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Home My WebLink About16815 91st Drive NE_BLD1724_2026 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development 1 0y 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: 16815 91st Drive NE Plat: Gregory Park Lot 10 161 Single-family Di Duplex ❑ Townhouse Addition [ Accessory structure Proposed Area: 111 Floor: 1487 2nd Floor: Garage: 402 Total SF: 1889 Describe Proposal (include cross street): Application for new single family residence to be located at 16815 91st Drive NE. Cross street )6Vk5.[-. N& Valuation: �1 • owner: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State:WA Zip Code:98223 _ Phone: 425-785-0797 Email: matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State: WA Zip Code:98223 Phone: 425-785-0797 Email:matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State:WA Zip Code:98223 _ Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019 6116LP Page 1 of 3 n4yRESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington18204 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) 11 Bath/Shower Combo (4.0) x 1 C' I Sink(1.5) x 1 ['7i Shower (2.0) x 1 Lavatory (1.0) x 2 ❑1 Clothes Washer (4.0) x [ Water Closet(2.5) x 2 [✓j! Dishwasher (1.5) x 1 i Water Heater x 1 f� Hose Bibb (2.5) x 2 Water Heater Model # Other(list) x 1 AO Smith H PTU - 50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: AB 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 �`:;Vrs6, 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: �l Furnace (80+) Model# Bryant 915SA30040514 AFUE 95% Q1 Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER Q Type II Hood ❑I Commercial Cooking Appliance �` Hydronic Piping 01 Boiler ❑ Solid-Fuel Appliance PV System LJi Fireplace Insert ❑ Outdoor BBQ El' Storage Tank 21 Freestanding Stove 01 Gas Piping Ell Other Gas Piping Information Not Applicable: 01 Black Steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: 401 • 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: 6l16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:16815 91st Drive NE Permit#:1724 Parcel#:0 116690000 1000 Valuation: 191174.89 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,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: 1 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. IBCI10/IRCI10. 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 and coded Ci tgton#3101. r i Signature Print Name Date Released By tc 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 11/14/2017 Building Permit Fee $2,140.84 11/14/2017 Building Plan Review Fee $1,391.55 11/14/2017 Furnace $25.00 11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00 11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00 11/14/2017 Mechanical Permit Base Fee $25.00 11/14/2017 Park-Community SF $1,662.00 11/14/2017 Plumbing Permit Base Fee $25.00 11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 11/14/2017 Processing/Technology Fee $25.00 11/14/2017 State Building Code Surcharge Fee $4.50 11/14/2017 Traffic Mitigation-City $3,355.00 11/14/2017 Water Heater $25.00 Total Due: $8,845.89 Total Payment: S8,845,89 Balance Due: SOAII 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 °�' 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. 16815 91st Drive NE Gregory Park Lot 10 Project Address: Plat: ®i Single-family L11 Duplex ❑ Townhouse Oj Addition i7i Accessory structure Proposed Area: 1st Floor: 1487 2"d Floor: Garage: 402 Total SF: 1889 Describe Proposal (include cross street): Application for new single family residence to be located at 16815 91st Drive NE. Cross street Valuation: 1�I �1�• owner: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State:WA Zip Code:98223 Phone: 425-785-0797 Email: matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State: WA Zip Code:98223 Phone: 425-785-0797 Email:matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State:WA Zip Code:98223 Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person: Matt Adams _ License Number:LGIHOHL857MB Expiration: 07/02/2019 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION y a' 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:inv�olved) (Check all that apply and indicate the number of fixtures proposed) 6t Bath/Shower Combo (4.0) x 1 CAI Sink(1.5) x 1 Fvi Shower(2.0) x 1 QI Lavatory (1.0) x 2 ❑ Clothes Washer (4.0) x Water Closet(2.5) x 2 Dishwasher (1.5) x 1 Z Water Heater x 1 Hose Bibb (2.5) x 2 Water Heater Model # �! Other(list) x 1 AO Smith H PTU - 50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 10 Bryant 915SA30040514! Furnace (80+) Model# AFUE 95% Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER 01 Type II Hood ❑ Commercial Cooking Appliance LJ Hydronic Piping 1�11 Boiler ❑ Solid-Fuel Appliance 01 PV System 01 Fireplace Insert ❑ Outdoor BBQ 01 Storage Tank 21 Freestanding Stove Gas Piping QI Other Gas Piping Information Not Applicable: 01 Black Steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances 120,000 Distance from Meter to Furthest Appliance: 40' • 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: o- 2- 17 _ Print Applicants Name: 6116LP Page 3 of 3 ..,.._.,:. , a NOTES: MS fawr 25, .8t*AW D&EV9WS AALr rO SVEW" n. 91STA VE NE sue' S FAIT CIF FOiWA1KW T. �,O /�p,ry ry��yy� ,cyry�AOI1SfD ——( ————————— li�A 20' -WAA .7IR/IIA A DO r"" U —— � AC7M LocA7KW ANY VARY dH - •.%aT LffWWAY 7O RUC RW -' #-%rf27Vw 7O LrwrALLm F& 07Y 6F AffW7WS STAA17AfiV •Sir r ftff A7 6LF AVSTALLED QV WA[�iE]VT.W Or&+r,W N00:39'11"E' PARM •CW7WMV En+7R.WraE'To X WrAUM P&arr Or AaMMVS!STANDARM L/7xJTY AO' STORM NOTES.• •7M NST&LO PMFO � £ASl�J97VT `ry a Pi11CSlED G1GWItx,1P C0AlS7R'wxw — —— — �. __-— •BARE SaU L19bM WN AUQV S&4 t • , F, ———— — Q4 AN077w`7P APIPM41 "aW _- ._—I I ?� i 5 B.SR •7ta N" P'&MZW SIF 75 13 o 1 • 8 ' F PAn012 SF (ETF a-D£P7H) •ALL OV-97E RtWT C&MV9ECMD M I, - PNVAF SMW SW •.97F MAU ff STA&C M PAM I o 1050 I 7U Bumw mur asm EbS7AVC fAIUuAv o I .3 C T 10 .3 I Cam" SirENOTEs- -1 c LUT ;N o I Row DRAW 7a Aga mar � I 4 1 8 1G14t9r l o a SM W LIMAS SPSU P& s 1 i op I APMwokw aA r A4AAIdI6r fYAN ' AGL�' L 'r R0 or�AA►c A'A Or�'R"�A°�E NaaM9 S' DVIff car. r LEGEND.' I ' fg75 8 I ?" i I \ ® #A7IR AEU*4 �d I ——— —— .- -- - 11.00 — �( f Plmwr sr"iRW AAP VAC ZI Y $ j; 2L!00'BS1Rt Ct ® ® C47W BASN VX17Y _ _ O i EAA'';1�7VT � .. 1; •.'. 41 00 ALIlIWCY.E aaa+r WALL N0039'11"E Wiz`. > RfAIo�AL �n A xy . 4� b.. / o INA7ER 7Y I SrAiE 1 _20' i LOT10 91ST A 1 NE SITE PLAN —� GREGOR Y PARK LG/ HOMES PLAN NO. COL.—1487 LOT AREA = 4,607 SF DATE 912912017 PARCEL LOT 10 NAUSE= 2,109.7 1471l NE391bpl..'#lol DRIVEWAY= 416 9r 98007 DESIGNED ccff ADDRESS 1681591STQ97E•AE 425.985.7077 Pa,425,0837M WALKWAY/P'A770= 12 SF `DESIGN DRAWN CAF PROJECT NUMBER R7rAL= 25V 9C ENGINEERING • PLANNING • SURYEYING .130241--GRG00 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:16815 91st Drive NE Permit#:1724 Parcel#:0 116690000 1000 Valuation: 191174.89 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,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: j CONST.TYPE: `I-$ DWELLING UNITS: j OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded Ci=on#3101. lr Ale- A�rn Signature Print Name Date Released By ate 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 11/14/2017 Building Permit Fee $2,140.84 11/14/2017 Building Plan Review Fee $1,391.55 11/14/2017 Furnace $25.00 11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00 11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00 11/14/2017 Mechanical Permit Base Fee $25.00 11/14/2017 Park-Community SF $1,662.00 11/14/2017 Plumbing Permit Base Fee $25.00 11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 11/14/2017 Processing/Technology Fee $25.00 11/14/2017 State Building Code Surcharge Fee $4.50 11/14/2017 Traffic Mitigation-City $3,355.00 11/14/2017 Water Heater $25.00 Total Due: $8,845.89 Total Payment: $8,845.89 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 -�A ri -IA 1--7 - ,•T•rtA * --TAWS ley Permit Information Date 11/1/2017 Permit Number 1724 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 9028 168th Street NE City, State,Zip Arlingotn,WA 98223 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 16815 91 st Drive NE Valuation 191174.89 Status Applied Permit Issued Permit Expires Square Feet 1889 Type of Construction/Occupancy Load V-B Number of Stories 1 Proposed Use New SFR Assigned To Kristin Foster Property Owner Parcel Address Legal Owner Phone Zoning 01166900001000 16815 91st Drive LGI HOMES-WASHINGTON 111 Single Family Residence- NE LLC Detached Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type ILGI Homes-Washington,,lake Jabusch 360-353- ake.jabusch@lgihomes.comCONTRACTOR Labor and LGIHOHL857M (LLC 0588 Industries Review Date Type Descri lion Target Date Completed Date I Assigned To Status 11/1/2017 Residential Dwelling11/8/2017 4m Rusk o In Review 11/1/2017 lResidential Dwelling 11/8/2017 lKevin Olander 111n Review Fees Fee Description Notes Amount Building Permit Fee 322.10.00 00 $2,140.84 Building Plan Review Fee 345.83.00.00 $1,391.55 Furnace 322,10-00-00 $25.00 Gas Outlets Base Fee 1 to 5 322.10,00 00 $10.0 Mechanical Fee Enter Fixture Fee) 322.10.00.001 $25.0 Mechanical Permit Base Fee 322.10.00.001 $25.0 Park-Community SF 345.85.00.001 $1.662.0 Plumbing Permit Base Fee 322.10,00.001 $25.0 Plumbing Permit Fee Enter Fixture Fee 322.10.00.00 11 @$12 $132.0 Processingirrechnology Fe 341.43.00.04 $25.0 State Building Code Surcharge Fee 386.00.01.01 $4.50 Traffic Mitigation-Cit 345.85.00.02 $3,355 00 Water Heated 322.10.00.Oq $25.00 Totall $8,845.8 Payments Date Paid By Amount Description I Payment Type Accepted B 11/1/2017 LGI Homes-Washington LLC $1,391.55 lCheck#5728 Kristin Foster 11/1/2017 LGI Homes-Washington LLC $7,454.34 jCheck#5729 Kristin Foster Total $8,845.89 Amount Outstanding:$0.0 Uploaded Files Upload File Date File Uploaded B 11/1/2017 4:53:15 PM 1724 Site Plan.pdf Foster, Kristin X 11/1/2017 4:53:15 PM 1724 7plication.pdf Foster, Kristin x RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development �' OV City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551 �I1VG`l THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BYTWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 16815 91st Drive NE Plat: Gregory Park Lot 10 _ Single-family 0l Duplex Eli Townhouse Q Addition Q Accessory structure Proposed Area: 161 Floor: 1487 2"d Floor: Garage: 402 Total SF: 1889 Describe Proposal (include cross street): Application for new single family residence to be located at 16815 91st Drive NE. Cross street N& Valuation: H I I1LIAKI Owner: LGI Homes - Washington LLC _ Address: 9028 168th Street NE City: Arlington State:WA Zip Code:98223 Phone: 425-785-0797 Email: matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th Street NE City: State: Zip Code:Arlington WA 98223 Phone: 425-785-0797 Email:matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: 9028 168th Street NE City: State: Zip Code:Arlington WA 98223 Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019 6/16LP Page 1 of 3 �` RESIDENTIAL PERMIT APPLICATION Y a, Department of Community& Economic Development 'Af 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 1 Sink (1.5) x 1 Yj; Shower(2.0) x 1 ( Lavatory (1.0) x 2 ❑ Clothes Washer (4.0) x Water Closet(2.5) x 2 ek Dishwasher (1.5) x 1 Q Water Heater x 1 l� Hose Bibb (2.5) x 2 Water Heater Model # �! Other (list) x 1 AO Smith HPTU - 50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6116LP Page 2 of 3 1 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# Bryant 915SA30040514 AFUE 95% �! Heat Pump Model# SEER HSPE Q AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance PV System 0i Fireplace Insert ❑ Outdoor BBQ Ql Storage Tank 121 Freestanding Stove Q' Gas Piping ai Other Gas Piping Information Not Applicable: Cl Black Steel Pipe Material: _ . Pipe Size: 1 Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: 4 • 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: d 1 ~ 2^ 17 Print Applicants Name: 6/16LP Page 3 of 3 .� I r I NASH&ASSOCIATES ARCH fTECTS PLAN 1487 BEAM, LATERAL & SEISMIC CALCULATIONS G GeHOMASH STATE OF WASHINGTU1 Received bCT 31 Mf'017 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM f . t. '• ri CLIENT:_ _I NASH�ASSOCIATPS BEAM DESIGN DATA PROJECT_ A11C111TF.CTS DATE: NAME: Roof Loads: of DL 15 :/of Total 40#/sf Unless Noted Otherwise Floor Loads: of DL 10 #/of Total 50#/of Deck Loads: LL 60#/of DL 10 #/sf Total 70#/sf SOIL- 1500 PSF Min. Concrete: Per IBC 15 Masonry: Per IBC 15 Steel: Per IBC 15 Rood: Per IBC 15 Nailing: Per D3C 15 4" Beam Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 8" Beam Douglas Fir #2 fv — 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 650 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF'IQ) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COTS PLAN 1487 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 66 t Date: 10124/16 So/ection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Condition NDS2015 Min Bearing Area R1=2.6 in' R2=2.6 in' (1.5)DL Defl= 0.23 in Recom Camber=0,34 in Seem 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'# Max V(Reduced) 1464# TL Max Defl L/240 TL Actual Defl L/421 LL Max Defl L 1360 LLActual Defl L/845 Attributes Section On' Shear in') TL Defl(in) LL Defl 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% _ Fb(psi) Fv(psi) E(psi x mil Fcl(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress WA 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 n R1 = 1673 R2= 1673 SPAN= 16FT Uniform and partial uniform loads are Ibs per lineal ft, i i l CLIENT. NASH-ASSOCIATES WIND AND 5E15MIG DE515N DATA PROJECT: PER 2015 IBC DATE: NAME- WIND DESIGN CRITERIA DE516N PER A50E 1-10 I.NOMINALAILTIMATE WIND SPEED V/aed /Vult 05/110 mph 2. RISK CATEGORY II 1.00 5. WIND EXPOSURE CATEGORY "g" 4. INTERNAL PRESSURE COEFFICIENT +/-55 5. GOMPONENTS AND CLADDING DESIGN PRESSURE +/- I6 pal BUILDINGS,STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DE516N, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METH005,A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, 5EGTION 1604.1 BUILDING5, 5TRUGTURE5,AND PART5 THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1604 AND A5GE '7-10 IMPLIFIED METHOD TO BE U5ED FOR WIND DE516N PER ASGE-1-10,SECTION 21.5 (BUILDIN5 HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE Mh PSF PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2504-2306, STRUGTURE5 U51NG WOOD SHEAR WALLS AND DIAPHRAOM5 TO RESIST WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND GONSTRUCTED IN ACCORDANCE WITH AF 4 PA 5DPW5 AND PRoVI510N5 OF SECTIONS 2305-2906 5E15MI6 DE516N DATA DESIGN PER ASCE 1-10/5EGTION 1613 I. SEISMIC, IMPORTANCE FACTOR Is 1.00 2.SHORT PERIOD ACCELERATION Ss 1.66 050e footnote at bottom of page 3. 1 SECOND ACCELERATION 51 O.i4& •see footnote at bottom of page 4. SITE GLASS D(default class per IBC) S.SPECTRAL RESPONSE COEFFIGENT 5w 0.4112 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT 50 0.148 *see footnote at bottom of page 1.SEISMIC DC-516N GATEGORY D 8. SEISMIG FORGE RE5ISTIN6 SYSTEM PLYWOOD SHEAR WALLS 9.DESIGN 5A5E SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT GO 0.13 II.RESPONSE MODIFICATION FACTOR R 6.5 12.ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 15.RISK CATE60RY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DE516NED IN ACCORDANCE WITH A5CE 1-10,SECTION 12.11.2 IN STRUGTURP5 ASSIGNED TO SEISMIC DE51GN GATEGORY G-F,GOLLEGTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN ASGE-1-10,SECTION 12.10.2.1 BASE SHEAR V= (p 5US/R)W ANCHOR 13OLTSo 5/8" VIA X 10",A301 OR BETTER hV 1" MIN. EMBEDMENT.V- 110411/BOLT • PER U565,THE MAXIMUM 51 IN THE STATE OF WASHIN6TON 15 0.148.ALL 5EI5MI6 DE516N VALUES USED IN THI5 ANALY515 ARE BA5ED UPON TH15 NUMBER. 51NGE !E�15 LE55 THAN 0.15,THEN U5E SEISMIC GATEGORY D IF RISK CATEGORY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW NASH—ARCHrrECTS.COM W DID= I ❑D I aD ❑° ❑❑ I , � i i . NF (� 0 w l L l � M a � s a a k s T7 Q f �N O N � o �J I --1 1- LATERAL CALCULATIONS CANT- �I NASHtASSOCIATES WIND WORKSHEET PROJECT: r,c r r r r r,c. DATE: 55 MPWI10 MPH= NOMINALNLTIMATE WIND SPEED NAME. Iq.6 P5F FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE SHEAR UNIT SHEAR W z H z (see chart for wind pressure WALL SHEAR WALL ® specified height) LENGTH (ft) /ft) TYPE SKgr xlgr 6 J C/7�f X�t Xl yr � 31 y L3 ► S y3 r 5 �I � Crsxax� a, Z6C-t6 Zl> /3 2 3oX9xfa. () Sz � 2 �Cr y pt-LlI � �rsxti xi a�� L7cr /J Ztt 0 Pa- "f I/ 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM i _ 11 NASH•essoclATE CLIENT- SEISMIC SEISMIC ANALYSIS PROJECT: _ ARCH1T1 c''i DATE: NAME; 1 Weight of Building: Roof Assembly. Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 /ft u2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ ft 1/2" Plywood - 1.60 #/fvt sses 0 24" a.c. - 1.75 #. 'Irrusses 0 24" o.c. - 1.75 #/ft Trusses 0 24" o,c. - 1.75 #/ft R-30 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R-30 insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2_00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use to.00#/ft Use 10.00#/ft Use 18.00#/ft lot & 2nd Floor Assembly: Caret / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.50#/tt 3/4" T&G Plywood - 2.50#/ft 2x10 0 10" o.c. 2.30#/ft. 2x10 0 18" O.C. - 2.30#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB ceiling - 2.00#/ft Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior Wall Assembly: Exterior hall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30 1/ft /ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2"' Plywood - 1.50 /ft 1/2" GWB - 2.00#/ft 2x8 0 16 O.C. - 1.37 Total 5.10 #/ft R-21 Insulation - 2.10 /ft Use 8.00#/ft 1/2" GWB - 2�QQ�/tt 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 i NASH=AS3oQATFS CLIENT: SEISMIC ANALYSIS PROJECT: --_ :1RCITiTI DATE:--- NAME- 2 - - - SEISMIC: V = (C.) (Wdl) (Plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X sf = or (Tile) 18#/ft X_ sf Exterior Walls: L x 10#/sf x 1/2 (h) — —(E2) Interior Walls: L x B#/sf x 1/2 (h) (I2) TOTAL• _ lot Level: r7 Roof: (1st Floor Roof) 10#/ft X k 0� _I__sf = 7 2nd Floor: 10#/ft X sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) /?&k(0 VLf. 5 �SSD (El) Interior Walls: (10 + L is B#/sf x 1/2 (h) 2 I Log � -� 7S6 Q (11) TOTAL3 766 Basement: 1st Floor: 10#/ft X___ sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (11) + L x B#/sf x 1/2 (h) TOTAL• - 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: NASH•ASSOaAM SEISMIC ANALYSIS PROJECT-- A it C I I F1 F C r S DATE: NAB- 3 BASE SHEAR: BASE SHEAR V= (F S.,/R)W LEVEL 2: Wdl__1 # x 0.149 = LEVEL 1: Wdl 7 (� x 0.149 = TOTAL' Wdl 0.149 = 5l / (V) Dead Load Hei ht Moment Shear ® Stor Level (Wdl) (h� (Wdl)(h) Fx = [(Wdl)(h)TV Remarks (Wdl)(h) 2 lott Total 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH-ARCHITECTS.COM — — - ( _ NASHtrASSOCCT(, CLIENT: SEISMIC ANALYSIS PROJECT - - l � tt�:ttrrt, s DATE NAME! 4 x A 04 t1� wzx F=' N x �W - x esn Go - N c x - - z M �W A G. o x0 V � �- C E� G-� 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW,HASH—ARCJj'(' LC GOM CLIENT: HASH I I I I'L CATS SEISMIC ANALYSIS PROJECT: lnis�:iii rEc'1's DATE: NAME: 6 Redundancy Factor (p), 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vacestory)/Ab 1/2 611)(5111 *) /0, N - i�Tt-0-0-(r5� Y�� z 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) L ` lo, l7 ) 3�3. Z� o6 L4J,NO 60,ve'Y5 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM f 1IM U�OU3 a c H rn A m ' 3 r d 0 0 Received .017 -c� ,� of T --; m4 Dan Conye.s 10esiyncr OW�h LGI Homes Job Number 30B• Sheet TiNe x I _X 19 1— ,WA 1H205 N� job Name/Model 1997 A GR Daal hr pAN C. V TRUSS LAYOUT �M�M� ri/. o3Nce:925.1e9 3... Add— Date B/9/2015 ea:42 S,3o3 Y82S 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. t -R'L B 4�19QOF wasywc"1-F�`r� 51398 011, CISTER� ' ss��IVAL 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 Trus. ,0e Oty ply LGI H, -S 1487-A RF dcc R50439530 1487-A_RF Al GABLE 1 1 Job Role once o Uone BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:43 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-xkJXiB4JX4tDw ZDL5BODn8Li4007YXfyN1JzKk7c r -1.0.0 , B-O-0 16-0-0 i 17-0-0 i 1-0-0 8-0-0 8-0-0 Scale=1:28 9 4x5= E 5.o0 12 p F P O C G O R B H I$ 3x4= N M L K J 30 = 16.0-0 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) 0.00 I n/r 180 MT20 1851148 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 I n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 H n/a n/a EI DL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:54lb 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 16-0-0. (lb)- Max Horz B=-45(LC 13) Max Uplift All uplift 100 Ib or less atjoint(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.II;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-0-0.Exterior(2)2-0-0 to 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 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. J� OF WAS. 11) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C�0 tA� 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. i0¢+ 51398 sstONALB�O May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall 191' building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suiln 312,Alexandria,VA 22314. Suite 109 Citrus ejahig.CA 95619 � Job ' Truss Trim ,po Qty Ply LGI 1, _S 1487-A RF dcc R50439531 1487-A RF B1 GABLE 1 1 Job Roferonce(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:44 2017 Page 1 I D:ZiXyT?4 WzX6j2oOrya E9z9zKrFr-PxtvwX5xl N?4Y8ZB7ws KkblpYlyni nAh mJ iwZmzKk7b 0 0 17-" 17.6-0 -0 Scale=1:60.3 5.00 12 4x5= K J L 3x4 I AH Al N 3x4 OH 00 4x12 = F R T E S D P AG C M AJ } d� B U V I ryo 3x4= 6x12 i:-� 16-A 3x6 — AF AE AD AC AB AA Z Y X 5x6 = 3, -0 35-0-0 Plate Offsets tX,Y3— IT:0-5-12,Edgel,IX:1-1-11I 1-131.IY:0-3.0101-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.10 U-W >999 240 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.21 U-W >938 180 TCDL 7.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 X n/a nla BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:162 lb FT=10% BCDL 10.0 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 Qt=length)U=0-5-8. (lb)- Max Horz B=92(LC 12) Max Uplift All uplift 100 lb or less at joints)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, -J=0/333,J-K=0/319,K-L=01309,L-N=0/328,N-0=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=-8991160 BOT CHORD B-AF=-285/151,AE-AF=-285/151,AD-AE=-285/151,AC-AD=-2851151,AB-AC=-285/151, 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=-294/0,T-W=0/350 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-6-0,Exterior(2)2-6-0 to 14-0-0,Corner(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 �.�GGBRILL &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 J� OF WASJ� Gable End Details as applicable,or consult qualified building designer as per ANSI/fPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 O 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. 5139$�c1 7)All plates are 2x4 MT20 unless otherwise indicated. �O� 'Pf�f3IS 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. SrOIVAL�� 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. M 2,2��7 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 May AWARMNG-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 of' 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 fabricatlon,storage,delivery,erection and bracing of trusses and buss systems,see ANSIITP11 Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,216 N.Lee Street,Sudn 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 I r l 1 Job Truss Tlus. ,,1e Qty Ply LGI h, .S 1487-A RF dcc R50439531 1487-A,RF B1 GABLE 1 1 Job Reference tional BMC. EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:45 2017 Page 2 ID:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-t7RH7t6Z3h7x9l8NheNZGpl_1810UEQr_zRT5CzKk7a NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit:312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss rue. ,pe Qty Ply LGI h. _S 1487-A RF dcc R50439532 1487-/_RF B2 Common 8 1 ob Refer o Ronal 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 t-0 10 -028-8-13 1-0 6-3-3 5-7-6 5-7-6 6-3-3 0-0 Scale=1:59.3 5.00 12 5x6 E 5x6 D P 5x6 D F 2x4 2x4 C G N Q B H 1 fit°` Ig M L J 3x6 = K 3x4= 3x4= 3x4 = 3x10 = 3x4 = 10.2-8 19-94 27412 3"_0 l 10-2.8 94-12 7-" 7-1 1.4 Plate Offsets KY}- fD:0.3-0.0-3,41,[F:0.3-0.03.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.21 B-M >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.44 B-M >535 180 TCDL 7•0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 K n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:135 lb FT=10% SCOL 10.0 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=-4551147,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.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 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. ,19 OF WAS, `7), 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. rd�p51398 o,0 °aIs�sTeR�° �S'tONAL1 G May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-119 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Suits 312,Alexandria,VA 22314. Suite 109 Citrus Higightit.CA 95610 i I Job Truss us. .Ipo Qty JPly LGI h. �S 1487-A RF dcc R50439533 1487-A RF B3 Common 1 1 Job Reference o Uo al BMC, EVERETT,WA 98205 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:47 2017 Page 1 I D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-pVZ 1 YZ7pbl NePcIlo2Q 1 MENI ryvCy5o8SHwaA4zKk7Y 1-0-0 6-3-3 11-11- 1 -0-0 23-0- 5 28-8-13 35-0-0 6-0 -0-0 6-3-3 5-7-14 5�-15 5-0-15 5-7-14 6-3-3 Scale=1:59.3 5.00 12 5x6 E 5x6 Q P 5x6 D F O1 2x4 2x4 C G N Q B H 4A I I$ 3 4x8 = M R S L K J 4x6= d 4x5 = 3x6 = 6x8 = 3x4= 9-0-14 1"A 25.11.2 35-" 9.0-14 10-8.6 6.1-14 9414 Plate Offsets(X,Y}- 18:0-0.0,0-GAI,ID:0.3.0,0-3-4L IF:0-3-0,03AI LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.27 K-M >861 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.55 K-M >429 180 TCDL 7.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.05 H n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:135 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 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=2013/0-5-6,B=658/0-5-8 Max Horz B=144(LC 49) Max Uplift H=-1153(LC 43),K=-739(LC 41),8=-1846(LC 40) Max Grav H=1222(LC 52),K=2300(LC 26),B=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;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. �aRRILL 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is CI" eq the responsibility of the fabricator to increase plate sizes to account for these factors. J� OF WASl�.- 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ),G, N, 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)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. �+p 51398 q, OA, FOIS fER �ss��NALG May 2,2017 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate 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 MiTe 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,Suikr 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 l T1ob Truss TfuU rpe Qty Ply LGI H, -S 1487-A RF dcc R50439534 487-A_RF B4 Common 1 1 1 Job Reference Lionel 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:ZiXyT?4WzX6j2oOryaE9z9zKrFr-IugozE947wdMevSBwTS W RfSf4mb5QveQvbPhFZzKk7 W 61 - 11-11-1 17 -0-15 -0-0 6-3-3 5-7-14 5-6-15 5�-15 5-7-14 6-3-3 1-0-0 Scale=1:59.3 5.00 12 4x5= E 5x8 N O 5x8 D F 2x4 2x4-z C G M P B H I Ig L Q J 4x8 = K 48 = 4x5 = 5x8 = 4x5= 9.0.14 17.8-0 25.11-2 35-0.0 9.044 B-5-2 8-5.2 9-0.14 Plate Offsets(X,Y)— I8:0-0-0.04-41 M:0.40,03-01 IF:O-".0.3-0I,IH:0-".0.0-41,IK:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1A5 TC 0.83 Vert(LL) -0.29 J-K >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.47 J-K >891 180 BCDL 7.0BCLL Rep Stress Incr YES WB 0.86 Horz(CT) 0.16 H n/a n/a 0.0 BCDL 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=1529/0-5-8 Max Horz 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 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. Lt 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. Wp Wiz, i�- 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C �+ 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 �� 0 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 Qt=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 A drag loads along bottom chord from 0-0-0 to 20-0-0 for 349.0 plf. +P 51398 L�ss'r�NAL � May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire 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 7717 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus HeiahlE.CA 95610 Job Truss Truss „re Qty Ply LGIRHu S 1487-A RF dcc R50439535 1487-A_RF B5 Common 10 1ob eference (optional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:50 2017 Page 1 ID:ZiXyT74WzX6j2oOryaE9z9zKrFr-E4EAAaAiuDIDG31 KUBzlzs7sz9vo9Mva8F9EnPzKk7V 1-0-0 11-11-1 17-0-0 -D-15 _ 8-8-13 m- -0-0 6-3-3 5-7-14 11 -0 5-0-15 5-7-14 6-3-3 1-0-0 Scale=1:59.3 5.00 12 4x5 = E 5x8 i N O 5x8 D F 2x4 Q 2x4 C G M P 8 H L J 4x5 = K 4x5= 3x4 = 5x8 3x4= = 9.0.14 1741-0 25-11-2 35-0-0 r 9.0-14 "n2 I 0-5-2 9-0-14 t Plate Offsets(X,Y)— (D:0.4.0,0-3.0t.11F:0.4.0,0-3.01.(K: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 0.69 Vert(LL) -0.24 K >999 240 MT20 185/148 TCLL (Roof Snow=25.07..0 Lumber DOL 1.15 BC 0.86 Vert(CT) -0.45 K-L >926 180 Rep Stress Incr YES WB 0.86 Horz(CT) 0.15 H n/a n/a BCDL 0 BCDL 10.0 Code IRC20151TPI2014 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-808/134,D-L=0/486, C-L=-354/136 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 `�'RIULl the responsibility of the fabricator to increase plate sizes to account for these factors. DIy" IQ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦9 @ WASkf J 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. P 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H. 51398 �`� �SSf�NAL�NG May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev.1010312015 BEFORE USE. wl* 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 properly 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 Heights,CA 1 Job Truss Truss „re Qty IPWTLGIRH%. .i 1487-A RF dccR50439536 1487-A_RF B6 GABLE 1 eference(optional) 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 WzX6j 2oOrya E9z9zKrFr-ATMwbG ByQ RxVNAj bc?D3 H4 F Fze3 d SxtbZeLrl zKk7T 1-0 6-5-0 12-3-0 t 7&-0 1 B 0- 35-0-0 A 1-0-0 6-5-0 5-9-10 5-3-0 0 - 0 16-11-6 -0-0 Scale=1:60.8 5,00 12 4x5= J 8x12% H M F At Q AJ 3x4 D E G QS T Ik U C L V W AH AK AD B X y I$ 3x6 = AG AF AE 3x6 3x4= 3x4= 3x4=3x4 = �AG AB 11W 2 35-0-0 r 8.6-0 7 6 0 19 0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 7. 5 TC 0.51 Vert(LL) -0.13 B-AG >999 240 MT20 185/148 (Roof Snow=25. Lumber DOL 1.15 BC 0.68 Vert(CT) -0.30 B-AG >974 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.07 X n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-R Weight:167 lb FT=10% B DL 10.0 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,1,N.P WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. All bearings 10-11-8 except(jt=length)B=0-5-8. (lb)- Max Horz B=92(LC 12) Max Uplift All uplift 100 Ito or less at joints)AB,AA,Z,AD,B except AC=-130(LC 20) Max Grav All reactions 250 lb or less at joint(s)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=-19111601 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.11;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,Corner(3)14-0-0 to 17-6-0, Exterior(2)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �RRILL 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 8 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. O 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. a 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 100 Ito uplift at joint(s)AB,AA,Z,AD,B `rSfOIVALE�� 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 2,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.1010312015 BEFORE USE. aaaaaa Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hei hts CA 95610 Job , Truss Truss ,0e Qty JPIy LGt H, A 1487-A RF dcc R50439537 1487-A RF C1 FINK 6 1 Jab Reference tirKlal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:53 2017 Page 1 I D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-eNvJpcCaB87o7Xlv9JXSbVdQCN_nMu20gDNvOkzKk7S 1 0 0• 6-" 123-0 18-0.10 24.BA r28 8-0 65.8 5.9.10 5-9-10 ".8 1 0 0 r Scale=1:42.5 4x5 = D 5.00 r12 L M 2x4 \\ K N 2x4 C E J O 8 F Gig I H 3x6= 5x6= 3x4 = 3x6= 8 8-0 16-0.0 24-" 8.8.0 7-6.0 8.8.0 Plate Offsets(X.Y)- I1:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.14 B-I >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.31 B-I >941 180 TCDL 7.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.07 F nla n/a BCLL 0.0 ' Code IRC2015/TP12014 Matrix-R Weight:84 Ito FT=10% BCDL 10.0 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.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 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 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 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. qq'��II L 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 0 4 will fit between the bottom chord and any other members. 411P OF WASH `7), 8)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)B,F ACT ,� O A QIS'f8R ASSrONALe�G May 2,2017 AWARNING•Vedry des/gn 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 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 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 ANSIITP11 Quality Criteria,DSB419 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N,Lee Street,Suits 312,Alexandria,VA 22314. Suite log Citrus Heights-CA 95610 Job Truss Tcr-u:n. , Qty JPly LGI H. -B 1487-A RF dccR50439538 1487-ARF C2 n Supported Gable 1 1 Jab Reference tfonal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:54 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-6sUhOyDCxSGfkhK6jl2h8iAhl nTD5MJA3s7SwAzKk7R I-1-0-0 12-3.0 24-M t25-6-0 1-0-0 12-3-0 12-3-0 ,1-0-0 Scale=1:42.5 4x5= H G 5.00 12 AC AD AB F J AE E K u p L C M B N d 8 Q Ia 3x4= AA Z Y X W V U T S R Q P 3x4= 3x4= r 24-6 0 r 24-G-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 N n/r 180 MT20 185/148 (Roof Snow=25.7 0.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 O n/r 180 TCLL Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 N n/a n/a BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 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 atjoint(s)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;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4-2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-3-0,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 ANSUTPI 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. -` "JLL 9)Gable studs spaced at 2-0-0 oc. 1��" B,q 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a`� O�WASI�� 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 GAO 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. R 51398w� O� GIST-E '1 r�nNAL ECG` May 2,2017 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.19/09/2015 BEFORE USE. aaaaaa 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 chard members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. 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N g�g �d`� L w = C) p w My a O N 0 3 J ? rD cD d, N J Q --m m N `G 7 8 C Q 7 c N 0) yN m rp N O N n N3 0I j m » �`< .m.0 ° } m J —m<D aN JC Q N �� < J m rmirn NJ o �z 7m O �N 0 yJ a� ? � O ° � ° N C vw a mn� cn3 CD /!� m- O DQl N O� 2 GCD CD a a CV C N .J.. a m J �m (D N �V �o yio Q �� a o �'� °�i 3 n IL wCD < 3� DDT ma c V a -q J m CL a Q M m w T n O w �ar m o a o � m N vim �� mo y_ -v CD 0go 3 m (D rD 3 (D cr O i m N Prescriptive Energy Code Compll.. �e 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 All Climate Zones K-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' 21121 0.056 Floor 30" 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 0 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. 03. 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) la Efficient Building Envelope 1a 0.5 ❑ lb Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ ld Efficient Building Envelope ld 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 El 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 ❑ 5a Efficient Water Heating 5a 0.5 El 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 Received OCT 31 2017 PAD nA ,j ��v i, . _ 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. R-10 continuous insulation is required under heated slab on grade floors.See 11402.2.9.1. e There are no SHGC requirements in the Marine Zone. I Reserved. s 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 1487 Width Height Ref. U-factor Qt. Feet inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 1 0.0 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 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 1 16 101 41.01 12.30 Master Bedroom 10.30 1 5 5 1 25.0 7.50 Bedroom 2 10.30 1 3 5 1 15.0 4.50 Bedroom 3 10.30 1 3 5 15.0 4.50 0.30 0.0 0.00 0.30 1 0.01 0.00 0.30 1 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 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0,01 0.00 001 0.00 0.01 0.00 0.01 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 1 173.8 52.13 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet Feet i"ch Area UA 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.070 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 Simple Heating System Size:Washington State This heating system sizing calculator is based on the Prescriptive Reauirements of the 2015 Washinnlon Slate Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate healing loads only.ACCA procedures for sizina 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 act Information Contact Information Plan 1487 Heating System Tvoe: O All other systems Q Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions _ Design Temperature Difference(AT) 47 AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 1.487 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.0 13,383 Glazing and Doors U-Factor X Area = UA Instructions 0.30 159 47.70 Skvliahts U-Factor X Area = UA Instructions 0.50 Insulation Attic U-Factor X Area = UA Instructions I 'R ly — 0.026 1.487 38.66 Single Rafter or Joist Vaulted Ceilings J U-Factor X Area UA Instructions select R-Value No selection --- Above Grade Walls(am Figure 1) U-Factor X Area UA Instructions �tr l I R-21 Intermediate _ 0.056 1.600 89.60 Floors J U-Factor X Area UA Instructions IN—R-30 0.029 1.487 43.12 Below Grade Walls(a"Figure 1) U-Factor X Area UA Instructions No Below Grade Walls in this pro)r:Ct. � J "' -- Slab Below Grade(seeFioure 1) F-Factor X Length UA Instructions Is Select No selection fL �J conditioning ♦� -- Slab on Grade(see Figure 1) F-Factor X L�an9"thy UA Instructions 0No Slab on Grade inttdspro)W. Location of Ducts Instructions Duct Leakage Coefficient i Unconditioned SpKe � J 1.10 Sum of UA 219.09 Envelope Heat Load 10,297 Btu/Hour Fiaure 1. Sum ofUAXAT Air Leakage Heat Load 6,793 Btu/Hour VolumeX O.6XATX.016 Above Graee 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 Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Building 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 Duct Heat Loss X 1,25 for Heat Pump (07101113) Date: 04/10/2026 Permit#: 1724 Perm t Date: 11/01/2017 Review Date: 11/01/2017 Perm Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 11/08/2017 Scheduled Time 00:00 Com pleted Date: 11/02/2017 Description: Site plan m xts all land use regulations. Review Status: Assigned To: Tim eln: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 01166900001000 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 16815 91st Drive NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 1 OBlock: Permit#: 1724 Permit Date: 11/01/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park- Lot 10 Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 9028 168th Street NE Applicant, City, State, Zip: Arlingotn,WA98223 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 191174.89 Square Feet: 1889 Num ber of Stories: 1 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 11/28/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900001000 1 6815 91st Drive 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 [ nspection Type D escription S cheduled Date C om lieted Date I nspector S tatus 01/22/2018 R 18. Down spout connection not 01/19/2018 A pproved STORM W XER ready-Ryan M Aler FINAL 12/18/2017 R20.SFR/DUPLEX 04/23/2018 C om lieted FINAL Plan Reviews Date Review Type D escription A ssigned To R eview Status 11/01/2017 RESIDENTIAL SINGLE Site plan m wts all land use regulations. FAMILY 11/01/2017 RESIDENTIAL SINGLE BUILDING FAMILY Fees Fee D escription N otes A m aunt Building Perm i T able 4-1 $2,140.84 Building Plan Review T able 4-2 $1,391.55 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 uity SF S ingle Fam iy $1,662.00 Plum ling Base Perm i Fee $25.00 Mechanical Comm ecial Perm i T able 4-7;Per Unit 1 1 @$12 $132.00 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 Water Heater(Tank) $25.00 Total $8,845.89 Attached Letters Date Letter D escription 11/14/2017 Building Perm i Paym nits Date Paid By D escription P aym dit Type A ccepted By A m aunt 11/01/2017 LGI Hom cs-Washington Check#5729 K ristin Foster $7,454.34 11/01/2017 LGI Hom cs-Washington Check#5728 K ristin Foster $1,391.55 LLC O itstanding Balance $0.00 Uploaded Files Date File Nam e 11/28/2017 2803071-1724 Issued Penn i.pdf 11/02/2017 2751649-1724 Signed Application.pdf 11/01/2017 2748028-1724 Application.pdf 11/01/2017 2748029-1724 Site Plan.pdf