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Home My WebLink About8917 171st Street NE_BLD1470_2026 RESIDENTIAL PERMIT APPLICATION 7 Department of Community&Economic Development 'f'L rd 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: 17'I S r 5'�— t'�f— Plat: &t 0 L kz�� 4(31 U[ Single-family ❑ Duplex ❑ Townhouse Addition ❑ /ccessory structure Proposed Area: list Floor: 96 2nd Floor: G Garage: Total SF: Describe Proposal (include cross street): Lk; (r) �l � /V 51- Avg- 1%J I- Valuation:, �� 1. � Owner: L(2 l•' m',i — S41 n1CLZTz� Address: 11 J2 D A & l a-l"SL-:4-/03 City: ,4e _Z State:4114 Zip Code: 7 U� Phone: �f Z� �� ® Email: Applicant: U-7( ��r /� `4 AA,1G,�D C-Co - Address: Vql-,) /,if Idy l#SC— l(g City:✓ State: Zip Code: Phone: ' �� l r Email: 11t W,�c- Contractor: a,' LAddress: If�f/ l�rL �)`� ( `ID� City: a State: If Zip Code: Phone: Email: Contact Person: Aj License Number:L-6 &5-�* Expiration: Z 6/16LP Page 7 of 3 BAN `'' RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development � l City of Arlington • 18204 59th Ave NE•Arlington, WA 98223• Phone(360)403-3551 I�-av Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) `la--Bath/Shower Combo (4.0) x Sink(1.5) x Shower(2.0) x f [ Lavatory(1.0) x Clothes Washer(4.0) x Water Closet(2.5) x [ --Dishwasher(1.5) x I Water Heater x [A-- Hose Bibb (2.5) x Water Heater Model# FA Other(list) x C 5W �U 57-9 ,1 Plumbing Section Continued Proposed Water Piping Size: � � Proposed DWV Material: �5 Proposed Piping Material: S �� Proposed DWV Size: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development 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: QA�Furnace(80+) Model# TAn rj AFUE F� U Heat Pump Model# SEER HSPE AC Unit Model# SEER �1 Type ll Hood U Commercial Cooking Appliance U Hydronic Piping Q1 Boiler UI Solid-Fuel Appliance ❑ PV System QI Fireplace Insert U Outdoor BBQ ❑ Storage Tank Freestanding Stove I�Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ Pipe Material: TAq�L I ti ipe Size: I( Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: 7 • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: /IU7i.4L, — Date: �dI A . Print Applicants Name: t'vl f�l_t- kD A'�Z1S 6/16LP Page 3 of 3 ` CITY OF ARLINGTON s 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:8917 171st Street NE Permit#:1470 Parcel#:0 1166900003 100 Valuation:264649.77 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `I-13 DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX TICE:Sales tax relating to construction and construction materials in the City I' gton st be reported on your sales tax return form and City f lington# ]O1. \)N1e- V Cc5'i� Sk nature Print Name Date leased By Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test) were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New tail pieces will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/6/2017 Building Permit Fee $2,719.73 6/6/2017 Building Plan Review Fee $1,767.82 6/6/2017 Furnace $25.00 6/6/2017 Gas Outlets Base Fee 1 to 5 $10 00 6/6/2017 Mechanical Fee(Enter Fixture Fee) $25.00 6/6/2017 Mechanical Permit Base Fee $25.00 6/6/2017 Park-Community SF $1,662.00 6/6/2017 Plumbing Permit Base Fee $25.00 6/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $168.00 6/6/2017 Processing/Technology Fee $25.00 6/6/2017 State Surcharge per Dwelling $4.50 6/6/2017 Traffic Mitigation $3,355.00 6/6/2017 Water Heater $25.00 Total Due: $9,837.05 Total Payment: $9,837.05 Balance Due: $0.00 CALL FOR INSPECTIONS III I IANG(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 x SETBACKS x NOTES.• EX/S77NG CGWTOUR x FRONT 20' .BUILDING DIMEN-90NS ARE TO SIDE ' FACE OF FOUNDA77OW ( J REAR 5' •GRADING%ONN AS DESYGW A07VAL LOICAAGW AIRY VARY / •SLOW£DRIVEWAY 70 PUBLIC ROAD 7 11__ •SJ'LT fEHOLF 70 BE INSTALLED PER F1rV157/ED OIGWTAUR 5'B�HL PRO°ER1Y LYTY OF ARVNGTOW S STANDARD � ) N8974'11"ry ONE •SYLT FENOL� 70 BE INSTALLED Ow (7)P.) GRAD/ENT S/D£6F BUILDING )0 R 45.00 PARa — — — — — •CONS7RUCAW ENTRANCE TO BE r I I — — — — — INSTALLED PER CITY OF ARLINGTOW S STANDARDS. STORM NOTES: PA770 39 SY- 7EX INSTALLED PR/AR? 70 CONS7RU0770W •BARE SOYLS COVERED N/7H A/ULO f 5 BSBL I I I I OR AN07HER APPROVED BAIP •7 506L PER N50OIE BAIP 7513 5, _- _- i I (EFF 12'DEPIHJ ,35.00 a ALL ON97E RUNO FT CONNECTED TO PRIVATE STCRV S711B •577E WALL BE STABILIZED PRIOR W L T 31 i 5'BSBL 70 BUILDING PERMIT BEING PWOPOSED RE5'DENCE PROOF OVERHANG R7NALIZEO XUW-215p GARAGE'LEFT i S/TENOTES, I 1/65RILINE FLd01/NG DRAINS AND Z o o o CIO ROac DRAINS TO PERMANENT O { i co r,°j� I STMIR M DRAINAGE SY57EM PER o BUILDING o, o I APPROVED PLAT DRA/NAG£PLAN ►{ER I ` . GARAGE OU71/NE = I OW FILE N17H THE COUNTY. OONN£C7/all J •AREA OF D157ZIRBANCE INOYUDES 5'PRIVATE I i $4,,5 �\ i ENLRE LOT. S7t RM i 2000 h10.50 LEGEND: — --EASEA/E]VT a i- I o- BLOW OfF SmR m OYEANOUT. o ® WRIER A/EIER CONNECT ROOF'AND FOOLING DRAINS 24 20 B ARE HYDRANT a N 10 PUBLIC AIR VAC s e UNJ Y - -- — - — — — - . —EASE`MENT — _ ® CATOYI BASYN R O OYEANOUT d N8920'49"W d Ai a O A/ANHGYE 3E3 ° ® BLOOM( WALL CORNER,, 1' � WA7D7 TREE REMOVAL 112'WA71R SERNL!- ^/ I 147L00 Z 171 S 7' ST. NE 8'SENOP SC4L£1'=20' r o v o LOT31 e d, ° SITE PLAN GREGOR Y PARK LG1 HOMES PLAN NO. KETTLE-2159 LOT AREA = 4,358 SF DATE 511212017 PARCEL # LOT 31 HOUSE= 1,588 SF 14711 NE 291h Place,#101 DRIVEWAY= 433 SF CaE 425.885Bellew.•.Wo7877,n1^a1Faxo^425 98007.885.7963 DESIGNED CORE ADDRESS 8917 171ST ST. WALKWAY/PA770 = 39 SF `DESIGN PROJECT NUMBER TOTAL= 2,060 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 BUILDING INSPECTION REPORT— Residential Final Permit No. 1470 Address: 8917 171 st Street NE Contractor: LGI Homes -Washington, LLC Owner: LGI Homes - Washington, LLC Date: 10/16/2017 L� APPROVAL PARTIAL APPROVAL CORRECTION ❑ OTHER i INSPECTION: Final Building ADDRESS NUMBERS: ❑ ACCESS: 11 PLUMBING: ❑ MECHANICAL: ❑ SMOKE DETECTION: E� CO DETECTION: LIFE SAFETY: DECKS: ❑ HANDRAILS: 0/ PLANTINGS: ❑ WATER: Ef SEWER: ❑ LB HTING: C� FINAL ELECTRICAL:OWER DOORIDUCT CRT INSULATION CERT: Date: 10/16/2017 Inspector: Kevin Olander 'FiN�S� savE- ncr�r ^j,NSjALL r°J/Sl4-1.�RS61t7Z SE�t h- c vt 'r J►5, CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:8917 171 st Street NE Permit#:1470 Parcel#:0 1166900003 100 Valuation:264649.77 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `/-$ DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10/IRC1 I0. SALES TAXNOTICE:Sales tax relating to construction and construction materials in the City I' gt tli-ofin st be reported on your sales tax return form and City f lington# 101. ( i `jmze 11 at ,Cv t1 71 S nature Print Name Date leased By Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test) were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New tail pieces will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/6/2017 Building Permit Fee $2,719.73 6/6/2017 Building Plan Review Fee $1,767.82 6/6/2017 Furnace $25.00 6/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 6/6/2017 Mechanical Fee(Enter Fixture Fee) $25.00 6/6/2017 Mechanical Permit Base Fee $25.00 6/6/2017 Park-Community SF $1,662.00 6/6/2017 Plumbing Permit Base Fee $25.00 6/6/2017 Plumbing Permit Fee(Enter Fixture Fee) $168.00 6/6/2017 Processing/Technology Fee $25.00 6/6/2017 State Surcharge per Dwelling $4.50 6/6/2017 Traffic Mitigation $3,355.00 6/6/2017 Water Heater $25.00 Total Due: $9.937.05 Total I'm men t: $9,837.05 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit Information Date 5/19/2017 Permit Number 1470 Project Name LGI Homes-Washington,LLC Applicant Name LGI Homes-Washington, LLC Applicant Address 11410 NE 124th Street,#103 City, State, Zip Kirkland,WA 98034 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 8917 171st Street NE Valuation 264649.77 Status Applied Permit Issued Permit Expires Square Feet 2577 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Launa Peterson Property Information Owner Information Parcel#: 8917 171st Street NE Contractors Contractor Name Primary Cont�360-353-0588jake.jabusch(cD_Iqih Phone Email Contractor Type License License# LGI Homes-Washington, LLC ake Jabuschomes.com ONTRACTOR -abor and Industries ILGIHOHL857MB Review Date Type Description I Target Date Com leted Date Assigned To Status 5/19/2017 Residential Dwellin 3/2/2017 kmy Rusko In Review 5/19/2017 Residential Dwelling '/2/2017 IlRick Karns 111n Review Uploaded Files Upload File Date File Uploaded B 5/19/2017 1:40:11 PM 1470 Applicatiun.pdt Peterson. Launa X 5/19/2017 1:40:11 PM 1470 Site Plan.pdf Peterson, Launa x ��yp RESIDENTIAL PERMIT APPLICATION 0 Department of Community&Economic Development ��ll�G`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: " "I 5 r/ 7 '_>X I v f-- Plat: 6, 0 �kz L431 3 Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ /ccessory structure Proposed Area: 1st Floor: 96 7 2"d Floor: J 5 G Garage: Total SF: Describe Proposal (include cross street): �� Valuation: Owner: Address: �� (� a1� rzY { _�L /D� City: k1al4AIo State: Zip Code: I O Phone: TU�® � / Email: 411114�.4- 1151G_14d/-4m'os. evjlo Applicant: U-7( /-� y 4 SAA,/ 7L Address: Ilq/l) /tff- P-Y I f S� /O�City: kAZk411-9State: Zip Code: Phone: __e2 *IF r Email: 1UATVA 5 /" 14A99. Contractor: C a,"Vte �(A5 L L L'�— Address: I f IU� I,a`j j City: Lt� State: Zip Code:. Phone: Email: {?i1/ "./�'Dklm _/161( S. no-le., Contact Person: License Number: Expiration: Z b:z-- npceived -i)OD l41 � 6/16LP Page 1 of 3 i Y RESIDENTIAL PERMIT APPLICATION 0 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) `C —Bath/Shower Combo (4.0) x r Sink(1.5) x Shower(2.0) x l [ Lavatory(1.0) x Clothes Washer(4.0) x Cad Water Closet(2.5) x [�)---Dishwasher(1.5) x _Water Heater x !� Hose Bibb (2.5) x Water Heater Model# Other(list) x Plumbing Section Continued f T Proposed Water Piping Size: s h Proposed DWV Material: a5 Proposed Piping Material: Proposed DWV Size: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 Y U� RESIDENTIAL PERMIT APPLICATION Department of Community&Economic Development City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 1f- Furnace(80+) Model# 1 AFUE a! Heat Pump Model# SEER HSPE AC Unit Model# SEER Q1 Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler LJI Solid-Fuel Appliance J PV System ❑ Fireplace Insert IJI Outdoor BBQ j Storage Tank Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ Pipe Material: ( ONCI ipe Size: I� Total BTU's of all Appliances: bic- 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: +e Print Applicants Name: 6/16LP Page 3 of 3 X - - x SETBACKS fRANT 20' NOTES.- EUSANG LYW7DLpR X n?0 2 •BUILDING D/MENSVVS ARE TO / (7)P) FACE 6IF FOIUNOA77LIV �; REAR 5' •6 RAO/NG MOM AS DE-76N ACTUAL LXAAO➢V MAY VARY •SYLWE DRIVEWAY 70 PUBLIC ROAD S1/ED CMG V70YVR 5' L pRaPE FTY •.9L T fENCF TO BE INSTALLED PER ER CITY OF ARL/NGTOW S STANDARD ( ) N8974'11"W � •SILT FENCE 70 BE INSTALLED LW 64AD/ENT SUE OIL'BUILDING )0 45.00' PARLEz ———— —— r-T— — •CONS7RUCALW EHARANCE 70 B£ r——— — INSTALLED PER CITY OF ARL/NGTWF STANDARDS STORM NOTES.- PA AO,T9 SF I I •7ESC INSTALLED PR16R TO I XNSARUCALW °BARE SCES COVERED IW7H MULCH 5'BSBL I I I I LYR AN07HE1R APPROVED BMP I� TLPSOlL PER WM06c'BMP 75 IJ DEPI ` 5•r -----4-- --------- , � I ALL GWS/R NLIFFCONNECIFD TO ,35.00 i I PR/VA1£STLM7M S1UB •.77E SR/ALL BE STABILIZED PRIOR L T 31 5 SS& M 81110ING PERMIT BRNG PROPOSED RESIDENCE I'ROOF OVERHANG RNAL/ZE0 II o� IfETTLE-2159 GARAGE LEFT I SITENOTES: i o 8t O ^ I •776HR/NE FOOANG DRAINS AND = o ROIL'DRAINS TO PERMANENT BU/LD/NG '�� I S70RM DRA/NAX SYS7E/PER WINE °j o ( APPROVED PLAT DRA/NAI,E'PLAN SE7i£IP I i GARAGE = I LW FILE WH 7HE COUNTY. CLWNECAOW i •AREA OF DISTURBANCE INCLUDES 5'PR/VA7E- I 44.3Qo i EHARE LOT. EAZMENT I - 20.00 h h1O. O of LEGEND: - - - - - - nL;; r-- I ICE OR/VL�WA��, -- i L -----•��' o- BLOW OFF S77M CLE�4N T. a ® WATER ME7ER CONNECT ROOF AND 4 20'BS �o 4( FIRE HYDRANT FOOANG DRAINS P4 N 10,PUBLIC AIR VAC �° unur`'r - - - - - - - - - - - - _ _ -EASEMENT ® ® CATLYIBAMN p �q /� O LY£ANOUT ,4- °4 4- d a - N89�0'49"W c�. °< a O ° d e MANHOLE t 4 ° _i-J BLOCK WALL - r CONtNEiP, 1' khry /" WSEf07 4;�- 9 AREE REiI/OVAL 12 WA7ER NCE t00 _1715 S_T. NE , 51�IfE/R +8" 4- ISr"I'm 20' o LOT 31 D SITE PLAN as d �, a d GREGOR Y PARK L GI HOMES PLAN NO. KETTLE-2159 LOT AREA = 4,J58 SF DATE 511212017 PARCEL # LOT J1 HOUSE= 1,588 SF 14711 NE 291h Pi—,#101 DRIVEWAY= 433 SF 8e1—,W-hMgf-98007 DESIGNED CORE ADDRESS 8917 171ST ST. CaE 425.885.781 Fax 4211185.79°3 WALKWAY/PA AO = 39 SF ��DESIGN DRAWN CA PROJECT NUMBER TOTAL= 2060 SF ENGINEERING • PLANNING • SURVEYING 13024L-GRG00 J+ 1 NASH &ASSOCIATES ARCHITECTS h PLAN 215 9 BEAM, LATERAL & SEISMIC CALCULATIONS 4t� .' REGISTERED ARCHI'fEC Received " 1 1()IM S IVASH -IAIT' 01`WASHINGTON MAY 19 2017 FF�cE COPS. ® 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: -I NASH&MOCIATES BEAM DESIGN DATA PROJECT: \RC14ITFCTS DATE:_ NAME: Roof Loads: LL , r 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 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•IG) E = 1.800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-B Date:7/20/16 election 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.9 inZ R2=2.9 in' (1.5)DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 ILL 1125# Reaction 2 ILL 1125# Beam Wt per ft 6.17# Reaction 1 TL 1815# Reaction 2 TL 1815# Bm Wt Included 31 # Maximum V 1815# Max Moment 2269'# Max V(Reduced) 1377# TL Max Defl L/240 TL Actual Defl L/879 ILL Max Defl L/360 ILL Actual Defl L/>1000 Attributes Section(in')_ Shear(in ) TL Defl(in) ILL Defl Actual 30.66 25.38 0.07 0,04 Critical 23.27 11.47 0.25 0.17 Status OK OK OK OK Ratio 76% 45% 27% 21% Fb(psi) Fv si) E(psi x ruil) Fc L(psi) Values Reference Values 900 180 1,6 625 Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 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 ILL 450 Uniform TL: 720 =A Uniform Load A R1 = 1815 R2= 1815 SPAN =5 FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1-C Date:7/20116 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.9 in' R2=2.9 in (1.5)DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 1125# Reaction 2 LL 1125# Beam Wt per ft 6.17# Reaction 1 TL 1815# Reaction 2 TL 1815# Bm Wt Included 31 # Maximum V 1815# Max Moment 2269'# Max V(Reduced) 1377# TL Max DO L/240 TL Actual DO L 1879 LL Max DO L/360 LL Actual Defl L/>1000 Attributes Section in' Shear(in') TL Defl (.w) LL Defl Actual 30.66 25.38 0.07 0.04 Critical 23.27 11.47 0.25 0.17 Status OK OK OK OK Ratio 76% 45% 27% 21% Fb(psi) Fv(psi) E(psi x mil Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 Adjustments CF Size Factor 1.300 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:450 Uniform TL: 720 =A Uniform Load A 1 _ J Z\ R1 = 1815 R2= 1815 1 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. M1 li � Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 7/20/16 Selec ion 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.6 in R2= 1.6 inz (1.5)DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 800# Reaction 2 LL 800# Beam Wt per ft 7.87# Reaction 1 TL 1020# Reaction 2 TL 1020# Bm Wt Included 39# Maximum V 1020# Max Moment 1275'# Max V(Reduced) 705# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max DO L/360 LL Actual DO L/>1000 Attributes Section(in') Shear(in') TL DO(in) LL DO Actual 49.91 32.38 0.02 0.01 Critical 14.16 5.88 0.25 0.17 Status OK OK OK OK Ratio 28% 18% 7% 7% Fb(psi) Fv(psi) E(psi x rail — Fc I(psi) Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 Adjustments CF Size Factor 1.200 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:320 Uniform TL: 400 =A Uniform Load A R1 = 1020 R2= 1020 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 7/20/16 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=5.8 inz R2=5.8 in' (1.5)DL Defl= 0.06 in Recom Camber=0.09 in Data Beam Span 6.0 ft Reaction 1 LL 2430# Reaction 2 LL 243011 Beam Wt per ft 6,83 # Reaction 1 TL 3771 # Reaction 2 TL 3771 # Bm Wt Included 41 # Maximum V 3771 # Max Moment 5656'# Max V(Reduced) 2828# TL Max Defl L/240 TL Actual Defl L/571 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in' TL Defl in LL Defl Actual 42.19 28.13 0.13 0.07 Critical 28.28 17.67 0.30 0.20 Status OK OK OK OK Ratio 67% 63% 42% 35% Fb(psi) Fv(psi) E(psi x mil Fc► psi Values Reference Values 2400 240 1.8 650 _Adjusted Values 2400 240 1,8 650 Adyustrnents 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:810 Uniform TL: 1250 =A Uniform Load A R1 =3771 R2=3771 SPAN=6 FT Uniform and partial uniform loads are Ibs per lineal ft. 'Al Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-3 Date: 7120/16 Selection 3-1/8x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 10.3 in'R2= 10.3 in' (1.5)DL Defl= 0.12 in Recom Camber=0.19 in Data Beam Span 10.5 ft Reaction 1 LL 4148# Reaction 2 LL 4148# Beam Wt per ft 11.39# Reaction 1 TL 6675# Reaction 2 TL 6675# Bm Wt Included 120# Maximum V 6675# Max Moment 17521 '# Max V(Reduced) 5086# TL Max Defl L/240 TL Actual Defl L/483 LL Max Defl L/360 LL Actual Defl L/924 Attributes Section(in') Shear(in=) TL Defl On LL Defl Actual 117.19 46.88 0.26 0.14 Critical 87.61 31.78 0.53 0.35 Status OK OK OK OK Ratio 75% 68% 50% 39% Fb(psi) Fv(psi) (psi x mil) Fc L (psi) values Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 A( ustments 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:790 Uniform TL: 1260 =A Uniform Load A R1 =6675 R2=6675 SPAN= 10.5FT Uniform and partial uniform loads are Ibs per lineal ft. Plan 2159 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date:7/20/16 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 11.0 in2 R2= 11.0 in (1.5)DL Defl= 0.30 in Recom Camber=0.46 in Data Beam Span 20.0 ft Reaction 1 LL 4600# Reaction 2 LL 4100,1 Beam Wt per ft 22.42# Reaction 1 TL 7124# Reaction 2 TL 7124# Bm Wt Included 448# Maximum V 7124# Max Moment 35621 W Max V(Reduced) 6056# TL Max Defl L/240 TL Actual Defl L/357 LL Max Defl L/360 LL Actual Defl L/651 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual 276.75 92.25 0.67 0.37 Critical 184.57 37.85 1.00 0.67 Status OK OK OK OK Ratio 67% 41% 67% 55% Fb(psi) Fv(pJ— E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2316 240 1.8 650 Adjustments Cv Volume 0.965 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 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:460 Uniform TL: 690 =A Uniform Load A l R1 =7124 R2=7124 SPAN=20 FT Uniform and partial uniform loads are Ibs per lineal ft. ti }: I CLIENT: — NASH-ASSOCIATES WIND AND 5E 15M I G DE51 CAN DATA PROJECT: n 1c PER 2015 1 BG DATE: NAME: WIND DESIGN GRITERIA DESIGN PER A5GE 1-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. R15K GATEGORY II 1.00 3. WIND EXPOSURE GATEGORY "B" 4. INTERNAL PRESSURE GOEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS, STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH 5TRENGTH DES16N,LOAD,AND RESISTANCE FACTOR DESIGN,ALLOWABLE STRESS DESIGN,EMPIRICAL DE516N OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER,SECTION 1604.1 BUILDINGS,STRUCTURES,AND PARTS THEREOF, SHALL BE DESIGNED TO WIT145TAND WIND LOADS AS DEFINED IN SECTION 1609 AND A5GE 1-10 51MPLIFIED METHOD TO BE U5ED FOR WIND DE516N PER ASGE 1-10,SECTION 215 (BUILDING HEIGHT 15 LESS THAN 160 FEET) 110 MPH ULTIMATE HIND SPEED USE 19.6 PSF PER TABLE 21b.1 "EXPOSURE B" WOOD DE516N PER SECTIONS 2304-2306. STRUCTURES U51NG WOOD SHEAR WALLS AND DIAPHRAGMS TO RE515T WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN AGGORDANGE WITH AF 4 PA 5DPW5 AND PROVISIONS OF SECTIONS 2305-2506 5E15MIG DESIGN DATA DESIGN PER ASGE 1-10/5EGTION 1615 I.SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 1.66 *see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0148 *see footnote at bottom of pago 4. 51TE GLASS D (default class per IBC) 5. SPECTRAL RESPONSE COEFFIGENT Sao 01-72 *see footnote at bottom of page 6. SPEGTRAL RESPONSE COEFFICIENT Sq 0.746 *gee footnote at bottom of page 1. SEISMIC DE516N CATEGORY D 8.SEISMIC FORGE RE515TIN6 SYSTEM PLYWOOD SHEAR WALLS 9. DESIGN BASE SHEAR (see selsmic calculations) 10. SEISMIC RESPONSE GOEFFIGENT CIS 0.13 11. RESPONSE MODIFICATION FACTOR R 65 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13. RISK CATEGORY II THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DE516NED IN ACCORDANCE WITH ASCE 1-10, SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASGE 1-10, SECTION 12.10.2.1 BASE SHEAR V= (IF 505/R) ►^I ANCHOR BOLTS: 5/8" DIA X 10",A301 OR BETTER W/1" MIN. EMBEDMENT.V= 1104#/BOLT * PER US65,THE MAXIMUMS,IN THE STATE OF WASHINGTON 15 0.145. ALL SEISMIC DESIGN VALUES USED IN THIS ANALY515 ARE BASED UPON TH15 NUMBER. SINGE 5115 LE55 THAN 0.15, THEN USE SEISMIC CATEGORY D IF RISK GATEGORY 15 I, II, OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 Wf9W.NASH-ARCHMC TS.CO M I I I I I I I I ` I I I I I I � I I I I r I- -ld-1-1 U. �Lj F71 IL I I k�H i � �u� I � I I I I I I I I 1 1 I I I I 1 I I I I I I I ,. ,. I C M L hciz� V V � m � _ N c� `. _ N -- �. �.� k � N N ~ ,` � N � � S O Q � N NQ �N Q V .�` .. � � O' N ,^ �� - - �V _. , `�� ,, N J 1 �. ( � (` LATERAL CALCULATIONS CLIENT: NASH a ASSOCIATES Wp WOMMHEET PROJECT: :1ItCII1TkCTS DATE:_ 85 MPH/110 MPH= NOMINALNLTIMAT7_ WIND SPIED NAMF. M.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION IACATION TOTAL SHEAR FORCE (y) SHEAR UNIT SHEAR R x H x (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE � vh 1-7. sxa o Zvi (��`kakcg� 6 3o g 7 3 � / �� _--_ �P (?0�-Qk-jC1t6j Ll3 Z3Z8 30 ( -7 -7 - -- 6 v� l 6kC4 V q,G ) z13 �4 Z Z5 2 Ct?�I_ Lt01 Is-c( 17(• (0r< _ C(-7,FA-Crk( G,b k30 -7 fo l-7u �� (ZOkGrK�Gie / -1- Z32�� 5Ss& ZgC-1 �oXe4 4 /PLI 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 W"NASH-ARCHITECTS.COM r i :e I r CLIENT: NASH-ASSOCIATES PROJECT. SEISMIC ANALYSIS A R C 111 T E("T S DATE:_ NAME: 1 Weight of Building: Roof Assembly- Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses W 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/ft Trusses 0 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft let & 2nd Floor Assembly. Carpet / Pad 0.50#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.50#/ft 3/4" T&G 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 hall Assembly: Exterior Wall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 0 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x6 0 16" o.c. - 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 /ft Use 8.00#/ft 1/2" GWIi - 2.00 /ft Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW.NASH-ARCHITECTS.COM CLIENT: d��A, •ASSOCIATFS SEISMIC ANALYSIS PROJECT: RCtII rF.C.TS *DATE: NAME: 2 _. SEISMIC: V = (C,) (WO (plywood) 2nd Level• Roof: (Asphalt / Cedar Shake) 10#/ft X >'Z 6 5 sf = !2 6 so or (Tile) 18#/ft X._ sf = Exterior Walls: L x 10#/sf x 1/2 (h) I ti Z 1rl o !r y .S6 8 0 (E 2) Interior Walls: L x e#/l so k S k G1 �O (I TOTAL = Z313 0 1st Le Roof: (1st Floor Roof) 10#/ft X 200 sf = ZOO 0 2nd Floor. 10#/ft X sf = I l a ra a Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) ZLl3 d SG$p 1- I,STJ klO k L.(, r Interior Walls: (I� + L x 8#/sf x 1/2 (h) 7CPS N 000 f- 6 o k 0 xqr J— cI 1) TOTAL: = 3 ClO 7!> S7 ZC,O Basement: _- lst Floor. 10#/ft X sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL: - 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW NASH-ARCHITECTS.COM i �y I CUEW.. NASH«ASSOCIATES SEISMIC ANALYSIS PROJECT: A x t:I I ITL C T S DATE: NAME: 3 BASE SHEAR: BASE SHEAR V= (F S./W V= F (.9-12J/65= .144 LEVEL 2: Wdl �� # x 0.149 = LEVEL 1: Wdl (4'O # x 0.149 = �� v TOTAL: Wdl S?' ?- # x 0.149 = q Z (V) Level Dead Load Hei ht Moment Shear @ Stor (h�(Wdl) (Wdl)(h) Fx = [(Wd1)(h)TV Remarks (Wdl)(h) 2 Z3f Ig ors-S �rTJr2 � ZSS Y2 ql&o 3�1 10 3uC� 3 � 0� 1 0 1� G Total 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW NASH-ARCHrrECTS.COM w I i !�• I M I NASH a ASSOCIATES CLIENT: -� A R C H I T E C T S SEISMIC ANALYSIS PROJECT: DATE' NAME' 4 O O W xAa h f4 z - - o� a oEw N E- �x z U^, ul w N A -- a vp L L E- % E- ti N N ( . Zt- S S W S Z x O N Zx M a] N N ti N W -a C\f Cv N N 11644 N.E. 80th St Kirkland, WA 98033 (426) 828-4117 Fax (426) 822-1918 ,� `�' lf"NASH-ARCHITECTS.COM —Fj CLIENT. _1 NASH t ASSOC ATE SEISMIC ANALYSIS S PROJECT ARCI-III EL Tti DATE. NAME-. 5 Redundancy Factor (py 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 S ov 3-7, 2. Maximum actual shear Vmax = Largest seismic wall shear ( ys5 - ( 3sq 3. p = 2—[2(Vaccstory)/(Vumax)(Ab l/2) Z - , yStl37• y� � o� 1v�Nf G�6, - 11644 N.E. 80th SL Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918J W".NASH—ARCHITECTS.COM ;: ..� I •:!:. � _. 11 11 11 11 Al 1I1�■N I IA IIn1 � � II urn nr r■■■� �� 11 11 11 1/ 1 Received MAY 19 2 017 BMCmDAN C. TRU�S LAYOUT 4 MiTek 0 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 2159-A Fax 916/676-1909 LGI 2159-A RF 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: R50491353 thru R50491366 My license renewal date for the state of Washington is May 16,2019. M@ALL e wASy,�, '� 'OA R 51398 w� O �GisTER� SI May 8,2017 - 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 ANSUTPI-1, Chapter 2. Job Truss Truss Type Qty JPly LGI 2159-A RF R50491353 2159-A Al Common Supported Gable 1 1 Job Reference o hon BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:44:57 2017 Page 1 I0:TJ1 BcJA3smHJcplzZwQSoiyAxRj-6kZoDSph5bcY9MQXlyimLGn4nPbpQSVaEQRz_LzlkWq 0-0 17-6-0 17i-0 - 0 Scale=1:60.0 n 5.00 12 4x5= K J L 3x4 I AL M AM 3x4 H G NO F P E O n D R C S AK AN A B T 0 I$ 3x4 = AJ At AH AG AF AE AD AC AB AA Z Y X W V 3x4= 5x6= I 35.0-0 35-0.0 Plate Offsets(X.Y)— IAC:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 25.7. Plate Grip DOL 1 15 TC 011 Vert(LL) -0.00 T ri 160 MT20 165/148 (Roof Snow= Lumber DOL 1 15 BC 0.07 Vert(CT) 0-00 U n/r 180 TCLL 0 Rep Stress Incr YES WE 0 16 Horz(CT) 000 T n/a n/a BCLL 0.0 Code IRC2015/TPI2014 I Matrix-R Weight:157 lb FT=10% BCOL 100 g 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 35-0-0. (lb)- Max Horz B=-92(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)T,AD,AE,AF,AG,AH,AI,AJ,AB,AA,Z,Y,X,W,V,B Max Grav All reactions 250 Ib or less at joint(s)T,AC,AD,AE,AF,AG,AH,Al,AB,AA,Z,Y.X,W.B except AJ=281(LC 19),V=281(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 2-6-0,Exterior(2)2-6-0 to 14-0-0,Corner(3)14-0-0 to 17-6-0, Exterior(2)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1 33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI TPI 1 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp;Ct=1 1 4)Unbalanced snow loads have been considered for this design. 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. _.F.ALL 7)All plates are 2x4 MT20 unless otherwise indicated. r" e 8)Gable requires continuous bottom chord bearing. F WAS 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 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 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)T,AD,AE,AF, AG,AH,At,AJ,AB,AA,Z,Y,X,W,V,B. 51398 O STv s`rj�NAL�� May 8,2017 ,&WARNING-verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component•not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Hei h 1 �r i t ' Job Truss Truss Type qty Ply LGI 2159-A RF R50491354 2159-A A2 Common 8 1 Job Reference(ootional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:44:58 2017 Page 1 I D:TJ 1 BcJA3smHJcplzZwQSolyAxRFax7AOogJsvkPnW?jrID7tUK6TpllgWkT4BXWnokWp -10.10 17 fi 0 23.1.6 28 813 35-0-0 38 0 0 0 0 6-3-3 5.7-6 5.7� 5-7 6 M, 6-3-3 10.0 Scale=1:59.3 '1 5.00 12 45= E 5x8 7�__ N O 5x8 D F 2x4 2x4 C G M P B H �A I I¢ 4x5 = L K J 4x5= 3x4 = 5x6= 3x4= r 9-0-14 17!8.0 25-11.2 35.0.0 9-0-14 8-5.2 8.5-2 9.0.14 Plate Offsets(X,Y)— ID:0.4-0,0-3.01,IF:0-4.0,0-3-01,IK:0.4-0.0.3.01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25,0 (Roof Snow=25. Plate Grip COL 1.15 TC 0.69 Vert(LL) -0.24 K >999 240 MT20 185/148 O 7. Lumber DOL 1 15 BC 0.86 Vert(CT) -0.45 K-L >927 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.15 H n/a n/a BCDL 10.0 Code IRC2015lTP12014 Matr-x-R Weight:134 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No 2 REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-8 Max Horz B=92(LC 12) 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=-3070/162,C-D=-2782/141,D-E=-1956/169,E-F=-1956/169,F-G=-2782/141, G-H=-3070/162 BOT CHORD B-L=-176/2765,K-L=-83/2267,J-K=-39/2267,H-J=-84/2765 WEBS E-K=0/1078,F-K=-810/134,F-J=0/484,G-J=-352/136,D-K=-810/134,D-L=0/484, C-L=-352/136 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat 11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C 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 �`.GGALL the responsibility of the fabricator to increase plate sizes to account for these factors. r� 8 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. J� OF WAS14,, 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 `N will fit between the bottom chord and any other members CT 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H. 51398 O� Fa1S CE10. �SSI�NAL �G May 8,2017 AWARN/NG-Verily design parameten and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,216 N Lee Street,Suits 312,Alexandria,VA 22314. Suite 109 Citrus H I is A 9561 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491355 2159-A A3 Common 9 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:44:59 2017 Page 1 ID:TJ1 BcJA3smHJcplzZwQSoiyAxRj-27hZD8rxdDsGOgawPNkEQhtJSD7quC_thkw42DzlkWo 04)-01 8- 13 1-0-0 6-3-3 5.7-6 5-7.6 5-7-6 5-6-0 0• •7 Scale=1:50,1 4x5 = 5.00 12 E 5x6 N O M 3x4 D F P 2x4 5x6 J G C L _ B Ilk 3x6= K J I H 3x4= 3x6= 2x4 II 5x8 = 9-0-14 I 25-11-2 28-7 6 9.0-14 16-10.3 Plate Offsets(X.Y)— ID:0-3-0,0.3-41,[J:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In floc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 055 Vert(LL) -0.17 B-K >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.74 Vert(CT) -0.37 B-K >927 180 TCDL 7.0 Rep Stress Incr YES WB 0.80 Horz(CT) 007 H n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:120 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=1184/Mechanical,B=1266/0-5-8 Max Harz B=103(LC 16) Max Uplift H=-33(LC 13),B=-85(LC 12) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2418/155,C-D=-2124/115,D-E=-1286/139,E-F=-1286/139,F-G=-837/81, G-H=-1181/62 BOT CHORD B-K=-189/2169,J-K=-96/1654,I-J=-40/1050 WEBS E-J=0/569,F-1=-682/82,G-1=0/981,D-J=-748/135,D-K=0/493,C-K=-367/135 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat 11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 14-6-0,Exterior(2)14-6-0 to 17-6-0. Interior(1)20-6-0 to 25-5-10 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. _..gpR11 Il 1 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r� 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 `� WAS will fit between the bottom chord and any other members 8)Refer to girder(s)for truss to truss connections. �� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,B r0�0 51398� SSIONAL May 8,2017 AL WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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-09 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 61 i Job Truss TcrousmsmTol pe Qty JPly LGI 2159-A RFR50491356 2159-A A4 N SUPPORTED GAB 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:00 2017 Page 1 ID:TJ1 BGJA3smHJcplzZwQSoiyAxRj-WJFxRUraNW 7Op96z4FTyvPbzccLdpElwNgeagzlkWn ,1-0-0 17-8.0 35.OA o 17-6-0 17E-0 Scale=1:59.9 '< 5.00 12 4x5 = K � L 3x4% A J AK H I M G N F O a. E P D Q C R AI A 8 S I$ 3x4 = AH AG AF AE AD AC AB AA Z Y X w V U T 3x4 = 5x6 = 35.0.0 35AA Plate Offsets(X.Y)— 146:0-3-0,04.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 A n/r 180 MT20 1851148 (Roof Snow=25.07.0 Lumber DOL 1.15 BC 0.08 Vert(CT) 0.00 A n/r 180 TCLL Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 S n/a n/a BCLL .0 BCDi_ 10.0 Code IRC2015(TPI2014 Matrix-R Weight:156 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 35-0-0. (lb)- Max Horz B=97(LC 16) Max Uplift All uplift 100 Ib or less at joint(s)AB,AC,AD,AE,AF,AG,AH,Z,Y,X,W,V,U,T,B Max Grav All reactions 250 Ib or less at joint(s)S,AA,AB,AC,AD,AE,AF,AG,Z,Y.X,W.V,U,B except AH=281(LC 19),T=300(LC 20) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6 Opsf;h=25ft;Cat.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 31-6-0 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 ANSVTPI 1 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. SILL 7)All plates are 2x4 MT20 unless otherwise indicated. 8 8)Gable requires continuous bottom chord bearing. ate O�Nygg �� 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. 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. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AB,AC,AD,AE, AF,AG,AH,Z,Y.X,W.V.U,T,B 51398 �.oF FGIsTat�� ' sSr�NAL�� May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. s 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 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 oftrusses and truss systems,see ANSIITPH quality Criteria,DSB-119 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Sui4r 312,Alexandria,VA 22314, Suite 109 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491357 2159-A B1 Common Supported Gable 1 ii 1 Job Reference optional BMC, EVERETT,WA 98205-3212 6.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:02 2017 Page 1 I D:TJ 1 BcJA3smHJcplzZwQSoiyAxRj-TiMhsAtgv8ErG7JU4VHx2KVvvQIc51ZKNh9kfYzlkWl r 4-0-0 10-0.0 2D-0.0 i 21-0A r1-0.0 10-0-0 10-0-0 1-0-0 Scale=1:35 3 4x5= F G 5.00 12 E T D D H C LL S L��j� J Ib 3x4 = R Q P 0 N M L 3x4= 1 i 00 20 1 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 0.15 Vert(LL) -0,00 K n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) 000 K n/r 180 TCDL 7•0 Rep Stress Incr YES WB 004 Horz(CT) 000 J n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:72 lb FT=10% 13C;OL, 100 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 20-0-0. (lb)- Max Horz B=-55(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)B,J,P,Q,R,N,M,L Max Grav All reactions 250 lb or less atjoint(s)B,J,O,P,Q,N,M except R=326(LC 1),L=326(LC 1) 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 2-0-0,Exterior(2)2-0-0 to 7-0-0,Corner(3)7-0-0 to 10-0-0, Exterior(2)13-0-0 to 18-0-0 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. _.F. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �C will fit between the bottom chord and any other members 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B.J.P,Q,R.N, M,L. - 51398a,4 011c' FCISTs �ssI�NAL��G May 8,2017 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 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 ANSlrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Sum3 312,Alexandria,VA 22314. Suite 109 Citrus HeIgM A 96610 �. I Job Truss Truss Type Qty ply LGI 2159-A RF R50491358 2159-A B2 Common 3 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:02 2017 Page 1 I D:TJ 1 BcJA3smHJcpbeZwOSolyAxR}TIMhsAIgvBEtG7JU4VHx2KVrEQ7R5ieKNh9klYzlk W9 r 5-1-14 940.0 r 1441-2 r 1"o 5-1-14 4-8-2 4-8-2 5.1.14 Scale=1:32.4 45= C 5.00 12 I J 2x4 H K 2x4 B D G L A E Ib F 3x6= _ 3x10= 3x6 9-10-0 I 19-" i 9.10.0 9.10.0 LOADING (psf)TCLL 25.0 SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl Ud PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0 18 E-F >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.81 Vert(CT) -0.38 E-F >617 180 BCLL 0.0 Rep Stress Incr YES WB 023 Horz(CT) 005 E n/a n/a BCDL )0q Code IRC2015/TPI2014 Matrix-R Weight:64lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No,2 TOP CHORD Structural wood sheathing directly applied or 4-0-1 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) A=814/0-3-8,E=814/0-3-8 Max Horz A=50(LC 16) Max Uplift A=-36(LC 12),E=-36(LC 13) FORCES. (lb)-Max Comp.IMax Ten.-All forces 250(lb)or less except when shown TOP CHORD A-B=-1538/162,B-C=1160/106,C-D=-1160/106,D-E=-1538/162 BOT CHORD A-F=-10511371,E-F=-105/1371 WEBS C-F=0/546,D-F=-446/137,B-F=-4461137 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(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)0-1-12 to 3-1-12,Interior(1)3-1-12 to 6-10-0,Exterior(2)6-10-0 to 9-10-0, Interior(1)12-10-0 to 16-6-4 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)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 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)'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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,E �RItILL eq ♦� 0'WAS/ f�. wO� R 51398 �� ASSIONAL May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 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 lass system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall wilding design Bracing Indicated is to prevent buckling of individual truss web amllor chord members orgy Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal in)ury and property damage, For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,sea ANSlITP11 Quality Criteria,DS849 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 3Q.Micandna,VA 22314 Suite 109 Carus Hei hts CA 95610 I r Job Truss Truss Typo Qty Ply LGI 2159-A RF R50491359 2159-A B3 Common Girder 1 q _ J_ Job Reference(o lional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:04 2017 Page 1 ID:TJ1 BcJA3smHJcplzZwQSoiyAxRj-P5USGrv4RIUZVRStCwKP7la9XErSZZwcRerkRzlkVU r 5-1-14 9.10.0 14-6.2 19-" r 5444 4.8-2 4.8-2 5-1-14 Scale=1:31.5 4x5 11 C 5.00 12 3x6% I J US 8 D d A E oL.JI$ K L H M N G O P F Q R 3x10 = 3x10 II 7x10 = 3x10 II 3x10 = 5,144 1 9.10.0 14-6-2 + 1a&0 5-144 4.8-2 441-2 5-1-14 Plate Offsets(X,1)— (G:0-5.0.0.4-81 LOADING (psf) SPACING- TCLL 25.0 2-0-0 CS[ DEFL. in floc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 053 Vert(LL) -0 15 G-H >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 065 Vert(CT) -0.25 G-H >916 180 BCLL 0.0 Rep Stress Incr NO WB 044 Horz(CT) -0 06 A n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-R Weight:260 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc purlins BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) A=6023/0-3-8,E=6083/0-3-8 Max Horz E=49(LC 31) Max Uplift A=-238(LC 10).E=-240(LC 11) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD A-B=-12397/485,B-C=-8608/345,C-D=-8608/345,D-E=-12388/484 BOT CHORD A-H=-408/11338,G-H=-408/11338,F-G=-456/11330,E-F=-456/11330 WEBS C-G=-193/6229,D-G=-3830/212,D-F=-55/2895,B-G=-3838/214,B-H=-56/2905 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat 11;Exp B;enclosed; MWFRS(envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1 33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp;Ct=1 1 5)Unbalanced snow loads have been considered for this design. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is �c�11 the responsibility of the fabricator to increase plate sizes to account for these factors. V F WASH `t)� 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)"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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) A=238,E=240 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1164 lb down and 53 lb up at 1-10-12,1164 lb down and 53 lb up at 3-10-12,1164 lb down and 53 lb up at 5-10-12,1164 lb down and 53 lb up at 7-10-12, R 1164 lb down and 53 lb up at 9-10-12,1164 lb down and 53 lb up at 11-10-12,1164 lb down and 53 lb up at 13-10-12,and 1164 �E'QIR� �4 lb down and 53 lb up at 15-10-12,and 1164 lb down and 53 lb up at 17-10-12 on bottom chord The design/selection of such connection device(s)is the responsibility of others SSIQNA`E�O LOAD CASE(S) Standard May 8,2017 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 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,eredan and bracing of trusses and truss systems,see ANSgTPI1 Quality Criteria,DSB-09 and SCSI Building Component TT77 Greenback Lane Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria.VA 22314 Suite 109 A � � � � � � � � � � � � � � � � � 1� J r Job Truss Truss Type Qty Ply LGI 2159-A RF R50491359 2159-A B3 Common Girder 1 3 Job Reference o iia tu BMC, EVERETT,WA 98265-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:04 2017 Page 2 ID:TJ1 BcJA3smHJcplzZwQSoiyAxRj-P5USGrv4RIUZVRStCwKP71a9XErSZZwcRerkRzlkWj LOAD CASE($) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,C-E=-64,A-E=-20 Concentrated Loads(lb) Vert:G=-1164(B)K=-1164(B)L=-1164(B)M=-1164(B)N=-1164(B)0=-1164(B)P=-1164(B)Q=-1164(B)R=-1164(B) Q WARNING-Verlry deslgn parameters end READ NOTES ON THIS AND INCLUDEDWTEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Mire k is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSBA9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Sufi]312,Alexandra,VA 22314. Suite 109 Carus Heights CA 95610 ' Job Truss Truss Type Qty Ply 2159-A RFR50491360 2159-A D1 KINGPOST 2 [LG Reference o ti" BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:04 2017 Page 1 I D:TJ 1 BcJA3smHJcplzZwQSoiyAxRj-P5USGrv4RIUZVRStCwKP7laFEE_l ZfLor?erkRzl kWt r •1.0.0 r 3.3.0 66.0 76.0 1-0-0 3-3-0 3-3-0 1-0-0 Scale:3/4"=l' 3x4 C 5.00 12 H G D B ¢ A E I$ F 2x4 II 3x4= 3x4 = 3-3.0 6641 33-0 33-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.00 D-F >999 240 MT20 185/148 (Roof Snow=25.07.0 Lumber DOL 1.15 BC 010 Vert(CT) -0.01 F >999 180 BCDL Rep Stress Incr YES WB 003 Horz(CT) 0.00 D n/a n/a BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:20 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. WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=332/0-5-8,D=332/0-5-8 Max Horz B=-21(LC 13) Max Uplift B=-31(LC 12).D=-31(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-348/61,C-D=-348/61 BOT CHORD B-F=-3/280,D-F=-31280 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 Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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,D N-MLL 49 ` J� OF WAS�j `t>, 51398 OA FCis18R� ' �`ssjONALB�GS May 8,2017 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11111.7473 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,delivery,erection and bracing of trusses and truss systems,see ANSIrfPN 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 Heialyls.CA 95610 � � n __ __ __ = � | / Job Truss Truss Type Ply LGI 2159-A RFR504913612159-A D2 Common Glydef Ity 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:05 2017 Page 1 ID:TJ1 BcJA3smHJcplzZwQSoiyAxRj-tH2gUBviC3cQ7b13mdrefy7Q3dGrl5om4fNOGtzlkWi 3" 6-&0 3-3.0 3.3.0 Scale=1:12 9 3x4= B F 5.00 F12 E C A G H D 2x4 I 3x4= 3x4= 3.3C 6-6-0 f 3-'i'r, 330 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 25.7. Plate Grip DOL 1.15 TIC0.16 Vert(LL) -0 02 C-D >999 240 MT20 185/148 (Roof Snow= Lumber DOL 1.15 BC 0.38 Vert(CT) -0 03 C-D >999 180 TCDL 0 Rep Stress Incr NO WB 0.08 Horz(CT) 001 C n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-R Weight:17 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. WEBS 2x4 HF No 2 REACTIONS. (lb/size) A=422/0-3-8,C=458/0-3-8 Max Horz A=-17(LC 11) Max Uplift A=-26(LC 10),C=-29(LC 11) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD A-B=-764/51,B-C=-762/51 BOT CHORD A-D=-32/674,C-D=-32/674 WEBS B-D=0/364 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;cantilever left and right exposed;end vertical left and right exposed;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)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 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)179 lb down and 24 lb up at `�'Rl�l 2-6-12,and 179 lb down and 24 lb up at 4-6-12 on bottom chord. The design/selection of such connection device(s)is the "o eq responsibility of others. J� OF WASh� LOAD CASE(S) Standard CEO 1)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=1.15 Uniform Loads(plo Vert:A-B=-64,B-C=-64,A-C=-20 Concentrated Loads(lb) Vert:G=-179 H=-179 A+p 51398 O,t+ ISTfLR� fi`rs�ONAL��G` May 8,2017 AWARNING-Verify 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 property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 oftrusses and truss systems,see ANSUTWt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suit de ia 312,Alexand ,VA 22314, suite 109 r 1 ti Job Truss Truss Type Qty Ply LGI 2159-A RF R50491362 2159-A J3B Jack-Open 10 1 Job Reference o UDnal BMC, EVERETT,WA 9B205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:06 2017 Page 1 I D:TJ 1 BcJA3smHJcplzZwQSoiyAxRj-LTcChXwKzMkGkkcGJLMtCAfbkl fu 1 ZEvIJ7yoJzlkWh r •1•Q-0 3.0.0 1-0-0 3-0-0 Scale=1:10.8 C 5-00 12 E B A D 3x4= 3.0.0 j 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 25.0 25. Plate Grip DOL 1,15 TC 0.16 Vert(LL) -0 00 B-D >999 240 MT20 185/148 BCDL (Roof Snow= 0 B 7.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0 01 B-D >999 180 Rep Stress Incr YES W 0.00 Horz(CT) -0 00 C n/a n/a BCLL .0 BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:9lb FT=10% , LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=69/Mechanical,B=210/0-5-8,D=27/Mechanical Max Horz B=44(LC 12) Max Uplift C=-29(LC 12),B=-26(LC 8) Max Grav C=73(LC 19),B=218(LC 18),D=54(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6 Opsf;h=25ft;Cat ll;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. �1tRI1,C 6 J� oFWASffj q'T 51398 `ate �SS10NALB�a May 8,2017 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312016 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 appiicabllity 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 properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suibr 312,Alexandria,VA 22314. Suite 109 Citrus Heights, A 95610 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491363 2159-A J5B GABLE 1 1 bReerence(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:06 2017 Page 1 I D:TJ 1 BcJA3smHJcplzZwQSoiyAxRj-LTcChXwKzMkGkkcGJLMtCAfcX1 gX1 ZvvlJ7yoJzlkWh t-0-0 5.0-0 1-0-0 5-0-0 Scale=1:14 9 E 2x4 I D 5.00 12 I 2x4 II C B Li L H G F 3x4 = 2x4 II 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (toc) I/defl L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 A n/r 180 MT20 185/148 TCDL 7 0 Lumber DOL 1 15 BC 0.03 Vert(CT) -0.00 A n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 E n/a n/a B DL 10.0_ Code IRC2015/TPI2014 Matrix-R Weight:16 lb FT=101A LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 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 5-0-0. (lb)- Max Horz B=68(LC 12) Max Uplift All uplift 100 lb or less at joint(s)E,B.H,G Max Grav All reactions 250 lb or less at joint(s)E,B,F.H,G FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=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 Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads _••��'�IZRII t 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. WAS `�{• 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,B.H,G. fry O 51398k� ISTE .SSrONAt May 8,2017 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k I always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the isbricatlon,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,Suit,)312,Alexandria,VA 22314. Suite 109 itrus Hei his CA 95610 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491364 2159-A J5C Jack-Open 4 1 Job Reference o tional BMC, EVE HE I T,WA982053212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:07 2017 Page 1 ID:TJ 1 Br-JA3smHJcplzZwQSoiyAxRj-pgAavb¢kgs7MuBSt2l61NCj9RzZmOT3XzsVKmzlkWg -tou 5.0.0 r 1-0-0 5-0-0 Scale=1:14.9 C &00 12 E o a N B $I A D 3x4= I 5.0-0 5-" LOADING (psf)TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1 15 TC 0.37 Vert(LL) -0.03 B-D >999 240 MT20 185/148 TCDL 7 0 Lumber DOL 1 15 BC 0.24 Vert(CT) -0.06 B-D >890 180 BL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a CL B L 70.0 Code IRC2015rrPI2014 Matrix-R Weight:14 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=140/Mechanical,B=287/0-5-8,D=47/Mechanical Max Horz B=67(LC 12) Max Uplift C=-55(LC 12),B=-26(LC 12) Max Grav C=159(LC 19),8=292(LC 19).D=94(LC 5) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown 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)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp;Ct=1 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,B. -RRM1_6 J�9 F WAS A. y0�0 �,�51398� 4a� .r� CISTER ♦`_ sS70NAL�NG May 8,2017 A WARNING-Vertry 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 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 ISOlways 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 ANSVrPl1 quality Criteria,DSBd9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suho 312,Alexandria,VA 22314. Suite 109 Ar H i 1 Job Truss Truss Type Qty Ply LGI 2159-A RF R50491365 2159-A J5C-X Jack-Open 3 1 Job Reference lnplionall_ BMC, EVERETT,WA 98205-3212 8,010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:45:08 2017 Pagel ID:TJ1 BcJA3smHJcplzZwQSoiyAxRj-Hsky6DybV_2meRmOLHbltOrJoVTjCmdc3lCzlkWf r 5-0-0 5-0-0 Scale=1:14.9 B 5.00 12 D o N d N A C 3x4 I 5-0-0 5-0.0 LOADING (psf)TCLL 250 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0 03 A-C >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.06 A-C >890 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:12 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) A=198/0-5-8,B=1 51/Mechanical,C=47/Mechanical Max Horz A=58(LC 12) Max Uplift A=-4(LC 12),8=-58(LC 12) Max Grav A=199(LC 18),B=160(LC 18),C=94(LC 5) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vufl=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)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)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. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)'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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,B. L 51398Q/� �.� Fc�sTERw� �SSION AL May 8,2017 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 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 ANSI/TPN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314. Suite 109 04rus Hi I I I Job Truss Truss Type Qty Ply LGIReference 2159-A RF R50491366 2159-A JCB-X Jack-Open 1 1 Job (optional) BMC, EVERETT,WA 98205-3212 B.010 s Apr 20 2016 MiTek Industdes,Inc. Sun May 07 23:45:08 2017 Pagel I D:TJ 1 BcJA3smHJcplzZwQSoiyAxRj-Hsky6DybV_2meRmOLHblytrLMVTjCmdc3tCzlkWf 3-0.0 3-0-0 Scale=1:10.8 B 5 00 12 A C 3X4 ♦ 3-0.0 3.0-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 A-C >999 240 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 A-C >999 180 TCDL 7 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B ri n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:7 lb FT=10% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) A=114/0-5-8,B=87/Mechanical,C=27/0-1-8 Max Horz A=35(LC 12) Max Uplift A=-2(LC 12),B=-34(LC 12) Max Grav A=114(LC 1),B=87(LC 1),C=54(LC 5) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)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)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. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)"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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joints)C. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,B. MEMU-6 ��O F WAs F0 r,• o� a ` 1 ,p 51398 �SSI�NALENG May 8,2017 A WARNING-Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mf1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSIRPIf Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21e N Lee Street,Suite 312,Alexandra,VA 22314, Suite 109 Citrus Heights- 61 M 0o v D W > m 5 ° �.0 Y z x 00 I I A m j z r N CD su Or 0 o=y.ccD.0dma W m ' O Aw n m01 -RA a oo > 0 g GO)n can;' v -K-- d o a c Z c� nFo 'm K .0 'D -n _m Da, v�nd �nm Z fD Q s oCD � ? n n� 3 :3 D:oo 30 LR ID C^m000movm � frvD• o= oO O m N � N yN Z nO(an.�OaC CD C CCL O = M 0 3 VN- <yo n, IDC0 C CCnD N n CD o � CD CD nQ2000 o � m 3 rCD n ° -OL c °� aQ= O p =3I, CCDa, , o Z° Icy v CD - CD 0) M' o Co 7 CO n Cn CD N' N to fn c _ S fn C 01 = p n O fn CD y CD CD O Cn = CD 1 O y O n J = N Er y S 0 O N C f0 O.7 y j Cn� CON 7CD (n X. N Z •Q 0) Jm C_ NCD OCD O C) N Co c .�cr M. 0 d y O N CO "= x O l CD M N m In CD e c m m n v Z 0 -a D w TOP CHORD C x xx0 x N .3 w vi 6� n o 3 0 m O Z � c+-a fp C9 7 N C C(D co-w m y CWfI mZN 7 � CACD n N .o 0 C �vD r, _.CD a CD ca rn rn CD m r- Z m = CY cn m o o m y 1� N � m o v0i < CD N w� y m X W cm W m at m c iv cn D y CO) y O0 W2-7 _ CAvoi Q m N O O ^' n O w cn o ai X m z Zcn m CD O(D al CO.7 7 CJO CO r 1 G)co O N J Cl) N m CL 00 Cl) � a m X W U) 0 o m m �X vti �� / On D Cl) 0 -j uoJ o CDrL r co wv -< mm yz p m �m= J `N x 0) W�C4-5 '4, w 7 CD o m 3 p -no ma Q� An w m D -� no < Z CD moy CD 0 toCDCD Ol CD o O m TOP CHORD N f0 co -I (A O1 A W N O fp W V D1 ()t A W N O ' D v H m:0 7-OR. m c 5 m 0 C) o W m 1 m 7 r � 2 m C) c C �^ C 5 v o`_o'V C) d N Z Q 3 n D 3 � �y Jn� o.<,� �. v° mx mv° mm3 od 3ao �J mJ mm o»d -moo dm mdd2 ma c _ o m m J m 3 m -m v m o .< m e o e m u a a vcp o0 3o J w o .p -c �m QOQ v w m� .m 3 >� �o u o a1 J N f J y < m N3 >• mo W mJm v, N <J J m mJm 3 ism2c Jo (O N V m 5q. m 31° J 212 2 a;o .° a N av �' �m o 'm m cL 3 .�° x v,S d J CD (�.\j N J m io n p' O >• 7 O. v c m O Q y =1 x �p O N m ^D�' V 7 C'N p o p 0 Y C N 0 p N D O Ll N 0 fn p, N N X m J C °i 3 y m N W �D O N N j- .N. O A3 J v �010 a Jy J � a c P - mN m'eJ gym . m3 mm p �CD w m a CL Xm TI m � Imo > CD mu mJ 3m a�� m�- nm �m �aJ o �3- " d4.3 3 oN mums o'er m CL c o. o2y a� �m 5- cry CL � m m5'( O'< CD O C)� mp o�m �2 p N Jm d o cim n'/o2 n° o o mm m,�= � c y d m J'o 5 io r N $ y3 m oa �-' �� fD �� o m 3d adC3 a �i�O aTmm as �o n� p om mN c < m �°' mm os v v$ °2- "v cJ � mz2 � J M- NJ 7 n ui�. xn mm3 c lm m m m fog m� m m m? •3 n� '<� yvi w c m�du, m,o c < 3 m ? m J. � w 3p >0o o me p 0 N m m cCL� o m m a ? °m Ol v, 3 c m wag m v N `c J 0. a�.m a N ° 0 m �' °3 a o y J O. v 5 F m m Q Z c �o y CD P 'm �^ V 7 �� _ O N� ' O N N ry.di, ..N J J ID m m O (pp O O QOl cn 0 �a 3j @O mJ �m �'•C J�0) n �� 6� -d N N to O1 CQ m a m 7p O ,O.. p Om GN (J] (pm .v��c p CD7 o v �y Ja vd `O'er o- 2 w �,0 3 -1 (D Vi JpI C)N >' '� 2 < N N N G O f M �• n N M c m CD cD 01- p m O p N O. J ^�.-• 'O C m G m J N IDC N N J. O j• n N N m m a fp O V Q CDO J O < =r " n 3 0 3 CD CD Z ty m G rF i 11-03-08 7-00-08 16-08-00 B1 Al II II s II m II ® a I! A4 O II I �UM�ING I . II II I r II I 1 PLUMBING II 9 II m n I PLVMBING 0 _lr777 ul H � �s r IV 1 0 66 A6 c 18-02-00 18-10-00 37-00-00 OF.fa C® Received MAY 19 2 17 t L4 10 oen Cnnyorc I Onslgner OYMMr LGI HOMES Job Number Sheet Tltle XI E—13200 35M/venue Ne veret4-A I ]ob Neme/MoOel 2159-FL GR Otttlpmr DAN C. TRUSS LAYOUT x OIIrt�=�i►.)p.�700 AEEresz: MW F-425-303.9B25 DM. 5/]/201] R MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 2159-FL Fax 916/676-1909 LGI HOMES 2159 FLOOR 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: R50491297 thru R50491310 My license renewal date for the state of Washington is May 16,2019. �,RRIL j,e 4r�wo�wasf�c'�i�``�+ 51398 �� A Cis?gR May 8,2017 Banter,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. .. � I I r Job Truss Truss Type Qly Ply LGI HOMES 2159 FLOOR R50491297 2159-FL Al GABLE 1 1 Job Reference(option a,- BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. SuM May 07 23:11:10 2017 Page 1 ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-3gKa5TyuRuvTzHpACublAJKg_JoW kvE7ZWDLKzllOV O-AB 0P8 Scale=1:26.7 A B C D E F G H 1 J K L M N A AF 0 A AE ,,/VNZV\,/v v -V v v v se'��L:zyyyyv 77yv�777.�!1 �it;'�� AB AA Z Y X W V U T S R Q P 0 1.4-0 2-8-0 4.0.0 5.4-0 8.8-0 8.0-0 9-4-0 10.8.0 12-0-0 134-0 14.8-0 16-0-0 a8.7-12i 1.4-0 1-0-0 1.4.0 1.4-0 1.4.0 1.4-0 111 1.t-0 1 4-0 t 4-0 1 4.0 1 4-0 0.7 12 Plate Offsets(X,Y)-- 1A:Edae.0-0-121,(AC:0-1-8.0.0-121,fAD:0-1-8.0.0-121.[AE:0-1-8,0-D-121,(AF:0.1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress B Incr YES W 0.02 Horz(CT) 0.00 O n/a n/a BCDL 50 Code IRC2015ITPI2014 Matrx-R Weight:61 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 16-7-12 (lb)- Max Grav All reactions 250 Ib or less at joint(s)AB,O,AA,Z,Y,X,W,V,U.T,S,R,Q,P FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)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. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) 5)Gable studs spaced at 1-4-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. N�RRILC 8 Jti0 Of WAS/ t) 51398 AV NAL�� May 8,2017 AWARNING-VerNy 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 propedy 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 ANSIITPN quality Criteria,DSB-419 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 Cdm HI 95610 Job Truss Truss Type Qly Ply LGI HOMES 21,19 FLOOR R50491298 2159-FL A2 Floor 5 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:11 2017 Page 1 ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-XsuyJpzWCB1 KaQONmb6_iXtiyjxJj67NMCgntmzlIOU 0-1-8 24LO 0- 8 H' i � Scale=1:27.1 46 = 3x4= 4x6 = A B C D E F G H O C. L � N L K J 3x6 I 3x6 = 3x10 = 3x4 = 3x6 = 18.7-12 16.7-12 _ Plate Offsets(X,Y)-- [A:Edne,0.0.121.[J:0.1-8.Edge1,[K:0.1-8.EdoeL IN[0-1-8.0.0-121.[0:0.1-8.0.0-12L 1P:0-1-8,0-0-121,10:0-1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 070 Vert(LL) -0.27 K-L >729 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0 87 Vert(CT) -0.38 K-L >508 360 BCLL 0 0 Rep Stress Incr YES WB 034 Horz(CT) 0.05 1 n/a n/a BCDL 5 0 Code IRC2015/TPI2014 Matnx-R Weight:67 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) M=895/0-5-6,1=895/0-3-6 FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD B-C=-2338/0,C-D=-2338/0,D-E=-2406/0,E-F=-2406/0,F-G=-2406/0 BOT CHORD L-M=0/1443,K-L=0/2670,J-K=0/2406,I-J=0/1440 WEBS B-M=-1637/0,B-L=0/1016,D-L=-377/0,D-K=-470/158,G-1=-1634/0,G-J=0/1096,F-J=-368/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)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. 3)All plates are 1.5x4 MT20 unless otherwise indicated 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0,131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means Jti� OF WA . `-L 51398 �V¢� N, OIS'1'aR t` s'rr�NALG May 8,2017 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7477 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 bullding 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 ANSIITPH Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N-Lee Street,SuiLa 312,Alexandria,VA 22314. Suite 109 Job russ Truss Type City Ply LGI HOMES 2159 FLOOR R50491299 2159-FL A3 Floor 2 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MITek Industries,Inc. Sun May 07 23:11:12 2017 Page 1 I D:XZ6YFMQfWh7mnvvnUtgY4cyAwuX-03SKW8_9zV9BCazZJJdDFkQr561 LSZj WasPKPDzIIOT 0-1-8 H' 2-6-0 Pza-2i OF6-010 � Scale=1:40 6 3x4 I 3x6= 3x4= 4x8= 3x6 FP= 3x4= 3x4— 34 11 A B C D E F G H I J K L M W Im uS V Ll T S R Q P 0 N 34 = 4x6 = 3x12 MT20HS FP = 3x4= 46 = 3x10 = 3x4=3x4= 2 16.6.2 7-2-2 INN Plate Offsets(X,Y)-- IA:Edge,0-0-121,fL:0-1-8.Edgel,f0:0-1-8,Edgel.IP:0-1-8,Edgel.fR:0-1-8,Edge1,fS:0-1-8,Edael.1W:0-1-8,0-0-121.fX:0-1-8,0-0-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0,80 Vert(LL) -0.26 S-U >757 460 MT20 185/148 TCDL 10,0 Lumber DOL 1.00 BC 0.82 Vert(CT) -0.38 S-U >522 360 MT20HS 139/111 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.04 Q n/a n/a BCDL 5 0 Code IRC2015/TPI2014 Matrix-R Weight:99 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) M=115/0-1-8,V=777/0-5-6,Q=1686/0-3-8 Max Uplift M=-137(LC 3) Max Grav M=281(LC 4).V=791(LC 3),Q=1686(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1954/0,C-D=-1954/0,D-E=-1604/0,E-F=-1604/0,F-G=-1604/0,G-1=0/1369, I-J=0/1369,J-K=-259/189,K-L=-259/189,L-M=-260/188 BOT CHORD U-V=0/1252,S-U=0/2095,R-S=0/1604,Q-R=-91/410,P-Q=-677/150,O-P=-189/259 WEBS M-0=-274/376,I-Q=-287/0,B-V=-1421/0,B-U=0/797,D-S=-689/0,G-Q=-1843/0, G-R=0/1395,F-R=-476/0,J-Q=-1088/0,J-P=0/602 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)All plates are MT20 plates unless otherwise indicated. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)M. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 lb uplift at joint M. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. __``GG��RiZIu 8)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in r�" 8 9)CAUTION,Do not erect truss backwards. WA �-f- of �ti a � o r0y� 51398 SSI�NALaNG May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing iTek' 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/TP11 Quality Criteria,DSB419 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suibr 312,Alexandria,VA 22314. Suite 109 CArus Helahts.CA 95610 Job Truss Fo., ype City ply LGI HOMES 2159 FLOORR50491300 2159-FL A4 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:12 2017 Page 1 I D:XZ6YFMQfWh?mnvvnUlgY4cyAwuX-03SKW8_9ZV9BCazZJJdDFkQ5b6GnSZKWaSPKPDzi IOT 0-1-8 H 1 z6o 0_1^ Scale=1:28.1 15x4 II 1.5x4 = 1.5x4 = 4x6= 1 5x4 I I 3x4 = 1.5x4 11 1.5x4 II 4x6 = 1.5x4 I A B C D E F G H 0 L K J 4x5= 3x6= 3x10 = 3x4= 3x6= 16-7-12 16.7-12 Plate Offsets(X,Y)— IA:Edpe,0.0-121.[J:0-1.8,Edge] [K:0.1-8,Ednel IN:0.1.8,0.0.12L[0:0-1-8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0 30 K-L >661 480 MT20 185/148 TCDL 100 Lumber DOL 100 BC 0.92 Vert(CT) -0 42 K-L >465 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.06 1 n/a n/a BCDL 5.0 Code IRC20151TPI2014 Matrix-R Weight:66 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:K-L. REACTIONS. (lb/size) M=902/0-5-6,1=902/0-3-6 FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2364/0,C-D=-2364/0,D-E=-2444/0,E-F=-2444/0,F-G=-2444/0 BOT CHORD L-M=0/1456,K-L=0/2709,J-K=0/2444,I-J=0/1453 WEBS B-M=-1653/0,B-L=0/1030,D-L=-392/0,D-K=-473/166,G-1=-164910,G-J=0/1124,F-J=-381/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails - Strongbacks to be attached to walls at their outer ends or restrained by other means 4)CAUTION,Do not erect truss backwards. .WAS 51398 �� °orsztaR� �SSJ�NALB�� May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 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.Add4lonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lone Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra.VA 22314 Suite 109 CitrusHelahts,CA L: e: r I Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491301 2159-FL A5 Floor 9 1 Job Reference(o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:13 2017 Page 1 I D:XZ6YFMQf Wh?mnvvnUtgY4cyAwuX-UFOikU?nkpH2gkXlt09Soyy1 AWdgB?rgp W9tyfzllOS 0-1-8 H 2.8.0 ' 1' 1� Scale=1:30.5 _ 4x8 = 3x4= 4x8= 5x6= A B C D E F G H 1 0 u5 P N M L K 3x6 = 4x12 = 3x4 = 45 = 5xs = 18.7.0 18-7.0 Plate Offsets(X,Y)-- (A:Edge.0.0-121.11:0-".Edge1.IL:0-1-8,Edge1.fM:0-1-8.Eggel.(P:0-1-8.0.0-121.fQ:0-1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Lid PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TIC 0.71 Vert(LL) -0.37 M-N >596 480 MT20 1851148 TCDL 100 Lumber DOL 100 BC 0.80 Vert(CT) -0.51 M-N >429 360 BCLL 00 Rep Stress Incr YES WB 039 Horz(CT) 006 J n/a n/a BCDL 50 Code IRC2015/TPI2014 Matrix-R Weight:81 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) J=1008/0-2-10,0=1008/0-5-6 FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD I-J=-997/0,B-C=-2761/0,C-D=-2761/0,D-E=-3223/0,E-F=-3223/0,F-G=-3223/0,G-H=-964/0,H-1=-964/0 BOT CHORD N-0=0/1655,M-N=0/3302,L-M=0/3223,K-L=0/2289 WEBS B-0=-1876/0,B-N=0/1255,D-N=-614/0,D-M=-352/361,I-K=0/1364,G-K=-1503/0,G-L=0/1136,F-L=-374/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6)CAUTION,Do not erect truss backwards. 1,o"at B ati9 F wns '�f�, +0P 51398 � o� Borst aa� �SSJONALG May 8,2017 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 appllcabllity 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 ANSIITPN 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 r Job Truss Truss Type Qty Ply TLGI HOMES 2159 FLOORR50491302 2159-FL A6 GABLE 1 Reference o tional BMC, EVERETT,WA 982C 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:14 2017 Page 1 ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-yRa4xq?PV6PvRu6xRjghK9VNKw9 WwYvp2AuRU5zIIOR 0-k8 Scale=1:29.8 A B C D E F G H I J K L M N 0 A ] o m A AD AC AB AA Z Y X W V U T S R Q P 14.0 2.8-0 i 4i 5.1.0 88.0 8-0-0 9.4.0 1 10.8-0 12Q0 1340 14$0 160-0 1740 187A , 1.4.0 1 4-0 t 4-01.4-0 1-0.0 1 4-0 1 4•C 1 4-D 1 4.0 1-0-0 1 3 0 Plate Offsets(X,Y)-- 1A:Edge,0-D-121.fAE:0-1-8,0.0-121.1AF:0-1-8,0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.05 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 001 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 002 Horz(CT) 0.00 P n/a n/a BCDL 5.0 Code IRC20151TP12014 Matrix-R Weight:73 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 18-7-0 (lb)- Max Grav All reactions 250 Ib or less at joint(s)AD,P,AC,AB,AA,Z,Y,X,W,V,U,T,S,R,Q FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)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 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0-131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means 7)CAUTION,Do not erect truss backwards �RRiLI,6q� a� of WAs1a,• `. 51398 44 a� �'o�s•reR� NAL May 8,2017 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 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,DSB49 and SCSI Building Component 7777 Greenback Lane safety Information available from Truss Plate Institute,218 N Lee Street,SUN,)312,Alexandria,VA 22314. Suite log Carus H I Ms CA 95610 i Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491303 2159-FL B1 GABLE 1 1 Job Reference optional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:14 2017 Page 1 I D:XZ6YFMQf Wh?mnvvnUtgY4cyAwuX-yRa4xq?PV6PvRu6xRjghK9VMpw9KwYup2AuRU5zlIOR 0" Scale=1:1&1 3x4= 3x6 II A B C D E F G HI J K V U lol jai T S R Q P 0 N M L 0 1 1.7 i11 B 6- 1$ 9 7- 0.1• tb0 14-0 14-0 14-0 t-a.0 14-0 14-0 144 4 Plate Offsets(X,Y)-- (A:Edge,0-0-121,IU:0-1-8,0.0.121.N:0.1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.08 Vert(LL) -0 00 J n/r 90 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.02 Vert(CT) -0 00 J n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 000 L n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:41 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 10-10-4. (lb)- Max Grav All reactions 250 Ib or less at joints)T,L,S,R,Q,P,O,N,M FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown NOTES. 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)All plates are 1.5x4 MT20 unless otherwise indicated 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 6)Gable studs spaced at 1-4-0 cc. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards �RRILI,6 51398q/� is 12 �SSI�NAL��G May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 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 ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 77T7 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Sule 312,Alexandra,VA 22314. Suite 109 citrus Heiahts.CA 95610 I Job Truss Truss Type Qty JPly LGI HOMES 2159 FLOOR R50491304 2159-FL B2 Floor 3 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:15 2017 Page 1 ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-Qd8T9AO1 FQXm32h8?RBwtN2TPKQ1fyDzGge_OXzIIOQ 0-1-8 H 2-6-0 Pi 1-3-0 A34 � Scale=1:19.1 1.5x4 II 1 5x4 = 1.5x4 I 1 5x4 = 3x4= 1.5x4 3x4= 3x4 I 46 I A B C D E F G Q K J 3x4= 146 = H 3x4= 1.5x4 I 3x4= r 10-11-12 10-ti-12 Plate Offsets(X.Y)-- IA:Edge,0-0-121.IG:0-3-O.Edgel,IJ:0-1-8.Edgel,IK:0-1-8,Edge1,IM:0-1-8,0-0-121,IN:0-1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0 05 K-L >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.12 K-L >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 G n/a n/a BCDL 5,0 Code IRC2015/TPI2014 Matrix-R Weight:49 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=590/0-3-6,L=590/0-3-6 FORCES. (lb)-Max Comp-/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-118810,C-D=-1188/0,D-E=-1188/0,E-F=-481/0,F-G=-484/0 BOT CHORD K-L=0/874,J-K=0/1188,I-J=0/863 WEBS G-1=0/697,B-L=-992/0,B-K=0/400,E-1=-554/0,E-J=0/403 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)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. 3)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500in. 5)CAUTION,Do not erect truss backwards. 0"X.L 8 �� of WAsrrr o 51398 �4 �SStONAL��G May 8,2017 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/07/2015 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 lruss 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 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 ANSIRPN 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 Heiahts,CA 95610 _ i Job Truss cuss Type Qly Ply LGI HOMES 2159 FLOOR 2159-FL B3 Floor 2 1 ail R50491305 BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:15 2017 Page 1 ID:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-Qd8T9AO1FQXm32hB?RBwtN2UnKRCfzrzGge_OXzIIOQ 0-3-0 r 1_1-a I 1-3-0 2A-0 0f2:112 2" Scale=1:19.3 1.5x4 4x6 I 3x4 II 3x4= 1.5x4 II 3x4= 3x4 I 46 A B C D E F G H o N M L K 3x4 = i I 1 5x4 I 4x5= 3x4 = 4x5= 1 5x4 I 1 -11-1 Hi 10.8-12 Plate Offsets(X,Y)— fA:0-3.O,Edoel,KO-3.O,Edgel,fK:0.1-8,Edgel,[L:0.14,Edge],IN:Edgy0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.03 L-M >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(CT) -0.05 L-M >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.01 H n/a n/a BCDL 5 0 Code IRC20151TPI2014 Matrix-R Weight:52 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=583/0-2-14,H=583/0-3-6 FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-478/0,B-C=-475/0,C-D=-1163/0,D-E=-1163/0,E-F=-1163/0,F-G=-475/0,G-H=-478/0 BOT CHORD L-M=0/851,K-L=0/1163,J-K=0/851 WEBS A-M=0/688,H-J=0/688,C-M=-544/0,C-L=0/380,F-J=-544/0,F-K=0/380 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �RRICL 6,q F WAS 51398 �� SSIONAL��O May 8,2017 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 properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of indlvdual truss web and/or chord members only Additional temporary and permanent bracing M iTe k I always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,SuR,r 312,Alexandria,VA 22314. Suite 109 CIIruS Hel hl CA 95610 i Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491306 2159-FL B4 Floor 2 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industdes,Inc. Sun May 07 23:11:16 2017 Pagel I D:XZ6YFMQfWh?mnvvnUlgY4cyAwuX-ugirM W 1 fOjgdhCGKY819Paae7kmFOPR6VUNYY_zllOP 0-1-8 i 1i rn 1-3.0 26.0 I � 0" Scale=1:18.8 1 5x4 1.5x4= 4x6 13x4 13x4= 1 5x4 111 5x4 11 3x4= 1.5x4= A B C D E F G N M L K J ( 3x4= 1.5x4 I 4x5= 3x4= 3x4= 1 — I 0.1 11-0.4 Plate Oflsels(X,v)— IA:0-3-O,Edge1.I1:0-1.8,Edgel,[J:0.1-8,Edgel,IL:Edne.0.0-121,IM:0-1-8 0-0-121,IN:0-1-8.0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.05 H-1 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.12 H-1 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 000 H n/a n/a BCDL 5.0 Code IRC2015frP12014 Matrix-R Weight:49 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals. WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=592/0-1-8,H=592/0-5-6 FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-486/0,B-C=-483/0,C-D=-1196/0,D-E=-1196/0,E-F=-1196/0 BOT CHORD J-K=0/868,I-J=0/1196,H-1=0/878 WEBS A-K=0/700,C-K=-557/0,C-J=0/408,F-H=-997/0,F-1=0/405 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)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. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)A. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. �gRRlLL 6 WASIij 7� C � 51398 0 FCISTE�� sSf�NALE�G May 8,2017 AWARN/NO-Verify design paremelers 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 ANSUTPII Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314. Suite log CArus Heights,r_e o5gtn Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491307 2159-FL B5 Floor 9 1 Job Reference(ootional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:16 2017 Page 1 I D:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-ugirM W 1 fOjgdhCGKY8i9PaaaZkgAONo6VUNYY_zIIOP i 2-6-0 i 0-11-0 1 Scale=1:30 5 1.5x4 I 4x8 = 1.5x4 11 1.5x4 I 3x4= 1.5x4 11 3x6 = 1.5x4 5x6= A B C D E F G H I 0 N M L K J 3x6= 4x5= 3x4 = 3x10 = 5x8 = 1.5x4 I I 17-11-0 17-11-0 Plate Offsets(X,Y)-- IkEdoe,0-0-12],II:0-1-8,Edge],IM:0.1-S-.Edga INZ-1.8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (Icc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.64 Vert(LL) -0.32 L-M >677 480 MT20 185/148 TCDL %0 Lumber DOL 1,00 BC 0.76 Vert(CT) -0 45 L-M >472 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.06 J n/a n/a BCDL 5.0 Code IRC2015lTPI2014 Matrix-R Weight:79 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1 6E or 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr(flat) except end verticals WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) J=979/Mechanical,0=979/0-2-10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD I-J=-977/0,B-C=-2759/0,C-D=-2759/0,D-E=-2759/0,E-F=-2989/0,F-G=-2989/0,G-H=-939/0,H-1=-939/0 BOT CHORD N-0=0/1596,M-N=0/2759,L-M=0/3194,K-L=0/2214 WEBS I-K=0/1327,G-K=-1447/0,G-L=0/879,E-M=-653/98,B-0=-1811/0,B-N=0/1320,C-N=-445/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)0. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. omu-6 J`9 of WAsk rlp 51398 �SS"ONAL��G� May 8,2017 AWARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Wit-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 propedy 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 TPII Quality Criteria,DSB-08 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 citrus Hel his CA 95610 :� I Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491308 2159-FL B6 GABLE 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8,010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:17 2017 Page 1 I D:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-MOFDZs2Hn 1 oUl LrW6sDOyo7t87B57vdGk8755Qzl100 Scale=1:28.7 A B C D E F G H I J K L M N 0 0 AD AC AB AA Z Y X W V U T S R Q P 1 4 1 1 4-12 1 4-0 1 4-0 1 4-0 1 4 0 1-0-0 1 4-0 1 4-0 1 4-0 1 4-0 1.4.0 1 40 14-0 --4 Plate Offsets(X,Y)-- [A:Edne,0-0-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 P n/a n/a BCDL 5.0 Code IRC2015TTP12014 Matrix-R Weight:64lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 17-11-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)AD,P,AC,AB,AA,Z,Y.X,W.V,LI T,S,R,Q FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)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 2)All plates are 1 5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means • t��'L 6 ANV a WASp,, Cam• Cep�`� 51398� q,Ar .t+ OISTLR �SSrONALG May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 ANSUTPII quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21e N-Lee Street,Suit-a 312,Alexandria,VA 22314. Suite 109 Citrus I ht A 9561 I Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491309 2159-FL C2 Floor 1 1 Job Reference foptionall BMC, EVERETT.WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:17 2017 Page 1 I D:XZ6YFMQfWh?mnvvnUtgY4cyAwuX-MOFDZs2Hn 1 oUl LrW6sDOyo7pi78e7uzGk8755Qzl100 0-3-0 I 2.6.0 0-6-14 H 1_1-1 Scale=1:14.5 ' 1,5x4 II 3x4= 3x4 II 3x6 II A B C 3x4= D E og 15x4 II J I H G F 1.5x4 I 3x6= 1.5x4 11 3x4= 7-3.14 i•1 7-3-14 -3.0 Plate Offsets(X,Y)— [A:Edge,0-0-121,1B:0-1-8,Edgel.(C:O-1-8,Edgei_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0 03 G-H >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(CT) -0 03 G-H >999 360 BCLL 0,0 Rep Stress Incr YES WB 013 Horz(CT) 0.00 E n/a n/a BCDL 5,0 Code IRC2015/TPI2014 Matrix-R Weight:35 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) E=396/0-2-14,J=396/0-3-8 FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-535/0,C-D=-348/0,D-E=-349/0 BOT CHORD I-J=0/535,H-1=0/535,G-H=0/535 WEBS D-G=-257/0,E-G=0/505,B-J=-604/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)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. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)E. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards �LRRILL 6, WASyjj 51398.Ec,� O� G/STF, 6'V810N AL E�G� May 8,2017 AWARNING.Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITMD 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 end 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 ANSITfPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21e N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Hei his CA 95610 i Job Truss Truss Type Qty Ply LGI HOMES 2159 FLOOR R50491310 2159-FL I'llFLOOR GIRDER 1 2 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Sun May 07 23:11:18 2017 Page 1 1 D:XZ6YFMQfWh?mnvvnUlgY4cyAwuX-gCpbnC2vYLwKwVQjgZkdV?gy8XMkslXPzosedszl ION r 2-3-8 Scale=1:16.4 3x6 = 1-5x4 II 3x6= 4x5 I A4x5 II 1 B J C K D E a u u G 3x10 = 4x5= 4x5 = 4-10-B 4-10-8 4-10.8 -3-8 Plate Offsets MY)— IE:Edge,0.3.81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0 11 G >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(CT) -0.15 G >807 360 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) 004 F n/a n/a BCDL 5.0 Code IRC2015frPI2014 Matr-x-R Weight:74lb FT=12% LUMBER- BRACING- TOP CHORD 2x4 HF No,2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, BOT CHORD 2x4 HF No,2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) H=1876/0-2-4,F=1807/0-4-6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-H=-379/0,A-B=-367/0,B-C=-5717/0,C-D=-5717/0,D-E=-262/0 BOT CHORD G-H=0/4008,F-G=0/4205 WEBS B-H=-3906/0,B-G=0/1834,C-G=-1315/0,D-G=0/1623,D-F=-4231/0 NOTES- 1)2-ply truss to be connected together with 1 Od(0 131'xY)nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design 4)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. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)H. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down and 96 lb up at _``GpRR[Lj 5-7-0,and 674 Ib down and 96 Ib up at 7-7-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. t� WAS `tJ LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1 00,Plate Increase=1 00 t Uniform Loads(plf) Vert:F-H=-10,A-E=-100 Concentrated Loads(lb) p 51398 Q7� Vert:C=-296 D=-674 1=-483 J=483 K=674 NAL�G May 8,2017 AWARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web 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 ANSIITPl1 Quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information avallable from Truss Plate Institute,218 N Lee Street,Suiln 312,Alexandria,VA 22314. Suite 109 Chrys Heights,CA 95610 r. WO D � W r M -U 'A cn W w D V+ Cl) � y m x S o X ca co��S�cWco�opo�mz �a S p Tw 3 m $pp ocr n 3 -W 900. d O Oo 0 _ _ o.Q°G�pn> = � vt � mc a > � � _n Z � of � ago "- 1o��rn z N �Wo37coi �' N � � �i oc m � O m Nom cy �� N 0 CA m m 6 av3 � 7 D ocin� d '� moo °' 0' r m o��, ID rn 'N N � �� Z ° n.-U° a= N 70 N N 7 a O f0 N � �, N y �•a� o C> � u7i N d 7 7 n N N N fD C O' ('� S O O. A) O 3 ... N N 6 p'N coo:° om 0CD am CD D � CD Q v o C ;;° 3a, N ° m W° �• fD O � -I Q N "'I y ° C N 0 D .0�. N CD N 7 ate, CD ao m - v -I° 7 Q7 0 0 3 Q w 7 m 7 m o.a O 7 ao 7 RI N O O (D n - N (D �' 7 — n.Q Z n a N N-0 07 0 3 'O�" Q O Z �p f2n O O 7.(a7 (p� f0 n O = 3 0�p o f N r a D N �• N 7 n(0 07 7 fD N y fD-a F. IVD N_N C _ SN C "'I O a° O O 2 N fD N O 7 a° O N 7 ° S N °�7 a= 7 0 7 3 7 S n.2.D) Q (O .= cn O n M !%! CD W W N N N Z 2 5•� cu 7 N = C nD 7 CD O fD N j• N (O .7-.Q 7. O :3 N'y N O CD O =• 3 7 .. N N (D N y `G CD CD m e j m m n m Z n a w TOP CHORD C x xxo j _Q .� NN �� m � W� rC-Z co i OW.2-7 z M C (D O v m y m Z c) N a 7 N V j Z1 n y N T- CD N a W v(D, ui N m_ r z x m - O co � �� oa (ncn O n -miv m� O ID �N N� y v mm AzCr � � 077� °W'W m yW ym On (D N N C 2 7 fV n N co r- V iC = N y N fD a cnm m D� < N 3 �■ CDO N O O �. Cl) m cz zE 2 W p�. fD N ? 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Y/ m 2 �+N w �' w 5,n m= �� m'o p �`� D.2 n o m n -mm = Nc c o v °�LN a am �^ _ �v =r 2m �� 3 m '0 n m x °5 m n m 3 o v ° a �. m c, y Q n� C (D of m S �� m m mID m ��' 3 fD m � y � m� mCD a ID o m 7 a �• S 'o w n uo=i m Q n n,o 2 T 0 Q ° m m5 _° 3 Z� - m `^ n- ° c o 3 CD CD N O (D N i Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Inforrnarion Corrtaci Information Plan 2159 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 AIMM-5—te-75—nes R-Value" U-Factor" Fenestration U-Factor n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC ' n/a n/a Ceilingk 49' 0026 ®�� Wood Frame Wall"" 21 int 0,056 ICE CO,DY Mass Wall R-Value' 21121 0 056 Floor 3W 0.029 Below Grade Wall`'" 10115121 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 realdentlal bulldlna 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 U 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 feel of heated floor area but less than 1500 square feet. 22. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or 93, Exception; Dwelling units serving R-2 occupancies shall require 2.5 credits. L]3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ( _f 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Lr lion Description Crecilt s 1a c iclent Building Envelope I U 5 1b Efficient Bulldrng envelope 1b 1 1c Efficient Building Envelope 1cEl 2,0 ld 15fficient Building Envelope 1d 0.5 1a Air Leakage Control and Efficient enlilalion a 0, ] b Air Leakage Control and Efficient ent anon N 1.0 n 2c Air Leakage Control and Efficient ventilation 2c Z �] 3a High Efficiency HVAC 3a 1.0 Q 1.0 3b High Efficiency HVAC 3b 1 0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1,10 1.0 5a Efficient Water Heating 5a 05 [] 0.5 5b Efficient Water Heatinq 5b 1 0 Q 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 lRenewable Electric,Energy 0.5 11200 kwh 0.0 Total Credits 3.50 "Please refer to Table R406,2 for complete option descriptions Ll Window, Skylight and Door Schedule Project Information Contact Information Plan 2169 Width Height Ref. U-factor Qt. Feet Inch Feet inch Area UA Exempt Swinging Door(24 sq. ft. max.) I 7H 10.0 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 0.0 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet inch Feet Inch Area UA House to Garage Door 10.30 1 2 ° 6 n 17.8 5.33 Entry Door 0.30 1 3 6 20.0 6.00 Vinyl Frame Window 0.30 3 2 2 12.0 3.60 0.30 3 3 5 45.0 13.50 0.30 1 6 6 70 41.0 12.30 0.30 4 5 5 100.0 30.00 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 0.30 0.01 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 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 IF 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 1 235.81 70.73 Vertical Fenestration Area Weighted U=UA/Area 1 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inoh Area UA 0.01 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00. Sum of Overhead Glazing Area and UA 0.0 0.00 Overhead Glazing Area Weighted U=UA/Area I0.00 Total Sum of Fenestration Area and UA (for heating system sizing ca►culations) 1 235.81 70.73 v � � � � � � �� r r _ ' .a'. Simple Heating System Size: Washington State This healing system sizing calculator is based on the Prescriptive Reouirements of the 2015 Washington State Energy Code(WSEQ and ACCA Manuals J and S This calculator will calculate heating loads Only ACCA proCeoUreS 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,J 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 2159 Heating System Type: O All other systems Q Heat Pump To see detailed instructions for each section,place your cursor on the word'Instructions". Desion Temperature Instructions Design Temperature Difference(AT) 51 Puyallup AT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2.159 Average Calling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.3 20,143 Glazino and Doors U-Factor X Area = UA Instructions 0.30 age 70.80 Skvliahts U-Factor X Area = UA Instructions 0.50 Insulation Attic U-Factor X Area = UA InstructionsR r? 0.026 1.319 34.29 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions iL:electR-Value No selection .-• Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions 0.056 2.300 128.80 R-21 Intermediate � Floors U-Factor X Area UA Instructions rR-30 0.029 1,319 38.25 Below Grade Walls tree Figure 1) U-Factor X Area UA Instructions No below Grade Walls in this project. i --- 1111111m Slab Below Grade rs..Figure n F-Factor X Len th UA Instructions - -I Select condiUaring V� No selection J ... Slab on Grade(se.Figure 1) F-Factor X Longth UA Instructions �No Slab an Graft .InNO Location of Ducts Instructions Conditioned Space V Duct Leakage Coefficient 1.00 Sum of UA 272.15 Envelope Heat Load 13,879 Stu/Hour Figure 1. Sumof UAXAT Air Leakage Heat Load 11,095 Btu/Hour VolumeX 0.6XATX.018 Atgvc Geauc Building Design Heat Load 24,974 Btu I Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 24,974 Btu/Hour Ducts in unconditioned space:Sum of Budding Heat Loss X 1 10 Ducts in conditioned space:Sum of Budding Heat Loss X 1 Maximum Heat Equipment Output 34,964 Btu/Hour Budding and Duct Heat Loss X 1.40 for Forced Air Furnace Budding and Duct Heat Loss X 1.25 for Heat Pump (07101113) 1 y 1 • E� R Permit#: 1470 Permit Date: 05/19/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 11410 NE 124th Street, #103 Applicant, City, State, Zip: Kirkland,WA98034 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 264649.77 Square Feet: 2577 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 06/07/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Launa Black Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900003100 8 917 171 st Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om lieted Date I nspector S tatus 07/24/2017 R20.SFR/DUPLEX 10/17/2017 B UILDING C om lieted FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 05/19/2017 RESIDENTIAL SINGLE FAMILY 05/19/2017 RESIDENTIAL SINGLE z.Rick Karns FAMILY Fees Fee D escription N otes A m cunt Building Plan Review T able 4-2 $1,767.82 Building Penn i T able 4-1 $2,719.73 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) $25.00 Mechanical Base P erm i Fee $25.00 Park-Com m nity SF S ingle Fam iy $1,662.00 Plum ling Base Perm i Fee $25.00 M echanical Com m mial Perm i T able 4-7;Per Unit $168.00 Processing/Technology $25.00 State Surcharge-add'1 DU R esidential Additional Units $4.50 Traffic Mitigation-C/MF Orn m ecial/Multi-fam iy $3,355.00 Wier Heater(Tank) $25.00 Total $9,837.05 Attached Letters Date Letter D escription 06/06/2017 Building Perm i Paym acts Date Paid By D escription P aym a►t Type A ccepted By A m aunt 05/19/2017 LGI Hom e; c heck#4677 L auna Black $1,767.82 05/23/2017 LGI Hom e; c heck#4679 L auna Black $8,069.23 O itstanding Balance $0.00 Uploaded Files Date File Nam e 06/07/2017 2347931-1470 Issued Perm i.pdf 05/19/2017 2300359-1470 Site Plan.pdf 05/19/2017 2300360-1470 Application.pdf