plywood - 1.50#/ft Trusses @ 24" o.c. - 1.75 #/ft. Trusses 6 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75#/ft R-38 Insulation - 2.35 #/ft R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25 N/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 12.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft lot do 2nd Floor Assembly Caret / Pad 0.60#/ft Hardwood - 2.50#/ft 3/4 TAG 11lywr,od - 2.60#/ft 3/4" '1'&G Plywood - 2.50#/ft 2x10 W 16" o.c 2.30#/ft 2x10 0 16' o.c. - 2.30#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2." GWB Ceiling - 2�00#/ft Total 7.30#/it Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior Wall Assembly: Exterior Wall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x0 ® 16" o.c. - 1,37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 /ft Use 8.00#/ft 1/2" GWB - 2.00 /ft Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM _ NA 1, C ASSOCIATES S CLIENT:EISMIC ANALYSIS PROJECT, AI: is I i i T ii C:Z'S DATE: NAME:_ 2 SEISMIC: V — (Ci) (Wdl) (Plywood) ;end Level: Roof: (Asphalt / Cedar Shake) 10#/ft X_ sf = or (.pile) 18#/ft X- sf Exterior Walls: L x 10#/sf x 1/2 (h) (E2) Interior Walls: L x 8#/sf x 1/2 (h) (I TOTAL _ lot Level: Roof: (1st Floor Roof) 10#/ft X_ �_�� _of = V 7 2nd Floor. 10#/ft X sf Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) I'YDuIO VCf. S �SSQ (El) Interior Walls: (I 0 + L x 8#/sf x 1/2 (h) 75-6 Q (Ii) TOTAL 7-bO Basement: 1st Floor. 10#/ft X_ sf Exterior Walls: (El) + L x 10#/sf x 1/2 (h) Interior Walls: (11) + L x 8#/sf x 1/2 (h) TOTAL 8003 118th AVE NE Kirkland, WA 98033 (425) 826-4117 WWW.NASH—ARCHITECTS.COM CLIENT: NASH°ASSOCIATES SEISMIC ANALYSIS PROJECT: Fitt iH t'i., 1 " DATE.- NAME! 3 BASE SHEAR: BASE SHEAR V= (F SDS/R)YV LEVEL 2: Wdl # x 0.149 = LEVEL 1: Wdl 1j N 1 # x 0.149 = TOTAL: Wdl l # x 0.149 = 51 (V) ad Load Hei ht Moment Shear O Stor Level De(Wdl) (h (Wdl)(h) Ax = [(Wdl)(h) V Remarks (Wdl)(h) 2 LA Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM NASH-ASSOCIATES CLIENT: - - SEISMIC ANALYSIS PROJECT: DATE: NAME: 4 c F4 V� �z� 0� 0 N rA 41 75 S A f-1y o N N H ti N Z H x0 z _ V- - a - - 1 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW,NASH-ARCHITEC.'C'$•CQM - - r ., r f CH H I YtCIdENT: 'i SEISMIC ANALYSIS PROJECT: >>7 ..i DATE:, NAME: 5 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vacestory)/Ab 1/2 y77, z 2. Maximum actual shear Vmax = Largest seismic wall shear 3, p = 2-(2(Vaccstory)/(Vumax)(Ab 1/2) 717 Ull✓ 411NO 60 /eye 5 1 8003 118th AVE HE Kirkland, WA 98033 (425) 828-4117 WTW.NASH-ARCHITECTS.COM Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 1487 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed.In addition,based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date w An climate cones R-Value' U-Factor` Fenestration U-Factor" n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling" 491 0.026 Wood Frame Walla•'°,° 21 int 0.056 Mass Wall R-Value' 21/21' 0.056 Floor 309 0.029 Below Grade Wall`'' 10/15/21 int+TB 0.042 Slab"R-Value&Depth 10,2 ft n/a 'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit In a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits i Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3.Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ 1b Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c . El 1d Efficient Building Envelope 1d 0.55 ❑ 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 ❑ r 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions ^ 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. r Reserved. 8 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. i 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. m i .i Window, Skylight and Door Schedule Project Information Contact Information Plan 1487 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) I I I I 10.0 0.00 Exempt Glazed Fenestration(15 sq.ft. max.) 0.0 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 16 620.0 6.00 0.30 1 2 ° 6 17.8 5.33 Dininq 0.30 1 5 5 25.0 7.50 Great Room 0.30 1 3 5 15.0 4.50 0.30 1 6 6 'u 41.0 12.30 Master Bedroom 10.30 1 5 1 5 25.0 7.50 Bedroom 2 0.30 1 3 5 15.0 4.50 Bedroom 3 0.30 1 3 5 15.0 4.50 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.0 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 �J� Yy _ i :i( 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.01 0.00 0.01 0.00 Sum of Vertical Fenestration Area and UA 173.8 52.13 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet n' Feet Inch Area UA 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 173.81 52.13 - iw �; � I Simple Heating system Size:Washington State This heating system sizing calculator is based on the Pres0plive Reauirements of the 2015 Washington State Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0,30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance. Pro ecf Information Contact Information Plan 1487 Healing System Tyne: O All Other Systems O Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions Design Temperature Difference(AT) 47 Marysville AT=Indoor(70 degroes)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) IA87 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.0 13,383 Glazing and Doors U-Factor X Area = UA Instructions 030 159 47.70 Skylights U-Factor X Area = UA Instructions 0.50 Insulation Attic U-Factor X Area = UA Instructions R-49 0.026 1,487 38.66 � Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions No selection Select R-Value � --- Above Grade Walls(sea Figure 1) U-Factor X Area UA Instructions R-21 Intermediate 0.056 1,600 69.60 � Floors U-Factor X Area UA Instructions 0.029 1,487 43.12 L R-30 Below Grade Walls raw Figure 1j U-Factor X Area UA Instructions No Below Grade Walls in this project. --- Slab Below Grade fsee Figure 11 F-Factor X Length UA Instructions N��'l AIi I conditioning � NO selection --- Slab on Grade(see Figure 1) F-Factor X Length UA Instructions 4 1 No SIa6 on Grade In this project. i� Location of Ducts Instructions Duct Leakage Coefficient Unconditioned Space i 1.10 Sum of UA 219.09 Envelope Heat Load 10,297 Btu/Hour Fioure I. Sum ofUAXAT Air Leakage Heat Load 6,793 Btu/Hour VolumeX 0.6XATX.01e ruwveur„te Building Design Heat Load 17,090 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 18,799 Btu/Hour Ducts in unconditioned space:Sum of Budding Heat Loss X 1-10 Ducts In condlfloned space:Sum of BuNding Heat Loss X 1 Maximum Heat Equipment Output 26,319 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Dual Heat Loss X 125 for Heat Pump (07/0,V13) - �� - ------- ----- --- - ------ E - 1 �: a _1,� ��. .r,. �V: MiTek � MITek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA,95610 Telephone 916/676-1900 Re: 1487-A RF Fax 916/676-1909 LGI HOMES 1487-A RF dcc The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett, WA. Pages or sheets covered by this seal: R50439530 thru R50439538 My license renewal date for the state of Washington is May 16,2019. �gRRILj, B O��pF WASy� `t)OP C Off. 51398 4� �,c• FcrsreR� �SS74NAL 1✓�G` May 2,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply LG 1487-A RF Al GABLE 1 Job I HOMES 1487-A RF dcc R50439530 1 Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:43 2017 Page 1 I D:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-xkJXiB4JX4tDw_ZDL5BODn8Li4007YXfyN 1 JzKk7c r 64W 18.0 0 17 0-0 1-0-0 "_0 8-0-0 1-0-0 Scale=1:28.9 4x5= E 5.00 12 p F P Q C G 0 R B H VVVVV I$ 3x4= N M L K J 3x4 18-0.0 16-0-0 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25. TCLL 20) Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0 00 1 n/r 180 MT20 165/148 TCDL 7. Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 1 n/r 180 BCLLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 H n/a n/a BCDL 10 0 Code IRC2015/TPI2014 Matrix-R Weight:54 lb FT=101/6 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No 2 REACTIONS. All bearings 16-0-0. (lb)- Max Horz B=-45(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)B,H.M,N,K,J Max Grav All reactions 250 lb or less at joint(s)B,H,L,M.K except N=330(LC 19),J=330(LC 20) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 5-0-0,Corner(3)5-0-0 to 8-0-0, Exterior(2)11-0-0 to 14-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1 33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1 1 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing ILj 9)Gable studs spaced at 2-0-0 oc. c1 8 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J� OF WASJr,. `f N 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 �W will fit between the bottom chord and any other members 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H,M,N,K.J 0 51398 �4 Dit+ �OIVS fi0 �SSjONAL��G May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design vaiid for use omy with MiTekV connectors.This design is based only upon parameters shown.and is for an individual building component.not . a truss system Beloro use,the budding designer must verify the aplincab-lity of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only Adddionat temporary and permanent bracing MiTek' is always required for stability and to prevent collapse whin possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,03849 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Imadv a,218 N.Lee Street,Suite 312.Alaxandria.VA 22314 Suite 109 CA 95610 i Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439531 1487-A RF B1 GABLE 1 1 Job Reference o 6onaZ BMC, EVERETT,WA 96205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:44 2017 Page 1 I D:ZiXyT?4 WzX6j2oOryaEgz9zKrFr-PxtvwX5xl N?4YBZB7wsKkblpYlynlnAhmJiwZmzKk7b 11QQ 17-" 35.0 0 0 0 17-6-0 17-6-0 0 Scale=1:60.3 &00 12 4x5 = K J L 3x4 I IN 3x4 GH OQ 4x12 = F R T r' E S D p d C AG M AJ �} B44 U _ d� V] 3x4= 6x12 1646 US- AF AE AD AC AB AA Z Y IX "1 5x6 = 35-0.0 35.0.0 Plate Offsets(X.Y)— IT:05.12.Edge1.IXA-1-11.0.3-131.fY:0-3-0 0.3-01 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 25.0 25. Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.10 U-W >999 240 MT20 185/148 TCLL (Roof Snow= 07.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.21 U-W >938 180 Rep Stress Incr YES WB 030 Horz(CT) -0.01 X n/a n/a BCLL .0 Code IRC2015rTP12014 Matrix-R Bcni. 10.o Weight:162 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. T-X:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No.2 10-0-0 oc bracing:W-X,U-W. WEBS 2x4 HF No.2 JOINTS 1 Brace at Jt(s):M,P OTHERS 2x4 HF No.2 REACTIONS. All bearings 20-0-0 except(jl=length)U=0-5-8. (lb)- Max Horz B=92(LC 12) Max Uplift All uplift 100 lb or less at joint(s)U,Z,AA,AB,AC,AD,AE,AF,B except X=-111(LC 13) Max Grav All reactions 250 lb or less at joint(s)Y,Z,AA,AB,AC,AD,AE,B except U=624(LC 1),AF=284(LC 1), X=933(LC 20) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-109/353,C-D=-57/322,D-E=-36/333,E-F=-7/330,F-G=0/331,G-1=0/330, I-J=0/333,J-K=0/319,K-L=0/309,L-N=0/328,N-Q=0/291,Q-R=0/289,R-T=-1/274, T-U=-794/148,M-X=-996/210,M-P=-979/192,P-S=-931/175,S-T=-899/160 BOT CHORD B-AF=-285/151,AE-AF=-285/151,AD-AE=-285/151,AC-AD=-285/151,AB-AC=-2851151, AA-AB=-285/151,Z-AA=-285/151,Y-Z=-285/151,X-Y=-285/151,W-X=-39/642, U-W=-37/649 WEBS K-Y=-29410,T-W=0/350 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-6-0,Exterior(2)2-6-0 to 14-0-0,Comer(3)14-0-0 to 17-6-0, Exterior(2)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces DTI L &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 J1� OF WAS1y,, `t), Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 'W 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 P CT� 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. A� 51398 Q, 7)All plates are 2x4 MT20 unless otherwise indicated 'PEGS I�R� 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. SSIpNALE�G 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. M8 2,2017 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)U,Z,AA,AB,AC Y QWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPtt Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21e N.Lee Street,Suite 312,Alexandria,VA 22314 Suite 109 Citrus Heiahls CA 95610 Job Truss Truss Type Qty 1PIy—JLGI HOMES 1487-A RF dccR50439531 1487-ARF B1 GABLE 1 ob Reference(optional) BMC, EVERETT,WA 98205-3212 8,010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:45 2017 Page 2 NOTES- I D:ZiXyT?4 WzX6j2DOrya E9z9zKr F r-t7 R H7t6Z3h7x9l8 N heNZGp l_I B I O U EQr_zRT5 CzKk7a 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4 R Q 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 hhTekV connaclors inns dawgn ra 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 orgy.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,Suite 312,Alexandria,VA 22314. Suite 109 Citrus I hts A 5 Job Truss Trus s Type Ply LGI HOMES 1487-A RF dcc R50439532 1487-kRF B2 Common 190"' 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:46 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrfr-LJ?fLD7Bq?FnnSjZFLuopOgCMYaPDef DdBleezKk7Z }L� 8-33 11-10-10 17.8-0 23.1.E 2841-13 BS-0-0 36"- 1A-0' 6-3-3 5.7-6 5-71 5-71 5-7-6 6-3-3 1.0-d Scale=1:59 3 5.00 12 5x6 E 54 i 0 P 5x6 D F 2x4 - 2x4 C G N Q A B H I6 3x6 = M L K J d 3x4= 3x4= 3x4= 3x10 = 3x4 = r 10-2-B I 19.9-4 2LAV 35 10-2.8 9.6.12 7 3 8 7-11 4 Plate Offsets(X,Y)— I0:0-3.0.0-3-41,fF:O-3.0,0.3.41 LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) Well Ud PLATES GRIP TCLL 2 0) (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.21 B-M >999 240 MT20 185/148 Lumber DOL 1.15 BC 0.76 Vert(CT) -0.44 B-M >535 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 K n/a n/a BCDL 100 Code IRC2015/TPI2014 Matrix-R Weight:135 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2x4 HF No.2 WEBS 1 Row at midpt D-K,E-K REACTIONS. (lb/size) H=387/0-5-8,K=2015/0-5-8,B=657/0-5-8 Max Horz B=92(LC 12) Max Uplift H=-71(LC 13),K=-41(LC 12),B=-66(LC 12) Max Grav H=472(LC 20),K=2015(LC 1),B=732(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1077/116,C-D=-696/51,D-E=0/586,E-F=0/887,F-G=-256/262,G-H=-476/162 BOT CHORD B-M=-142/943,K-M=-33/428,J-K=-467/75,H-J=-109/374 WEBS C-M=-455/147,D-M=0/531,D-K=-966/119,E-K=-919/81,F-K=-733/146,F-J=-27/612, G-J=-380/129 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 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Partially Exp;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors "c�1 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. �y� WASH, �t>, 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w will fit between the bottom chord and any other members � 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,K,B. 51398q� �v11s �ssIONAL��G May 2,2017 1V11I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK 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 e truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suibf 312.Alexandria,VA 22314. Suite 109 CtIr"HedoNs. 1 Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439533 1487-A RF B3 Common 1 1 Job Reference(option al Bill EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Man May 01 22:33:47 2017 Page 1 I D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-pVZ1 YZ7pbl NePcIlo2Q 1 MENlryvCy5o8SHwaA4zKk7Y �1 4 Q 8 3 3 14-11.1 17 5-0 23-D-15 28 6.13 35-0-0 38.01 4-0.0' 6-3-3 ' 5-7-14 58-15 5-6-15 5-7-14 6-3-3 1.0.Ot Scale=1:59.3 5.00 12 5x6 E 5)(6 O P 5x6 D F 2x4 2x4 C G N Q -I A B H O I I$ 4xB = M R S L K J 4x6= 4x5 = 3x6= 6X8= 3x4= 1 9.0-14 19.9.4 25-11-2 35-0 0 9-0-14 10 R.b 6-1-14 9.0-14 Plate Offsets(X.Y)— f8:0-0.0,0.0.41 113:0-3-0 0-3.41,FF 0__MoA3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 25. Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.27 K-M >861 240 MT20 185/148 BCDL (Roof Snow= 7.0 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.55 K-M >429 180 Rep Stress Incr YES WB 0.50 Horz(CT) 0.05 H n/a n/a BCDL 0 10 0.0 Matrix- Weight:BC Code IRC20151TPI2014 MatR 135 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt E-K,D-K REACTIONS. (lb/size) H=388/0-5-8,K=2013/0-5-8,B=658/0-5-8 Max Horz B=144(LC 49) Max Uplift H=-1153(LC 43),K=-739(LC 41),B=-1846(LC 40) Max Grav H=1222(LC 52),K=2300(LC 26),8=2030(LC 53) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-4650/4495,C-D=-3435/3202,D-E=-1984/2197,E-F=-994/1525,F-G=-1467/1479, G-H=-2778/2788 BOT CHORD B-M=-4117/4320,K-M=-2800/2923,J-K=-2663/2579,H-J=-2513/2549 WEBS E-K=-1320/790,F-K=-745/156,F-J=-43/500,G-J=-424/174,D-K=-944/169,D-M=-26/609, C-M=-400/221 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6 Opsf;h=25ft;Cat.Il;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0.Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. ERRILL 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is e the responsibility of the fabricator to increase plate sizes to account for these factors ,19 OF WASJ4.- 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 'W 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=10.0psf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) - H=1153,K=739,B=1846 9)This truss has been designed for a total drag load of 6980 lb Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 349 0 plf. .off 513984� O� F-ISTBR� ASS'rONAL 6�G` May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W1 building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPl1 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 citrus Helahts.CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439534 1487-A RF B4 Common 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:49 2017 Page 1 I D:ZiXyT74 WzX6j2oOryaE9z9zKrFr-IugozEg47wdMevS6wTS WRfSf4mb5QveQvbPhFzzKk7 W oA 6-3-3 5-7-14 5-7-14 6-3-3 -0 0 Scale=1:59.3 5.00 12 4x5= E 5x8% N O 5x8 • D F 2x4 2x4 4 C G M P _ B Fi �A I IJ Q J d 4x8 = L K 4x8 = 4x5 = 4x5= 5x8 = 1 9-044 17.8.0 25.11-2 _I 35-0.0 9-0-14 8.5.2 8 5- 9-0.14 Plate Offsets(X,Y)— 16:0-0.0.0-"1.ID:O-".0-3.Ol.fF:0+0 0-3.0! [WO.0.0 0.0-4] fK:0.4-0 0-3M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 25.0 25.7. 0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.29 J-K >999 240 MT20 185/148 TCDL (Roof Snow= Lumber DOL 1.15 BC 0.76 Vert(CT) -0 47 J-K >891 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 HGrz(CT) 0.16 H n/a n/a SCOL 10.0 Code IRC2015/TP12014 Matrix-R Weight:141 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No-1&Btr BOT CHORD Rigid ceiling directly applied or 3-5-7 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-6 Max Harz B=-104(LC 43) Max Uplift B=-1561(LC 40),H=-1561(LC 43) Max Grav B=2406(LC 27),H=2406(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-5282/3798,C-D=-4176/2498,D-E=-2576/1297,E-F=-2575/1297,F-G=-4173/2494, G-H=-5279/3794 BOT CHORD B-L=-3543/4641,K-L=-2674/3868,J-K=-3412/4490,H-J=-3435/4861 WEBS E-K=0/1082,F-K=-808/165,F-J=-34/486,G-J=-351/198,D-K=-808/159,D-L=-32/486, C-L=-351/198 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1 33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp;Ct=1.1 3)Unbalanced snow loads have been considered 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 c1 ram" 8q the responsibility of the fabricator to increase plate sizes to account for these factors. J1' WAS 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 �Q� C�r7 will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) - • B=1561,H=1561. 9)This truss has been designed for a total drag load of 6980 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 349.0 plf. 51398 °1` �Fcis R� May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7477 rev.10/03/2015 BEFORE USE. Design va!Ld for use only with MrTeka connectors.This design is based only upon parameters shown.and is for an individual building component,not a buss systom Barone use,the building designer must veofy the applicability of design pafamelefs and properly incorporate this design into the overall buudmg des-gn aravw indicated Is to prevent buckling of individual truss web andrw Uyord members only.Additional lampoeary and permanent bracing M iTe k Is aways required for stability and to prevent collapse with possible personal Injury and property damage. For general guldanca regarding the fntslcalion,stonigo.delivery,erection and bracing ottrusses and truss systems,see ANSIRPII Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane Safety Infonnatlon available from Trust Plate Institute,218 N Lea Stress,SUM*312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply HOMES 1487-A RF dccR51487-ARF B5 Common 10 1tjLG' ob Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MITek Industries,Inc. Mon May 01 22:33:50 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-E4EAAaAiuDIDG31KUBzlzs?sz9vo9Mva8F9EnPzKk7V ,1 O A 33 3 11-11-1 17&0 23A 15 28 813 r 35.0.0 411.5.0.0` 6�33 5-7-14 5�-15 58.15 5-7-14 6-3-3 _001 Scale=1:59.3 5 00 12 4x5= E 5x8 N 0 5x8 • D F a 2x4 O 2x4 p C G M P _ 8 Fit �A I I¢ 4x5 = L K J 4x5= 3x4 = 3x4= 5xB= "44 1 17.6.0 I 2541-2 35.0.0 9.0.14 6-5.2 8-5.2 9.0-14 Plate Offsets(X.Y)— fD:0-4-0.0.3-01.IF:0.4-0.0.3-01,IK:O.40,0-3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 25. Plate Grip DOL 1.15 TC 069 Vert(LL) -0 24 K >999 240 MT20 185/148 TCLL (Roof Snow= 7. Lumber DOL 1.15 BC 0.86 Vert(CT) -0 45 K-L >926 180 BCLL 00 0 Rep Stress Incr YES WB 0.86 Horz(CT) 015 H n/a n/a BCDL 130 Cade IRC2015/TPI2014 Matrix-R Weight'.134 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-8 Max Horz B=92(LC 16) Max Uplift B=-84(LC 12),H=-84(LC 13) FORCES. (lb)-Max.Camp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-3071/162,C-D=-2782/141,D-E=-1955/169,E-F=-1955/169,F-G=-2782/141, G-H=-3071/162 BOT CHORD B-L=-176/2766,K-L=-82/2263,J-K=-39/2263,H-J=-84/2766 WEBS E-K=0/1081,F-K=-808/134,F-J=0/486,G-J=-354/136,D-K=-608/134,D-L=0/486, C-L=-354/136 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vesd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat ll;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors �cc��A 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads ,fir F WAS�IT 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H. r010 ,��51398 ,t� O/STER �s%NALE�G May 2,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MtTekli connectors.This design Is based only upon parameters shown,and Is for an mdwldual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this des?qn into the overes budding design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storege,delivery,erection and bracmq or trusses and truss systems,see ANSUTPit Quality Criteria,DSB.89 and SCSI Building component 7777 Greenback Lane safety information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314 Suite 109 Citrus Hei hts.CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1467-A RF dcc R50439536 1487-A RF B6 GABLE 1 1 Job Reference o 60 BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:52 2017 Page 1 I D:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-ATMwbGByQr?xVNAjbc?D3H4FFze3dSxtbZeLrliKk7T 8+6.8 5-9-10 5-3-0 0 0 16-11-8 f4V Scale=1:60A 5.00 12 4x5= J 6x12% H NIF At - p AJ 3x4 D E G CIS T U C L V W AH AK AD B X Y �14 I4 3x6= AG AF AE O 3x6 3x4= 3x4 = 3x4=3x4= AC AB I SSA a� 8$A , t6A-0i 35.0.0 8-" 7.6.0 19.0-0 LOADING (psf)TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0 51 Vert(LL) -0 13 B-AG >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 068 Vert(CT) -0 30 B-AG >974 180 BCLL 0.0 Rep Stress Incr YES WB 0,12 Horz(CT) 007 X n/a n/a BCDI 10 0 Code IRC2015/TPI2014 Matrix-R Weight:167lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins. E-AD: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):K,I,N,P WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. All bearings 10-11-8 except Qt=length)B=0-5-8. (lb)- Max Horz B=92(LC 12) Max Uplift All uplift 100 lb or less at joint(s)AB,AA,Z,AD,B except AC=-130(LC 20) Max Grav All reactions 250 lb or less at joints)AB,AA except X=255(LC 1),Z=282(LC 20),AD=1187(LC 20), B=1165(LC 19) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2182/368,C-E=-1929/345,E-F=-253/113,F-H=-251/138,E-G=-1361/213, G-1=-1413/238,I-K=-1473/265,K-L=-1470/257,L-N=-1519/288,N-P=-1565/321, P-R=-1598/340,R-AD=-1688/383 BOT CHORD B-AG=-248/1936,AF-AG=-124/1363,AD-AF=-191/1601 WEBS E-AG=-40/583,C-AG=-365/160,E-AF=0/473,L-AF=-309/113 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 2-6-0,Exterior(2)2-6-0 to 14-0-0,Comer(3)14-0-0 to 17-6-0, Exterior(2)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp;Ct=1.1 ,O O ALL 8 � 4)Unbalanced snow loads have been considered for this design. ti WA 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. C�0 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. P 51398 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 . 'GIST[,',', will fit between the bottom chord and any other members. E 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AB,AA,Z,AD,B SS�pjYAL FAG except Qt=lb)AC=130. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord May 2,201 7 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Ifuea systems,see ANSI/TPI1 Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information aysdable Irom Truss Piate Instduio,21a N Lee Street,Suite 312,Alexandre,VA 22314 Suite 109 Citrus Heiahis CA 95610 Job Truss Truss Type City Ply LGI HOMES 1487-A RF dcc 1487-f R50439537�RF C1 FINK 6 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:53 2017 Page 1 ID:21XyT74WzX6j2o0ryaE9z9zKrFrefwJpcCeB87o7Xt9JXSbVdOCN_nMu2OgDNvOkzKk7S 1-0-0 r S." 12-3-0 16-0 10 24." 1-0-0 6-" 5-9-10 5-9-10 6-5-6 Scale=1:42 5 4x5= D 5.00 12 L M 2x4 \\ K N 2x4 C E J O B F " I$ I H 3x6= 5x6= 3x4 = US 8-6-0 I 16-0-0 24-6-0 � Plate Offsets(X.Y)-- 11:0-3-0,0-3.41 "-0 7.8-0 8•6.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.50 Vert(LL) -0 14 B-I >999 240 MT20 185/148 TCDL(Roof Snow=25.7. Lumber DOL 1.15 BC 0.65 Vert CT -0 31 B-I >941 180 BCLLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 007 F n/a n/a BCDL 10.0 Code IRC20151TPI2014 Matrix-R Weight:84 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No 2 REACTIONS. (lb/size) B=1088/0-5-8,F=1088/0-5-8 Max Horz B=66(LC 12) Max Uplift B=-64(LC 12),F=-64(LC 13) FORCES. (lb)-Max Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD B-C=-1992/127,C-D=-1737/120,D-E=1737/120,E-F=-1992/127 BOT CHORD B-1=-102/1762,H-1=-5/1200,F-H=-51/1762 WEBS C-1=-428/141,D-1=-21/625,D-H=-21/625,E-H=-428/141 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6 Opsf;h=25ft;Cat.ll;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 9-3-0,Exterior(2)9-3-0 to 12-3-0, Interior(1)15-3-0 to 22-6-0 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 Il;Exp B;Partially Exp;Ct=1.1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r� will fit between the bottom chord and any other members. W - 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. y0� 5I398 °.� �'orsraR� �SSrONALti�G May 2,2017 A WARNING-Verily,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITake connectors.This design is based only upon parameters shown,and is loran individual building component.not a truss system Before use,the budding designer must verify the applicability,of design parameters and properly mcorporate this design Into the overall budding design. Bracing indicated is to prevent buckling of Intl idual truss web andrbr chord members only.Adddionai temporary antl 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.dolrvery,erection and bracing of trusses and Iruss systems,see ANSi1TPl1 Quality Criteria,OS849 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,2t8 N Lae Street,Suite 3i2.Alexandria.VA 22314 Suite 109 Citrus Heights. A 95610 Job Truss Truss Type Qty Ply LGI HOMES 14117-A RF dcc R50439538 14B7-A RF C2 Common Supported Gable 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:54 2017 Page 1 ID:ZIXyT94WzX6j2o0ryaE9z9zKrFr-6sUhOyDCxSGfkhK6j12h8iAh1 nTD5MJA3s7SwAzKk7R r-14kD 12-3-0 24." 4fa•6.0 1-0-0 12-U 12-3-0 1.0 0 i Scale=1:42.5 4x5= H G 5 00 12 AC AD ' AB P J AE E K D L C M B N fn 3x4= AA Z Y X W V U T S R Q P 3x4= 3x4= t 24.6.0 r - 24.6.0 LOADING (psf)TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 N n/r 180 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 0 n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 N n/a n/a B DL 10.0 Code IRC2015frPI2014 Matrix-R Weight:96 lb FT=10% LUMBER. BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No 2 REACTIONS. All bearings 24-6-0. (lb)- Max Horz B=-66(LC 13) Max Uplift All uplift 100 Ib or less at joints)B,V,X,Y,Z,AA,T,S,R,Q,P,N Max Grav All reactions 250 Ib or less at joint(s)B,U,V,X,Y,Z,AA,T,S,R,Q,P,N FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat ll;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 9-3-0,Corner(3)9-3-0 to 12-3-0, Exterior(2)15-3-0 to 22-3-0 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 ll;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 ALL 9)Gable studs spaced at 2-0-0 oc. tj1E 6 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. ,19 04 WASN., 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 W will fit between the bottom chord and any other members 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,V.X,Y.Z,AA, T,S.R,Q,P,N 51398 r FcIsTER� �ssI�NAL��G May 2,2017 A WARNING-Verity design paramerem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTak®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 or trusses and truss systems,see ANSIITP11 Quality Criteria,DSB.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit-)312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Vv cv(A UOi Z = W " Cl) W y D m [ C00 Z X m 0 m N r N 'm o I I r 5' N 04, p a o a,=Yc c�d_m a W m O Aw n � =rna0 CD �° j a ca "i 0 af?��ndg0 �CDfDic n �c �a Z � oF,j c'D °1 0 � ? a�T " . DO° C, Z �W o 3 = m N = 3 q.- _na m n m cn a m c y �c m n� 9 y� D ° n. ° N aCID= N ° " N Q 7 N N < ID N K O ai A C'G O fD fD z ° _ n W n C) w•yv 0 R_ : = n N F N N CD C = n f� 3 O N 2 0 ? o m o m a° ° n� m'C< D Cl)CD y a Q v a° w 3 Vl -^ cn W d=ii0 7 N O -I O' 0 w cCD O Dl n N -n.O=•. U^'N d O N O N n _ U= C 0' O N O N = @ = 7 N�-n a° fD n = m m � o p= n0 s �� y ° 3m ' 3 0 o 0 m� a5' D CD 0) = p C p 2 N p f=n N j• (D OJ N j ? 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Q. 0 vi.m m e m n n� q 3� n O N fm ° m CD " o �M o zO cn �m y n 30 3 m Z 0 !"F CD y BUILDING INSPECTION REPORT — Residential Final Permit No. 1474 Address: 8922 171st Street NE Contractor: LGI Homes - Washington, LLC Owner: LGI Homes - Washington, LLC Date: 10/6/2017 ® APPROVAL ❑ PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: N ACCESS: N PLUMBING: N MECHANICAL: N SMOKE DETECTION: N CO DETECTION: N LIFE SAFETY: N DECKS: N HANDRAILS: N PLANTINGS: N WATER: N SEWER: N LIGHTING: N FINAL ELECTRICAL: N BLOWER DOOR/DUCT CERT: N INSULATION CERT: N Date: 10/6/2017 Inspector: Kevin Olander Date: 04/09/2026 Perm t#: 1474 Perm t Date: 05/19/2017 Review Date: 05/19/2017 Perm it Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 06/02/2017 Scheduled Time 00:00 Com pleted Date: 05/23/2017 Description: No land use issues. Review Status: Assigned To: Tim eIn: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 01166900004300 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 8922 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 43 B lock: Permit#: 1474 Permit Date: 05/19/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 11410 NE 124th Street, #103 Applicant, City, State, Zip: Kirkland,WA98034 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 187421.13 Square Feet: 1889 Num ber of Stories: 1 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 06/07/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Launa Black Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900004300 8 922 171 st Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om lieted Date I nspector S tatus 07/06/2017 R20.SFR/DUPLEX Com lieted FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 05/19/2017 RESIDENTIAL SINGLE No land use issues. FAMILY 05/19/2017 RESIDENTIAL SINGLE z.Rick Karns FAMILY Fees Fee D escription N otes A m cunt Building Plan Review T able 4-2 $1,370.93 Building Penn i T able 4-1 $2,109.12 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 $132.00 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Traffic Mitigation-C/MF Orn m ecial/Multi-fam iy $3,355.00 Wier Heater(Tank) $25.00 Total $8,793.55 Attached Letters Date Letter D escription 05/31/2017 Building Perm i Paym acts Date Paid By D escription P aym a►t Type A ccepted By A m aunt 05/19/2017 LGI Hom e; c heck#4677 L auna Black $1,370.93 05/23/2017 LGI Hom e; c heck#4679 L auna Black $7,422.62 O utstanding Balance $0.00 Uploaded Files Date File Nam e 10/11/2021 9869045-1474 IC 6.6.2019(2).pdf 10/11/2021 9869046-1474 IC 6.6.2019.pdf 10/16/2017 2701271-8922 171 st Street NE.docx 06/07/2017 2348019-1474 Issued Perm i.pdf 05/19/2017 2300613-1474 Site Plan.pdf 05/19/2017 2300614-1474 Application.pdf