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Home My WebLink About8923 171st Street NE_BLD1469_2026 r Y °�' RESIDENTIAL PERMIT APPLICATION 9 0 Department of Community& Economic Development I'N 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. 717-4 Project Address: f Z S r 5 �y — Plat: �-�t (� Z � ❑ Single-family ❑ Duplex ❑ Townhouse Addition ❑ /ccessory structure Proposed Area: 1st Floor: D(&;, 2nd Floor: Garage: �6,,_Z� Total SF: Describe Proposal (include cross street): 5` Valuation: -7-63. 5(57 S-D Owner: LL 1 Z4 mi" l/'c Sfik"1�T�1 n Address: �j Y((7 .44 �(' {.�L City: L4"1,9 State: Zip Code: 7 03 Phone: �{Z�- TU �� Email: Applicant: L6( /-f'C 92 -A*AA12,�..f Address: city: 2 State: Zip Code: Phone: �Ira-, � l Email: IrAD401k, � � f" 7 F. L' Contractor: 4. �— Address: /1q/_0 AJCC- O V* St d- City: a ' State: Zip Code: v� Phone: ��r' �—� �g Email: W(b,-/-4 AiL,a(a Contact Person: QLicense Number-L41449 Expiration: Z 6/16LP Page 7 of 3 RESIDENTIAL PERMIT APPLICATION 0 0 Department of Community& Economic Development 'YGSO� 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) � Bath/Shower Combo (4.0) x I 14 Sink(1.5) x Shower(2.0) x lfq Lavatory(1.0) x ""`' lothes Washer(4.0) x I Water Closet(2.5) x [Z4--Dishwasher(1.5) x t}_—Water Heater x Hose Bibb (2.5) x Water Heater Model# Other(list) x Plumbing Section Continued K ? Proposed Water Piping Size: Proposed DWV Material: �D t( 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 °�' RESIDENTIAL PERMIT APPLICATION y Department of Community&Economic Development �+ O City of Arlington • 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace(80+) Model# /y'�i fj AFUE ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood Ql Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler Chi Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Freestanding Stove (y Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ Pipe Material: Pipe Size: I I( Total BTU's of all Appliances: D Distance from Meter to Furthest Appliance: 2='5-' • 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: �- 1 Print Applicants Name: 7� 6/16LP Page 3 of 3 Q CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:8923 171st Street NE Permit#:1469 Parcel#:01166900003000 Valuation:283315.50 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: `/-13 DWELLING UNITS: j OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION 14AS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and o City lington 3101. . gnature Print Name Date Re eased 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 $2,870.40 6/6/2017 Building Plan Review Fee $1,865.76 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) $180.00 6/6/2017 ProcessingfTechnology 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: $10,097.66 Total Payment: $10,097.66 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 \ S BACKS NOTES: X fROVT 20' •BUILDING D/MENSYOWS ARE TO EAISDNG CONTOUR X SYDE 5' FACE OF FO/NDA77ON IYP. REAR X 5'-- .WADING WOW AS DESrpV h ( ) A ACTUAL LOCAAOYV MAY VARY •SYOff DRIVEWAY 70 PUBLIC ROAD I 5'BSW \ * •SYLT FENCE TO BE INSTALLED PER RNIMED COYTGUR PROPERTY I p7Y OF ARL/NGTa S STANDARD (np) CORNER •SYLT fENCE 70 BE INSTALLED ON N89 y4'11"W l (TYP.) W40/ENT SYDE OF BUILDING 4500PAR• S7RUCAON EN)RANCE T9 BE rr - - -- - — � - - - - - INSTALLED PER CITY Of' ARL/NGTONS STANDARD. I I I I STORM NOTES. •7£SL^INSTALLED PRIOR 10 COVPA AO 12 I ( •BE SWS OW RED Ml7H MULCH GYP AN07HER APPROVED BMP 5'80II •701°SbYL PER MSnGIE BMP 1313 (EFF 12'DEP7H) 5'f - ---- - I I •ALL 6WSY7E RUNOff CONNECTED TO 3500 5'BSBL PR/VA7E S70RM S7149 I •S17E 9VALL BE STABILIZED PR/OR LOT 30 1'R00'"OVFRHAN ,�u I PROPOSED RESYDENCE R BUILDING PERMIT BEING MILL-2338 GARAGE RIWT I FINALIZED 1,5891-W I SITENOTES: i�g I •7IGYIIL/N£FOOANG DRAINS AND ROOD DRAINS TO PERMANENT STORM DRAINAGE S67EM PfR GARAGE I APPROVED PLAT DRA/NAX PLAN BUILDING I ON RLE W7H 7HE COUNTY. i 0117L/NE OLWNE017aV •AREA OF DISTURBANCE INCLUDES I 2.00 I ENARE LOT. 5'PR/�A1F I j p 19.00 SJORM I ad 4. ° LEGEND.- EASEMENT I 11.00 = - _ �— Bcow GAF - 7` 1 .. ___� - - L- - - - - - STORM C LEANOUT. Z0 SF, a ® WA IV?MEIER CONNECT ROOF AND 20'BSBL DRIV�EWKY 4( RRE HYDRANT FOOANG�RAINS r" AIR VAC 10'PUBLIC — ——— Un1ITY 093 CA TOY BASYN - I 4 - — EASEMENT O LYEANOUT 9V8Y20 „W <a ° © MANHOLE °.' a. - a �°° e'- a .d e° .. a BLOW WALL PR — ti0 TREE REJIIOVAL L'OPNE]P, 1' WATER SEJ4VIQ� 12'NAM? _ 171ST�ST. NE _ 15,400 8'SEVER / SVLE 1'=20' LOT 30 ° • d ° ° 26: SITE PLAN rd ° GREGOR Y PARK L GI HOMES PLAN NO. MILL-2338 [WALKWA AREA = 4,354 SF DATE 511112017 PARCEL # LOT M aE USE= 1,589 SF 1471 I NE 29M Place,#101 VEWAY= 460 SFC ae11e°e•W AM.l-98007 DESIGNED CORE ADDRESS 8923 171ST ST. 425.885.7877 Fax 425.885.7963 YIPA770 = 12 SF /DESIGN PROJECT NUMBER AL= 2,061 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 BUILDING INSPECTION REPORT— Residential Final Permit No. 1469 Address: 8923 171st Street NE Contractor: LGI Homes -Washington, LLC Owner: LGI Homes - Washington, LLC Date: 10/17/2017 ❑ APPROVAL PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ] ADDRESS NUMBERS: rV ACCESS: C;Y PLUMBING: MECHANICAL: C� SMOKE DETECTION: E� CO DETECTION: C� LIFE SAFETY: 12/ DECKS: q�- HANDRAILS: E PLANTINGS: WATER: C" SEWER: D11111, LIGHTING: Y FINAL ELECTRICAL: I / BLOWER DOOR/DUCT CERT: E2 INSULATION CERT: Date: 10/17/2017 Inspector: Kevin Olander �-vE L ULGZ S (P FUr�r �L �GfG�CPJa''��•�/s a� ��vGf r� C-L�c �c CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:8923 171st Street NE Permit#:1469 Parcel#:01166900003000 Valuation:283315.50 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:1141 ONE 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 14AS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlin ton must be reported on your sales tax return form and o d City qf lington#3101. /n / A�Q V(,t�uJL &1-7117 posture Print Name Date Rc eased 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 $2,870.40 6/6/2017 Building Plan Review Fee $1,865.76 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) $180.00 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: SI0,(197.66 foul Ca)'mcnt: $10,097.66 Balance Duc: $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 1469 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 8923 171st Street NE Valuation 283315.50 Status Applied Permit Issued Permit Expires Square Feet 2718 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Launa Peterson Property Information Owner Information Parcel#: 8923 171st Street NE Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# LGI Homes-Washin ton, LLC ake Jabusch 360-353-0588 ake.'abusch(cDI ihomes.com ONTRACTOR abor and Industries GIHOHL857MB Review Date Type Description I Target Date Completed Date Assigned To Status /19/2017 esidential Dwelling ,/2/2017 my Rusko In Review ,/19/2017 esidential Dwelling /2/2017 PRick Karns Din Review Uploaded Files Upload File J Date File Uploaded B 5/19/2017 1:27:41 PM 1469 Aor)lictahr)n.odf Peterson,Launa x 5/19/2017 1:27:41 PM 1469 Site Plan.pdf Peterson,Launa X � °� RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development .G'L 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: &Z�3 L1/ ,r Plat: 0 Z 3� Single-family ❑ Duplex ❑ Townhouse Addition ❑ /ccessory structure Proposed Area: 11 Floor: O(!o 2"d Floor: _l� Garage: 59OZ� Total SF: Describe Proposal (include cross street): Valuation: 2- 3, ;5 S� Owner: �(� Address: 11 ((7 L-4/03 City: �1,e ` 1 State: � Zip Code: 7 03 Phone., ` � ® j Email: Applicant: U-7 < 4A SA&47-D..J Address: �� /�� Id`� f S� ��7 City: State: Zip Code: 0 Phone: Z�' ram` Email: MrfA 5 Cy C41 /_�,OA9 'JW11 Contractor: 40 vp l-e Address: (IT� a l�rL r� '� f`r4� City: L(�,O>L State: Zip Code: Phone: Email: nditnL,/h Aim a0_��,�w,'S n�"'_ Contact Person: License Number:L41 Expiration: Z 6/16LP Page 1 of 3 Z Y RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development ��l jNGtO� 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) —Bath/Shower Combo (4.0) x 1� Sink(1.5) x { Shower(2.0) x Lavatory(1.0) x "'` lothes Washer(4.0) x Water Closet(2.5) x [A--Dishwasher(1.5) x Water Heater x Hose Bibb (2.5) x Water Heater Model# Other(list) x Plumbing Section Continued Proposed Water Piping Size: Proposed DWV Material: f3S f( 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 " °^ RESIDENTIAL PERMIT APPLICATION y Department of Community& Economic Development City of Arlington • 18204 59th Ave NE•Arlington, WA 98223 • Phone (360)403-3551 lI1�I G`S Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace(80+) Model# AFUE Ul Heat Pump Model# SEER HSPE Di AC Unit Model# SEER Type II Hood Q Commercial Cooking Appliance Hydronic Piping ❑I Boiler QI Solid-Fuel Appliance ❑ PV System �f Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Freestanding Stove �w Gas Piping Other Gas Piping Information Not Applicable: ❑ Pipe Material: I (Ae f Pipe Size: I( Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: y `� • 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: b{� I Print Applicants Name: Iyl�� AJUS 6/16LP Page 3 of 3 }- �. i I — X \ �S�BAC25 NOTES.• •BUILDING DIMENSOWS RE TO ` £XISANG COYV1t�X/R X -- SYD£ 5' FAX OF FOUNDAAOV (TYP,) REAR X5,__ GRADING 9YONW AS DE9 6W a ACTUAL LOC'AAOW MAY CRY 5'BSBL •SLOT°£DRIVEWAY TO PUBLIC ROAD I f1N/9IED CgNTGY/R PRCPERn, •SILT FENCE TO BE INSTALLED PER CITY OF RL/NGTOW S'STANDARD ( CY.IRNER I •S7L T FENCE 70 BE INSTALLED OW N897411 W (7YP) GRAD/ENT 570E OF BUILDINGr 45.00 ___ _ _�S •PS7RUCAAN ENTRANCE TO BE r I I ARL/NGTOW S STANDARDS STORM NO TES. •7ESC INSTALLED PRIG? TO I I PA NO 12 I I OAR •BESOIL S CO WERED INAI MULai AR AN07HER APPROVED BMP 5'85M I I I •RRSOIL PER NWOE BMP T5.13 I ___-- -- ( EFT 12'D07H •ALL ON27E R V , T CONN£07E0 TO 35.00 5'BSBL PR/VA7£ST6RV STUB LOT 30 1'ROOT OVERRAN 'S77E SYIALL BE STAB/L/ZED PR/OR PROPOS D REVDENCF TO BUILDING PERMIT BHNG MILL 23M GRA6F R10yr i ^ I FINALIZED 1,589f i Q, I SITENOTES: o,i — � "� •77 YI7LINE FObANG DRAINS AND ROac'DRAINS 7O PERMANENT '� I S7ORM DRA/NAG£SYSTEM PER GARAGE i I APPROVED PLAT DRA/NAGS PLAN SUADIN\ I i GU71/NEG I SEKER OW FILE INAI 7HE CWN7Y. I i CLWNECAON •AREA OF D/S7URBANCE/NCYUDES 5'PR/VALE 19.00 ' I SNARE LOT. e EASEMENT I - e - LEGEND. _--- - 11.00 - - - — L---- - - - o- BLOW OFF SA52V CLEANIOUT. 00 SF_A ° ® WA7ER ME7ER CONNECT ROOF AND 20'BSBL Off FOOANG FIRE HYDRANT AIR VAC 10'PUBLIC — — — -_ — — — — UALITY 00 CATW BASIN l ° .. EASEMENT Q CLEANOUT ° 3N89^24' MANHOLE 4. ' a . d 4° .I . 4 d e° °. n BLOOM! WALL CWN&,, P WAS 2p TREE REMOVAL 51FRNGE/ 12 WA7ER _ 171ST T. NE 15*00 _ 8',SEN£R SIXE 1'=20' l tD LOT 30 El ° e d SITE PLAN GREGOR Y PARK LGI HOMES PLAN NO. MILL-2338 LOT AREA = 4,354 SFIiE DATE 511112017 PARCEL # LOT 30 HOUSE= 11 589 SF 14711 NE 291h Place,#101 DRIVEWAY= 460 SF C Wv Wgron 98007 DESIGNED CORE ADDRESS 8923 171ST Sr425.BB5.181 Fax 425.M5.71. WALKWAY/PAAO = 12 SF ��DESIGN PROJECT NUMBER TOTAL= 2,061 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 OFFICE COa �,� i NASH&ASSOCIATES ARCHITECTS PLAN 2338 BEAM, LATERAL & SEISMIC CALCULATIONS OFFICE COPY Ali l�f.:cl _r;' � THOMAS NASH STATE OF WASHIN Deceived ?.ae, GTQN ,MAY 19 2017 -i5k�b m L7 r r 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM pr -I-- NASH-ASSOCTATES CLIENT: BEAM DESIGN DATA PROJECT: ARCHITECTS DATE: NAME: Roof Loads: LL 25#/sf DL 15 #/sf Total 40#/sf Unless Noted Otherwise Floor Loads: LL 40#/sf DL 10 #/sf Total 50#/sf Deck Loads: LL 60#/sf DL 10 #/sf Total 70#/sf Soil• 1500 PSF Min, Concrete: Per IBC 15 Masonry: Per IDC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing•. Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists do 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, CPICI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM i PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.1 in' R2=2.1 in (1.5)DL Defl= <0.01 in Data Beam Span 5.0 ft Reaction 1 LL 850# Reaction 2 LL 11504 Beam Wt per ft 7.87# Reaction 1 TL 1262# Reaction 2 TL 1282# Bm Wt Included 39# Maximum V 1282# Max Moment 1603'# Max V(Reduced) 887# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section i6' Shear(in ) TL Defl (in) LL Defl Actual 79.91 32.38 0.02 0.01 Critical81 7.39 0.25 0.17 StatusK OK OK OK Ratio % 23% 9% 8% Fb(psi) Fv(psi) E(psi x mil) Fc1(psi) _Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 L1 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:340 Uniform TL: 505 =A Uniform Load A R1 = 1282 R2=1282 SPAN=5 FT Uniform and partial uniform loads are ibs per lineal ft. ., r• _ ` PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.5 in2 R2=2.5 in' (1.5)DL Defl= 0.02 in Data Beam Span 6.0 ft Reaction 1 LL 1020# Reaction 2 LL 1020# Beam Wt per ft 7.87# Reaction 1 TL 1539# Reaction 2 TL 1539# Bm Wt Included 47# Maximum V 1539# Max Moment 2308 W Max V(Reduced) 1143# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear(in') TL Defl(in) LL Defl Actual 49.91 32.38 0.05 0.03 Critical 25.64 9.53 0.30 0.20 Status OK OK OK OK Ratio 51% 29% 16% 13% Fb(psi) Fv(psi) E(psi x mil Fc-L(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 ,Acj�ustments 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:340 Uniform TL: 505 =A Uniform Load A Z\ R1 = 1539 R2= 1539 SPAN=6FT Uniform and partial uniform loads are Ibs per lineal ft. 4 *. PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-3 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.8 in2 R2= 1.8 in (1.5)DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 700# Reaction 2 LL 700# Beam Wt per ft 7.87# Reaction 1 TL 1095# Reaction 2 TL 1095# Bm Wt Included 39# Maximum V 1095# Max Moment 1368'# Max V(Reduced) 757# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(irP Shear(in') TL Defl l) H. Defl Actual 49.91 32.38 0.02 0.01 Critical 15.20 6.31 0.25 0.17 Status OK OK OK OK Ratio 30% 19% 8% 6% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adiustments 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:280 Uniform TL: 430 =A Uniform Load A R1 = 1095 R2= 1095 SPAN=5 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-4 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.8 inz R2=2.8 inz (1.5)DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 1400# Reaction 2 LL 1400# Beam Wt per ft 7.87# Reaction 1 TL 1770# Reaction 2 TL 1770# Bm Wt Included 39# Maximum V 1770# Max Moment 2212'# Max V(Reduced) 1224# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear(in') TL Defl(in) LL Defl Actual 49.91 32.38 0.03 0.02 Critical 24.58 10.20 0.25 0.17 Status OK OK OK OK Ratio 49% 32% 12% 13% Fb(psi) Fv si E(psi x mil Fc (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:560 Uniform TL: 700 =A Uniform Load A 0 R1 = 1770 R2=1770 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. ti � ,� PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GBA Date: 10/24/16 Selection 5-118x 15 GLB 24F-V4 DF/DF Lu=0.0 Ft 1 Conditions NDS 2015 Min Bearing Area R1= 10.0 in2R2= 10.0 in (1.5)DL Defl= 0.23 in Recom Cambe-0.34 in Data Beam Span 16.0 ft Reaction 1 LL 4320# Reaction 2 LL 4120,1 Beam Wt per ft 18.68# Reaction 1 TL 6469# Reaction 2 TL 6469# Bm Wt Included 299# Maximum V 6469# Max Moment 25878'# Max V(Reduced) 5459# TL Max Defl L/240 TL Actual Defl L/359 LL Max Defl L/360 LL Actual Defl L/627 Attributes Section(W) Shear(in') TL Defl(in) LL Defl Actual 192.19 76.88 0.54 0.31 Critical 129.39 34.12 0.80 0.53 Status OK OK OK OK Ratio 67% 44% 67% 57% 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 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:540 Uniform TL: 790 =A Uniform Load A Q R1 =6469 R2=6469 SPAN= 16 FT Uniform and partial uniform loads are Ibs per lineal ft. �; r CLIENT: NASH-ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT. A R C I I i I li(' I S PER 2015 IBC DATE: NAME: WIND DE51ON CRITERIA DE516N PER ASCE 1-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 55/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICIENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDING5,5TRUCTURE5,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUGTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RE515TANGE FACTOR DESIGN,ALLOWABLE STRESS DESIGN,EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS,AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS,5TRUGTURE5, AND PARTS THEREOF,SHALL BE DE-516NED TO WITHSTAND WIND LOAD5 AS DEFINED IN SECTION 16001 AND A5GE 1-10 51MPLIFIED METHOD TO BE U5ED FOR WIND DESIGN PER ASGE -1-10,SECTION 21.5 (BUILDING HEIGHT 15 LE55 THAN 1150 FEET) 110 MPH ULTIMATE WIND SPEED USE Iq.6 PSF PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2506.STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRA6M5 TO RE515T WIND, 5EI5MIG, AND ALL OTHER LATERAL LOAD5 SHALL BE DESIGNED AND CON5TRllGTED IN AGGORDANGE WITH AF Q PA 5DPK5 AND PROV15IONS OF SECTIONS 2305-2506 5E15MIG DE516N DATA DESIGN PER ASGE 1-10/SECTION 1613 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. 5HORT PERIOD ACCELERATION 55 1.66 •see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 O.'146 *see footnote at bottom of page 4.51TE CLASS D (default class per IBG) 5.5PECTRAL RESPONSE COEFFICIENT 5w OAl2 *see footnote at bottom of pogo 6. SPECTRAL RESPONSE C0EFFICENT So 0348 "see footnote at bottom of page 1. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALL5 q.DE516N BASE SHEAR (see seismic calculations) 10.SEISMIC RESPONSE COEFFICIENT G3 0.15 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13.RISK CATEGORY 11 THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH A5CE "1-10,SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIC DES16N CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNEGTION5 TO VERTICAL ELEMENTS SHALL BE DES16NED TO RES15T MAXIMUM EFFECTS A5 SPECIFIED IN ASCE 1-10,SECTION 12.10.2.1 BASE SHEAR V= (F S.,/R) W ANCHOR BOLT5i 5/8" DIA X 10",A307 OR BETTER W/1" MIN. EMBEDMENT. V= 1104#/30LT ° PER U565,THE MAXIMUM S7 IN THE STATE OF WASHIN6TON 15 0.148. ALL SEISMIC, DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER SINGE SI 15 LESS THAN 0.15,THEN USE SEISMIC CATEGORY D IF R15K CATEGORY 15 I, II,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM .9 V L� W O I 1 I I L1J❑❑ ❑❑❑ :r Q. �9 �. y - -. � ` �, i i i `� i W i i �J --�-- --- - - i i i i i i i i i i i i i i i i �m `� <�� '� N � 0 N Iz- ti N �N IL- Go�v N LATERAL CALCULATIONS CLIENT: - NASH&ASSOCIATES WIND WORKSHEET PROJECT: ARCHITECTS DATE: 85 MPH/110 MPH= NOMINALNLTIMATE WIND SPEED NAME: Iq.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W a H z (see chart for wind pressure WALL SHEAR WALL ® specified height) LENGTH (ft) (#/ft) TYPE uP / 7,sx� k rg- 61 306-7 3 5 ` 0 � 7uP c/1, a u rq,6 30 -7 3y 9 v�O �ZLAW (cfiC� I - �� Cl�xgu�R�� 1 U1 jg -7 /9/y) Zyxtix(q,�) -�-�rz3 3 gM exakig, (0) + 3/7� 57 -7 8003 118th AVE NE Kirkland, WA 9803.3 (425) 828-4117 WWW.NASH—ARCHITECTS.COM i . � CLIENT: _ NMH ASSOCIATO SEISMIC ANALYSIS PROJECT- Tdd " . ! - 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 0 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 - 2.26#/ft 1/2" GWB Ceiling - 2.00///ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.76#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft lot do 2nd Floor Assembly: Caret / Pad - 0.50#/ft Hardwood - 2.50#/ft. 3/4' T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/f t 2x10 ® 16" o.c. - 2.30#/ft 2x10 0 18" o.c. - 2.30#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior Wall Assembly: Exterior hall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x6 @ 16" o.c. - 1.37 #/ft Total 5.10#/ft R-21 Insulation - 2.10 /ft Use 8.00#/ft 1/2" GWB - 2.00 /ft Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM CLIENT: NASH�ASSOQATES SEISMIC ANALYSIS PROJECT. ARCIIIT.ECTS DATE: NAME: 2 SEISMIC: V = (Co) (Wdl) (Plywood) 2nd Level: Roof: or (Asphalt / Cedar Shake) 10#/ft X /30 Z sf = 136 Z a (Tile) 18#/ft X sf = Exterior Walls: L x 10#/sf x 1/2 (h) �p 3 z 1 Sq u(b vm _ _ (E 2) Interior Walls: L x 8#/sf x 1/2 (h) Sz TOTAL = If 1st Level: Roof: (1st Floor Roof) 10#/ft X__S� �D0 of = 2nd Floor. 10#/ft Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) �3sZ6 o320 t- /60Wexu'� (E1) Interior Walls: (I 0 + L x 8 /sf x 1/2 (h) fzto -f- 0ok 0 kLr( �- � O (11) TOTAL — 3S5 0 U O�J Z a Basement: 1st Floor. 10#/ft X sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (11) + L x 8#/sf x 1/2 (h) TOTAL = 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM NASH=ASSOQ CLIENT: ATES SEISMIC ANALYSIS PROJECT___ �;c: t I I`f E C T S DATE: NAME_: 3 BASE SHEAR: BASE 5HEAR V= (r- 5DSARQ W V= F (.5112)/65= .14q LEVEL 2: Wdl Z 71 # x 0.149 = LEVEL 1: Wdl 3 51 # x 0.149 = S I Z TOTAL- Wdl 6011 # x 0.149 = 7 D 77 (V) Dead Load Hei ht Moment Shear © Stor Level Fx = [(Wdl)(h)TV Remarks (Wdl) (h� (Wdl)(h) (Wdl)(h) 2 812� 2 S� 1 3 3YS Cqf 0-7 i BIZ, Z Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM NASH-ASSOCIATES CLIENT: -- SEISMIC ANALYSIS PROJECT: DATE: NAME: 4 ev C)0 a z w �, U � W. w �, N �x �- r-0• Z pa n a WW � Z x , w z N � S 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 �� M A�FPW.NASH-ARCH�,I'ECTS.COM � i CLIENT: A I: NA 1, HI T OQAT SEISMIC ANALYSIS PROJECT. " I F?C I'.S.� DATE: NAME: 6 Redundancv Factor ( ): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 C1�C q�o7 - 18(ry I3� 1 3�, Z� 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) Z � ) y96 � 37,Z�i7 WINO 9003 118th AVE NE Kirkland. WA 99033 (425) 829-4117 WWW.NASH-ARCHITECTS.COM --- i w o $ Cz, 3 8 r a 0 c rr � - OFFICE COPY y r >>�Cr1 2 O �d?O N Received " MAY 19 2017 L4b1�d � rp - ',D.i Canyersl Deigner Rl DuUEu LGI ]ob Number Sheet Tltle x ®BMCI+2NI."tAh Avaue NEl Evaed'A'AI W6 I lab Name/Model 2335-A RF GL O, :Q5789- 6 D.00— DAN C. TRUSS LAYOUT Q1?SYIONFFI#'<'W4iP�xrw.BuidKSIhBMC.can Add— Date 5/]/2017 . i MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 2338-A Fax 916/676-1909 LGI 2338-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: R50491610 thru R50491615 My license renewal date for the state of Washington is May 16,2019. 14EWtILL 8 wAst�,�'�P�c� r0¢+0 ,��51398 q4 .t+ CISTER G` 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 ANSI/TPI-1, Chapter 2. Job Truss Truss Type City Ply LGI 2336-A RF R50491610 2338-A Al Common Supported Gable 1 1 _ Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 01:14:06 2017 Page 1 I D:e65LYM4oNpOLxjChUwbmlTzljS6-_oGxRTYw04 WbOOrZ8r97dGgBodCDGgnvE6fXEozljDF I 11-0-0 1g Q•Q� 1.0.0 5.6-0 5.6-0 1-0-0 Scale=1:20 8 4x5= D 5.00 12 2x4 II 2x4 II E C L M K N B F I G Id J 1 H 3x4= 2x4 II 2x4 II 2x4 II 3x4= 11-0-0 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20) Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0 00 F n/r 180 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1 15 BC 0.07 Vert(CT) 0.00 G n/r 180 BCLL TCLL 7 O Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 F n/a n/a 00 BCDL 100 Code IRC2015TTP12014 Matrix-R Weight:35 lb FT=101% 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 11-0-0 (lb)- Max Horz B=-32(LC 13) Max Uplift All uplift 10O Ib or less atjoint(s)B,F,J,H Max Grav All reactions 250 lb or less at joint(s)B,F,I except J=303(LC 19),H=303(LC 20) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vu1t=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 2-6-0,Corner(3)2-6-0 to 5-6-0, Exterior(2)8-6-0 to 9-0-0 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=11 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 perANSI/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)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc '`�'RR TT L 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c1 r� 8 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 Jv O�WASN,, J will fit between the bottom chord and any other members. W 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F,J.H C� 51398 �� A CiSTER �sSrONAL May 8,2017 AWARNING-Vanify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek. 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Sufi,)312,Alexandria,VA 22314. Suite 109 Citrus H A 95610 i Job Truss Truss Type Qty Ply LGI 2338-A RF 1 R50491611 2338-A B1 Common Supported Gable 1 1 Job Reference footionall BMC, EVERETT,WA 98205-3212 8 010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 01:14:07 2017 Page 1 ID:e65LYM4oNpOLxjChUwbmlTzljS6-T?gKfpZZ9OeS?XQliYgMATNLgOZfx703TmP4mFzlj DE -1-0-0 8-3-0 _ 16-6-0 17-6-0 1-0-0 8-3-0 } 8-3-0 1-0-0� Scale=1:29.7 4x5= F 5.00 F12 E G S T U V D H 1 C t3 J K I$ 3x4= R Q P 0 N M L 3x4= 1 1 16$-0 1"-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 0) (Roof Snow=25 0) Plate Grip DOL 1 15 TC 0.11 Vert(LL) 0.00 J n/r 180 MT20 185/148 Lumber DOL 1 15 BC 0.06 Vert(CT) 000 K n/r 180 BCLLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 000 J n/a n/a BCDL 10 0 Code IRC2015TTPI2014 Matrix-R Weight:57 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No.2 REACTIONS. All bearings 16-6-0 (lb)- Max Horz B=-46(LC 17) Max Uplift All uplift 100 Ib or less at joints)B,J,P,Q,R,N,M,L Max Grav All reactions 250 Ib or less at joint(s)B,J,O,P,Q,R,N,M,L 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 2-3-0,Exterior(2)2-3-0 to 5-3-0,Corner(3)5-3-0 to 8-3-0, Exterior(2)11-3-0 to 14-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. RRILL 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 Jv F WAS 11)•This truss has been designed for a live load of 20.Opsf on the bottom J,chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide tp A. will fit between the bottom chord and any other members. >p 7J 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 51398 � �cISTIE ALE�G May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE N11.7473 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 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/rPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,SulGr 312,Alexandria,VA 22314. Suite 109 Citrus H@iohts.CA 95610 Job Truss Truss Type City Ply LGI 2338-A RF R50491612 2338-A B2 Common 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 01:14:08 2017 Page 1 I D:e65LYM4oNpOLxjChUwbml'rzljS6-x80is9a8wlmJdh?yGFCbihvUQQm7gZsChOShchzODD r Al.-Ou 4.7-4 8-3-0 11-1412 1"0 r 1� 1.0.0 r 4-7-4 3-7-12 3-7-12 4-7-4 Scale=1:29 7 4x5= D 5.00 12 - 2X4 K E L M 2x4 J C t N e F FZ I$ H 3x6 = 3x10 = 3x6- 6.3.0 8-3.0 8.3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP (Roof Snow=25. TCLL 20) Plate Grip DOL 1.15 TIC 0 24 Vert(LL) -0.09 F-H >999 240 MT20 185/148 D 7. Lumber DOL 1.15 BC 0,55 Vert(CT) -0.19 F-H >999 180 BCDL 00 Rep Stress Incr YES WB 0.12 Horz(CT) 003 F n/a n/a BCDL 10 0 Code IRC2015/TPI2014 Matrix-R Weight:56 lb FT=101/o LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 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=752/0-5-8,F=752/0-5-8 Max Horz B=-46(LC 13) Max Uplift B=-49(LC 12),F=-49(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1234/120,C-D=-939/82,D-E=-939/82,E-F=-1234/120 BOT CHORD B-H=-70/1093,F-H=-53/1093 WEBS D-H=0/449,E-H=-353/107,C-H=-353/107 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 Extei ior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-3-0,Exterior(2)5-3-0 to 8-3-0, Interior(1)11-3-0 to 14-6-0 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;Pli 0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7)•This truss has been designed for a live load of 20 Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide RIZILL will fit between the bottom chord and any other members. �118 8 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B.F. J� OF WASh 51398 �� .c isTSRN �SSf'ONAL6��1 May 8,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 verity the applicability of design parameters and properly incorporate this design Into the overall Nil building design.Bracing Indicated Is to prevent buckling of individual truss web and/or dtiotd members only.Additional temporary arc permanent bracing MiTek- rs 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 ANSIr r1i Quality Criteria,DSO-89 and BCSI Building Component 7777 Greenback Lane safety Information available from Truss Plate Institute,218 N Lee Street,Suee 312,Alexandria,VA 22314. Suite 109 Crlrus Heights CA 95610 Job Truss Truss Type Qty ply LGI 2338-A RF R50491613 2338-A C1 QUEENPOST 1 1 Jab Reference(optional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 01:14:09 2017 Page 1 I D:e65LYM4oNpOLxjChUwbmlTzljS6-PNy44Uaph?u9Fra8pzjgFuSecg6xPxTMw4uBq7zljDC 1-0- 17-6-0 22-11-6 26-9-0 30V-10 35-0-0 a6-0-0 -0-0� 17-6-0 5-5Fi 3-9-10 3-9-10 4-5E 1-0 0 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE Scale=1:59.3 OF THE TRUSS ONLY FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE),SEE STANDARD INDUSTRY 4x5= &00 12 GABLE END DETAILS AS APPLICABLE,OR CONSULT K QUALIFIED BUILDING DESIGNER AS PER ANSI/TPI 1. J L 3x4% I AM AJN 3x4 GH CIS 4x6= F T rn V E U D p R c w AL 0 AK M [(A B AA X a Y[$ 3x4 = 3x6 Z 3x6= Al AH AG AF AE AD AC AB 3x10 = 5x6= 26-9.0 26_-_9_-0_ _ 8-3-0 Plate Offsets(X,Y)-- [AB:0.3-0,0-3.9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0 09 X-Z >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 115 BC 0.52 Vert(CT) -0 18 X-Z >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.41 Horz(CT) -0.02 AA n/a n/a BCLL 0.0 Cade IRC20151TPI2014 Matrix-R Weight:172 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins V-AA:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No.2 10-0-0 oc bracing:Z-AA,X-Z. WEBS 2x4 HF No.2 JOINTS 1 Brace at Jt(s):P REACTIONS. All bearings 18-11-8 except(jt=length)X=0-5-8. (lb)- Max Horz X=92(LC 12) Max Uplift All uplift 100 Ib or less at joint(s)B,AA,AB,AC,AD,AE,AF,AG,AH,Al,X Max Grav All reactions 250 lb or less at joint(s)B,AB,AC,AD,AE,AF,AG,AH except AA=1093(LC 20), AI=284(LC 1),X=625(LC 1) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD K-L=0/376,L-N=-3/382,N-S=-27/369,S-T=-53/379,T-V=-68/360,V-W=-624/40, W-X=-935/79,B-C=-79/395,C-D=-56/365,D-E=-43/376,E-F=-28/373,F-G=-14/374, G-1=0/373,I-J=0/374,J-K=0/376,M-AA=-1241/242,M-0=-1186/223,O-P=-1145/206, P-R=-957/136,R-U=-902/117,U-V=-872/105 BOT CHORD B-AI=-325/96,AH-A1=-325/96,AG-AH=-325/96,AF-AG=-325/96,AE-AF=-325/96, AD-AE=-325/96,AC-AD=-325/96,AB-AC=-325/96,AA-AB=-325/96,Z-AA=-119/768, X-Z=-120/823 WEBS K-AB=-407/9,V-Z=0/425,W-Z=-322/104,P-Z=-277/102 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& ,GRRr' 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 J� OF wAs 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 �Q� Cr0 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)All plates are 2x4 MT20 unless otherwise indicated 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. S 139$ 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 51398 ��,t+ �F � will fit between the bottom chord and any other members. 9)Solid blocking is required on both sides of the truss at joint(s),AA. srONAL�� 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,AA,AB,AC, AD,AE,AF,AG,AH,Al,X 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 8,2017 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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,Suilo 312,Alexandria,VA 22314. Suite 109 Carus Hei Ms CA 95610 � +t I I r Job' Truss Pou-sS... Type City Ply LGI 2338-A RFR50491614 2338-A C2 19 1 Jab Reference(optional) BMC, EVERETT,WA 982C 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 01:14:10 2017 Page 1 1 ID:e65LYM4oNPOLxiChUwbmlTzljS6-taWSHgbRSJ00s?9KNgE3o8JsENt8HPAkdkNezljDB &13 0 0 8.13' 5-7-14 M15 5S•15 5-7-14 6-3-3 -0.0 Scale=1:59 3 5.00 12 4x5= E 5x8 N O 5x6 D F 2x4 2x4 C G M P B H yA I a I 4x5 = L K J 4x5= o 3x4 = 3x4= 5x8= l 94)-14 17.6.0 25.11-2 T5 G 0 9.0-14 8.5-2 B-5.2 9.0.14 1 Plate Offsets(X,Y)— ID:0.4-0,0.3-01 (F:0.4-0,0-3-01,IK:0.4-0,0-3-91 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.24 K >999 240 MT20 185/148 (Roof Snow=25.7. TCDL 0 Lumber DOL 1.15 BC 0.86 Vert(CT) -0.45 K-L >926 180 Rep Stress Incr YES WB 086 Horz(CT) 0.15 H true n/a BCOL 10,0 BC 0 0 Code IRC2015ITPI2014 Matrix- 9 R Weight:134 lb FT=109A 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=-3071/162,C-D=-2782/141,D-E=-1955/169,E-F=-1955/169,F-G=-2782/141, G-H=-3071/162 BOT CHORD B-L=-176/2766,K-L=-82/2263,J-K=-39/2263,H-J=-84/2766 WEBS E-K=0/1081,F-K=-808/134,F-J=0/486,G-J=-354/136,D-K=-808/134,D-L=0/486, C-L=-354/136 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6 Opsf;h=25ft;Cat 11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1 33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 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 RRILL the responsibility of the fabricator to increase plate sizes to account for these factors 8 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y`� WASH fT 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 T� GAO 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H. 10' �Q 51398 AA �'IS7$R sSj�NAL�1�G May 8,2017 A WARNING-Verily design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312016 BEFORE USE. ' Design valid for use only with MiTek®conneclofs This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verity the opplbcability of design parameters and properly incorporate this design Into the overall 01 building design. Bracing indicated Is to prevent bucklutg of individual truss web andlor chord members only.Additional temporary and permanent bracing WOW Is always required for stabsay and to prevent collapse with possible personal injury and property damage, For general guidance regarding Inc fabrication,storage,delivery.erection and bradng of trusses and truss systems,see ANSlrrPI1 Quality Criteria,DSB-a9 and BCSI Building Component 7777 Greenback Lane safely Information ava+labie from Truss Plato Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Helaine CA 95610 Job Truss Truss Type City Ply FGII338-A RF R50491615 233E-A C3 Common Supported Gable 1 1 ference(optional) BMC, EVERETT,WA 9B205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May OB 01:14:11 2017 Page 1 I D:e65LYM4oNpOLxjChUwbmlTzljS6-Lm4gUAc3Dd9tU9jXx011 KJX1 devPtvxeNONIvOzljDA 0 17-6-0 17-&0 -0A Scale=1:60-0 5.00 12 4x5= K J L 3x4 % AL M AM 3x4 I GH NO F P c E �—'-S t p f C S AK AN -A B T C I$ 3x4 = AJ At AH AG AF AE AD AC AB AA Z Y X W V 3x4= 5x6= 35-0.0 35-0.0 Plate Offsets(X.Y)— tAC:03-0.0-3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Ildefi Ltd PLATES GRIP TCLL 25.0 0) (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0 00 T nlr 180 MT20 185/148 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 U nlr 180 BCLL TCDL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 T n/a nla BCDL 100 A Code IRC2015/TPI2014 Matrix-R Weight:157 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=92(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s)T,AD,AE,AF,AG,AH,Al,AJ,AB,AA,Z,Y.X,W.V.B Max Grav All reactions 250 lb 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=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 Comer(3)-1-0-0 to 2-6-0,Exterior(2)2-6-0 to 14-0-0,Comer(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 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. 1ILL 7)All plates are 2x4 MT20 unless otherwise indicated c1� e 8)Gable requires continuous bottom chord bearing. ,v Oe WASH. 1� to 9)Gable studs spaced at 2-0-0 oc. "N 10) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. Q. 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 g,� 01. �Fc�ST� �sSrONAL��G May 8,2017 ,&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 verity the applicability of design parameters and properly incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and pe+rnanent bracing M ek' 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,DSBA9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21B N.Lee Street,Sukn 312,Alexandria,VA 22314. Suite 109 Citrus WON WON&CA 95610 � .. I I nC. Z7 Wcn cn co cn a fl c D ov X m * m CO' � O (�SnWp�Z7 W N O ': a O . cC.0. u. m 20 Aw n 'm =ya � a pa O 0 o' 0 M � o V� a9.G 0 p �c Dyi c n c,a Z o F,� m' o m ? n'° � m m DSO C� Z �Wo ° � my ' 3 �� 4� m G� m yam � y �cw °) � av � Nm D p p) a-3p N^,f� y' 0' �.C+ R�i r fD O S-_h ( W 0 N (D A C K CD fD � Z O f�, p° a� m J m m O J in y m an`` 0 ox -a, `° p 0. a y y N C 7 a c 3 :* O 3 .. N `C , O N rr f.:7 O fD O fD 0 0 ° a fD m'G D - cgn y a O' '° a O C r 0 O �p 7 fD 01 O z. y O n (n W d (D O Q n D) C) c 0 ID N n >• y CD Q..O G.CD O� fD O N O J U 7 c 0' 0 3 O N J@ 7 (D O. l0 7 CD n•O m cn o m�.�m v,'m — �.Q Z nav, N d Q .m Z . v `<� vc, o o w.nc� � J g am 0 3 0 0 3 0 95 S 2 -1 T 0) M' y M c)f0 N 7 CD N y y O CD y' IUD y y c = S y ;a a > D] a° 0O 2y �py 3• mO y 7 :3 rW per, v_i O aO 7 N j N n a) (° o.7 N O —�p t%i CD N n N y' y Z 01 z N 7 y O C- N J fD p N y j N 07 J Q J 0 a CDD] CD x O O 7 ..h cc N ErO\ N y ` J CD y y m ( m c c j m m c� ° _ =A`O TOP CHORD j Q 6 y N to- m 0 I"X rC� �' Erna y �� n yy TOD I �. IQDL cn m o c0 m y m ID y < my. w� m �W cm W fD m c �cj N cn D y (0) VV2-� _ iCD n y o mm "a A p �' a �. y 0) U) X cn X m �� p 3 cn �■ a� s� ,� O o �� n m cn 20 w A00 N -4Qp Aa Dm ron /// ' 00 m m - ch N N a- 0� 4 ;jr a d P 2 A � w mv ®B o o ' rh m (n o Q— fD O n "M w < D m 2 0 'v�r m N S� J cn N C c) O m n a N N (A N CT 0 CI A cl)a 7 m o m TOP CHORD N cD 0D V O) O) A fJ N v - O Z. j aN p JN ..5 �O O C �O �J C G� wd Oj N ? mO 00 C� d� O- N _ (6]� {� 01 m N m O. N a 3 C fG .°.�v m O C O O J J N O n.O n a)3 O O.0 3 O O Ol m m N fD IC 70C N ['f m N m N3 J� �'� m NJ� Fy JN J� od 3 7Jd = 2; A) fD �ycm � 3� 01� ac �O �vc �$v " m °o �'m yam 3 �m ° vx mcym mm CD -• mm a o J• C3 m o_v,N �x m o° A N (] (� f0.J m 8, J J O 6 V) m pl y. .O x � 7 fA m m fD O' J m m 2 7- W° O O 4, (J C m.y..p 7 J O y Q fn ° and fD N. 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I Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 2338 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 Ali climate zones K-Valued U-Factor' Fenestration U-Factor" n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC"'' n/a n/a Ceiling' 49J 0.026 Wood Frame Wall°'`"'" 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 300 0.029 Below Grade Wall°"' 10/15/21 int+TB 0.042 Slab"R-Value& Depth 10,2 ft n/a 'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. E2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception:Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. �4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credits Received la Efficient Building Envelope 1a 0.5 1 b Efficient Building Envelope 1 b 1,0 ❑ 9 U 1c Efficient Building Envelope 1c 2.0 ❑ ld Efficient Building Envelope ld 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 P� 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 1.0 5a Efficient Water Heating 5a 0.5 - 5b Efficient Water Heating 5b 1.0 11.0 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions "t.. � Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci .=continuous insulation,int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13"means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. a Reserved. b Reserved. i The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int.(intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. , i 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0,00 0.0 0.00 Sum of Vertical Fenestration Area and UA 252.81 75.83 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet I"0" Feet '"c' Area UA 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.00 Sum of Overhead Glazing Area and UA I O.Oi 0.00 Overhead Glazing Area Weighted U=UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing ca►culations) 1 252.8 75.83 Window, Skylight and Door Schedule Project Information Contact Information Plan 2338 Width Height Ref. U-factor Qt. Feet Inch Feet inch Area UA Exempt Swinging Door(24 sq.ft. max.) 0.0 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 0.0 0.00 1 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet inch Feet Inch Area UA Foyer 0.30 1 3 6 " 20.0 6.00 0.30 1 2 ° 6 3 17.8 5.33 Den 0.30 1 3 5 15.0 4.50 Kitchen 0.30 1 5 5 25.0 7.50 Dining 0.30 1 6 16 10 41.0 12.30 Great Room 0.30 1 5 5 25.0 7.50 Stairs 0.30 1 2 2 4.0 1.20 Master Bedroom 0.30 1 5 5 25.0 7.50 Bedroom 2 0.30 1 3 5 1 15.01 4.50 Bedroom 3 0.30 1 5 5 25.0 7.50 Bedroom 4 0.30 1 3 5 15.0 4.50 Bonus 10.30 1 5 5 25.0 7.50 0.30 0.0 0.00 0.30 1 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 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 0.01 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 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 j 1 .01 0.00 0.0 0.00 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Reauiremenls of the 2015 Washington Slate Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate heating loads only ACCA procedures for sizing cooling systems should be used to determine coolina loads The glazing(window)and door portlon of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0,30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance. Pr4ect Information Conlarl Information Plan 2338 Heating System Type: O All other Systems O Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions Design Temperature Difference(AT) 47 da- AT=Indoor(70 degrees)-Outdoor Design Tamp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2.338 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.3 21,743 Glazina and Doors U-Factor X Area = UA Instructions 0.30 253 75.90 Skvliahts U-Factor X Area = UA Instructions 0.50 Insulation Attic U-Factor X Area = UA Instructions R-49 0.026 1,460 37.96 . Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions Select R-value . No selection E=:= --- Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions I R-21 Intermediate 0.056 2,560 143.36 l_. Floors U-Factor X Area UA Instruct ons R-30 1 0.029 1,480 42.34 Below Grade Walls(see Figure 1) 1 U-Factor X Area UA Instructions No Below Grade wails in this goiett. •� "' --- Slab Below Grade rsee Figure n F-Factor X Length UA Instructions Select conditioning V� No selection --- Slab on Grade(see Figum 1) F-Factor X Length UA Instructions 1kr siau an Grade in tn+s pofect. Location of Ducts Instructions Duct Leakage Coefficient Conditioned Spate �' Loo Sum of UA 299.56 Envelope Heat Load 14,079 Btu/Hour Figure 1, sumofuaxnT Air Leakage Heat Load 11,037 Btu/Hour Volume X 0.6 X eT X.019 iiOoreWade Building Design Heat Load 25,116 Btu/Hour Air Leakage-Envelope Heat Lass Building and Duct Heat Load 25,116 Btu/Hour Ducts in unconditioned space:Sum of Building Heal Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 35,163 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Bultdfng and Duct Heat Loss X 1.25 for Heat Pump (07101113) .: ., :: a 4 � a-00-00 3 06-00 20-MOO 17-06-00 B1 Al II _� w � II � Aa m U QI �'o . c1 — - s- � z. O A 1 - B7 `- A6 5-06-00 14-08-00 16-02-00 7-08-00 20-02-00 D go II O J J - C^ ��. -f -'' OFFICE COPY Received o V c�, y MAY 1 9 2 017 Rr° o•.lan•r Dan Cmyxal Defignw 111 W�da/ LGI DAN C. TRUSS Job Number Sheet Tltla �DMC 13]007Ah Avenud NE Evered,'A'AI�I Job Name/Model 2336-FL GL x LAYOUT 3 ®Dmc.<zs]as3me Q!_A.�eeHei!lS NM?IW4 9W l '.BuA",lWMC.cam Add— Date 5/]/201] - f MiTek � MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA,95610 Telephone 916/676-1900 Re: 2338-FL Fax 9161676-1909 LGI 2338-FL dcc The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett,WA. Pages or sheets covered by this seal: R50491593 thru R50491609 My license renewal date for the state of Washington is May 16,2019. L r O� "0P0 ,�51398 �a .�, a1STBR 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 ANSI/TPI-1, Chapter 2. i Job Truss Truss Type Qty Ply LGI 2338-FL dcc R50491593 (2338-FL Al GABLE 1 1 Job Reference_(optional) BMC, EVERETT,WA 98205-3212 6.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:52:56 2017 Page 1 ID:211 NOHvSbFU4?nxS4S?coszlkC5-ATXquCAIUtWnODIU16N19SE7jgmmelN_CXOJfPzljX5 0-P8 Scale=1:27 7 A B C D E F G H I J V 0 ] u5 U T S R Q P 0 N M L K 2-0-0 8-0-0 1-1 -0 12 0 0 1 14.0-0 1600 00 17 3 0 2 0 0 2 0 0 2.0 0 2.0-0 2.0-0 2 0 0 2.0-0 I 1-3-0 Plate Offsets(X.Y)-- 1A:Edge,0-0-121,[U:0.1-8.0-0.121 IV:0-1-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (oc) I/defl L/d PLATES GRIP TCLL 40-0 Plate Grip DOL 1.00 TC 0.15 Vert(L-) n/a n/a 999 MT20 185/148 TCDL 10-0 Lumber DOL 1.00 BC 0.03 Vert(CT) n/a ri 999 BCLL 0-0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 K n/a n/a BCDL 5-0 Code IRC2015/TPI2014 Matrix-R Weight:56 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 OTHERS 2x4 HF No 2(flat) REACTIONS. All bearings 17-3-0. (lb)- Max Grav All reactions 250 Ib or Tess at joint(s)T,K,S,R,Q,P,O,N,M,L 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 2-0-0 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 RRII 6 -ASfyjY 51398 Ar AF a/STSR �' SsI�NAL��G May 8,2017 A WARNING-Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 budding design.Bracing Indicated is to prevent buckling of individual buss web andlor chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possibNe personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,orechon 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,Suite 312,Alexandra,VA 22314. Suite 109 Citrus Hei Ms CA 96610 Job Truss Truss Type Qty ply LGI 2338-FL dcc R50491594 2338-FL A2 Floor 9 1 Job Reference o bona BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May OB 00:52:57 2017 Page 1 ID:211 NOHvSbFU4?nxS4S?coszlkC5-eg5C6YBwFBeeeMKglquXifmBl4vENgS7QBmtBszljX4 0-1-8 H}. 2&- i 1-6-0 Scale=1:29 z 1.5x4 I 1 5x4 = 1 5x4 = 4x6= 1 5x4 II 3x4= 1.5x4 I 1.5x4 II 4xB= 1 5x4 I A B C D E F G H 0 uS L K J4x5 = 3x6= 3x10 = 3x4= 3x6 = t 7-U 17-U Plate Offsets(X,Y)— [A:Edae,0-D-121,[J:0.1-8,E01te).IK 078.Edge) IN:0-1-6.0.0-121,10:0-1.8.0.0.121 LOADING (psF) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.39 K-L >524 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.54 K-L >380 360 BCLL 0 0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.05 1 n/a n/a BCDL 5 0 Code IRC2015/TP12014 Matr,x-R Weight:74 lb FT=O%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 5-7-10 oc purlins, BOT CHORD 2x4 DF 1800F 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) M=935/0-5-6,1=935/0-2-10 FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-2491/0,C-D=-2491/0,D-E=-2628/0,E-F=-2628/0,F-G=-2628/0 BOT CHORD L-M=0/1522,K-L=0/2895,J-00/2628,I-J=0/1515 WEBS B-M=-1727/0,B-L=0/1100,D-L=-459/0,D-K=-483/208,G-1=-1719/0,G-J=0/1263,F-J=-439/0 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)1 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)CAUTION,Do not erect truss backwards L wAskr8�r Q 51398 �Ar a� FoisT1;�� s'sI�NAL 6��1 May 8,2017 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applkability 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 ANSlrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,SuK 3 312,Alexandria,VA 22314. Suite 109 Citrus Heights. Job Truss Truss Type Qty Ply LGI 2338-FL dcc R50491595 2338-FL A3 Floor 2 1 Job Reference(optional) BMC, EVERETT,WA 982( 3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:52:58 2017 Page 1 ID:211 NOHvSbFU4?nxS4S?coszlkC5-7sfbJuCZ?UmVGWvssXPmEtJI?UFb651GfrVQklzljX3 0-1-8 Hi 2i� 1-5-2 0-1410 1i r&mom Scale:1/4"=1' 46 = 3x4=3x12 MT20HS FP= 4x8 = 3x4 I 3x4= 3x4= 3x4 II US 11 A B C D E F G H I J KL M N O � ICI Y X W V U T SR Q P 3x4= 3x10= 3x4 = 4x6 = US FP= 3x4= US= 3x10 = 3x4 = 17• 7- 1.4 17.2.2 10.7-10 a{� Plate Offsets(X Y)— WEdge 0.0-121 [R'0- 8 Edgel [S:0-1-8 Edge1 1V:0.1-8 Edget IW-0-1-8 Edge] [Z:0-1-8 0-0-121 1AA:0-1-6 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.38 W-X >543 480 MT20 185/148 TCDL 10.0 Lumber DOL 1 00 BC 0.84 Vert(CT) -0.53 W-X >386 360 MT20HS 1651146 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.04 U n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:124 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1 6E or 2x4 OF No.1&Btr(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, N-0:2x4 HF No.2(flat) except end verticals. BOT CHORD 2x4 OF 1800F 1 6E Or 2x4 OF No.1&Btr(flat)*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. P-T:2x4 HF No 2(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (lb/size) 0=441/0-1-8,Y=847/0-5-6,U=1745/0-3-8 Max Grav 0=512(LC 4),Y=866(LC 3),U=1745(LC 1) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2235/0,C-D=-2235/0,D-F=-2084/0,F-G=-2084/0,G-H=-2084/0,H-1=0/1023, I-J=0/1023,J-K=-894/93,K-L=-894/93,L-M=-894/93,M-N=-411/0,N-0=-414/0 BOT CHORD X-Y=0/1395,W-X=0/2510,V-W=0/2084,U-V=-50/820,S-U=-421/465,R-S=-93/894, Q-R=0/718 WEBS O-Q=0/595,1-U=-302/0,B-Y=-1583/0,B-X=0/953,D-X=-313/0,D-W=-626/0,H-U=-1850/0, H-V=0/1493,G-V=-518/0,M-Q=-445/20,J-U=-120410,J-S=0/661 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)0. 6)Recommend 2x6 strongbacks,on edge,spaced at 1G-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Ll Strongbacks to be attached to walls at their outer ends or restrained by other means. 8 7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. _\NV WAS 8)CAUTION,Do not erect truss backwards. � O4 ktkC�O�� r00 ,p 51398 Ar �A�, A-1STV— SStONALECG May 8,2017 A WARNING-Verily,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 iTe k' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-09 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 Ci(rus Helaryls.CA 95610 :u _ � i Job - Truss Truss Type I(Ity Ply LGI 233E-FL dcc R50491596 233E-FL A4 Floor 1 1 Job Reference(optionall BMC,EVERETT,WA 98205-3212 6.010sJul 720l6t4TeklndustdosvInwMon M*LL008110:10:352017 Pagel alh 96iGwID:211 NOHvSbFU4?nxS4S?coszlkC5.OalafXB5Ddd01 czCdjmgJCFzlZbo 0-1-8 H 2�-0 1�� 0-?12 1�3� 81-8 Scale:1/4"=1' 3x6 = 3x4=3x12 MT20HS FP = 6x12 = 3x4 = 3x4= 3x4 11 4x6 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 I 6fl 26 25 24 23 22 21 20 19 16 17 16 3x4= 3x6= 3x4 = 4x8= 3x4 11 3x6 FP= 3x4= 4x6 = 4x12 = 3x4 = 14-6-2 27-9-12 - -4 14.6-2 13-3-10 0 -9 Plate Offsets(X,Y)-- [1:Edge,0.0-12],[8:0-4-12,Edge],[15:0-3-0,Edge],[18:0-1-8,Edge],[19:0-1-8,Edge],[23:0-1-8,Edge],[24:0-1-6,Edge],[27:0-1-8,0-0-12].[28:0-1-8 .0.0,121 LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0 36 24-25 >481 480 MT20 185/148 TCDL 10.0 Lumber DOL 1,00 BC 0.86 Vert(CT) -0 51 24-25 >339 240 MT20HS 139/111 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 002 22 n/a We BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:123 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat)"Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-15:2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)'Except' 16-20:2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (lb/size) 15=652/0-1-8 (min.0-1-8),22=1663/0-3-8 (min.0-1-8),26=717/0-5-6 (min.0-1-8) Max Grav 15=667(LC 7),22=1663(LC 1),26=760(LC 3) FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1843/0,3-4=-1843/0,4-5=-1290/75,5-6=-1290/75,6-7=-1290/75,7-8=-1290/75, 8-9=-73710,9-10=-737/0,10-11=-1489/0,11-12=-1489/0,12-13=-1489/0,13-14=-551/0, 14-15=-554/0 BOT CHORD 25-26=0/1199,24-25=0/1917,23-24=-75/1290,22-23=-778/0,21-22=-778/0, 20-21=0/1350,19-20=0/1350,18-19=0/1489,17-18=0/1005 WEBS 15-17=0/799,8-22=-1735/0,2-26=-1361/0,2-25=0/730,4-24=-852/0,8-23=0/1896, 7-23=-554/0,13-17=-657/0,13-18=0/550,8-21=0/1519,9-21=-299/0,10-21=-767/0, 10-19=-27/330 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)15. ILVRRUj L 8 6)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and t'V referenced standard ANSI/TPI 1. J 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 C� Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9)CAUTION,Do not erect truss backwards. r0¢► 51398 `� dots rER4� ASStONALb May 8,2017 A WARNING-Verlry 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 andtor chord members only Additional temporary and permanent bracing M[I 7�Q k is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Suite 109 Citrus Hel ms A 95610 � i Job Truss Truss Type Qty Ply LGI 2338-FL dcc R50491597 2338-FL A5 Floor 5 1 _ Job Reference(motional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:00 2017 Page 1 ID:211 NOHvSbFU4?nxS4S?coszlkC5-3FnLkaEpX60DVg3FySEJI0f7HxCa?BZ69_XoBzljX1 0-1-8 H r 241.0 ] 1-3-2 � O-q-2 0-k8 Scale=1:33 1 3x4 = 3x6 = 3x4 = 4x8 = 3x4= A B C D E F G HI J V o e5 S U Q P 04x8 = NIL 3x4 = 4x6 = 3x4 = 3x6= 3x4 14-8-2 20-1.12 14-6-2 5.7-10 Plate Offsets(X,Y)-- [A:Edge,0-0-12],[G:0-3-0,Edge],[H:0-1-8,Edge],[I:0-1-8,Edge],[0:0-1-8,Edge],[P:0-1-8,Edge],[S:0-1-8,0-0-12],[T:0-1-8,0-0-12],[U:0-1-8,0-0-12], (VO-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 0.77 Vert(LL) -0 33 P-Q >528 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 083 Vert(CT) -0 46 P-Q >370 360 BCLL 0.0 Rep Stress Incr YES WB 042 Horz(CT) 003 K n/a n/a BCDL 5.0 Code IRC20151TPI2014 Matrix-R Weight:92 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 DF 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 DF 180OF 1 6E or 2x4 OF 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, Except: 6-0-0 oc bracing:N-0. REACTIONS. (lb/size) R=774/0-5-6,K=265/0-3-6,N=1136/0-3-8 Max Grav R=777(LC 10),K=309(LC 7),N=1136(LC 1) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1905/0,C-D=-1905/0,D-E=-1421/0,E-F=-1421/0,F-G=-1421/0,H-1=-383/0 BOT CHORD Q-R=0/1230,P-Q=0/2015,O-P=0/1421,M-N=0/383,L-M=0/383,K-L=0/383 WEBS G-N=-983/0,B-R=-1396/0,B-Q=0/766,D-P=-702/0,G-0=0/1748,F-0=-533/0,I-K=-432/0, I-L=-250/155,H-N=-489/0,H-M=-108/300 NOTES- 1)Unbalanced floor live loads have been considered forthis 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. 5)CAUTION,Do not erect truss backwards. N1ER�LL 6 F WAsk 51398 O� Fc►sTeR� �sSIONALENG 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 applicabilityof design parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web end/or chard members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suits 312,Alexandre,VA 22314. Suite 109 s A 95610 1 I I Job Truss Truss Type Qty Ply [LoGbReferenc 2338-FL dcc R50491598 2338-FL A6 GABLE 1 1e(optional)__ BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May OB 00:53:01 2017 Pagel ID:211 NOHvSbFU4?nxS4S?coszlkC5-XRKjywERIP847_eRXgzTsVx_ShT?JYcjLpk4KdzljXO 0*8 0#8 Scale=1:33 1 2x4 II A B C 0 E F G H I J K Z 0 W Y V U T S R Q P 0 N M L 2-0-0 4-0.0 r B-0.0 8-0-0 10-0.0 12-Q-0 14.0-0 18A-0 1&0-0 20-i-12 2-0-0 2-0-0 2-0-f 2-0A 2-0 0 2.OA 2-0-0 2.0-0 2 0 0 2-1-12 Plate Offsets(X,Y)-- 1A:Edt1e,0.0-121,fK:0.1-8,Edgej,[W:0-1.8.0.0-121.(X:0-1-8.0-0-12L[Y:0-1-8,0-0.121.rz:0-1-8,0-0-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl (Jd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10,0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 L n/a n/a BCDL 50 Code IRC2015/TPI2014 Matrix-R Weight:64 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. OTHERS 2x4 HF No 2(flat) REACTIONS. All bearings 20-1-12 (lb)- Max Grav All reactions 250 Ib or less at joint(s)V,L,U,T,S,R,Q,P,O,N,M 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 2-0-0 oc. 6)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. 51398 4y s'sfONAL��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 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 SCSI Building Component 77T7 Greenback Lane Safety Information available from Truss Plate Institute,216 N Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrust-laitiMs.CA 95610 Job Truss Truss Type Qty Ply LGI 233E-FL dcc R50491599 2338-FL B1 GABLE 1 1 _ Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Man May 08 00:53:01 2017 Page 1 0:211NOHvSbFU4?nxS4S?coszlkC5-XRKjywERIP847_eRXgzTsVx IhTQJYbjLpk4KdzljXO 0-k8 Scale=1:34 6 3x6 FP= A B C D E F G H I J K L MN A LZ A - AA Z Y x W V U T S R Q P O 3x6 FP= 3x6= 27-2-8 9.1 •&1 4a-12 W2 8.8.12 10.8-1 12.8.12 14.8.12 1 1 18-&12 20.7.2 20- 12 12 2-0-0 2-0-0 2.0.0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 1.10.8 0.30 0.5-12 Plate Offsets(X,Y)— fA:Edne.0.0-121.fO:0.2-8,Edae1,fAB:0-1-8,0.0.121,fAC: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 100 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 1 00 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 0 n/a n/a BCDL 50 Code IRC2015/TPI2014 Matrix-R Weight:76 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat)"Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-K:2x4 OF 180OF 1 6E or 2x4 DF No.1&Btr(flat) except end verticals BOT CHORD 2x4 HF No.2(flat)"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing O-X:2x4 OF 180OF 1 6E or 2x4 DF No.1&Btr(flat) WEBS 2x4 HF No.2(flat) OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 21-1-0. (lb)- Max Grav All reactions 250 Ib or less at joint(s)AA,0,Z,Y,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 2-0-0 oc 6)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. 7)CAUTION,Do not erect truss backwards. �RRILL 8 a�9 o f WAS, coo 51398 FOlSTBR� SSI�NAL��G 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,erection and bracing of trusses and truss systems,see ANSIrrPl1 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 Hal Ms CA 95610 i Job Truss Truss Type Qty Ply LGI 2338-FL dcc R50491600 2338-FL B2 Floor 9 1 Job Reference o tional BMC, EVERETT.WA 98205.3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:02 2017 Page 1 ID:2I1NOHvSbFU4?nxS4S?coszlkC5-?du59GF33jGxk8De5NUiPjT2x5dE2vTsaTTet3zljX? 0-1-8 2-6-0 1-1-2 � 1-3-0 � Scale H1:34 8 5x8= 4x8 = 3x4= 3x6 = US FP= 4x5= A B C D E F G H I J K L 0 co U 3x10 = S R Q P 0 M US FP= 4x12 = 3x4= 3x4 = 412 = 48 = 21-2-8 I 20.7.2 20 f 0� 20.7-2 0•-8 0.5-14 Plate Offsets(X,Y)-- IA:Edge,0-D-121,IL:0-1-8,Edgel,IL:0-1.8,0-0-121,IP:0-1-8,Edoel,(Q:0.1-8,EdAe1.N:0-1.8,0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0 35 Q-R >704 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0,79 Vert(CT) -0 49 Q-R >500 360 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 009 N n/a n/a BCDL 5 0 Code IRC2015rrP12014 Matnx-R Weight:93 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-l:2x4 OF 180OF 1 6E or 2x4 DF No 1&Btr(flat) except end verticals BOT CHORD 2x4 HF No 2(flat)"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: M-S:2x4 OF 180OF 1.6E or 2x4 DF No 1&Btr(flat) 6-0-0 oc bracing:M-N WEBS 2x4 HF No 2(flat) REACTIONS. (lb/size) N=1782/0-5-8,T=1109/0-2-10 Max Grav N=1782(LC 1).T=1117(LC 3) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3161/0,C-D=-3161/0,D-E=-4104/0,E-F=-4104/0,F-G=-4104/0,G-H=-3085/0, H-J=-3085/0 BOT CHORD R-T=0/1852,Q-R=0/3905,P-Q=0/4104,O-P=0/3863,N-0=011741 WEBS K-N=-259/0,B-T=-2102/0,J-N=-2073/0,B-R=0/1486,J-0=0I1540,H-0=-270/0, D-R=-844/0,G-0=-899/0,D-Q=-181/564,G-P=-85/637,F-P=-333/30,L-N=-479/0 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)T. 5)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 6)CAUTION,Do not erect truss backwards LOAD CASE(S) Standard `9w F WASI� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=l 00 Uniform Loads(plf) Q T� Vert:M-T=-10,A-L=-100 Concentrated Loads(lb) Vert:L=-580 51398� 4� .tcp G1STaR SSIDNAL�� May 8,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N Lee Street,Suits 312,Alexandria,VA 22314. Suite 109 n Job Truss Truss Type Qty IPly ILG I 2338-FL dcc R50491601 2338-FL B3 Floor 3 1 Job Reference(optional) OMC.EVERETT,WA 98205-3212 8.010 s Jul 7 2016 MiTek Industries,Inc. Mon May 08 10:10.54 2017 Page I 0:211 NOHvSbFU4?nxS4S?coszlkC5-KExrneOQOkSOJpVFLWNhnDR6_geD 1 LZeiQ5DnpNfzlZbV 0-1-8 118 n 2-6-0 0-11-2 180 1 "-8 � i Scale=1:24 3 3x6 11 3x4 = 3x4 = 3x4 11 3x4= 3x4 11 3x6 11 1 2 3 43x4= 5 6 7 8 o 16 15 14 13 11 10 9 1.5x4 11 3x6 = 1.5x4 I 1 5x4 3x6= 1.5x4 I 3x4= 1-5x4 11 -8 - -10 13.7-12 1.N0• 7-8.2 5-10-2a-e Plate Offsets(X.Y)! 13.9-I&&4jLel_14:0-1-8.Edga],I6:0-1-8.Edge1.110:0-1.8.Edgel 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 0.37 Vert(LL) -0 05 14-15 >999 480 MT20 185/148 TCDL 100 Lumber DOL 1 00 BC 0.36 Vert(CT) -0 06 14-15 >999 360 BCLL 0,0 Rep Stress Incr YES WB 0.15 Horz(CT) -0 01 12 n/a n/a BCDL &0 Code IRC2015/TPI2014 Matrix-R Weight:62 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) 1=371/0-1-8 (min.0-1-8),8=255/0-4-6 (min 0-1-8),12=848/0-5-8 (min.0-1-8) Max Grav 1=407(LC 3),8=269(LC 7),12=849(LC 9) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-367/0,2-3=-366/0,3-4=-545/2,4-5=0/272,5-6=0/272 BOT CHORD 14-15=-2/545,13-14=-2/545,12-13=-2/545 WEBS 2-15=-278/0,1-15=0/531,8-1 0=0134 4,5-12=-291/0,4-12=-729/0,6-12=-509/0 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)1 4)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1 5) 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 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0 500in 7)CAUTION,Do not erect truss backwards. ��L e ,ti9 of WAS�r� 51398 � Dit+ FOISTER� �SSr4NALG� May 8,2017 A WARNING-Verify desrgn paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 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 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 ANSVTPN 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 ClIms Hel MS CA 95610 r �c Job Truss Truss Type City Ply LGI 2338-FL dcc R50491602 2338-FL B5 Floor 1 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:04 2017 Page 1 ID:211NOHvSbFU4?nxS4S?coszlkC5-x00saxHKbKWf RMODoWAUBZOGvK?WsA9lmykvvyzljWz 0-3-0 1-1-8 ri i 1.3.0 2.&0 r_ 1.944 Qr4-Bir 1� 1� Scale=1:24 3 4x6 II 3x4 II 3x6= 1,5x4 II 1.5x4 II 3x4= 3x4 II 4x6 II A B C D E F G H 0 0 N M L K J I 1.5x4 II 4x6 = 3x4 = 3x4 = 4x6 = 1.5x4 I 13• 4 11 -1A-7 13.E-4 Plate Offsets(X.Y)— [A:0-3-0,Edge],[H:0-30,Ed9e1.[K:0-1-8,Edge1,[L'0.1-8,Edge1.[N:Edge,0-0-124_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 063 Vert(LL) -0.20 J-K >789 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0 71 Vert(CT) -0.28 J-K >567 360 BCLL 0.0 Rep Stress Incr YES WB 023 Horz(CT) -0.02 H n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:60lb 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=737/0-2-14,H=737/0-4-6 FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD A-B=-614/0,B-C=-611/0,C-D=-1777/0,D-E=-1777/0,E-F=-1777/0,F-G=-661/0,G-H=-662/0 BOT CHORD L-M=0/1129,K-L=0/1777,J-K=0/1492 WEBS A-M=0/886,H-J=0/958,C-M=-751/0,C-L=0/786,D-L=-286/0,F-J=-943/0,F-K=0/493 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. �RRILL @.q WAS A. 51398 G4,� I SR `�SSjoNAL��'° May 8,2017 AWARNING-Verlry deslpn parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE M11.7473 rev.10/03/2016 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Suite 109 Citrus 1 .. .: I 1 I I I Job Truss Truss Type I Qty Ply LGI 2338-FL dcc R50491603 2338-FL B6 Floor 4 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:04 2017 Page 1 ID:211NOHvSbFU4?nxS4S?coszlkC5-x00saxHKbKWf RMODoWAU8ZNjvKnWrX91mykwyzljWz 0-1-8 H 1 241.0 1-10-12 "-8i1 � Scale:111"=1' 1 5x4 11 1 5x4 = 1,5x4 = 3x6= 1.5x4 II 1.5x4 II 3x4 = 3x4 II 4x6 I A B C D E F G J coh' rb K J 3x4= 1 H 3x4 = 3x4 = 4x6 = 1.5x4 11 -4 1 .-1 13-9.4 _ 4 5 Plate Offsets(X.Y)-- WEdge.0-0.121,IG:0.3.0,Edgel,IJ:0-1-8,Edgel,IK:0-1-8,Edge),IM:0.1-8,0.0-121,IN:0.1-8.0.0.121 LOADING (psi] SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.23 I-J >699 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0 31 I-J >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) -0 03 G n/a n/a BCDL 5,0 Code IRC2015ITP12014 Matrix-R Weight:57 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=744/0-4-6,L=744/0-3-6 FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1807/0,C-D=-1807/0,D-E=-1807/0,E-F=-668/0,F-G=-670/0 BOT CHORD K-L=0/1157,J-K=0/1807,I-J=0/1510 WEBS G-1=0/969,E-1=-956/0,B-L=-1313/0,E-J=0/517,B-K=0/789,C-K=-276/0 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 3-1Od(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. t L- WAS .off k 51398 FOISTBR ssr�NAL BAG May 8,2017 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 191 building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Welk' 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 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Sulho 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 i Job Truss Truss Type Qty Ply LGI 2338-FL dcc R50491604 2338-FL B7 GABLE 1 ]Job Reference to tional _ BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:05 2017 Page I I D:211 NOHvSbFU4?nxS4S?coszl kC5-PCaEnHHyMeeWbbxDmV 1 POL5gMlri FMbI GQi ISOzlj Wy 0-h8 Scale=1:22 7 A B C D E F G H I S 0 R Q P O N M L K J 1 1 - - 0 2 0.8 2-o D 2.0 0 2-0-0 2 0-0 2-0 0 1-7 4 -4__-6__ Plate Offsets(X.Y)-- FA:Edge.0-0-121.[R:0-1-8.0-0-121.IS:0-1-8,0-0-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) f/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0 00 1 n/r 90 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(CT) -0 00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 J n/a n/a BCDL 5,0 Code IRC2015/TP12014 Matrix-R Weight:45lb 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. OTHERS 2x4 HF No 2(flat) REACTIONS. All bearings 13-7-12. (lb)- Max Grav All reactions 250 Ib or less at joint(s)Q,J,P,O,N,M,L,K 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 2-0-0 oc. 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. 8)CAUTION,Do not erect truss backwards. �RR[L1,8 ,� of WAsr� F h 51398 �� O1 FGlSfBRS� �S% ALE�G May 8,2017 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-69 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Sudn 312,Alexandria,VA 22314. Suite 109 Citrus . i Job Truss Truss Type Qty ply LGI 2338-FL dcc R50491605 2338-FL C1 Floor 1 1 Job Reference o iional BMC, EVERETT,WA 98205-3212 6.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:05 2017 Page 1 0:211 NOHvSbFU4?nxS4S?coszlkC5-PCaEnHHyMeeWbbxDmV1 POL5ZWlhgFlrlGQiISOzljWy 0-3-0 i 2.6-0 ,I 1�B� 1 1-1-8 Scale=1:23 7 1.5x4 II US = 1.5x4 I 1 5x4 II 3x4 = 3x4 4x6 II A B C D E F G 0 c5 f'- L K J3x4 = I H 3x4= 3x4 = 46= 1.5x4 13.5.8 1 - 13-58 3• Plate Offsets(X.Yl-- [A:Edne,0A-121.[G:0.3.0,Edae1.[J:0-1-B,Edge].[K:0.1-8.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0 20 I-J >780 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.68 Vert(CT) -0 28 I-J >572 360 BCLL 0 0 Rep Stress Incr YES WB 0.27 Horz(CT) -0 02 G n/a n/a BCDL 50 Code IRC2015/TPI2014 Matrix-R Weight:55 Ib 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=733/0-2-14,L=733/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD B-C=-1760/0,C-D=-1760/0,D-E=-1760/0,E-F=-657/0,F-G=-659/0 BOT CHORD K-L=0/1137,J-K=0/1760.I-J=0/1480 WEBS G-1=0/953,E-1=-934/0,B-L=-1291/0,E-J=0/491,B-K=0/755,C-K=-262/0 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)G. 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. �RRJLL 8 a� of wns '�f� 51398 q� 0- FCIST6RS� tV �s`rt�NALB��`� May 8,2017 A WARNING-Verily design paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k 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 ANSIITPN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suih1 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss TFIo, Type City Ply LGI 2338-FL dcc 2338-FL I'll Girder 1 2 Job Reference(optional) R50491606 BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:06 2017 Page 1 0:2I1 NOHvSbFU4?nxS4S?coszlkC5-uOBc?dla7ymNDIWPKDZeZZejTi_Z_k6SV4Rr?gzljWx r 241da Scale=1:16 7 4x5 I 3x6= 2x4 II 3x6= 4x5 II A I B J C K D L E G 3x10 = 5x6= 5x6 = 4.4-11 _i -0-1 4A-11 _ 411-11 -3.8 Plate Offsets(X,Y)_ (E:Edge,0.3.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.65 Vert(LL) -0.09 G >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.12 G >886 360 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.03 F n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:67 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, BOT CHORD 2x4 HF No except end verticals. WEBS 2x4 HIP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) H=2151/0-5-8,F=2395/0-4-14 FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD A-H=-458/0,E-F=-389/0,A-B=-386/0,B-C=-5629/0,C-D=-5629/0,D-E=-362/0 BOT CHORD G-H=0/4066,F-G=0/4762 WEBS B-H=-4016/0,B-G=0/1705,C-G=-1144/0,D-G=0/946,D-F=-4801/0 NOTES- 1)2-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: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)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 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. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ALL Uniform Loads(plf) A eq Vert:F-H=-10,A-E=-100 aV OF WASJS►,, .�t� Concentrated Loads(lb) �• cp "N N, Vert:D=-633 1=-718 J=-718 K=-874 L=-637 Q p�G Z. 51398 SStGNALG May 8,2017 A WARNING-Verily 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 MiTle 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 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,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qly Ply LGI 2338-FL dcc R50491607 2338-FL F2 Floor Girder 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:07 2017 Page 1 0:211 NOHvSbFU4?nxS4S?coszlkC5-Mbi_CzJCuFvDlv5buw4t6mBgy6K2jAlbjkBPXHzljww i' 2.7-11 I 2-A-8 r 2-" I Scale=1:27 2 5x6 II 3x6= 2x4 I 3x10= 2x4 I 3x6 = 5x6 II A L B M C N D O E P F Q G 4x5= 4x12= 4.12 = 4x5= "-10 10.9 16-5-12 5.8-10 5A 8 I 541-10 ' Plate Offsets(X.Y)-- 1G:Edae,0-"l LOADING (psf) SPACING- 2-0-0 CSI- DEFL. In (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 092 Vert(LL) -0 10 1 >999 460 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(CT) -0 16 1 >803 360 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 003 H n/a n/a BCDL 5.0 Code IRC2015rTP12014 Matrix-R Weight:180 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 except end verticals WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS. (lb/size) J=6613/0-5-8,K=258/0-3-6,H=3330/0-5-6 Max Uplift K=-188(LC 4) Max Grav J=6613(LC 1),K=480(LC 3),H=3341(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD A-K=-638/0,G-H=-1147/0,B-C=0/5227,C-D=0/5227,D-E=-7451/0,E-F=-7451/0, F-G=-767/0 BOT CHORD J-K=-1534/0,I-J=0/3299,H-1=0/6864 WEBS E-1=-1908/0,C-J=-1732/0,B-K=0/1704,B-J=-4618/0,D-J=-9013/0,D-1=0/4520, F-1=0/621,F-H=-6448/0 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 G-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(8),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. �G 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 lb uplift at joint K c�tAE�rl t e 6)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 7)CAUTION,Do not erect truss backwards �Q �0 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=1.00 Uniform Loads(plf) Vert:H-K=-10,A-G=-390 Concentrated Loads(lb) R�C�Iy R� Vert:C=-169 F=-644 L=-169 M=-169 N=-637 O=-644 P=-644 Q=-651 LQS 0 SIDNAL May 8,2017 A WARNING-Varlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-a9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21e N.Lee Street,Suit)312,Alexandria,VA 22314. Suite 109 Citrus Hitichts.CA 95610 Job Truss Truss Type Qty Ply LGI 2338-FL dcc R50491608 2338-FL P1 FLOOR BLOCKING 1 1 Job Reference(optional) BMC, EVERETT.WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:07 2017 Page 1 ID:211NOHvSbFU4?nxS4S?coszlkC5-Mbi CzJCuFvDrv5buw4t6mB1b6UNlGWbjkBPXHzljWw A 2x4 II B 2x4 I Scale=1:10.4 D C 3x4 I 3x4 r 1.8-10 I 1.6-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.14 Vert(CT) nla n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 C n/a n/a BCDL 5 0 Code IRC2015rrPI2014 Matrix-R Weight:7 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-10 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) D=60/1-6-10,C=6011-6-10 Max Uplift D=-258(LC 6),C=-258(LC 7) Max Grav D=287(LC 5),C=287(LC 4) 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)Gable requires continuous bottom chord bearing 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 258 lb uplift at joint D and 258 lb uplift at joint C. 5)This truss has been designed for a total drag load of 350 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-10 for 225.5 plf. 6)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. WAS 0 51398 q� /STER� ' SSr�NAL May 8,2017 A WARNING-Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suit-a 312,Alexandria,VA 22314. Suite 109 Citrus Heights. 0 Job Truss Truss Type Qty Ply LGI 2338-FL dcc R50491609 2338-FL P2 FLOOR BLOCKING 9 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 08 00:53:08 2017 Page 1 ID:211 NOHvSbFU4?nxS4S?coszlkC5-gnGMQJKgfZ14S3gnSeb6eJCEWggSjmlyOwy3jzljWv A 3x4 II B 3x4 II Scale=1:10.3 u v D C 3x4 I I 3x4 I j 1.8.6 1.B.c 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 0.12 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 C n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matnx-R Weight:7 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 1-8-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) D=68/1-8-6,C=68/1-8-6 Max Uplift D=-233(LC 6),C=-233(LC 7) Max Grav D=266(LC 5),C=266(LC 4) 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)Gable requires continuous bottom chord bearing 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 233 lb uplift at joint D and 233 lb uplift at joint C. 5)This truss has been designed for a total drag load of 350 lb Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-6 for 206 1 plf 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 �RR1LL 6 51398 �GISTe S% AL ��G May 8,2017 WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7477 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 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 ANSIrrPl1 quality Criteria,DSBA9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21B N Lee Street,Sunn 312,Alexandria,VA 22314. 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N 7 N N ..y j i 7 CD (D O 2 O i D'N C� �• � A/_I d (� wN m ('_n �' 'm sa 3, �o7m �P '�Dmi5 a -mm c o- m n c 9 v °.2 o. 7 o �v (D m 7 (OD N C-7 4 3mx ° F & 3 n�7 �� 74 ° M = 0n �9' co CD �V D)' Q 7m 0 p N.y n �D ? �a Ov_ m m a m 7 �m (D m ° 77U 2 -� m y (� N 0 �y `° 3 m 7 7 41 m 3 N m(° ry I �R0. v 7 0 D' CL 5 Hm fDv n L= m yT n O N 01 N m O 5 0 m10 (n o N y n� 0 C O 3 m CD Q N z C CD N i Date: 04/09/2026 Permit#: 1469 Perm Date: 05/19/2017 Review Date: 05/19/2017 Perm Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 06/02/2017 Scheduled Time 00:00 Com pleted Date: 05/23/2017 Description: No land use issues. Review Status: Assigned To: Tim eIn: 00:00 Time O it: 00:00 H curs: 0.0 Property Information Parcel#: 01166900003000 L GI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 8923 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 30131ock: Permit#: 1469 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: 283315.50 Square Feet: 2718 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- 01166900003000 8 923 171 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 No land use issues. 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 $1,865.76 Building Penn i T able 4-1 $2,870.40 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 $180.00 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 $10,097.66 Attached Letters Date Letter D escription 06/06/2017 Building Perm i Paym arts 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 $1,865.76 05/23/2017 LGI Hom e; c heck#4679 L auna Black $8,231.90 O itstanding Balance $0.00 Uploaded Files Date File Nam e 06/07/2017 2347959-1469 Issued Perm i.pdf 05/19/2017 2300266-1469 Site Plan.pdf 05/19/2017 2300267-1469 Application.pdf