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9010 168th Street NE_BLD1717_2026
��` °� RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED 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: 9010 168th Street NE Plat: Gregory Park Lot 2 _ P] Single-family 01 Duplex DI Townhouse 01 Addition Ell 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 9010 168th Street NE. Cross street is 91stNG- Valuation: Af!I I� 121ST9 owner: LGI Homes - Washington LLC 9028 168th Street NE Arlington WA 98223 Address: City: State: Zip Code: 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: 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 �`s�` °� 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) KJ1 Bath/Shower Combo (4.0) x 1 CAI Sink(1.5) x 1 F Shower (2.0) x 1 [4 Lavatory (1.0) x 2 ❑ Clothes Washer (4.0) x Water Closet(2.5) x 2 Dishwasher(1.5) x 1 C�J Water Heater x 1 0, Hose Bibb (2.5) x 2 Water Heater Model # �I 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 LjN(y� Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 11 Furnace (80+) Model # Bryant 915SA30040514 AFUE 95% Heat Pump Model# SEER HSPE 0 AC Unit Model# SEER Q Type II Hood ❑I Commercial Cooking Appliance 0 Hydronic Piping 0 Boiler 01 Solid-Fuel Appliance Q PV System 01 Fireplace Insert Q Outdoor BBO Ell Storage Tank 2l Freestanding Stove `dl Gas Piping 01 Other Gas Piping Information Not Applicable: ❑1 Black Steel Pipe Material: _ _ Pipe Size: 1 Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: _ Date: Print Applicants Name: 6116LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:9010 168th Street NE Permit#:1717 Parcel#:01166900000200 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:Arlingom,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-13 DWELLING UNITS: I 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. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City ofp #31 1 1 1-2es-17 Signature Print Name Date Released By to CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY, ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 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 �`V'` °;' RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 9010 168th Street NE Plat: Gregory Park Lot 2 41 Single-family ❑ Duplex Townhouse ❑► Addition Accessory structure Proposed Area: 1 s`Floor: 1487 2nd Floor: Garage: 402 Total SF: 1889 Describe Proposal (include cross street): Application for new single family residence to be located at 9010 168th Street NE. Cross street is 91st ��v NG- Valuation: Owner: LGI Homes - Washington LLC Address: State: Zip Code: 9028 168th Street NE City: 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 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development 4' O City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out H plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x 1 Lei Sink (1.5) x 1 Shower(2.0) x 1 MI Lavatory (1.0) x 2 ❑ Clothes Washer (4.0) x Water Closet(2.5) x 2 Dishwasher (1.5) x 1 Water Heater x 1 Q` 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 f ? Department of Community& Economic Development 0+ Or 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: rill Furnace (80+) Model# Bryant 915SA30040514 AFUE 95% 01 Heat Pump Model# SEER HSPE 01 AC Unit Model# SEER 01 Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance ❑ PV System 0 Fireplace Insert 01 Outdoor BBO ❑ Storage Tank 1: Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: 0, Black Steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: A Date: f I 7 2-r ) / Print Applicants Name: 6/16LP Page 3 of 3 \ SETBACKS NOTES: 8-W FRONT 20' °BUILDING D/IIEN.96W ARE 70 SUE 5' FACE OF FOUNDA NOW 168 TINE REAR 5' •6WAQYNG-%ONN AS DE26W 1 4100 cz. ~ •SLG°E GRl4FWAY 70 PUBLIC ROAD MIA ArR 8 SEVER •9L T fENar TO BE INSTALLED PER '* L97Y OF ARLINGTW5 STANDARD SEI�NLE CWNER(rn,)� •-%T FENCE' TO BE INSTALLED ON LwA DID HT ax Ole BUILDING PARaL ° \ •C1GWS7RUCXW EN7RANET 7O BE a INSTALLED PER GYTY OF ° AR11NOW9 STANDARDS STORM NOTES: •7EX INSTALLED PR16R 70 cwsTRUcnav S7O4A/LY£ANOY/. 20,00' 1200 _ g •BARE SOLS COWRED NNIH AIULAS! CLWNECT ROW D BS W 416 O➢P ANOTHEJP APPROWD 811P TOP 4 3.5 •70°S61L PER NSOOIE BAIP T5 IJ F— — DRAINS_ _ ORl`FNIAY - TOE 61.8 1.7 5.10'PR/VA1F 11.AO g — 01 p'.——— —— (EFF 12'DEPIH) S7O4A/ I R $ 19.7 •ALL GWSJIE RUNOFF CYJWNECI£D li7 STAB EAS�IIENT 425 `� �A�- � / -97EPRIV £ L Bf* rA I •SJ'1£WALL BE STABILIZED I'RIGYP f0.00'PUBLIC " TO BUILDING PE]WT BONG UAUTY BU/LLYMG IR f1NALIZED Eq B yT i g ONJ11/NE. I/ COyN£CAAN S/TE NOTES.- { ;' •flOV71/NE FDDANG DRAINS AND 1.17 04fRHANG ROw DRAINS 76 PERMANENT I LOT 2 TOE 461.8 1.7 STORM DRA/NA6r SYS7EM PER APPROIED PLAT DRAINAGE PLAN PROPOSED REWOVCE ON mr WH 7HE COUNTY. COX UM&A-1487 GARAGE'RIGY/T I •AREA OF D/S7URBANIX IN2UDES 2,l09fST I SNARE LOT. 1 I 10.00'WALL/Iww EASEMENT LEGEND.• 1050 I o- BLOW OFF ! I ® WA7ER ME I S 4( RIPE HYDRANT \\ I � AIR Y,4C PAAO 12 SFI 2450 L 1500 ` � �1 CARW BASYN i II O CLEANOUT I I I EXISANG� TOP 463.5 1'7 O 70UR(7)P) - TOE 461.8 MANHO(£ �- I 1--500'Bse[ rrr�r��-r-1� BLOiLNY WALL SOIO 8Si9L I ♦� 7REF REMOVAL I CGW Receivec I � I71W51/ED IDURI `�I I (mil OCT OCT 31 2017 I II \ I sGe'BseL 1 I SEAL£1'=2o' w nn LOT 2 SITE PLAN \ GREGOR Y PARK LG/ HOMES PLAN NO. COL.-1487 LOT AREA = 5,767 SF DATE 912.912017 PARCEL # LOT 2 HOUSE= 2,109 SF 1471 I NE 291h Place,#101 DRIIEwAY= 416 SF Sell—,W-ho,—98007 DESIGNED CORE ADDRESS 9010 1687H ST. NE = 12 SF v e2s.aes.7enex Pe2sess79ss WALKWAYIPAA0 PROJECT NUMBER DESIGN TOTAL= 2,537 SF ENGINEERING PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 CITY OF ARLINGTON 1. 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 - PHONE; (360)403-3551 BUILDING PERMIT Address:9010 168th Street NE Permit#:1717 Parcel#:01166900000200 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:Arlingom,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: V-$ DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of n #31 I Signature Print Name Date Released By D& 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 1 111 4/201 7 Water Heater $25.00 Total Due: $8,845.89 Total Payment: 58,845.89 Balance Due: 50.00 CALL FOR INSPECTIONS HI111,DING(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 T ACffS UILDING DEP RTMENT ; Am t � NOTES: 20 •BUILDING D/MENSYOVS ARE TO wpv- h SIDE 5' FACE OFFGUNDAAAV ,W4 Ll1 168 ST. NE REAR 5' •6RAD/NG 9YONN AS DESYGn/ ACTUAL LOQ417OV MAY VARY' B' ` � •SRO'E DRIIf'WAY M PUBLIC ROAD •ZT FENIX TO BE INSTALLED PER NO AN 3 A eH __w fi n, .� MY OF ARL/NGT(AV S STANDARD NLESS AP RO D `g ••ART FENCE TO B£INSTALLED OV GRYPNER GJRAD/ENT SDE OF BUILDING 0 9 vVl o PARM •COVS7RUCAOW MMANX 70 BE a - INSTALLED PER CITY ac' AMING76►NS STANDARDS - STORM NOTES. - - - -- -- -- _ - - - - - - - - •7ESC INSTALLED PR/OR TO CONSNUCNON SMY - - - 2G!GIO' 12 QD' - $- - •BARE SOILS COVERED N17H MULQV LLWNECT ROOD BM 44 Sig / OR MOM&APPROVED BMP TC?f? 3.5 •MIRSOM PER N5'DOE BMP 7513 FOOM DRAINS DRIVEWAY - 1.7 -- _ _ TOE 61.8 (&T 12'DEP7H) 5.010'PNVA7F 11.00$ ° - Ge', --- - - ALL OVSJ7E RUNOFF GYAVNECTE7I 10 S1ORM I co $ 19.7 1 PR/VA7E STORM STUB EA.SfI/ENT I 425 r GARA K •SY7F SYfALL BE STA&LIZED PR/OR 10.010'PUBLIC Q �� 70 BUILDING PERMIT 88NG MITY BU/La mw RNALI&V EASmENT I ��N' - COVNEMV S/TENOTES.• g •AGIIRINE F0077NG DRAINS AND 1.00'ROOD-OVERHANG Z I TOP 463 5 R06F DRAINS 70 PERMANENT I LOT 2,// TOE 461.8 1'7 ` S1ta4M DRAINAGE SY57Ea/PER �, ' APPROVED PLAT DRAINAGE PLAN PROPOSED RESDEN(,L� OV AKE NI7H THE COUNTY. MUM&A-1487.MAX RIGYYT •AREA OF D67URBANCE MUM 2,f09.t,SF I 10. \ ENARE LOT. _ I010'WALL/bIPA/N I \ f` l£ASEA/E7yT LEGEND: 1 5010,1 ' 1Q50 I I \� o- BLOW OFF I, I ® WATER MV& 4( fRW HYDRANT AIR VAC PAW12 SF I I 24.50 - _- (500 ` ® ® CATW BASIN I X I $ I EXISANG _- TOP 463.5 O MANHOLE GYEANOUT MOVR(M..) TOE 461.8F. 1'7 I 500'B58L ® BLOX WALL TREE RENOVAL — — - —1 Received RN/SIYED 7tJYAPI O C T 3 Y 7017 (lyp) I I I I 8 scALE 1'=20' 5�'�J J L LOT2 SITE PLAN \` GREGOR Y PARK LG/ HOMES PLAN NO. COL.-1487 LOT AREA = 5,767 SF DATE 912912017 PARCEL # LOT 2 HOUSE= 2,109 SF Be/IevueNW.,hMg'f-98007 DRIVEWAY= 416 SF DESIGNED CORE ADDRESS 9010 1687H ST. NE 425.885.7877 F—425.885.7963 WALKWAY/PA770 = 12 SF `DESIGN PROJECT NUMBER TOTAL= 2,537 SF ENGINEERING PLANNING • SURVEYING [DRAWN CAF 13024L-GRG00 �• 1 p-l'T'.,J' t /� 0(; Permit Information Date 11/1/2017 Permit Number 1717 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 9010 168th Street NE Valuation 191174.89 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load V-13 Number of Stories 0 Proposed Use New SFR Assigned To Kristin Foster Property Owner Parcel Address Legal Owner Phone Zoning 01166900000200 9010 168th Street LGI HOMES-WASHINGTON 111 Single Family Residence- NE LLC Detached Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type ILGI Homes-Washington,Jake Jabusch 360-353- ake.jabusch@lgihomes.comCONTRACTOR I-abor and ILGIHOHLB57ME LLC 0588 Industries Review Date L Type Description I Target Date Completed Date Assigned To I Status 11/1/2017 IlResidential Dwelling 11/8/2017 ,my Rusk o In Review 11/1/2017 (Residential Dwelling 11/8/2017 (Kevin Olander 111n Review Fees Fee Description Notes Amount Buiidl'in Permit Fccl 32210.00,001 $2,140.84 Building Plan Review Feel 345.83.00.00 $1,391.55 Furnacel 322.10.00.00 $25.00 Gas Outlets Base Fee 1 to 51 322.10.00.001 $10.00 Mechanical Fee(Enter Fixture Fee)j 322.10.00.00 $25.00 Mechanical Permit Base Feel 322.10.00.00 $25.00 Park-Community SFJ 345.85.UU.UU $1,662.0 Plumbing Permit Base Feel 322.10.00.001 $25.0 Plumbing Permit Fee Enter Fixture Fee)j 322,10.00 001 11 $12 $132.00 Processin /Technology Feel 341 43.00.021 $25.00 State Building Code Surcharge Feel 386.00.01.001 $4.50 Traffic Mitigation-CitA 345.85.00.021 $3,355.00 Water Heateq 322.10.00-001 $25.00 Totall $8.845.89 Payments Date Paid By Amount Description I Payment Type I Accepted B 11/1/2017 JILGI Homes-Washington LLC $1.391.55 ICheck#5707 IKristin Foster 11/1/2017 JILGI Homes-Washington LLC $7,454.34 jCheck#5708 jKristin Foster Total $8,845.89 Amount Outstanding:$0-0 Notes Date Note 11/1/2017 jApplication needs signature_ KF Uploaded Files Upload File Date File Uploaded B 11/1/2017 11:06:33AM 1717 Site Plan pdf Foster,Kristin x 11/1/2017 11:06:33 AM 1717 Application pdf Foster,Kristin x RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 9010 168th Street NE Plat: Gregory Park Lot 2 _ 01 Single-family ❑ Duplex 0' Townhouse ❑ Addition ❑ 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 9010 168th Street NE. Cross street is 91st aVe NG- Valuation: to Owner: LGI Homes - Washington LLC 9028 168th Street NE Arlington WA 98223 Address: City: State: Zip Code: Phone: 425-785-0797 Email: matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC 9028 168th Street NE Arlington WA 98223 Address: City: State: _ Zip Code: . Phone: 425-785-0797 Email:matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC 9028 168th Street NE Arlington WA 98223 Address: City: State: Zip Code: Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857M6 Expiration: 07/02/2019 6/16LP Page 1 of 3 _� . �� � �; 1 RESIDENTIAL PERMIT APPLICATION `y > Department of Community & Economic Development IN �Ov 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) LfJ' Bath/Shower Combo (4.0) x 1 MI Sink (1.5) x 1 [�} Shower(2.0) x 1 MI Lavatory (1.0) x 2 ❑ Clothes Washer (4.0) x Water Closet(2.5) x 2 Dishwasher (1.5) x 1 9i Water Heater x 1 Q Hose Bibb (2.5) x 2 Water Heater Model # E3 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 ,y Department of Community& Economic Development �l! O City of Arlington• 18204 59th Ave NE•Arlington, WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Bryant 915SA30040514 95% Furnace (80+) Model# AFUE �l Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance ❑I Hydronic Piping Boiler ❑ Solid-Fuel Appliance Q PV System Fl Fireplace Insert ❑ Outdoor BBO ❑ Storage Tank 10; Freestanding Stove ©i Gas Piping U 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: 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: 1 Date: . 1 12-- f7 Print Applicants Name: 6/16LP Page 3 of 3 arirt� $F �' 23 IA IA 3 r d 0 .s 7 �f Received - Dan Cnnvers I Do",— BWN/f LGI Homes A ]OB/ Sheet TI[e v Eve g1 32D039SM1 Avenue Ne '^` n,Wq 198205 lob Name/Model lA 9J A GR DAN C. TRU55 LAYOUT 011lar•J!./!A/7us Address: B/9/2015 FaH:628.f09.9825 r . •� 1 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1487-A RF Fax 916/676-1909 LGI HOMES 1487-A RF dcc The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett,WA. Pages or sheets covered by this seal: R50439530 thru R50439538 My license renewal date for the state of Washington is May 16,2019. �RRLLL 6 o��wo4 WAS, f� y� O� �o� R 51398 4+Qr FcrsTe �SSjC?YAL �G May 2,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Trus. ,pe Qty Ply LGI F1. -S 1487-A RF dcG R50439530 1487-A RF Al GABLE 1 1 Job Reference tronal BMC, EVERETT,WA 982C 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Man May 01 22:33:43 2017 Page 1 ID:ZiXyT?4WzX6j2oCryaE9z9zKrFr-xkJXiB4JX4tDw ZDL5BODn8Li4OO7YXfyN1JzKk7c 8-0-0 113-0-0 1 1-0 0 8-0-0 8-0-0 Scale=1:28.9 4x5 = E 5.00 12 p F L Q C G O R B H I$ 3x4= N M L K J 3x4 = i 16-0-0 16-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 25. Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 1 n/r 180 MT20 185/148 (Roof Snow= 7.0 Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 1 n/r 180 TCLL Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 H n/a n/a BCD 0L 10.0.0 BC Code IRC2015lrP12014 Matrix-R Weight:54 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 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=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 2-0-0,Exterior(2)2-0-0 to 5-0-0,Corner(3)5-0-0 to 8-0-0, Exterior(2)11-0-0 to 14-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. gq�RRIL[ 9)Gable studs spaced at 2-0-0 oc. os e 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,19 OF Wp$p,, 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. C� 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� `Sr4NAL May 2,2017 A WARNING-Verily 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 deslgn parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Itru Hel hl CA 95610 f Job Truss True rpe �ty Ply LGI F,. :S 1487-A RF dccR50439531 1487-f�RF Bit GABLE 1 Job Reference(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?4WzX6j2oOryaE9z9zKrFr-PxtvwX5xlN?4YBZB7wsKkblpYlynlnAhmJiwZmzKk7b -0.0 17-6-0 17-6.0 -0-0 Scale=1:60 3 5.00 12 4x5 = K J L 3x4 I AH AI N 3x4 GH 00 4x12 = F R r E T r S D p AG C M AJ y� 6 0 _ d V Ih 3x4= t 6x12 3x6 -T AF AE AD AC AB AA Z Y x 5x6 = 35-0.0 35-0.0 Plate Offsets(X,Y)— IT:05-12.Ed9e1,IX;1-1-11,04-131.fY;0-3-0,03-01 LOADING (psf) SPACING- TCLL 25.0 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.10 U-W >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.21 U-W >938 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 X n/a nla BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:162 lb FT=10% LUMBER- BRACING. TOP CHORD 2x4 HF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. T-X:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No.2 10-0-0 oc bracing:W-X,U-W. WEBS 2x4 HF No.2 JOINTS 1 Brace at Jt(s):M,P OTHERS 2x4 HF No.2 REACTIONS. All bearings 20-0-0 except 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=-57l322,D-E=-36/333,E-F=-7/330,F-G=01331,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=-285l151,AC-AD=-285/151,AB-AC=-2851151, AA-AB=-285/151,Z-AA=-2851151,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 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 r� 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 r 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 OHO 'P 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. vo 51398 Qr 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. St�NALElS 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 lb uplift at joint(s)U,Z,AA,AB,AC May 2,2017 WARNING-Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 pennanent 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,Suilo 312,Alexandra,VA 22314. I Citrus Hejohfs.CA Suite 109 5610 Job Truss This. ,pe City Ply LGI H� _S 1467-A RF dcc R50439531 1487-kRF B1 GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:45 2017 Page 2 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-t7RH7t6Z3h7x9l8NheNZGpl_I810UEQr 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.7472 rev.10/03/2015 BEFORE USE. Design valid for use only with MlTekae 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 y�ek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Ml l fabrication,storage,delivery,erection and bracing oftrusses 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,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiobts.CA 1 Job Truss Truo 'pe Qty Ply LGI F. _S 1487-A RF dcc R50439532 1487-A RF B2 Common 9 1 Reference ions{ BMC, EVERETT,WA 98205-3212 6.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:46 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-LJ?FLD7Bq?FnnSjZFLuopOgCMYaPDef DdB1eezKk7Z ,1 bA 8 3 4 11-10.10 r 17 8 0 291E 28-8-13 3fr0 0 35 0-0 5-7-6 5-73 5-7 6 5-7-6 6-3-3 t Scale=1:59.3 5.00 12 5x6 E 5x6 0 P 5x6 D F 2x4 2x4 C G N Q {I A g H a I I$ 3x6 = M L K J 3x4= 3x4= 3x4= 3x10 = 3x4 = 10-2.8 19.94 27-0-12 35.0.0 10-2-8 94-12 7-3-8 —' 7-11.4 I Plate Offsets MY)— fD:0.3-0.0-3.41,IF:0.3.0.0-3 41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 D L Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.21 B-M >999 240 MT20 185/148 (Roof Snow=25.7. Lumber DOL 1.15 BC 0.76 Vert(CT) -0,44 B-M >535 180 BCD 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 K n/a n/a BCDL 10.0 Code IRC2015/rP12014 Matrix-R Weight:135 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt D-K,E-K REACTIONS. (lb/size) H=387/0-5-8,K=2015/0-5-8,B=657/0-5-8 Max Horz B=92(LC 12) Max Uplift H=-71(LC 13),K=41(LC 12),B=-66(LC 12) Max Grav H=472(LC 20),K=2015(LC 1),B=732(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1077/116,C-D=-696/51,D-E=0/586,E-F=0/887,F-G=-256/262,G-H=-476/162 BOT CHORD B-M=-142/943,K-M=-33/428,J-K=-467/75,H-J=-109/374 WEBS C-M=-455/147,D-M=0/531,D-K=-966/119,E-K=-919/81,F-K=-733/146,F-J=-27/612, G-J=-380/129 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.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. -�1Rl��"(�l TI+ 8 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1' WAS 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)H,K,B. 'rod ,p8 51398 .O �31STRR �s`rr�NAL��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 wl building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing WOW 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,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Helahts,CA 95610 r 60' Job Truss Trus- ipe Qty Ply LGI h. _S 1487-A RF dec R50439533 1487-A_RF B3 Common 1 1 Job Reference o bona 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-pVZ1 YZ7 pbl NePcilo2Q 1 MENI ryvCy5o8SHwaA4zKk7Y y1-M 6-3-3 11-11-1 17�-0 23-0-15 28-8-13 35-0-0 46-0-0 1-0-0, 6-3-3 5-7-14 5-0-15 56-15 5-7-14 6-3-3 1-0-Or Scale=1:59.3 5.00 12 5x6 E 5x6 Q P 5x6 D F O1 2x4 2x4 r' ^ C G N Q B H 9A I Ig 4x8 = M R S L K J 4x6= 4x5 = 3x6 = 6x8 = 3x4= F M-14 i i 25-11.2 i 35 0-0 M-14 10-" 6-144 9-0-14 Plate Offsets(X,Y)— t13:0-0-0,0-0.41,ID:0.3.0,0-3.41,IF:0-3.0,0-3.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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 BCDL 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=38810-5-8,K=2013/0-5-8,B=658/0-5-8 Max Horz B=144(LC 49) Max Uplift H=-1153(LC 43),K=-739(LC 41),B=-1846(LC 40) Max Grav H=1222(LC 52).K=2300(LC 26),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=-280012923,J-0-266312579,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-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 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 .q the responsibility of the fabricator to increase plate sizes to account for these factors. J� OF WA$p.- yA 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 �� �O 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. ,Q 51398 w� FCISTV- �SSJ'ONAL LNG` 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 onty 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,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hai hts CA 96610 s s 'I};� Job Truss Trua- ,pe Qty Ply LG!h. _S 1487-A RF dcc R11439534 1487-A_RF B4 Common 1 1 Job Reference(optional) 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 --3 28-8-13 35-0-0 6-0 -0-0 6-3-3 5-7-14 5-6-15 5E-15 5-7-14 6-3-3 '1-0-0' Scale=1:59.3 5.00 12 4x5 = E 5xB% N O 5x8 D F 2x4 1,1 2x4-X C G M P 4x8 = L K O J 4x8 = 4x5 = 5x8 4x5= = 8.0-14 174-0 + 25-11-2 35." 9-0-14 8-5-2 8-5-2 9-0-14 Plate Offsets(X,Y)— f8:0.0-0 0.041.ro:04-0.0.3.01,[F:0.40.0-3-0L[H:0.0-0.0-0-41 [K:0.4-0,0.3.01 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 083 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 TCDL 7•0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.16 H n/a n/a BCLL 0.0 Code IRC2015/7PI2014 Matrix-R Weight:141 lb FT=10% BCDL 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;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; M WFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is QJ�gRRMJ+"� e.q the responsibility of the fabricator to increase plate sizes to account for these factors. 19 WAS `7- 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(jt=lb) B=1561,H=1561. 9)This truss has been designed for a total drag load of 6980 lb.Lumber DOL=(1.33)Plate grip DOL=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 349.0 plf. 51398 Qr SSI�NAL��� May 2,2017 ., AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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,Suitr3 312,Alexandria,VA 22314. Suite 109 ilr s Heights, 95610 Job firuss Tful. rpe city Ply LGI H S 1487-A RF dcc R50439535 1487-A RF B5 ComffoOn 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 Pagel ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-E4EAAaAiuDIDG31 KUBzlzs?sz9vo9Mva8F9EnPzKk7V 1-0-0 -13 -0 -0-0 6-3-3 5-7-14 5E-15 5.6-15 5-7-14 6-3-3 1-0-0 Scale=1:59.3 5.00 12 4x5= E 5x8% N O 5x8 D F O1 2x4 2x4 C G M P _ B H dA 1 I$ L J 4x5 = K 4x5= 3x4 = 5x8 3x4= = 9.0-14 17-6-0 2641-2 35-0.0 9.0-14 8-&2 ".2 94-14 1 Plate Offsets(X,Y)— fD:0.4-0,0.3-0).fF:0.4-0.0-3-01,IK:0.4.0.0-3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 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 BCDL (Roof Snaw=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 BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:134lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-8 Max Horz B=92(LC 16) Max Uplift B=-84(LC 12),H=-84(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3071/162,C-D=-2782/141,D-E=-1955/169,E-F=-1955/169,F-G=-2782/141, G-H=-3071/162 BOT CHORD B-L=-176/2766,K-L=-82/2263,J-K=-39/2263,H-J=-84/2766 WEBS E-K=0/1081,F-K=-808/134,F-J=0/486,G-J=-354/136,D-K=-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 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 "AF'1LL the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H. �dy� ,��51398� CIS7 BR ' SZV AL May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. pop— ��' 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 ANSIITP11 Quality Criteria,DSB�9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Suite 109 Citrus Hei hts CA 95610 Job T uss 1ZL pe 1487-A RF B6 E 1 1 QtyJ Ply LGI F., _S 1487-A RF dcc R50439536 Job Reference o Clonal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:52 2017 Page 1 1 D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-ATMwbGByQr?xVNAjbc?D3H4FFze3dSxtbZeLrizKk7T -0-0 6-SFi 5-9-10 53-0 0 16.11.6 -0-0 Scale=1:60.8 5.00 12 4x5 = J 8x12% F Al H M OAJ 3x4 D EG QS T U C L V W AH AK AD _} B X } d� Y Id US = AG AF AE 3x6 3x4= 3x4 = 3x4=3x4 = rAG AB lk" ,Z� B 6.0 18-0 0 + 35.0-0 8.6-0 7 8A 19.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.51 Vert(LL) 0.13 B-AG >999 240 MT20 1851148 TCDL 7.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.30 B-AG >974 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.07 X n/a n/a BCD BCDL 10.0 Code IRC2015(TPI2014 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 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(Ib)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=-12411363,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 ANSIlTPI 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. J1v WASfj `tJ 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. 0 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S 1398 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 �O 'PGQIS ISR� � 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 SSfONALE�O except(jt=lb)AC=130. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 2,201 7 AWARNING-Verify design parameters and READ NOTES ON TNIS 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 M iTe 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 buss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus6f Job Truss True. ,pe Qty Ply LGI h, _S 1487-A RF del R50439537 1487-P,RF C1 FINK 6 1 Job Relefence o Uo al 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 WzX6j 2 oOryaE 9z9zKrFr-efwJpcC a B87o7Xlv9JXS bVd QC N_n Mu2Oq D N vOkzKk7S r-10-0 656 12-3-0 18410 24." 1-0-0 8 5 8 5-9-10 5�910 8,S 6 1 0 0 r Scale=1:42.5 4x5 = D 5.00 12 L M 2x4 \\ K N 2x4 C E J O B F G Ig I H 3x6 = 5x6= 3x4 = 3x6= r 86.0 18-0.0i 24-6-0 86.0 76-0 86-0 Plate Offsets(X,Y)- (1:0-3-0,0.3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 7. Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.14 B-I >999 240 MT20 185/148 (Roof Snow=25. Lumber DOL 1.15 BC 0.65 Vert(CT) -0.31 B-I >941 180 TCDL 0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.07 F n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-R Weight:84 lb 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 farces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered forthis design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live toads. 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 toads. _``�G- Lr• 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. WAS 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. , OQC�A�'� O 51398 Q,a ssf�NALE�G May 2,2017 A WARNING-Varlfy 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 property incorporate this design into the overall to* 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Sute.312,Alexandria,VA 22314. Suite 109 lrus 'his.CA 95610 :. t: ,�� Job Truss Trus. ,pe Qty Ply LG h. _S 1487-A RF dce R50439538 1487-A RF C2 Cornmon Supported Gable 1 1 �JoblReference o 1lonal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May O1 22:33:54 2017 Pagel I D:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-6sUhOyDCxSGfkhK6j 12h8iAh 1 nTD5MJA3s7SwAzKk7R to 4 r 12-3.0 24-" 25 8-0 1 0-0 12-3-0 12-3-0 Scale=1:42.5 4x5= H G I 5.00 12 AC AD AB F J AE E J D L M B N C 1$ 3x4= AA Z Y X W V U T S R p P 3x4= 3x4= 24-" 24-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 N n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 O n/r 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 N n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-R Weight:96 lb FT=10% SCDL 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 24-6-0. (lb)- Max Horz B=-66(LC 13) Max Uplift All uplift 1OO 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 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. �ti� OF Wpsp,, 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 11:0 Cep � 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. 51398 OrS� �GISTER� SSfONALE�G May 2,2017 AWARNING-Verffy design paramefers 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 Nil' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-09 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21e N.Lee Street,Suits 312,Alexandria,VA 22314. 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O f0 J'G n w fD J C m CD C• m m m J V Cn z' m N• .� m m >• -{ B C• \Jcn a 3 �a P a O N l0 1 J m m m N 7 m 7 m �O ID O Q m C� .�ui O- m m 7 n - N r°n m y o a 'm �a 3, m o µ J �(D �_� m (mi o � n� —m m m C iY cm ym n F �o a 'w �n am m� � J' a s c 2m 2� a3 N —h m mF C) � m Nm 01n oa 'm ? 3 oc' ya NJ mm (D F o f �' m c °� m m _2 N c v 3 (� m > > qm 'm m m (D o rf Jo Nm Jm o J o �� ci a n� m --n n O m o Ca N v O m n J CD M N O M �m 30 3 M CD C Z 01 O P'F m y Prescriptive Energy Code Compli, 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 Wall,,'°," 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. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ lb Efficient Building Envelope 1 b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 0 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 0 0.5 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Fleating 5d 0.5 ❑ 6 IRenewable Electric Energy 0.5 "1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions ,Received 0CT 31 2017 �n�-� I is t,i 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. h 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. There are no SHGC requirements in the Marine Zone. f Reserved. g 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. mint.(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 1317.8 5.33 Dinin 0.30 1 5 5 25.0 7.50 Great Room 0.30 1 3 5 15.0 4.50 0.30 1 6 6 10 41.0 12.30 Master Bedroom 10.30 1 5 5 25.0 7.50 Bedroom 2 10.30 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 0.01 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 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 0.01 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 0.0 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 o.0 0.00 Sum of Vertical Fenestration Area and UA 1 173.81 52.13 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet 'r`" Feet Inch Area UA 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 1 0.00 Total Sum of Fenestration Area and UA (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 Reautrements of the 2015 Washington State Energy Code(wsFC)and ACCA Manuals J and S This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you,If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance, Project Information Contact Information Plan 2487 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 Design Temperature Difference(AT) 47 t4arysvdle AT=Indoor(70 degrees)-Outdoor Design Temp Area of Sulldina 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 R 49 0.026 1,487 38.66 l J Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions Select R-Value - ' No selection Above Grade Walls(sea Figure 1) U-Factor X Area UA Instructions R-21 Intermediate �� 0.056 1,600 89.60 Floors U-Factor X Area UA Instructions R-30 0.029 1,487 43.12 � Below Grade Walls(a"Flpure 1) U-Factor X Area UA Instructions No Below Grade Walls in this pro)ect. - — Slab Below Grade iseemoure 1) F-Factor X Length UA Instructions Select conditioning „ I No selection --- Slab on Grade(see Figure 1) F-Factor X Length UA Instructions —� No Slab on Grade In this proJKt: � --- Location of Ducts J Instructions Duct Leakage Coefficient UncaxtRtoned space . J 1.10 Sum of UA 219.09 Envelope Heat Load 10,297 Btu/Hour Fioure 1, Sum ofUAXAT Air Leakage Heat Load 6,793 Btu/Hour VolumeX 0.6XATX.016 auewcrsa. 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 Buflding 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 DuCI Heat Loss X 1.25 for fleet Pump (071011-13) NASH&ASSOCIATES ARCHITECTS PLAN 1487 BEAM, LATERAL & SEISMIC CALCULATIONS PA i� Rf:(�;5�' GAR WMAS NASH IftSTATE OF wl-j Received 2015 IBC O C T 3 12017 JULY 1, 2016 W-11'1 8003 119th AVE NE Kirkland. WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM - - _ __ ___ __ ____ �-� ~� ��.~� "� ^+ �.. z CLIENT:. _ -I "H-"ASSOCIATFS BEAM DESIGN DATA PROJECT: _ :111 C I I ITE.CT DATE: NAME: Roof Loads: LL 25 #/sf DL 15 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/8f Total 50#/sf Deck Loads: LL 60 #/sf DL 10 #/sf Total 70 #/sf Soil• 1500 PSF Min, Concrete: Per IBC 15 Masonry. Per IBC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 8" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF'KI) E = 1,800.000 8003 118th AVE NE Kirkland, WA 98083 (425) 828-4117 WWW.NASH—ARCHITECTS.COM PLAN 1487 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 G 8- r Date: 10/24116 Selection 3-1/8x 12 GL9 24F-V4 DF/DF Lu=0.0 Ft Conditions 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 Dat8 Beam Span 16.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000# Beam Wt per ft 9.11 # Reaction 1 TL 1673# Reaction 2 TL 1673# Bm Wt Included 146# Maximum V 1673# Max Moment 6692'# Max V(Reduced) 1464# TL Max Defl L/240 TL Actual DO L/421 LL Max Deft L/360 LL Actual Deft L/845 Attributes Section(in.')_Shear Qnk TL Defl(ink LL DO 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 Adiusted Values 2400 _ 240 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Dads Uniform LL: 125 Uniform TL: 200 =A Uniform Load A R1 = 1673 R2=1673 SPAN=16FT Uniform and partial uniform loads are lbs per lineal ft. - CLIENT: - _ NA.SH&ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT: Alt C 11 I T I c,T s PER 2015 IBC DATE: NAME- WIND DE516N CRITERIA DESIGN PER ASCE-T-IO I.NOMINALNLTIMATE WIND SPEED V/asd /Vult 85/110 mph 2.R15K CATEGORY II 1.00 5. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICIENT V--55 5.GOMPONENT5 AND GLADDIN6 DE51GN PRESSURE 16 psf EIUILDIN65, 5TRUCTUR -5,AND PARTS THEREOF 5HALL BE DE516NED AND CON5TRUGTED IN ACCORDANCE WITH 5TREN6TH DESIGN, LOAD, AND RESISTANCE FACTOR DE516N, ALLOWABLE 5TR-55 DE516N, EMPIRICAL DE516N OR CONVENTIONAL COK5TRU6TION METHOD5,A5 PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, 5EGTION 1604.1 EXALDIN65, 5TRUCTURES,AND PARTS THEREOF,SHALL BE OM16NED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 16Oq AND A5CE '7-10 IMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER A5GE -I-10,SECTION 2-15 (BUILDIN6 HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE Iq.b PSF PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2504-2306.STRUGTURE5 USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RE515T WIND,5EI5MIC, AND ALL OTHER LATERAL LOAD5 5HALL BE DE5I6NED AND CONSTRUGTED IN ACCORDANCE WITH AF 4 PA 50PW5 AND PROVISIONS OF SECTIONS 2305-23M 5E15MIC DESIGN DATA DESIGN PER ASCE 7-10/5ECTTON 1613 I. SEISMIC IMPORTANCE FACTOR Is 1.00 2. SHORT PERIOD ACCELERATION 53 1.66 *see footnote at bottom of page 3. 1 5EGOND ACCELERATION 51 0.7145 moos footnote at bottom of page 4. SITE GLASS D(default class per IBC) S. SPECTRAL RESPONSE COEFFICIENT Soo 0.5172 •see footnote at bottom of page 6. SPECTRAL RESPONSE C0EFFICENT 5m 0.148 *see footnote at bottom of page I. SEISMIC DESIGN CATEGORY D 8. SEISMIC, FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS q.DM16N BASE SHEAR (see selsmic calculations) 10. SEISMIC RESPONSE GOEFFIGENT Gs 0.13 11. RESPONSE MODIFIGATION FACTOR R 6.5 12.ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 15. RISK CATEGORY 11 THE ANCHORAGE OF W4kLL5 5UPPORTING CONSTRUCTION SHALL BE BE DES16NED IN ACCORDANCE WITH ASGE 1-10,SECTION 12.11.2 IN STRI/CTURE9 ASSIGNED TO SEISMIC DESIGN CATEGORY G-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTTGAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASCE 1-10,SECTION 12.10.2.1 BASE SHEAR V= (F 50S/IW W ANCHOR BOLTSm 5/8"DIA X 10",A501 OR BETTER W/7" MIN. EMBEDMENT.V- 1104#/BOLT • PER U5G5, THE MAXIMUM 51 IN THE 5TATE OF WA5HIN6TON 15 0.148. ALL SEISMIC DE516N VALUES USED IN TH15 ANALY515 ARE BA5ED UPON TH15 NUMBER. 51NGE 5i 15 LE55 THAN 0.15, THEN U5E 5EISMIG CATEGORY D IF RISK CATEGORY 15 I, II,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW NASH-ARCHITECTS.COM i 1 �4 W ❑ 0 H7 ITIM IEnL-rLLI ❑❑ � ❑❑ ❑❑ ❑❑ �I I I �I II �I I I I 9 'll IF M _ z r W l p M Y 0 � S a ^1�N s TI rL— re �N � � N 0 ► N � r� 1 711 LATERAL CALCULATIONS CST. NASH 4ASSOCIATES WIND WORKSHEET PROJECT: \ , r r r r I DATE,- -- 85 MPWI10 MPH= NOMINALNLTIMATE WIND SPEED NAME. 19.6 PSF — FRONT ELEVATION LEFT ELEVATION RFAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (N) SHEAR UNIT SHEAR W : H z (see chart for find pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/It) TYPE /7, SKgt KCekeC. 3Lr -501 y (a -"— z3 ►5 y3 r 5 �l � Crsxa � a� � Zb � 6 2d � (32 r' � �3oXgutar �) Szaz /� � �� y p�-� „ � Crs'xti xc�,� 1 ZorK (2 /J Zc( o Pa- Lill mr �-� 8003 118th AVE NE Kirkland, RA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM NASH•ASS0CIt1TTS CLIENT: SEISMIC ANALYSIS PROJECT: r I-I IT f:'.,t'r S DATE: NAME;: 1 Weight of Building: Roof Assembly: Asphalt Shingles - 2.00 N/ft Cedar Shakes - 2.25 N/it Tile - 9.50#/ft Felt - 0.15 #/lt Felt - 0.15 #/ft Felt - 0.15 k/lt v2" Plywood - 1.50 H/It 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 /ft usses 0 24" o,c. - 1.75 N/ft russes ® 24" o.c. - 1.75 #/It Trusses ® 24" o.c. - 1.75#/ft R-3B Insulation - 2.35 /lt R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/It 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: Carat / Pad - 0.50#/ft Hardwood - 2.50 /ft 3/4' T&G Plywood - 2.50#/ft 3/4" T&C Plywood - 2.50 /ft 2x10 0 16" o.c. 2.30#/ft, 2x10 0 16" O.C. - 2.30 /ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00 /ft Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior Nall Assembly: Exterior 'Ball Assembly: 1/2" GWB - 2.00 /ft 3/4" Flood Siding - 2.301/f /ft 2X4 0 16" o.c. - 1.10 �!/ft 1/2" Plywood - 1,50 /ft 1/2" GWB - 2.00 Oft 2x8 0 10" O.C. - 1.37t Total 5.10 #/ft R-21 Insulation - 2.10 It Use Use 8.00#/ft 1/2" GWD - 2000:/ft Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117 - WNW.NASH-ARCHITECTS.COM CLIENT: NASH•ASSOQA'1°BS SEISMIC ANALYSIS PROJECT: r DATE:— NAME:_ 2 SEISMIC: V (C.) (Wdl) (Plywood) 2nd Level: Roof: or (Asphalt / Cedar Shake) 10#/ft X.— _ sf = (Tile) 18#/ft X- sf = Exterior Walls: L x 10#/sf x 1/2 (h) - (EO Interior Walls: L x B#/sf x 1/2 (h) (I 2) TOTAL _ 1st Level: Roof: (1st Floor Roof) 10#/ft X ���_ of = 6 7 n 2nd Floor. 10#/ft X_ sf Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) /,?'oufo xLf. 5 gssp (El) Interior Walls: (I2) + L x B#/sf x 1/2 (h) 2io� 7160 (I1) TOTAL Basement: 19t Floor: 10#/ft X sf = Exterior Walls: (EI) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL 8003 119th AVE NE Kirkland, WA 98033 (425) 926-4117 WWW.NASH—ARCHITECTS.COM CLIENT: NASH•ASSOCIATES SEISMIC ANALYSIS PROJECT` -7 � ii�:niri rr DATE:_ NAM: 3 BASE SHEAR: BASE SHEAR V= (F SOS/R)YV LEVEL 2: Wdl 1 # x 0.149 = _ LEVEL 1: Wdl 7 4 11 # x 0.149 = f TOTAL: Wdl kA 1 # x 0.149 = (V) Level Dead Load Hei ht Moment Shear S"' (Wdl) (h� (Wdl)(h) Fx = [ Wd )TV Remarks �Wdl)(h) 2 1 3LA l 0 3 H'I lot Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM - - - - - - - - - - ---y CLIENT: NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT- DATE:- NAME:- 4 - cr 0�w H N x x A� "sk � U n a pa � N N ~_ 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 � WWW,NASk�AR��iIT�CtT�S�I� :f CLIENT: _ NAR IIIIIXC'J'SSASSIAT SEISMIC ANALYSIS PROJECT. AR(;IIII'L(,'fS DATE: NAME: Redundancy Factor (p)i 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 2. Maximum actual shear Vmax = Largest seismic wall shear 231:I IK(A 3, p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) L ` ZCs� In _f---7 at ViN &O'V e'rV 5 8003 118th AVE NE Kirkland, WA 88033 (425) 828-4117 W1IW.NASH-ARCHITECTS.COM Date: 04/10/2026 Permit#: 1717 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#: 01166900000200 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 9010 168th Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 2Block: Permit#: 1717 Permit Date: 11/01/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park 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: Kristin Foster Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900000200 9 010 168th 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 01/09/2018 R20.SFR/DUPLEX Approved FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 11/01/2017 RESIDENTIAL SINGLE Site plan m e is all land use regulations. FAMILY 11/01/2017 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 Traffic Mitigation-SF S ingle Fam iy $3,355.00 Water Heater(Tank) $25.00 State Surcharge- 1st DU R esidential- 1st Unit $4.50 Total $8,845.89 Attached Letters Date Letter D escription 11/14/2017 Building Perm i Paym acts Date Paid By D escription P aym a►t Type A ccepted By A m cant 11/O1/2017 LGI Hom cs-Washington Check#5708 K ristin Foster $7,454.34 LLC 11/01/2017 LGI Hom cs-Washington Check#5707 K ristin Foster $1,391.55 LLC O ttstanding Balance $0.00 Notes Date Note C reated By: 11/01/2017 Application needs signature.KF K ristin Foster Uploaded Files Date File Nam e 11/28/2017 2802969-1717 Issued Perm i.pdf 11/02/2017 2751651-1717 Signed Application.pdf 11/01/2017 2746299-1717 Apnlication.pdf 11/01/2017 2746300-1717 Site Plan.pff