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Home My WebLink About9002 169th Street NE_BLD1693_2026 L.'eir, 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: 9002 169th Street NE Plat: Gregory Park Lot 77 . 0! Single-family ❑ Duplex ❑ Townhouse QI Addition D; Accessory structure Proposed Area: 1 It Floor: 1487 2nd Floor: Garage: 402 Total SF: 1889 Describe Proposal (include cross street): Application for new single family residence to be located at 9002 169th Street NE. Cross street is 91st Valuation: 111� 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: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 1;42I6°I7:_-7 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development 4' �r City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out 'rf plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) 61 Bath/Shower Combo (4.0) x 1 M! Sink (1.5) x 1 di, Shower(2.0) x 1 Q,j Lavatory (1.0) x 2 0! Clothes Washer (4.0) x C1i Water Closet(2.5) x 2 p� Dishwasher (1.5) x 1 0! Water Heater x 1 C11 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 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: Bryant 915SA30040514 95% Furnace (80+) Model# AFUE ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood D Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert 0 Outdoor BBQ ❑ Storage Tank ��- Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: f 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: I c /11 (� Print Applicants NamV b,4_1a J—j a-5 C Ll 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:9002 169th Street NE Permit#: 1693 Parcel#:01166900007700 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:9026 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlington,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 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 I10/IRC110. SALES TAX NOTI('E:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form d code ity Arling n#3101. / Signature Print Name Date Released By Dat CONDITIONS ADHERE TO APPROVED PLANS. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY, ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 10/24/2017 Building Permit Fee $2,140 84 10/24/2017 Building Plan Review Fee $1,391.55 10/24/2017 Furnace $25.00 10/24/2017 Gas Outlets Base Fee 1 to 5 $10.00 10/24/2017 Mechanical Fee(Enter Fixture Fee) $25.00 10/24/2017 Mechanical Permit Base Fee $25.00 10/24/2017 Park-Community SF $1,662.00 10/24/2017 Plumbing Permit Base Fee $25.00 10/24/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 10/24/2017 Processing/Technology Fee $25.00 10/24/2017 State Building Code Surcharge Fee $4 50 10/24/2017 Traffic Mitigation-City $3,355 00 10/24/2017 Water Heater $25.00 Total Due: $8,845.89 Total Payment: Balance Due: $ll.uo CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon - - `•- - — SETBACKS NOTES.- 169TH ST. E o FRaVT 20 •BUILDNG DAENNaVS ARE M sTow GYEANOYIT. 8'WATER ME 5' FALT OF FOUNDAMGW aWNECT RM-AND REAR 5' •LXAMG M7ION1 AS"M F00nNG DRAINS A07UAL LOCAnaV AIAY vARY 4f0 •SYacE DR I EWA r TO PUBLIC ROAO _ •MT fEVCL� 70 BE INSTALLED PER e aT r OF ARLINGTaV S STANDARD WATER 5.00'PR/YA7E •S7LT fE CE' M BE INSTALLED aV 'qRycr SL NE]P sTaw 6 RADENT.900E OF BUILDING C WNECnaV EASEA IT PARM v •CWSMUCn0W ENIRANQE 70 BE ' p - • •` p INSTALLED PEP C17Y OF N897 /NG 0'49V d 4 4 ARLMT STANDARDS STORM NOTES: 45 L29 � •7EX INSTALLED PRIM TO CWSMUCAM s,o° •BARE SMS COWRED W7H M/ULX 1QOr1'`PU�C 20.010'BSBL a4 ANOn1EP APPROWD bIVP UnUIY 416 Sf •TGpS�YL PER W5170E BIIP 15i 13 - - - EASEMENT 1 LJ Dt?I"AY 22a'J (ETT 12'DEPM) _ •ALL m7E RUNafF'cmNECIED TO TOP 457.8 /I w$ � - - Do, - - - - - PRNAIF Sr"S7U8 3.8 TOE 454.0 `� g 19.75 I •97F MALL BE STALL M PRIOR 4.25 TO BUILDING PDWT MNG 10.00'WALLIMAX MAX I FINALIZED EASLUEVT/ BUILDING I SITE NOTES: OUIUNE I •770Y INE MANG DRAINS AND g R"DRAINS 70 PERMANENT Smw DRAINAGE SYS7Ea/PER o LOT 77 g o I APPROWV PLAT DRAINAGE F'LAIV Z PROP02V R£SDENC£ aY f1LE MITY nIE CO1/N1Y 3.B TOP 457.8 COL UMB/A->487 GARAGE LEFT °j 'AREA OF DISAIAWNtr INaUDES TOE 454.0 I 2,f09fSF � I ENnRE LOT. . I 1.00'ROOF 0IfRHANGI f I LEGEND: o- BLOW OFF f 50q, f0.50 ! ® MA7ER AffM? ' I 4( ARE HYDRANT i AIR VAC PAW 12 sE 1 500 Bm 2450 tv C) ® CA7al BASYN -5.00'BSBC MANHOLE L TOP 457.8 I _8 QE 454D_ - - - - 5 00&&1 J L - - - - - FEETT I-1 BLOff WALL 45.00 TREE REMOVAL �� :/� — — N8920'49" {<e,celVeLl PRa°ERTY - —I - I \ I OCT ( y, EX/SANG� I I SOVE I'm 20' I aW7OY/R(TYP.) I RKWED COV76UR i LOT 77 SITE PLAN GREGOR Y RARK LGI HOMES PLAN NO. COL.—1487 LOT AREA = 4,320 S�F DATE 912712017 PARCEL # LOT 77 HOUSE= 2,109 5 14111 NE 29Hr Vl--11111 DRIkEWAY= 416 Sr Bellevue,Washing?w 98007 DESIGNED CORE ,ADDRESS M2 1697H Sr NE 425.885.7877 Fax 425.985.7963 WALKWA YIN W = 12 Sr PROJECT NUMBER TOTAL= 2,537 SF ENGINEERING PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 \ PHONE; (360) 403-3551 BUILDING PERMIT Address:9002 169th Street NE Permit#:1693 Parcel#:01166900007700 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:9026 168th Street NE Address: l 1410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlington,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: ] CONST.TYPE: V-13 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 10/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form i d code 'ity Arling n#3101. (0 1"IbI Signature Print Name Date Released By Da CONDITIONS ADHERE TO APPROVED PLANS. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 10/24/2017 Building Permit Fee $2,140.84 10/24/2017 Building Plan Review Fee $1,391.55 10/24/2017 Furnace $25.00 10/24/2017 Gas Outlets Base Fee 1 to 5 $10.00 10/24/2017 Mechanical Fee(Enter Fixture Fee) $25.00 10/24/2017 Mechanical Permit Base Fee $25.00 10/24/2017 Park-Community SF $1,662.00 10/24/2017 Plumbing Permit Base Fee $25.00 10/24/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 10/24/2017 Processing/Technology Fee $25.00 10/24/2017 State Building Code Surcharge Fee $4.50 10/24/2017 Traffic Mitigation-City $3,355.00 10/24/2017 Water Heater $25.00 Total Due: $8,845.89 Total Payment: $8,845 89 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon _ - ms NOTES. 7801. SNI ONI 7 fl 69 ST FRONT 70' °BUILDING DIMEN96WS ARE 77 m lcl c ,.S- SIDE 5 FAX Cis FOUNDAACW ', 8'WATER REAR 5' •pPAL7YNG S7/ONN AS DE3J'GW FOD7/N DRAINS 4t0 ACTUAL LOCA776W MAY VARY •SLCPE DRNEWAY 70 PUBLIC ROAD •STET FENCE TO BE INSTALLED PER 8,ZWfR CITY OF ARLINV W S STANDARD WATER 5.00'PRIVATE •SYLT fENCE TO BE INSTALLED CW 1N3W d30 ON i mw S7LWM GRADIENT SIDE AF BUILDING EC7/OW EAMWENT, PMAR�C+E7L� 7� �7�fD /[ 7y1 °C1G VRUC77CW fW7 ANL 70 BE _ INSTALLED Pff CITY 6F N8920'49"W a ° ° ARLINGTCWS STANDARDS STORM NOTES. 45..X •MW INSTALLED PR/CI? 70 007RUC71CW =' •BARE SLYLS CO RED N17H MULCH r BMP AN07NM APPROV I? ED 10.001�'UBLIC 20.00'BSBL 416 C� •XPSCYL PER N50CIE BMP 75.13 £AS /ENT D®/VFWAY 2200 (&T 11'DEPTH) — — — I -ALL LWS17E RUNCIfF ONNECIED TO _ 11.00$ T Fop'_ — —— — - PR/VA1E Sli7il/S1UB TOP 457.8 I 19.75 °SITE 9YALL BE STABILIZED PRIG? I 3'L3 TOE 454.0 L Y 425 TO BUILOVNG PERMIT BEING /Off WALL/DRA/N � - / 6AR46E I f1NAUZED EA,S£MENT I 1 S/TENOTES.• BUILDING .AGI/7LINE F007/NG DRAINS AND OUTLINE I Row DRAINS To PE]PMANENr Io, o I � p LOT 77 $ ,W I SICYPM DRAINAGE SYSTEM PER p ^ I APPROVED PLAT DRAINAGE'PLAN FILE W7H TY Z p PROPOSED RESIDENCE -AREA LP L7/SIURBANLE�NCLUDES 3.8 TOP 45ZB Cot UMBIA-1487 GARAGE LEFT °j p TOE 454'0 I _ 2,109tSf Z I EN77RE LOT. LEGEND.- -_L 1.00 ROAD OVl�RHMIG -- I o- BLOW LIEF - 5�° _10.__.._ ® WA7MR ME�EJP —.� - _ _- i « f7RE HYDRANT PA110 12 SF ! 5�00'M& � AIR VAC 1 I 24.50 003 CA7W BASIN ' �--5.00'BWL. I I ® MANHCICE TOP 457.8 8 �•�— L— —— — 5.00'B— J L — — — — -' 11 + I l_L BCCCIf WALL 45.00 N8920'49"W PRO°ERTY — — -=j O C T 7017 1 CORNER {'� (TIP.) ,Rl/ I I VR7 EXISANG---'� \ SV"1'=20' 1,� I CCWAR/R(TIP.) I f7N19VM C MTM i LOT 77 SITE PLAN �- GREGOR Y PARK LG/ HOMES PLAN NO. COL.—1487 LOT AREA = 4,320 SF DATE 912712017 PARCEL # LOT 77 HOUSE= 2,109 SF IVII NE291h Place.N101 DRIVEWAY= 416 Sr aellevv Wvshinglon 99007 DESIGNED CORE ADDRESS 9002 1697H ST. NE = 12 SF 42a.aes.7en Fax426.aa5.796J WALKWA YIPA 770 PROJECT NUMBER DESIGN TOTAL= 2.537 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRGOO � r,: .n ,.�.. , .sf. �,£,, ! 9 i �„ ► � � •�. . Permit Information Date 10/12/2017 Permit Number 1693 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 9026 168th Street NE City, State,Zip Arlington,WA 98223 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 9002 169th Street NE Valuation 191174.89 Status Applied Permit Issued Permit Expires Square Feet 1889 Type of Construction/Occupancy Load V-13 Number of Stories 1 Proposed Use New SFR Assigned To Kristin Foster Property Owner Parcel Address Legal Owner Phone Zoning 01166900007700 9002 169th Street LGI HOMES-WASHINGTON 111 Single Family Residence- NE LLC Detached Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington,Jake Jabusch 360-353- ake.jabusch@lgihomes.comCONTRACTOR (Labor and I_GIHOHL857M LLC 0588 Industries Review Date Type Description I Target Date I Completed Date t Assigned To Status 10/12/2017 Residential Dwelling 10/19/2017 Nmy Rusko lin Review 10/12/2017 Residential Dwelling 10/19/2017 JKevin Olander In Review Fees Fee Description Notes Amount Building Permit F 322.10.00.01 $2,140.841 RiOlding Plan Review Fed 345.83.00.001 $1,391,55 Furnacel 322.10.00.0 $25.0 Gas Outlets Base Fee 1 to N322.10.00.001 $10.0 Mechanical Fee(Enter Fixture Fee)j 322.10.00.01 $25.0 Mechanical Permit Base FeO322.10.00.01 $25.00 Park-Community SFII 345.85.00.0 $1,662.0 Plumbing Permit Base Feel 322.10.00.0 $25.00 Plumbing Permit Fee(Enter Fixture Fee)j 322.10.00.0 11 @$12 $132.0 Processing/Technology Fed 341.43.00.0 $25.0 State Building Code Surcharge FeO386.00.01.0 $4.5 Traffic Mitigation-Cit 345.85.00.02 $3,355.0 Water Heateq 322.10.00.0 $25.0 Total $6,845.891 Notes Date Note 10/12/2017 Lot 77-Columbia Uploaded Files Upload File Date File Uploaded B 10/12/2017 10:38:26 AM 1693 Site Plan.Adf Foster,Kristin x 1 U/12/2U1/10:38:26 AM 1693 Zolication.adt Foster,Kristin )( RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development �lIN 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: 9002 169th Street NE Plat: Gregory Park Lot 77 _ _ Single-family ❑ Duplex Eli Townhouse ❑ Addition ❑ Accessory structure Proposed Area: 1' Floor: 1487 2nd Floor: Garage: 402 Total SF: 1889 Describe Proposal (include cross street): Application for new single family residence to be located at 9002 169th Street NE. Cross street is 91st Valuation: I"l( 1`f •(J Owner: 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 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 I• � RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) 6 Bath/Shower Combo (4.0) x 1 [!j Sink (1.5) x 1 lEj Shower(2.0) x 1 Lavatory (1.0) x 2 Ll Clothes Washer (4.0) x Water Closet(2.5) x 2 pJ'I Dishwasher (1.5) x 1 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: • 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 �' Oy City of Arlington• 18204 59th Ave NE • Arlington,WA 98223 • Phone(360)403-3551 �1,'vG'� Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace (80+) Model# Bryant 915SA30040514 AFUE 95% �l Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ID! Type II Hood ❑ Commercial Cooking Appliance ❑! Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance Q PV System ❑ Fireplace Insert Outdoor BBO 0; Storage Tank �! Freestanding Stove 01 Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ Black Steel 120,000 Pipe Material: Pipe Size: 1 Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Nam : &9 Oita 0-5 C % 6/16LP Page 3 of 3 NASH&ASSOCIATES ARCHITECTS PLAN 1487 BEAM, LATERAL & SEISMIC CALCULATIONS o fzrrrrsr. GAIR HOMAS NAS14 STATE OF WASWNSTUR: ,4e'L 71\I�t.'f�►1�"pCl<n\N1y�iJ11!\P� Received nrf 11 7017 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: -I NASH nssoCLATFs BEAM DESIGN DATA PROJECT: MITECTS DATE: NAME: Roof Loads: LL 25#/of DL 15 #psi Total 40 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 Mnsonry: Per IBC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300.000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 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 118t.h AVE, NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM i i PLAN 1487 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 G 8- t Date. 10/24/16 Selecii n 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft nd' n NDS 2015 Min Bearing Area R1=2.6 in' R2=2.6 in' (1 5)DL Defl= 0.23 in Recom Camber=0.34 in 0-419 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 W Max V(Reduced) 1464# TL Max Defl L/240 TL Actual Defl L/421 LL Max Defl L/360 LL Actual Den L/845 Attributes Section in' 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 vnIQ Fcl(psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 AdAgInignts Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 125 Uniform TL: 200 =A Uniform Load A i l R1 = 1673 R2= 1673 SPAN=16FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH&ASSOCIATES WIND AND 5E15MIG DESIGN DATA PROJECT. PER 2015 IBG DATE: NAME: WIND DESIGN CRITERIA DESIGN PER ASCE 1-10 I.NOMINAL/ULTIMATE WIND SPEED V/aod /Vult 85/110 mph 2. RI5K CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICENT +/-55 5.COMPONENTS AND CLADDING DESIGN PRE55URE +/- 16 psf BUILDINGS,5TR V-TURE5,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DESIGN, ALLOWABLE STRESS DESIGN,EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS,AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER,SECTION 1604.1 BUILDINGS,STRUCTURES,AND PARTS THEREOF,SHALL BE DESIGNED TO WITH5TAND WIND LOADS AS DEFINED IN SECTION 1609 AND A5GE 1-IO wPLIFIEP METI•!OD TO BE U5ED FOR WIND DESIGN PER ASGE"I-10,SECTION 2'15 LDINO HF16HT 1S LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE I01.6 PSF PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2504-2506. STRUGTURE5 USING WOOD SHEAR WALL5 AND DIAPHRAGMS TO RESIST WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUGTED IN ACCORDANCE WITH AF 4 PA SDPW5 AND PROVISIONS OF SECTIONS 2305-2306 5E15MI6 DE516N DATA DESIGN PER ASGE 1-10/SEGTION 1613 I. SEISMIC IMPORTANCE FACTOR le 1.00 2.SHORT PERIOD ACCELERATION Ss 1.66 *see footnote at bottom of page 3. 1 5ECOND ACCELERATION 51 0.148 'see Footnote at bottom of page 4. SITE GLASS D(default class per IBG) 5. SPECTRAL RESPONSE COEPFIGENT So. OA 12 Osee footnote at bottom of page 6. SPECTRAL RESPONSE GOEFFICENT 50, 0.148 'see footnote at bottom of page 1. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS 9. DE516N BASE SHEAR (see seismic calculations) 10. 5EI5MIC RESPONSE COEFFICIENT C-9 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 1-10,SECTION 12.112 IN 5TRUCTU2E5 ASSIGNED TO SEISMIC DESIGN CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS A5 SPECIFIED IN ASCE'1-10,SECTION 12.10.2.1 BASE SHEAR V= IF 5us/R)W ANCHOR BOLT5v 5/5" VIA X 10",A301 OR BETTER W/1" MIN. EMBEDMENT.V= 1104#/BOLT 0 PER USG5,THE MAXIMUM 51 IN THE STATE OF WASHINGTON 15 0.148. ALL SEISMIC DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER.SINGE SI 15 LE55 THAN 0.15,THEN USE SEISMIC CATEGORY D IF RISK CATEGORY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH-ARCHITECTS.COM i W o 17EEETR EIDE EE ❑❑ EL E VI I } 'IT 17T EI lu L � � 5 Q O 1�N -V S C�l Lrr- 1 Q ` �G N � ' � O LATERAL CALCULATIONS CANT: NASH&ASSOCIATES WIND WORKSHEET PROJECT: f_III I — DATE: 55 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME: 19.6 P5F FRONT ELEVATION LEFT ELEVATION REAM ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (y) SHEAR UNIT SHEAR W a H a (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (y/ft) TYPE 23i )' SOf q �- L315 y3 5cl z 6 cl szCfz �rs'xti xc a�r 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM i CLIENT: NASH•ASSOCIAM SEISMIC ANALYSIS PROJECT: DATE: NAME: t Weight of Building: Roof Assembly. Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50 /ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.60 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plyvrood - 1.50 #/ft Trusses 0 24" o,c. - 1.75 #/ft Trusses o) 24" o.c. - 1.75 #/ft Trusses 0 24" o,c. - 1.75#/ft R-38 Insulation - 2.36 /ft R-30 Insulation - 2.25 /ft R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00 /ft 1/2" GWB Ceiling - 2_00 /ft 1/2" GWB Ceiling 2.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft lot & 2nd Floor Assembly. Carpot / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4 TAG Plywood - 2.50#/ft 3/4" TkG Plywood - 2.50#/ft 2x10 w 16" o.e 2.30#/ft 2x10 ® 16" O.C. - 2.30#/ft 1/2" GWB Ceiling - 2 00#/ft 1/2" GWB Ceiling - 2;00#/ft Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior 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 M ® 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) 628-4117 WWW.NASH-ARCHITECTS.COM i CLIENT: IfNASH=ASSOCIATES SEISMIC ANALYSIS PROJECT: - ARi 11ITI:CTS DATE: NAME: 2 SEISMIC: V = (C„) (Wdl) (plywood) 2nd Level: Hoof: (Asphalt / Cedar Shake) 10#/ft X sf = or (Tile) 16#/ft X sf =. Exterior Walls: L x 10#/sf x 1/2 (h) (E2) Interior Walls: L x B#/sf x 1/2 (h) (I TOTAL _ 1st Level: r7 Roof: (1st Floor Roof) 10#/ft X r of = 156 7 2nd Floor. 10#/ft X sf Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 19D�10 uLf- 5 gSSQ (El) Interior Walls: (I + L x B#/sf x 1/2 (h) 75-6 Q - (I1) TOTAL Basement: 1st Floor: 10#/ft X sf = Exterior Walls: (EI) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x B#/sf x 1/2 (h) TOTAL 6003 116th AVE NE Kirkland, WA 98033 (425) 829-4117 WWW.NASH—ARCHITECTS.COM - i CLIENT: NASH&ASSOQATES SEISMIC ANALYSIS PROJECT: ARCiI [ 1 i I DATE: NAME: 3 BASE SHEAR: BASE SHEAR V= (F SP5/R)W V= F (.c112)/65= .14q LEVEL 2: Wdl 1 f J # x 0.149 = LEVEL 1: Wdl a"I (� # x 0.149 = TOTAL• Wdl 1 # x 0.149 = Sr / (v) Dead Load Hei ht Moment Shear ® SLor Level (Wdl)( t rx = [(Wdl)(h)TV Remarks (Wdl) (h (Wdl)(h) 2 1 �jLA Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS,COM 7tHASH ASSOCIATES CLIENT:_ SEISMIC ANALYSIS PROJECT. I DATE: NAME: 4 V � V C)A PWd V1 �j Wz � 0� 0 NH N Cr- c� �W x _ � � � �x - � N ✓W V' ♦ n zs- 1 H x0 VNa V ..a 8003 118th AVE NE Kirkland, WA 88033 (425) 828-4117 _ WWW.NASH-A%;j Ix[CTS._QQK__ - - _ NASH=A5s0C1ATES CLIENT:SEISMIC ANALYSIS PROJECT:_ - ARt II I I E'cTs DATE:. NAME:_ _ 6 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 5 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) UIC, ,VINO 60a�' v 8003 118th AVE NE Kirkland. WA 80033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM 7 rtrAt u 1 . 1 1 6 a s p 123 g c rn rn rn rn 3 r a 0 r j 'PF-4 'Received nrY Appp- onyers be�lgne. gadder LGI Homes Job Number JOB J She.T�Ue x _ EMGeItT2Do 35tM1 Avenue Ne t wA I Og20S ]ob Name/Motlel IA47A6R Derignel DAN G TRUSS LAYOUT rJ gIMf:Al1,.7ff.IfW Addnw. e.n.....re Br.wA a.:62:i ao3-25 Data B/g/2015 t 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. L OP��oF WASr�� x '0•p ,p 51398 q� °.c� �crsTet��° ' sst�i ALOG 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. � r �i d Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439530 1487-A_RF Al GABLE 1 1 Job Reference(optional) 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_ZDL5BODn8Li4OO7YXfyN 1 JzKk7c 1-0-0 8.0.0 , 16-0-0 r 17-0-0 t 1-0-0 8-0-0 Scale=1:28.9 4x5 = E 5-00 12 p F P Q G C R O H a I$ 3x4 = N M L K J 3x4 = 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 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 1 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 1 n/r 180 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 H n/a n/a BCLL 0.0 ' Code IRC2015/TP12014 Matrix-R Weight:54lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 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. (Ib)-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.It;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. �� O�WA tT 10)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� <' will fit between the bottom chord and any other members. Q O 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. 51398 O AL May �yG May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev.1010312015 BEFORE USE. Dgsign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is far an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W11, building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and 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 Heiahts.CA 95610 1 [ob ITruss Truss Type City Ply 467-/> RF B1 GABLE 1 1 LGI HOMES 1467-A RF dcc R50439531 L Job Reference o Fiona BMC, EVERETT,WA 98205.3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:44 2017 Page 1 ID:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-PxtvwX5xl N?4Y8ZB7wsKkblpYlynlnAhmJiWZmZKk7b -0-0 1750 17- 0 1.04 Scale=1:60.3 5.00 12 45 = K J L 3x4 I AH AI N 3x4 GH 00 4x12 = F �= R rn T E � S D F, AG C M AJ U V 1� 3x4= 6x12 16-A US - AF AE AD AC AB AA Z Y X 5x6 = 35-" 35." Plate Offsets(X.Y)- IT:0-5-12.Edge1.IX:1-1-11.0-3-131.IY:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 7. Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.10 U-W >999 240 MT20 185/148 (Roof Snow=25. Lumber DOL 1.15 BC 0.51 Vert(CT) -0.21 U-W >938 180 TCLL 0 Rep Stress Incr YES WB 030 Horz(CT) -0.01 X n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matr,x-R Weight:162lb FT=10% SCDL 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 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=-285/151, AA-AB=-285/151,Z-AA=-285/151,Y-Z=-285/151,X-Y=-285/151,W-X=-39/642, U-W=-371649 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.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,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 J� OF WAS Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1 'W 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 Ar the responsibility of the fabricator to increase plate sizes to account for these factors. 51398 c) 7)All plates are 2x4 MT20 unless otherwise indicated. �O� 'PFQIsn>1r.- � 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. sSjdNAL��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. May2,2�� 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 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 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,Suit.)312,Alexandria,VA 22314. Suite 109 Ilrus h 1 u Job Truss Truss Type Qty Jply LGI HOMES 1487-A RF dcc R50439531 1487-A_RF B1 GABLE 1 1 Job Reference jptignah 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?4WzX6j2oOryaE9z9zKrFr-t7RH7t6Z3h7x918NheNZGpl_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. AWARNING•Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Dpsign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall MR building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always 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 Wus Hei his CA 95610 �ob Truss Truss Type 4ty Ply LGI HOMES 1487-A RF dcc R50439532 487-A_RF B2 Common 9 1 Job Reference (optional) 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 }1-0•Q 8-3-3 11.1C-10 17.6-0 23.1.8 28�-13 35.0-0 36-0-0 1-0.0 6-3-3 5-7-6 5-7-6 5-7-6 6.7.6 63-3 1.04 Scale=1:59.3 5.00 12 5x6 E 5x6 0 P 5x6 D F 2x4 2x4 C G N 0 A B H I Ig 3x6 = M L K J 3x4= 3x4= 3x4 = 3xl0 = 3x4 = 10.2.8 19-9-0 27-0-12 35-0-0 10.2.8 9.6-12 7." 7-114 Plate Offsets(X.Y)— I1043.0.03.41,IF:0.3.0,0.3.41 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 0.54 Vert(LL) -0.21 B-M >999 240 MT20 1851148 (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% BCDL 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-0-467/75,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.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 MgRRlL( B the responsibility of the fabricator to increase plate sizes to account for these factors. ,� OF —AS 4. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide — will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,K,B. 51398 Off, FOISTE� �' �SSjONALB�G May 2,2017 ,&WARNING.VeNfy 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®conneclors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 buss systems,see ANSIITPII Quality Criteria,DSB-99 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 9561 L Job Truss Truss Type city Ply LGI HOMES 1487-A RF dcc R50439533 1487-A_RF B3 Common 1 1 Job Reference(optional) BMC, EVERETT,WA 9B205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:47 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-pVZ1 YZ7pbl NePclIo2O1 MENlryvCy5o8SHwaA4zKk7Y 1-0-0 11- - -0-0 3- - -8-13 5-- -0 -0-0 6-3-3 5-7-14 5-6-15 5-0-15 5-7-14 6-3-3 1-0-0 Scale=1:59,3 5.00 12 5x6 E 5x6 O P 5x6 D F 2x4 2x4 C G N O 8 H 1 Ig M R S L J 4x8 = K 4x6 4x5 = US= US = 3x4= 9-0-14 19.9.4 26-11-2 35-" 0.0-14 1".6 6-1-14 9-0.14 Plate Offsets KY)-- 18:0-0-0.D-0-41,ID:0.3-0,0-3-41.(F:0-3.0.0-3.41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well 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 .0 0 B Rep Stress Incr YES W 0.50 Horz(CT) 0.05 H nla n/a BCLL .0 BCOL 10.0 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 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-B Max Horz 8=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),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.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 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. ��GG� LL 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is irw B the responsibility of the fabricator to increase plate sizes to account for these factors. 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 will fit between the bottom chord and any other members,with BCDL=10.Opsf. A �O 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. �+� 51398 �SSrONAL�� May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev.1e/03/2015 BEFORE USE. Qesign 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 Nit building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suihr 312,Alexandria,VA 22314. Suite 109 Citm Heights, A 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 ID:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-IugozE947wdMevSBwTS WRfSf4mb5QveQvbPhFzzKk7 W 1 A 0 &33 5-7-14 5 6-15 5�-15 5-7-14 6-3-3 444 Scale=1:59.3 5.00 12 4x5 = E 5x0 % N O 5x6 0 F O1 2x4 2x4 C G M P B H L Q J 4x8 = K 4xB = 4x5 = 5x8= 4x5= 9A 14 17-" 25-11-2 35-0 0 11-014 852 852 9.0.14 Plate Offsets(X.Y)- fB:0-0-0.0-0.41,10:0-4-0.03.01,IF:0.4-0.D-3-01,111:0-OAO.0-41,[K:0.4-0.0301 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 25.0 25.7. Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.29 J-K >999 240 MT20 185/148 (Roof Snow= Lumber DOL 1.15 BC 0.76 Vert(CT) -0.47 J-K >891 180 TCDL 0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.16 H n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-R Weight:141 lb FT=10 SCOL 10.0 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;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,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. 1r 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 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. 51398 �.t+ FG/STER� �SSIDNALi"AG May 2,2017 AWARNING-Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.10/03/2015 BEFORE USE. 2esign 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-a9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus HeiahtS.CA 95610 i Job Truss Truss Type Qty Ply LGI HOMES 14117-A RF dcc R50439535 1487-A_RF B5 Common 10 1 Job Reference(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:ZiXyT?4Wz.X6j2oOryaE9z9zKrFr-E4EAAaAiuDIDG31 KUBzlzs?sz9vo9Mva8F9EnPz3Kkk70V0 00 6-3-3 5-7-14 5-7-14 Scale=1:59.3 5.00 12 45 = E 5x8 N O 5x8 D F 2x4 2x4 C G M P B H A I Ig L J 4x5 = K 4x5= 3x4 = 5x8 = 3x4= 9.0-14 17-" 25-11.2 35-0.0 t 9-0-14 8-5-2 8-5-2 9-0-14 Plate Offsets(X.Y)-- ID:0-4-0,0-3-0I,(F:04-0,0.3.01,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 7. Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.24 K >999 240 MT20 185/148 (Roof Snow=25. Lumber DOL 1.15 BC 0.86 Vert(CT) -0.45 K-L >926 180 TCLL 0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.15 H n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-R Weight:134 lb FT=10% BCDL 10.0 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.Comp./Max.Ten.-All farces 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=-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.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, Interjor(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 ��rr�BRILL the responsibility of the fabricator to increase plate sizes to account for these factors. c1 r� �q, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V WASj� `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 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. 51398Ar �cI1sTSR� �SSj�NAL�� May 2,2017 A WARNING-Verity design pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. Qesign valid for use only with MiTekG 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilo 312,Alexandria,VA 22314. Suite 109 ifrus Haigh]-96 9 1 r r_ Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439536 1487-F_RF B6 GABLE 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:52 2017 Page 1 I D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-ATMwbGByQr?xVNAjbc?D3H4FFze3dSxtbZeLdzKk7T 12-3-0 5-9-10 5 3-0 -0 16-11-6 -0.0 Scale=1,60 8 5.00 12 45 = J 8x12 H M F Al 0 AJ 3x4 D E (; QS T U C \ L V W AH AK AD _ B X BIT Y I$ 3x6 = AG AF AE 3x6 3x4= 3x4 = 3x4=3x4= —AG AS 194 - 2 880 76-0 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 1.15 TC 0.51 Vert(LL) -0.13 B-AG >999 240 MT20 185/148 (Roof Snow=25. BCDL 7.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.30 B-AG >974 180 Rep Stress Incr YES WB 0.12 Horz(CT) 0.07 X n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 Matrix-R Weight:167 lb 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(jt=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 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 farces 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.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. 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. Wpsp� � 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. Cl0 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. .d 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 �011 ors� ° 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 lb uplift at joint(s)AB,AA,Z,AD,B �Sr01VAL�NG 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 A WARNING-VeNy design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 File!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 oftrusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Hel hts CA 95610 I a Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439537 1487-A_RF C1 FINK 6 1 Job Reference(optional) 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?4 WzX6j2oOryaE9z9zKrFr-efwJpcCaB87o7Xlv9JXSbVdQCN_nMu20gDNvOkzKk7S 1 0 0 B." 12-M 18-0-10 24-8-0 258A r-0A BS.8 5-9-10 5-9-10 6-5-6 1 0 0 r Scale=1:42.5 45= D 5.00 12 L M 2x4 \\ K N 2x4 C E J O B F tan ILTI 1� I H 3x6= 5x6= 3x4 = 3x6= 80" 18-0-0 I 24-" Plate Offsets(X,Y)- 11;03O 3.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.14 B-I >999 240 MT20 185/148 (Roof Snow=25. TCDL 7.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -0.31 B-I >941 180 Rep Stress Incr YES WB 0.13 Horz(CT) 0.07 F nla n/a BCLL 0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:84lb 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=1 0 8 810-5-8,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.IMax.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=-211625,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 c�l�" 46P will fit between the bottom chord and any other members. y WASp� �- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. O r6 51398 Ar is a �ssIONALti�G May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSIITPI7 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type 76t� Ply LGI HOMES 1487-A RF dcc R50439538 1487-A_RF C2 Common Supported Gable 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:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-6sUhOyDCxSGfkhK6j 12h8iAh 1 nTD5MJA3s7SwAzKk7R 1-1-0-0 12-3-0 24-6-0 25�-0 1-0-0 12-3-0 12-3-0 1-0-0 Scale=1:42.5 4x5= H G 1 5-00 12 AC AD AB P J AE E K D L C M B N $�+ Cl C3I� d 3x4= AA Z Y X W V U T S R Q P 3x4= 3x4= r 24-&0 24.8-0 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 0.11 Vert(LL) 0.00 N n/r 180 MT20 1851148 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 000 O n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 000 N n/a n/a SCOL 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 10O 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.11;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 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 boftom chord bearing. 9)Gable studs spaced at 2-0-0 oc. r� e 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, J19 0 WAS�I J 11) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Q 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. vd�� 51398 �� GISTER �ssI�NAL ENG May 2,2017 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Qesign 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 ANSIITP11 Quality Criteria,DSB-09 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 610 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 All Climate Zones R-Value U-Factor" Fenestration U-Factor° n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceilingk 49 0.026 Wood Frame Wall9''°," 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 P1 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) la Efficient Building Envelope I 0.5 ❑ lb Efficient Building Envelope 1 b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 1d 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 Q 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 Q 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 1 *1200 kwh 0.0 Total Credits 1.5 *Please refer to Table R406.2 for complete option descriptions Receive 92QU4 i'!2 Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci .=continuous insulation,int.= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall."10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. ' Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. J 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 0.01 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 1 0.01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Foyer 0.30 1 3 6 ' 20.0 6.00 0.30 1 2 ° 6 bi17.8 5.33 Dining 0.30 1 5 5 25.0 7.50 Great Room 0.30 1 3 5 15.0 4.50 0.30 1 16 1 6 liu 41.0 12.30 Master Bedroom 0.30 1 5 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 0.01 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 0.0 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 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 173.81 52.13 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet inch Feet inch Area UA 0.01 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.01 0.00 Sum of Overhead Glazing Area and UA 0.0Fo 0.00 Overhead Glazing Area Weighted U= UA/Area .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 Prescrlotive Reauirements of the 2015 Weshinatpn$late Energy Code MSEQ and ACCA Manuals J and S.This calculator will calculate healing 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. Project Information Contact Information Plan 1487 Heating System Type: O All Other Systems O Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions I Design Temperature Difference(AT) 47 Marysville AT=Indoor(70 degrees)-OutdoorDeslgn 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 Skylights U-Factor X Area = UA 0.50 - Insulation Attic U-Factor X Area - UA Instructions k 19 0.026 1,487 38.66 Single Rafter or Joist Vaulted Ceilings j U-Factor X Area UA Instructions Select It-Value No selection -.- SOME— J Above Grade Walls/sae Figure i) U-Factor X Area UA Instructions Im R-21 Intermediate vLI 0.056 F 1,800 89.60 Floors U-Factor X Area UA Instructions R-30 0.029 1.487 43.12 � Below Grade Walls(sw Figure i) U-Factor X Area UA Instructions IN No Below Grade Walls in this project. Slab Below Grade age Figure ii J F-Factor X Length UA Instructions No selection lf�1 Select conditioning �� --- Slab on Grade(see Figure i) F-Factor X Length UA Instructions No Sob an Grade to this projecc. Location of Ducts Instructions _ Duct Leakage Coefficient Uncan6trared Specs 1.10 Sum of UA 219.09 Envelope Heat Load 10,297 Btu I Hour Fiaure 1. Sum of UA XAT Air Leakage Heat Load 6,793 Btu/Hour VolurneX 0.6XATX.01e Abo�c,a, 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 Buftng Heat Loss X 1.10 Ducts in conditioned space:Sum of BurOde3 Heal Loss X f Maximum Heat Equipment Output 26,319 Btu/Hour Budding and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1,25 for Heat Pump (071V.V13) Date: 04/10/2026 Perm t#: 1693 Permit Date: 10/12/2017 Review Date: 10/12/2017 Perm it Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 10/19/2017 Scheduled Time 00:00 Com pleted Date: 10/13/2017 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#: 01166900007700 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 9002 169th Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 77Block: Permit#: 1693 Permit Date: 10/12/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 9026 168th Street NE Applicant, City, State, Zip: Arlington,WA98223 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 191174.89 Square Feet: 1889 Num ber of Stories: 1 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 10/27/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900007700 9 002 169th Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om Iieted Date I nspector S tatus 12/08/2017 R20.SFR/DUPLEX Com Iieted FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 10/12/2017 RESIDENTIAL SINGLE Site plan m e is all land use regulations. FAMILY 10/12/2017 RESIDENTIAL SINGLE BUILDING FAMILY Fees Fee D escription N otes A m cunt 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 nity SF S ingle Fam iy $1,662.00 Plum hng Base Perm i Fee $25.00 M echanical Com m mial Perm i T able 4-7;Per Unit I 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 Wier Heater(Tank) $25.00 Total $8,845.89 Attached Letters Date Letter D escription 10/24/2017 Building Perm i Paym acts Date Paid By D escription P aym a►t Type A ccepted By A m ant 10/24/2017 LGI Hom cs-Washington,, Check#5756 K ristin Foster $7,454.34 LLC 10/24/2017 LGI Hom 6-Washington,, Check#5755 K ristin Foster $1,391.55 LLC O ttstanding Balance $0.00 Notes Date Note C reated By: 10/12/2017 Lot 77-Colum Ha K ristin Foster Uploaded Files Date File Nam e 10/27/2017 2736496-1693 Issued Perm i.pdf 10/12/2017 2694740-1693 Application.pdf 10/12/2017 2694741-1693 Site Plan.pdf