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16809 91st Drive NE_BLD1723_2026
IWORQ Systems Inc. Page 1 of 2 Inspection Information Inspection Date 12/21/2017 Type SFR Requested By Contact Info Scheduled Date Completion Date 4/12/2018 Description Status Completed Assigned To Building Hours 0 Notes Property Information Owner Information Parcel#:01166900000900 LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1450 LAKE ROBBINS DR STE 430 16809 91st Drive NE THE WOODLANDS TX 77380 111 Single Family Residence-Detached Inspection Items I Date I Employee I Pass/Fail I Note Final I 4/12/2018 Building I Pass Rough Plumbing I 2/26/2018 Building I Pass Drainage I 4/12/2018 Building I Pass I With corrections Drywall I� Footings I 12/21/2017 Building I Pass Foundation I 1/11/2018 Building I Pass Framing I 2/26/2018 Building I Pass Gas Piping I 2/15/2018 Building Pass Inspection By Ryan Miller Insulation I 3/1/2018 Building I Pass Mechanical I 2/26/2018 Building I Pass Setbacks I� I I Surveyed by developer. https://www.iworq.net/iworq/Permit/popupPermitlnspectionEditPrintDetails.asp?si d=KRR... 5/17/2018 IWORQ Systems Inc. Page 2 of 2 Shear Wall I 2/12/2018 I Building I Pass Underfloor I 2/1/2018 Building Pass Permit Details Date 11/1/2017 Permit Number)1723 Project Name Gregory Park Applicant Namel LGI Homes-Washington,LLC Applicant Address 9028 168th Street NE City,State,Zip I Arlingotn,WA 98223 Contact Matt Adams Phone 1425-785-0797 Email matt.adams@lgihomes.com Permit Typel Single Family Residence Site Address 16809 91 st Drive NE Valuation 1191174.89 Status Completed Permit Issued)11/28/2017 Permit Expires Square Feetl 1889 Type of Construction/Occupancy Load V-B Number of Stories)1 Proposed Use New SFR Assigned Tol Kristin Foster Contractors Contractor Primary Phone Email Contractor Type License License# Name Contact LGI Homes- 360-353- Labor and Washington, Jake Jabusch 0588 jake.jabusch@lgihomes.com CONTRACTOR Industries LGIHOHL857MB LLC Property Information Owner Information Parcel#:01166900000900 LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1450 LAKE ROBBINS DR STE 430 16809 91st Drive NE THE WOODLANDS,TX 77380 https://www.iworq.net/iworq/Permit/popupPermitInspectionEditPrintDetails.asp?si d=KRR... 5/17/2018 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development IN City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BYTWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 16809 91st Drive NE _ Plat: Gregory Park Lot 9 01 Single-family ❑ Duplex 0' Townhouse Cl Addition Q; Accessory structure Proposed Area: 111 Floor: 1487 2"d Floor: Garage: 402 Total SF: 1889 Describe Proposal (include cross street): I Application for new single family residence to be located at 16809 91st Drive NE. Cross street is 167'1-�t� tie Valuation: Owner: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State:WA Zip Code:98223 Phone: 425-785-0797 Email: matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State: WA Zip Code:98223 Phone: 425-785-0797 Email:matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State:WA Zip Code:98223 . . _ Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019 Received OCT 312017 6/16LP Page 1 of 3 °' RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development JJ 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) 61 Bath/Shower Combo (4.0) x 1 Sink (1.5) x 1 [6: Shower(2.0) x 1 Zi Lavatory (1.0) x 2 0l Clothes Washer (4.0) x M1 Water Closet(2.5) x 2 �]! Dishwasher (1.5) x 1 CAI; Water Heater x 1 Hose Bibb (2.5) x 2 Water Heater Model # F11 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) 6116LP 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(s� Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 14 Furnace (80+) Model# Bryant 915SA30040514 AFUE 95% 01 Heat Pump Model# SEER HSPE 0 AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance 0 Hydronic Piping 01 Boiler ❑ Solid-Fuel Appliance PV System ❑ Fireplace Insert ❑ Outdoor BBO 0( Storage Tank 21 Freestanding Stove FLU Gas Piping 0. Other Gas Piping Information Not Applicable: Black Steel Pipe Material: . Pipe Size: 1 Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: 4 • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Name: 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:16809 91st Drive NE Permit#:1723 Parcel#:01166900000900 Valuation: 191174.89 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 1 CONST.TYPE: `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. 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 cod Pli 6n#3101. / Signature Print Name Date Released By Dale CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/14/2017 Building Permit Fee $2,140.84 11/14/2017 Building Plan Review Fee $1,391.55 11/14/2017 Furnace $25.00 11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00 11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00 11/14/2017 Mechanical Permit Base Fee $25.00 11/14/2017 Park-Community SF $1,662.00 11/14/2017 Plumbing Permit Base Fee $25.00 11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 11/14/2017 Processing/Technology Fee $25.00 11/14/2017 State Building Code Surcharge Fee $4.50 11/14/2017 Traffic Mitigation-City $3,355.00 11/14/2017 Water Heater $25 00 Total Due: $8,845.89 Total Payment: $8.845.89 Balance Due: 50.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development IN 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: 16809 91st Drive NE Plat: Gregory Park Lot 9 _ 01 Single-family O7 Duplex 01 Townhouse Addition al Accessory structure Proposed Area: 111 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 16809 91st Drive NE. Cross street is 1670t -�� fJE Valuation: A 114,M owner: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State:WA Zip Code:98223 _ Phone: 425-785-0797 Email: matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State: WA Zip Code:98223 Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State:WA Zip Code:98223 _ _ _ Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019 6/16LP Page 1 of 3 INV °�' 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 H plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) KI Bath/Shower Combo (4.0) x 1 Sink (1.5) x 1 [✓J' Shower (2.0) x 1 [ Lavatory (1.0) x 2 ❑ Clothes Washer (4.0) x f Water Closet(2.5) x 2 Dishwasher(1.5) x 1 9i Water Heater x 1 Qi Hose Bibb (2.5) x 2 Water Heater Model # Other (list) x 1 AO Smith H PTU - 50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development IN 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: �1 Bryant 915SA30040514 95%Furnace (80+) Model # AFUE 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 ❑ Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Freestanding Stove ❑ Gas Piping ❑ Other Gas Piping Information Not Applicable: Black Steel Pipe Material: Pipe Size: 1 Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: • 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: 6/16LP Page 3 of 3 'uu \ SETBACKS NOTES.• 1'PUBLIC fRCWT 20' •BU/LUNG DI&W.A'LWS ARE TO SYDEWALK 91STA VE NE SVE 5' FACE OF fWNDAnON EASEMENT — REAR 20' •6 RALKNO_%OINV AS DDE96W PRO°ERTY - - - - - - - - - - - - - - - -- - - - A07ZIALLWA710WMAYVARY CORNER, I' -�i/ — .SLOPE DRIVEWAY 70 PUBLIC ROAD F G4T-ET(TYP.) - -- _ •,A'L T fEW TO BE INSTALLED PER -- CITY OF ARLINGTW S STANDARD _ •,%T fEN6r 70 BE INSTALLED GW T ° NC70 39'11"E '° -- wADYENT SJ'DE Or BUILDING PATGZL 40..00 - =476 .C WSNUCACW EN7RANOE TO BE L •7i ' INSTALLED Pff C17Y OF 47 T'T ARLINGTOW S STANDARDS STORM NOTES.- RN19WD COY1U'/R Nl1H 20.010'BSYL N .1EX INSTALLED PR/OP 70 (riP) PA AO 12 Sr — I— C0146IRUCAO1/ — — — — J L •BARE SULS 00WRED MULA'1 10'PUBLIC r r — — — — — — —00 OR ANOTHER APPROVED BA/P UALITY I I 24.50 I •WSOYL PER WMOE bMP 75 IJ EASEMENT (&T 12-DEP7H) g I •ALL GWS/7E RUNO'F CONNECTED TO 5 BSBL , I I PR/VAX STMM STUB 5. 5'BSBL •-97E SMALL BE STABILIZED PRIOR 10.50 I TO BUILDING ZED PERMIT BEING LOT-9 a� PROPOSED RESIDENCE :3 I SITE NOTES: COf_-1487 ^ARAOF WIT g � � I � ` •11gI1LINE FOIOANG DRAINS AND R06F DRAINS M PERMANENT 2,109tSF ° o EX/SANG S70CM DRAINAGE SY57EM P& COV70UR APPROVED PLAT DRAINAGE PLAN = I (rip) ON RLE N17H THE COUNTY. •AREA OF D/SAIWNCE INCLUDES GARAGE i 1 ROOF OVERHANG ENARE LOT. BUILDING L EGEND.- 10'PUBLIC I 4.25$ OWLINE STO RV afANOUT. ® Ni4OW OFF UALITY EASEMENT v 19.75 I OLWNECT ROAD AND _ — — — I 11.00`6 n_ —F0000 DRAINS 4( FIRE HYDRANT 5'PRIVA 4 — — — - AIR VAC S70RV2000' bff A - U CA TIN BAMN EASEMENBSBL ° . 22.00; -lam O CLfmouT - - - — - -- — - - O MANHOLE 45.OFJ __ ® BLOW WALL _ N00,39111"E ° ° ° TREE REMOVAL —i—- - SENEJ? : ^_.,•�..,r� -`ems PRO°ERIY WATER O�VNECAOW CORNER( ) 3 a' wA7ZrR SL^ALE 1•=20' >8-S;FN;ff� LOT9 91ST DRIVE NE SITE PLAN - GREGOR Y PARK L G/ HOMES PLAN NO. COL.—1487 LOT AREA = 4,607 SF DATE 912912017 PARCEL # LOT 9 HOUSE = 2,109 SF 14711 NE 291h Vlace,#101 DRIVEWAY= 416 Sr Bellevee,W,,hi,glon 98007 DESIGNED CORE ADDRESS 16M 91ST Lfflf AE 425885.7877 F-425.0857963 WALKWAY/PAAO = 12 SF PROJECT NUMBER TOTAL= 2,5.37 SF ENGINEERING PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 t CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:16809 91st Drive NE Permit#:1723 Parcel#:01166900000900 Valuation: 191174.89 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: I CONST.TYPE: `I-$ DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC l I0. 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 c Ai gttSn#3101. / �� San /��- ► 7/���, � ��/ 1�/�/� Signature Print Name Date Released By Datc CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/14/2017 Building Permit Fee $2,140.84 11/14/2017 Building Plan Review Fee $1,391,55 11/14/2017 Furnace $25.00 11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00 11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00 11/14/2017 Mechanical Permit Base Fee $25.00 11/14/2017 Park-Community SF $1,662.00 11/14/2017 Plumbing Permit Base Fee $25.00 11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $132.00 11/14/2017 Processing/Technology Fee $25.00 11/14/2017 State Building Code Surcharge Fee $4.50 11/14/2017 Traffic Mitigation-City $3,355.00 11/14/2017 Water Heater $25.00 Total Due: $8,845.89 Total Payment: $8,845.89 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling far an inspection please leave the following information: Permit Number,Type of Inspection bring requested,and whether you prefer morning or afternoon L- iLl \J ; d tiJ. �j S,#T34CKS NOTES. t-T TO 1'PUBLIC fROWT 20' .BUILDING DIMEN.76WS ARE 70 Bl31LDIP'�DEwANX� �TIVIEN- 9 STAVENE '� WE 5' FAX OFFOIUNDAALW A, �� —— — — — — —/— _REAR 10' •WAO/NG 9YONN AS 06MW ACTUAL LOCAAAN MAY NARY DA R •.2OPE DRIVEWAY 70 PUZIC ROAD •.%T FEW 70 BE INSTALLED PER CITY OF ARLINGTa&STANDARD NO CHANGES A THORI D •MT fEXT 70 BE INSTALLED OW V D W T N00' 9 11,EE `° ' - APADYENT WE OF BUILDING PARM — — — — - - — 00 - —- •OLWSTRUCnAN ENIRANCT TO BE 474 INSTALLED AD?CITY OF ARLINGMNS STANDARDS STORM NOTES: RN19YED CCWTt7UR 20.00 BSBL h .TESL INSTALLED PR16R TO (7YP) PA770 12 SF — I — CGWs1RUCnOW — — — — I •BARE SOYLS COKWED N17hf MULOY 10'PUElVC r -- ! r —————— — - 0?ANOIND?APPROVED BMP 1/7XI77 I 24.50 I •TOPSOIL PER WMOIE BMP T5.IJ EASEMENT (EFT 12'DEP1H) 5'BSBL I I g ALL ONSIIE RUN06F COWN07ED TO PRI047F S70RM SIUB S DOr \ %� 5 m •97E 9VNJ BE STABILIZED PR/GYP 10.50 I TO BUILDING G PERM/T BONG LOT9 1 PROPOSED RESIDENCE ,ems I SITE NOTES.- COL-148 09 R/A'1T g I A(�'IIUN£FOOANG DRAINS AND ROOF DRAINS TO PERMANENT E_AnANG S70RM DRA/NAGF SYSMV Pff = _ COW Oy ALE NIA! A/ CaIN7Y. ( ) PLAN •AREA OF D/S71I654NIT INaUDES g i DV77RE LO 1'ROOD OVERHANG T. GARAGE I B I LEGEND: UILDING 10'PUBLIC I >o f25 01171INE I �— BLOW aT UALITY STGW// CIfANOY/T. �. $ COWNECT R06F AND ® WA7 t7P METER £ASEA/ENT �r' 19.75 I — — — 11.00`D Y _FOOANO DRAINS 4K FIRE HYDRANT - — — - � AIR VAC 5'PR/YA7F I I L�/�,A S7WM MOO' / ® CA7CII BANN EASEMENT B.SBL S 12.00; --' O Ll'amur MANHOLE _ 45.00 ® BLOW WALL N00:39'11"E ' `� ATEF REMOVAL SENER PRA°ERIY Received WATER CQVNECAGW B'WA1FR Ci7%&( ) �Z�T 31 Z017 sr"1' 10'Vw ` B'SLW LOT 9 ow 91ST DRIVENE SITE PLAN GREGOR Y PARK LG/ HOMES PLAN NO. COL.-1487 LOT AREA = 4,607 SF DATE 9/29/2017 PARCEL # LOT 9 HOUSE= 2,109 SF 1471 I NE 291h Place,#101 MtWWAY= 416 SF 6,11..e W,,hMgfo 98007 DESIGNED CORE ADDRESS 16Q.'19 91ST WWAE 425.885.7877 Fax 425.885.7963 WALKWAr1PAAO = 12 SF ��DESIGN PROJECT NUMBER TDTAL= 2,5.77 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 cr 4 Permit Information Date 11/1/2017 Permit Number 1723 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 16809 91 st Drive NE Valuation 0.00 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 01166900000900 16809 91st Drive LGI HOMES-WASHINGTON 111 Single Family Residence- NE LLC Detached Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type (LGI Homes-Washington, 360-353- (Labor and LLC Jake Jabusch 588 ake.jabusch@Igihomes.co ONTRACTOR Industries L-GIHOHL857M Review Date Type Description I Target Date Completed Date I Assigned To Status 11/1/2017 Residential Dwelling 11/8/2017 my Rusko 11in Review 111/1/2017 lResidential Dwelling 11/8/2017 Kevin Olander Iln Review Fees Fee I Description Notes I Amount Building Permit Fee 322.10.00,00 $2,140,84 Building Plan Review Fee 345.83.00.00 $1,391.55 Furnace 322.10.00,00 $25 00 Gas Outlets Base Fee 1 to 5 322.10.00.0 $10.00 Mechanical Fee(Enter Fixture Fee) 322.10.00.00 $25.00 Mechanical Permit Base Fee 322.10.00.00 $25.00 Park-Community S 345.85M.01 $1,662.00 Plumbinq Permit Base Feel 322.10.00.00 $25.00 Plumbing Permit Fee(Enter Fixture Fee) 322.10.00.00 11 @$12 $132.00 Processing/Technology ProcessingfTechnology Fee 341 43 00 02 $25.00 State Building Code Surcharge Fee 386.00.01_0 $4 50 Traffic Mitigation-City 345.85.00.02 $3,355.00 Water Heater 322.10.00.0 $25.0 Totaill $8,845.8 Payments Date Paid By Amount Description I Payment Type I Accepted By 11/1/2017 LGI Homes-Washin ton LLC $1,391.55 Pheck#5725 Kristin Foster 11/1/2017 LGI Homes-Washington LLC $7.454,34 heck#5726 jKristin Foster Total $8,845.89 Amount Outstanding:$0.0 Uploaded Files [ Upload File Date File Uploaded B 11/1/2017 4:05:44 PM 1723 Site Plan.pdf Foster,Kristin 3[ 11/1/2017 4:05:44 PM 1723 Applicationpdf Foster,Kristin RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development �NCCO� 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: 16809 91st Drive NE Plat: Gregory Park Lot 9 _ , 161 Single-family Duplex 01 Townhouse Addition ❑ 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 16809 91st Drive NE. Cross street is 167- Z- Valuation: ,"Il Owner: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State:WA Zip Code:98223 _ _ Phone: 425-785-0797 Email: matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: . 9028 168th Street NE City:Arlington State: WA Zip Code:98223 _ Phone: 425-785-0797 Email:matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State:WA Zip Code:98223 _ Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person- Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019 6(16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development 'AI IN G` 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) Ll] Bath/Shower Combo (4.0) x 1 [!1 Sink(1.5) x 1 91 Shower (2.0) x 1 FA, Lavatory (1.0) x 2 ❑ Clothes Washer (4.0) x UJ Water Closet(2.5) x 2 Dishwasher (1.5) x 1 Water Heater x 1 9! 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 It I RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 ljN(ft Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Bryant 915SA30040514 95% Furnace (80+) Model# AFUE ❑I Heat Pump Model# SEER HSPE ❑I AC Unit Model# SEER ❑ Type II Hood Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler ❑' Solid-Fuel Appliance ❑ PV System 0i Fireplace Insert ❑; Outdoor BBQ Storage Tank Freestanding Stove ®! Gas Piping ❑ Other Gas Piping Information Not Applicable: (], Black Steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: 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: 9 —/ Print Applicants Name: 6/16LP Page 3 of 3 Prescriptive Energy Code Con�nce 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 44 0.026 Wood Frame Walig,m," 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 complywith sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits 0 Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 14. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) is Efficient Building Envelope 1a 0.5 ❑ lb Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c Z.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 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 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions Received OCT 31 2017 � �, � I Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci:continuous insulation,int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall."TB" means thermal break between floor slab and basement wall. `' R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int.(intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. � _, I I Window, Skylight and Door Schedule Project Information Contact Information Plan 1487 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 0.0 0.00 Exempt Glazed Fenestration (15 sq.ft. max.) 1 0.0 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Foyer 0.30 1 3 6 20.0 6.00 0.30 1 2 5 6 17.8 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 6 1 16 10 1 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 10.30 1 3 5 15.0 4.50 0.30 0.0 0.00 0.30 1 1 0.01 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 0.0 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 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 � � � � � � � it i i� � I I 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 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 Feet In, Area UA 0.0j 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.0 0.00 0.0 001 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 cakulations) 1 173.81 52.13 i Simple Heating System Size:Washington State This heating system sizing calculator Is based on the Prescriptive Reguirements of the 2015 Washinalon State Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures(or 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)950-2042 for assistance. Project Information Contact Information Plan 1487 Heating System Type: O All Other systems Q Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions Design Temperature Difference(AT) 47 LJ MarysvNie AT=Indoor(70 degrees)-Ouldoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 1,487 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.0 13.383 Glazing and Doors U-Factor X Area = UA Instructions 0.30 159 47.70 Skylights U-Factor X Area = UA Instructions 0.50 �— Insulation Attic U-Factor X Area = UA Instructions �99 I 0.026 1,487 38.66 ♦ J Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions Select R-Value ♦ No selection --- ) Above Grade Walls rase Figure 1) U-Factor X Area UA Instructions rR-2Llntermediate ♦ I 0.056 1,600 69.60 Floors J U-Factor X Area UA Instructions 0.029 1.487 43.12 R-30 Below Grade Walls(ass Figure v� U-Factor X Area UA Instructions 11 No Below Grade Walls in this po)ect. ♦� '"' -- Slab Below Grade(see Fieure1; F-Factor X Length UA Instructions Select conditioning ♦ I No selection --- Slab on Grade(we Figure q F-Factor X Length UA Instructions No Slab on Grade In this project. ♦ —` Location of Ducts Instructions Duct Leakage Coefficient UnmrWltlared Space 1.10 Sum of UA 219.09 Envelope Heat Load 10,297 Btu/Hour Figure 1 SumofUAXAT Air Leakage Heat Load 6,793 Btu/Hour VolumeX o.BXATX.010 AGovtorade Building Design Heat Load 17,090 Btu/Hour Air Leakage.Emrelape Hear Loss Building and Duct Heat Load 18,799 Btu I Hour Ducts in uncondiionad space:Sum of BuAding Heat Loss X 1.10 Ducts In conditioned space:Sum of BuAding Has(Loss X 1 Maximum Heat Equipment Output 26,319 Btu/Hour Building and Dud Heat Loss X 1.40 for Forced Arc Furnace Bustling and Dud Heal Lass X 1.25 for Heat Pump (07101113) 423) FA FA 1A 3 r a 0 c 1 I _ Received Da^Ca^vers D191BnCr owd.f LGI Homes ,]ob Number JOB t Sheet Tltle 32^O 3.Si Zave ue Ne wA. re 4 5^ ]ob Name/Model 3497 A GR Oral nor DAN C 9 TRUSS LAYOUT Offlce:a25 ies 32as Add—, _ A25 iV3 sR25 Date 8/9/2015 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. �ERRILL 6 wAsr�wc`�f��� y� 0 �O� R 51398 Orr �A FGIse �`rsI41ALEVG 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 Trues Jes Type Oty ply LGI r .cS 1487-A RF dcc R50439530 1487-A RF Al GABLE 1 1 Job Reforallce o tlona 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 ZDL5BODn8Li4007YXfyNIJzKk7c 16-M 17-0-0 1-0-0 6-0-0 B-0-0 1-0-0 1 Scale=1:2&9 4x5= E 5.00 12 D F P O C G O R B H Ig 3x4= N M L K J 3x4 = I 18.0.0 j 18.0-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 I n/r 180 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 1 n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 H n/a We L3CDL 10.0 Code IRC2015/TPI2014 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 Tess 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.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 5-0-0,Corner(3)5-0-0 to 8-0-0. Exterior(2)11-0-0 to 14-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1,33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per 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. 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. RRT. 9)Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J�`, pF WASk! �t X 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 ,Lf will fit between the bottom chord and any other members. CEO 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- v0�o 51398� •� oisTSR �' FSStoNAL May 2,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon,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,Suits;312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 9561 h �� � Job Truss .rss Type 10ty P{y LGI r. ..ES 1487-A RF dcc R50439531 1487-A RF B/ GABLE 1 1 Job Reference o gonal 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 Wz-X6j2o0ryaE9z9zKrFr-PxtvwX5xlN?4Y8ZB7wsKkblpYlynlnAhmJiwZmzKk7b 0-0 17-6-0 17-6-0 -0.0 Scale=1:60.3 5.00 12 4x5 = K J L 3x4 l AH At N 3x4 GH OQ 4x12 F R n' E T n S D p C d AG M AJ _ U B V I� 3x4= �6x12 16-6A 3x6 rt AF AE AD AC AB AA Z Y X 5x6= 35-M Plate Offsets(X,Y)- fT:0-5-12.Edael.fX:1-1-11,0-3-131,fY:0-3-0,0.3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.10 U-W >999 240 MT20 185/148 (Roof Snow=25.7.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.21 U-W >938 180 TCDL Rep Stress Incr YES WB 0,30 Horz(CT) -0 01 X n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:162 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. T-X:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No.2 10-0-0 oc bracing:W-X,U-W. WEBS 2x4 HF No.2 JOINTS 1 Brace at Jt(s):M,P OTHERS 2x4 HF No.2 REACTIONS. All bearings 20-0-0 except Qt=length)U=0-5-8. (lb)- Max Horz B=92(LC 12) Max Uplift All uplift 100 lb or less atjoint(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 farces 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=-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 �����ttRRILL &MWFRS for reactions shown;Lumber DOL=1 33 plate grip DOL=1.33 c1 Cr" 8 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 WA$p,,�T Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 'W 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. CEO 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. 51398 Q 7)All plates are 2x4 MT20 unless otherwise indicated. �1 FClSI r 8)Gable studs spaced at 2-0-0 oc. "A, 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. SjnNAL 6� 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 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,dellvery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-99 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,219 N-Lee Streel,Suit:312,Alexandria,VA 22314. Suite 109 Cdtus Heights.CA 95810 '� y, I Job TNsa .'Ss Type Qty Ply LGI r. .,ES 1487-A RF dcC 1487-F-RF B1 GABLE 1 i R50439531 Job Reference I, Ilona 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?4W7X6j2oOryaE9z9zKrFr-t7RH7t6Z3h7x9l8NheNZGpI IBIOUEQr 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-Verity 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 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 ANSIrl?I1 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suits 312,Alexandria,VA 22314. Suite 109 CitrusHeights.QA9561 Job Truss .tas Type Qty IPIy LGI.. .,ES 1487•A RF dcc R50439532 1487-A RF 82 Common 9 1 Job Rofelertco o lbnel 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?FnnSjZFLucpOgCMYaPDef DdB1eezKk7Z 8-0 316 1 5-7-6 Scale=1:59.3 5.00 12 5x6 E 5x6 D P 5x6 D F 2x4 2x4 C G �a N Q d B H I Ig 3x6= M L K J 3x4= 3x4= 3x4 = 3x10 = 3x4 = 10.2-8 ( 18464 27-0-12_ 35 0-0 10-2.8 "•12 T-M 7-11.4 Plate Offsets(X,Y)— 1D:0-3-0,0.3.41,(F:0-3.0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.21 B-M >999 240 MT20 185/148 (Roof Snow=25.7. TCDL 0 Lumber DOL 1.15 BC 0.76 Vert(CT) -0.44 B-M >535 180 Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 K n/a n/a BCLL 0.0 Code IRC2015frPI2014 Matrix-R Weight:135lb 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-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 $RRII Z the responsibility of the fabricator to increase plate sizes to account for these factors. r(► 8.g 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF WASH, 'l>, 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide W will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)H,K.B. 51398 °.�� sreRQ ' ssrONAL---'G May 2,2017 A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and property Incorporate[his design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage,For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suiuf 312,Alexandria,VA 22314. Suite 109 Citrus Helahts.CA 95610 n I I 1 Jdb Tmes ass Type Qty Ply LGI t. ..ES 1487-A RF doe R50439533 1487-A-RF B3 Common 1 1JobReference ono BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:47 2017 Page 1 ID:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-pVZ1 YZ7pbl Ne PCil02Q 1 MENI ryvCy5o8SHwaA4zKk7Y 1- -0.o 833 5.7-14 5 815 !i&18 5.7-14 6 33 1.0 Scale=1:59.3 5.00 12 5x6 E 5x6 i Q P 5x6 D F ° 2x4 2x4 r C G �A N Q d B H 1 jg M R S L tW J 48 = K 4x6= 4x5 = US = 6x8 = 3x4= U-14 19-9.4 25,11-2 35.0-0 t 9.0-14 to." 8-1-14 9-0-14 Plate Offsets(X,Y)- [B:0.0-0.0-0-41,[0:0.30.0-3-4).[F:0.3.0.0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.27 K-M >861 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.55 K-M >429 180 TCDL 7.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.05 H n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:135 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt E-K,D-K REACTIONS. (lb/size) H=388/0-5-8,K=2013/0-5-8,B=658/0-5-8 Max Harz 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=-2800/2923,J-K=-2663/2579,H-J=-2513/2549 WEBS E-K=-1320/790,F-K=-745/156,F-J=-43/500,G-J=-424/174,D-K=-944/169,D-M=-26/609, C-M=-400/221 NOTES- 1)Wind:ASCE 7-10;VuIt=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 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. �$RRILL 8 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. J1� OF WASxj 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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. +f+ 51398 Qr OAt l'OISTBR� ' SSrONAL��G May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1114II.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 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 HeJohis.CA M10 i Jab Truss JsS Type Qty Ply LGI r. .iES 1487-A RF dcc R50439534 1487-kRF 64 Cornmon 1 1 J Re1 BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:49 2017 Page 1 I D:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-IugozE947wdMevS8wTS WRfSf4mb5QveQvbPhFzzKk7 W 1-0-0 6-0 -0-0 6-3-3 5-7-14 5�-15 5E-15 5-7-14 6-3-3 1-0-0 Scale=1:59.3 5.00 12 4x5= E 5x8 i N 0 5x8 D F 2x4 2x4 r. r C G M P A B H 4x8 = L K Q 4x8 = 4x5 = 5x8 = 4x5= r 9-0.14 17-6-0 25-11.2 35.0-0 9-0-14 8-5-2 8-5-2 9-0-14 Plate Offsets(X,Y)— 113:0.0.0.0.041,tD:0.4-0.0.3-01.IF:0-4-0.0-3-01,IH:0.0-0.0-"I.1K:0-".0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.29 J-K >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.47 J-K >891 180 TCDL 7.0 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 Ito 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) 13=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.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 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 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. ���� 'c 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is r� A� the responsibility of the fabricator to increase plate sizes to account for these factors. ��r O�WJpsy, 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 drag loads along bottom chord from 0-0-0 to 20-0-0 for 349.0 plf. �� 51398 q, �•� is �SSrONAL G May 2,2017 A WARNING-Verify design paramefers 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 verfy the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the l, fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Suite 109 Citrus Heights.CA 95610 Job �B5 russ �s9 Type Qty iPly LGI, ,ES 1487-A RF dcc R50439535 1487-PLRF 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?4WzX6j2oOryaE9z9zKrFr-E4EAAaAiuDIDG31 KUBzlzs?sz9vo9Mva8F9EnPzKk7V - 1-1 17 - -0-15 -8-13 6-0- 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 4x5= E 5x8 5:� N O 5x8 D F 2x4 2x4 C G M P A 8 H L J 05 = K 4x5= 3x4 = 5x8 3x4= = 9.044 174•0 25.11-2 35.0.0 8.0.14 8-52 8-5-2 9-0-14 t Plate Offsets(X.Y)— (0:0.4-0,0-3-01,(F:0-4-0,0-3-01,(K:0-4-0 03.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl 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 O Rep Stress Incr YES WB 0.86 Horz(CT) 0.15 H n/a n/a BCLL 0.0 Code IRC2015rTP12014 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-B,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.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 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 1L1 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. `� WASH T 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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. 51398 � �sSjONAt May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cilrus H i hl 1 Job Truss ss Type Qry Ply LGI r c51487•A RF dcc R50439536 14B7-A RF B6 GABLE 1 1 Job Reference o Ilona BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:52 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-ATMwbGByQr?xVNAjbc?D3H4FFze3dSxtbZeLrizKk7T i -3.0 8 -0 0 6-5E 5-9-10 5-3-0 0 16-11-6 -0-0 Scale=1:60.8 5.00 12 4x5= J 8xl2% F Al H M 0 AJ 3x4 D E (`, aS T U C L V W AH AK AD B X d� Y Id 3x6 = AG AF AE 3x6 C 3x4= 3x4 = 3x4=3x4= �AC AS 190 2 8 fi 0 16-0-0i 35-" _ 8-6-0 19-0-0 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 0.51 Vert(LL) -0.13 B-AG >999 240 MT20 185/148 (Roof Snow=25.7 0.)0 B Lumber DOL 1.15 BC 0.68 Vert(CT) -0.30 B-AG >974 180 TCDL Rep Stress Incr YES W 0.12 Horc(CT) 0.07 X n/a n/a BCDL .0 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 joinl(s)AB,AA,Z,AD,B except AC=-130(LC 20) Max Grav All reactions 250lb or less atjoint(s)AB,AA except X=255(LC 1).Z=282(LC 20),AD=1187(LC 20), B=1165(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2182/368,C-E=-1929/345,E-F=-253/113,F-H=-251/138,E-G=-1361/213, G-1=-1413/238,I-K=-1473/265,K-L=-1470/257,L-N=-1519/288,N-P=-1565/321, P-R=-1598/340,R-AD=-1688/383 BOT CHORD B-AG=-248/1936,AF-AG=-124/1363,AD-AF=-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.ll;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 ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. ,,V O�WASH yJ, 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is -� the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 4 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 51398 , tq 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 �1. R.-IN I � will fit between the bottom chord and any other members. �v 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 S70NAL t 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 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chard 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 oftrusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21 B N,Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Trusts iss Type Iuly Ply LGi r. *ES 1487-A RF Me R50439537 1487-PLRF E1 FINK 6 1 Job Reference o lional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:53 2017 Page 1 ID:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-efwJpcCaB87o7Xlv9JXSbVdQCN-n Mu20gDNvOkzKk7S 6.6_ 8 12.3-0 18-0.10 24-SA 7.S4I40'r 1-0-0 t3�5$ 5-9-10 5-9-10 8." 1- Scale=1:42.5 4x5= D 5.00 12 L M 2x4 \\ K N 2x4 C E J 0 8 F I H 3x6= 5x6= 3x4 = 3x6= 8 6 0 1 18 0 0 1- 24.6.0 8.6.0 7.8.0 8 6 0 Plate Offsets(X,Y)- r1:0-3-0,0-3-41 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 0.50 Vert(LL) -0.14 B-I >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.31 B-I >941 180 TCDL 7•0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.07 F 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 forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M" pal 8 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. . O �0�► ,� 51398 a� s`rr�NAL��a May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. seases 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 ANSI/TPI1 Quality Criteria,DSBA9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitt)312,Alexandria,VA 22314. Suite 109 Citrus Her Ms CA 9501 Jdb Truss .rss Type City ply LGI.. .CS 1487-A RF dcc R50439538 1487-A RF C2 Common Supported Gable 1 1 Job Reference o Uonal BMC, EVE RETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:54 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-6sUhOyDCxSGfkhK6jl2h8iAhlnTD5MJA3s7SwAzKk7R t-0.0 1 12-3-0 ( 24." .25� 1 0.0 12-3-0 12-M 1-0-0 Scale=1:42.5 4x5= H G 5.00 12 AC AD AB F J AE E K D L C M B N �+ 0 I$ 3x4= AA Z Y X W V U T S R Q P 3x4= 3x4= 24.6.0 24-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 N n/r 180 MT20 1851148 (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 WE 0.07 Horz(CT) 0.00 N n/a n/a BCLL 0.0 Code IRC2015lrP12014 Matrix-R Weight:96 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No.2 REACTIONS. All bearings 24-6-0. (lb)- Max Harz B=-66(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s)B,V,X,Y,Z,AA,T,S,R,Q,P,N Max Grav All reactions 250 Ib or Tess 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.Il;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 9-3-0,Corner(3)9-3-0 to 12-3-0. Exterior(2)15-3-0 to 22-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. LL 8.q 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� OQ WASr 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 �P+ will fit between the bottom chord and any other members. Q C0 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. v0¢+o ,p8 51398 , ssr�NAL��G May 2,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-09 and Boat Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Sufte 312,Alexandria,VA 22314. Suite 109 Citrus H ht A 95610 co D - [ 'A m X m 9(D m m m o n a 7 'N"ID C Wo � ^� GI 7`W� 7 AW61 -- D O N df0.O j a Y 9p a 0 �/� 0 O 0 N NI 7 � _� j O VI nS?oG�ncno p �� m N o c �a Z s o f 1'D ° o m -i m o m o> Dpo n Z o m o 0 9' d o n 9 O a y a a m o ovm W OO 3 a N N•Q N _n C fD f•7 r O N �-CD C 111 C CD CD N N (D A O-a 7 D °< Z CD O, CO z O D7 dC O N O � (D .-. N CL O O 3 (� ,m N -3 C N N n 0 N N n<-0 S S N v N d y ' O' S (n m O- y' n Q �- N N o'D) ��0 0 � CD D rno Q o o c o �7md O O 2 O O .n..o CD N N N w 3 N N •fD A (con N W d fD O 0 � � O-� � N 00 C N ID N o O N � ID (D O p1 d O m N O O fD f) y N'CD 3'C 7 O n.3 Z N a a o O N j n d n Q 2,512. Z m y o o d _nog Q 9 o nm 0 3 ° 2 o m o o 6 o. -1 (n 7 j' o S f0 E 3 fD O > n D n 7 fD u N � N CD C N m N N c _ S N 3• c N Q O n 0 N N N CD o 7 0 w p N O O_ I 7 0 7 3 O S O�.N 6 r j (%1 O D:<D CD CD (D cn cD N N Z V7 d CD n o•`2 CD D) O N O C N O CD fD N 2 c „O.Cr � O N 01 O CD X O 7' -d N CD 2 q ,< p 7 y Er O N =r 7 CD N fn CID CD m e c m m n z a TOP CHORD cm xAo co U p'Q N vi cwo- m 0 W� rC1 1 Z ro m 7 N c fD p w Cn m y m z c- 7 N � CO) -,n DQ 0 CD � N n n WNInm X Cl) zxm nm mo m 6 yO p c00 .Z 7 mm Cr CD n ch < m co (p CD .. I? () CD c CD N N D CO)y inJ O VV2-7 D 0 y N v, (p N m T X -1 O n ■ CD © am co XU) m zz m pj. N m cn o g �, < m = CDo y, 0 CDcn _ J N . 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O fD N N fD d-°" N y G y '7'"m IC a 7 ° ''�o o 3 0'n n•3 � V p 7 O'W m 7�D y N n^ a m 7.O W C N Q (D 7 7 N (ND .7 C O1. io_ a c c o 2 w a 7 7 c m CL (�7 Ia 0 CD ' 3 D y m m M 7' IG 7 fD m Q 3(D m y m 0 � D1 2 N O CD y n (pp] CO 9 CD 9 fD 2 N y fD c 7 n y 2 .7. ,-2 y W m C fn m ID 7 �° D1ai N CD CD fD O n _ fD N 5� ry� �O 3 pZ n Dj C �a v n j N a T�OI �N a 1O y° °:n n O ^ 7 N N C C m n m y O CD O" y O'7 fD z 2 7 a m (D y 7 l/ dS2 -,D c �3 mm c do m .m ms 3 aF <o �' nyy c m�dy mo c �n m3 7 m m 'm 7? tyro 7 my 3o f Dwo Z o mo �mc� fl) O o N Q n x y o o�' 2 n fD c Z m m m m n n 3 R. m C iY 3 y m m c m ° . @ a ? m D2�Dn B c D m N a w m v o �5 ? m a w 2 Q m m m J O W 7 n S a o G)a <f0 O1 (0] ZOO y 5 O j (o N O (p y ^ 'w I°O n N f0 3 J y 0 R J ..n N. 7? UI D'3j j a � N p m � i @'< L y C• " a a 7.° m ° 'm y °: 7m > 3° 0 o fD 7 v m m o m C O- m G (D Q 7 V m n fD a N7 N.°. O ti �9 .�O 7 g ID 7 -0 O.fD `°' w0 s s � m � 5° r.N y3 O7 n� 2 � �a ?'� � m c y a �(9p. C3 CDCD /� O j° 72m CCD C m f7n S y_ f0 O C (D m 5 •ICL m/1 m fD N fD 10 V ��.■V y O' O m °� y N m 7 O O <Ol to F y aID o 3 0 3 y CD m rr rf NASH&ASSOCIATES ARCHITECTS PLAN 1487 BEAM, LATERAL & SEISMIC CALCULATIONS 4x.a.H,.sn • -••.. e GAZ IHOIWtAS NASOI.D ^STATE OF WASHINGT [received OCT 31. 2017 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH—ARCHITECTS.COM -- CLIENT; II 71 NASHaASSOCIAITS BEAM DESIGN DATA PROJECT: A11C111TECTS DATE: NAME: Roof Loads: LL 25#/sf DL 15 #/Sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/sf Total 50#/sf Deck Loads: LL 60#/sf DL 10 #/sf Total 70#/sf Solh 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 Jolsts & 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•IG) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM PLAN 1487 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 �j Date: 10/24/16 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft J Conddions NDS 2015 Min Bearing Area R1=2.6 in' R2=2.6 in' (1.5)DL Detl= 0.23 in Recom Camber=0.34 in DAM Beam Span 16.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000# Beam Wt per ft 9.11 # Reaction 1 TL 1673# Reaction 2 TL 1673# Bm Wt Included 146# Maximum V 1673# Max Moment 6692 W Max V(Reduced) 1464# TL Max Deg L/240 TL Actual Deg L/421 LL Max Deg L 1360 LL Actual Deg L/845 Attributes Section 00 Shear n' TL Deg in 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 Fd.(Psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 125 Uniform TL: 200 =A Uniform Load A R1 = 1673 R2=1673 SPAN= 16FT Uniform and partial uniform loads are lbs per lineal ft. CLIENT: NMH ASSOCIATES WIND AND 5E 15M I G DE51 GN DATA PROJECT: n It(.I I 1'1'r.(:T s PER 2015 IBC DATE: NAME: WIND DE516N CRITERIA DESIGN PER ASCE 1-10 I.NOMINALNLTIMATE WIND SPEED V/asd /Vult 05/110 mph 2.RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFIGENT +/-55 5.COMPONENTS AND CLADDING DE516,N PRESSURE +/- 16 psf BUILDINGS,STRUCTURE5,AND PARTS THEREOF SMALL BE DESIGNED AND CONSTRICTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DESIGN, ALLOHA5LE 5TRE55 DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS,AS PERMITTED BY THE APPLICABLE MATERIAL CFIAPTER, SECTION 1604.1 BUILDINGS, 5TRUCTURES,AND PARTS THEREOF, SHALL BE DESIGNED TO WITH5TAND WIND LOADS AS DEFINED IN SECTION 1609 AND A5GE 1-10 IMPLIFIED METHOD TO BE USED FOR HIND DESIGN PER ASCE 7-10,SECTION 215 ILDING HEIGHT 15 LESS THAN 160 FEET) 110 MPH ULTIMATE HIND SPEED USE 19.6 P5F PER TABLE 21.6.1 "EXPOSURE B" HOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USING HOOD SHEAR HALLS AND DIAPHRAGMS TO RESIST HIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CON5TRUGTED IN ACCORDANCE WITH AF 4 PA 5DPH5 AND PROVISIONS OF SECTIONS 2305-2306 5E15MI0 DE51ON DATA DESIGN PER ASGE 1-10/5ECTION 1613 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 5s I.bb *see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 O.T4D ease footnote at bottom of page 4. 511E GLASS D(default class per IBC) 5. SPECTRAL RESPONSE COEFFICIENT 5w OA'72 •see footnote at bottom of page 6. SPECTRAL RESPONSE C0EFFICENT 5M 0.148 •see footnote at bottom of page I. SEISMIC DE516N CATEGORY D 8. SEISMIC, FORGE RESISTING,SYSTEM PLYWOOD SHEAR HALLS 9. DESIGN 5A5E SHEAR (see selamic calculations) 10. SEISMIC RESPONSE COEFFIGENT Gs 0.13 Il.RESPONSE MODIFICATION FACTOR R 65 12.ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 13.RISK CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE 1 DE516NM IN AGGORDANCE WITH ASCE 1-10,SECTION 12.11.2 IN STRUCTURES A 91CPNED TO SEISMIC DESIGN CATEGORY G-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN ASCE '1-10,SECTION 12.10.2.1 BASE SHEAR V= (F 5OS/R)W ANCHOR BOLTSP 5/8" DIA X 10,A301 OR BETTER W/1"MIN. EMBEDMENT.V- 1104#/60LT • PER U565, THE MAXIMUM !E�IN THE STATE OF WASHIN6TON 15 0.148.ALL SEISMIC DE516N VALUES USED IN TH15 ANALYSIS ARE BASED UPON TH15 NUMBER.SINGE 5,15 LE55 THAN 0.15, THEN USE 5E15MIC CATEGORY D IF RISK CATEGORY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH—ARCHITECTS.COM d. W ❑ 0 _ _ I ❑❑ .. ❑❑ 1011 , r❑`❑ L!C ❑ 4 V 0 } w w M o � � Q a N �-v Q 0 N � LATERAL CALCULATIONS CLIENT: NMH&MOCIATO WIND WORKSHEET PROJECT: - - R CI r I r r.,"C T s DATE: 85 MPH/I10 MPH= NOMINALALTIMATE WIND SPEED NAME. I9.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (N) SHEAR UNIT SHEAR W z H z (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE /7, S Kqr >e qr 6 ) 3 23is� 501 y6 _ - C�7�S`Jra L3 ►5 y3 5C.I A C('5 �r � Z6Gt �3oxaxraj6) Sz � 2 /� � ?� y PI_� rr � �rs'xti xca�� ?C� � /� Zoo f'i- N'I 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM 5 I CLIENT: ll NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT_ _ �If R C 14 r'F ,C DATE:_ 1 Weight of Building: Roof Assembly: Asphalt Shingles - 2'00#/ft Cedar Shakes - 2.25#/ft Tile - 9.501/ft /it Felt - 0.15 #/ft Felt - 0.15 H/ft Felt - 0.15 /it 1/2" Plywood - 1.50 #/ft 1 2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 1 usses 0 24" o.c. - 1.75 Nt t Trusses 0 24" o.c. - 1.75 #/ft Trusses 0 24" o.c. - 1.75#/it R-3B Insulation - 2.35 R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00t 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#/it Use 10.00#/ft Use 18.00#/ft lot & 2nd Floor Assembly: Caret / Pad - 0.60#/it Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.60#/ft 3/4" T&G Plywood - 2.50#/ft 240 0 16" o.c. - 2.30#/ft 2x10 0 16" o.c. - 2.30#/ft 1/2" GWB Ceiling - 2_00#/it 1/2" GWB Ceiling - 2.00#/ft Total 7.30#/it Total 9.30#/ft Use 10.00#/it Use 10.00#/ft Interior Wall Assembly. Exterior hall Assembly: 1/2" GWB - 2.00#/it 3/4" Wood Siding - 2.3C)1/ft /ft 2X4 ® 16" O.C. - 1.10 #/it 1/2" Plywood - 1.50 /it 1/2" GWB - 2.00#/it 2x8 0 13o.c. - 1.37 Total 5.10 #/it R-21 Insulation - 2.10 $/ft Use 8.00#/it 1/2" GWB - 2sQ0 /it Total 9.27#/it Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM CLIENT: _V NA'm&MOCIAT"" SEISMIC ANALYSIS PROJECT: �r ARCITTTV(( DATE: NAME: 2 - -- SEISMIC: V - (C-) (WO (plywood) 2nd Level: Roof: or (Asphalt / Cedar Shake) 10#/ft X ,sf = (Tile) 18#/ft X of Exterior Walls: L x 10#/sf x 1/2 (h) (E2) Interior Walla: L x B#/sf x 1/2 (h) TOTAL — lot Level: Roof: (lot Floor Roof) 10#/ft X /,0P-7 of = V 2nd Floor. 10#/ft X_ of ®_ Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) /'?0 O V Cf- 5 - --- (E1) Interior Walls: (10 + L x 8#/sf x 1/2 (h) 7S6 Q (I1) TOTAL Basement: lot Floor: 10#/ft X_ Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL = 8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: NASH•ASSOQATES SEISMIC ANALYSIS PROJECT: DATE:_ NAME: 3 BASE SHEAR: BASE SHEAR V= (F SP5/R)W LEVEL 2: Wdl 1 x 0.149 = LEVEL 1: Wdl 7 4 1 1 # x 0.149 = TOTAL Wdl_ay l 1 # x 0.149 = _51 17 (V) Dead Load He i ht Moment Shear ® Stor Level (Wdl) (h (rPdll Fx = [(Wdl)(h)TV Remarks (Wdl)(h) 2 k 0 3�-i Oz3/ 1-7 Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM I - _1-- NASH&ASSOCIATES CLIENT: -- i SEISMIC ANALYSIS PROJECT- , ucirtr�-:rrs DATE: NAME: 4 -- - 0 W tR v� Wz% E-4w N N - N z A w — H ,4xo ca N N m `1 - I= 8003 118th AVE NE Kirkland, WA 98033 (425) 826-4117 - WWW.NASH—ARCHITE-QTS.COM I CLIENT:_ -I NASHkASSOQ1lTES SEISMIC ANALYSIS PROJECT: DATE: NAME: 6 Redundancy Factor (pL 1. Maximum allowable wall shear for p<=1 Vurnax = (2)(Vacestory)/Ab l/2 Ion`. �z35 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) 717 3 oy, LviNO S 60il� 8003 118th AVE NE Kirkland, WA 08033 (425) 828-4117 WWI.NASH-ARCHITECTS.COM i Date: 04/10/2026 Permit#: 1723 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#: 01166900000900 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 16809 91st Drive NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 9Block: Permit#: 1723 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- 01166900000900 1 6809 91st Drive NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date [ nspection Type D escription S cheduled Date C om lieted Date I nspector S tatus 01/22/2018 R 18. Down spout connection not 01/19/2018 C orrections- STORM W XER ready-Ryan M Aler Needs FINAL reinspection 12/21/2017 R20.SFR/DUPLEX 04/12/2018 B UILDING C om lieted FINAL Plan Reviews Date Review Type D escription A ssigned To R eview Status 11/01/2017 RESIDENTIAL SINGLE Site plan in wts all land use regulations. FAMILY 11/01/2017 RESIDENTIAL SINGLE BUILDING FAMILY Fees Fee D escription N otes A in cant 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 in nity SF S ingle Fam iy $1,662.00 Plum ling Base Perm i Fee $25.00 Mechanical Com in ecial Perm i T able 4-7;Per Unit 1 1 @$12 $132.00 Processing/Technology $25.00 State Surcharge- 1st DU R esidential- 1st Unit $4.50 Traffic Mitigation-SF S ingle Fam iy $3,355.00 Water Heater(Tank) $25.00 Building Perm i T able 4-1 $2,140.84 Building Plan Review T able 4-2 $1,391.55 Total $8,845.89 Attached Letters Date Letter D escription 11/14/2017 Building Perm i Paym nits Date Paid By D escription P aym dit Type A ccepted By A in cant 11/01/2017 LGI Hom e;-Washington Check#5726 K ristin Foster $7,454.34 11/01/2017 LGI Hom cs-Washington Check#5725 K ristin Foster $1,391.55 LLC O itstanding Balance $0.00 Uploaded Files Date File Nam e 11/28/2017 2803069-1723 Issued Penn i.pdf 11/02/2017 2751654-1723 Signed Application.pdf 11/01/2017 2747947-1723 Application.pdf 11/01/2017 2747948-1723 Site Plan.pdf