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Home My WebLink About8929 171st Street NE_BLD1468_2026 RESIDENTIAL PERMIT APPLICATION Department of Community&Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223• Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION,DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: �f �--9 I S r 5 v'� Plat: (n Or-L- AizL 3- �J- Single-family [A Duplex Townhouse CAI Addition ❑ Iccessory structure Proposed Area: 1s' Floor: 2"d Floor: Garage: Total SF: ,, /D l Describe Proposal (include cross street): Valuation: /P/2, Y21. 13 Owner: ( L l ml,-4) - A/A S41 nJLLiTc n Address: 11 lip A& IZV4,, L-4/03 City: Zk , State: Zip Code: T 03 `TZ� �'� ® J Email: i4u� �'4�Yll` ,o_l�/� Gry Phone: // � / / ` , j- ( JtApplicant: C 6f 404U -"SkbA,147-D�! Address: l��11� ®J� A7y f,�C—&yj7City: K� State: Zip Code: Fgo Phone: ' �� r Email: AtAn 4l>�5 6P,C4/ 1-6; tAc-9. C a=-- Contractor: Address: 1141-0 ? City:_ tta��> State: Zip Code: Phone: —�' Email: �ti( ./�fla(a_��«(�i�S Contact Person: License Number: L li x * xpiration: Z Received MAY 1 9 2017 6/16LP �tb I L[Fage l of 3 RESIDENTIAL PERMIT APPLICATION Department of Community&Economic Development 7F� (+� 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 Sink(1.5) x ( Shower(2.0) x J4 Lavatory(1.0) x Clothes Washer(4.0) x D1 Water Closet(2.5) x FZI- Dishwasher(1.5) x i 4J-1Nater Heater x WL Hose Bibb (2.5) x Water Heater Model# Other(list) x r Plumbing Section Continued K Proposed Water Piping Size: SA Proposed DWV Material: 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 Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: QJ/Furnace(80+) Model# AFUE 13 Heat Pump Model# SEER HSPE 01 AC Unit Model# SEER �l Type II Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping �l Boiler ❑ Solid-Fuel Appliance ❑ PV System Ql Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑,-I- (' I Pipe Material: i AC 1 ipe Size: 1 l Total BTU's of all Appliances: 12ZO--j6� Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps(drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: /I ( �— Print Applicants Name: 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:8929 171st Street NE Permit#:1468 Parcel#:0 1166900002900 Valuation:187421-13 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: 1 CONST.TYPE: `I-13 DWELLING UNITS: ] OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City o�%Hr tngton st be reported on your sales tax return form and c o Ar ington 3101. // // attire Print Name Date a eascd AY 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 $2,109 12 6/6/2017 Building Plan Review Fee $1,370.93 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) $132.00 6/6/2017 Processing/Technology Fee $25.00 6/6/2017 State Building Code Surcharge Fee $4.50 6/6/2017 Traffic Mitigation $3,355.00 6/6/2017 Water Heater $25.00 Total Due: $8,793.55 Total Payment: $8,793.55 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 SETBACKS NOTES.• fROYVT 20' •BUILDING DIMEN26WS ARE TO X X I SYDE 5' ` FAO-OF FOII/NDAAON EX/SANG CW7W X X - )- REAR 5" •64A0/NG S7lOMN AS DESYQV (TYP.) `* ACTUAL LOCAAOW mAY VARY •SLOPE DR/VEIYAY TO PUBLIC ROAD 5'BSBL �mopERTY .57LT fENLL� TO B£INSTALLED PER ✓:1NI.WED CCWTOVR GYTY OF ARL/NGTOW'S STANDARD (7)P) CORNER •%T FENCE 70 BE INSTALLED ON N8974'11"W (TYP.) GRAD/ENT ME CF BUILDING 1 45.00 PARM I o •COWSTRUCDGW ENIRANCIF 70 BE - - - - ~ — - -- — � -- - INSTALLED PER ClTYOF co I I ARL/NMVO F STANDARDS STORM NOTES. \ 5' -- I � ,CGWSIRUCDON PRIOR TO BUILDING 0 i I •BARE S(.YLS COWRED IN7H A/ULQV GU71/NE �O I PA1/0 12 SF O4 AN07HER APPROVED BA/P I I •TOWSOIL PER M500E BA/P T513 (EFF 12"DEM) 5 BS -- i 10 5 .ALL 6V07E RUNOFF CONNEC7£D TO i PR/VA7E S70RM SW i •-77E 9YALL BE STABILIZED PRIOR j LOT 29 �, I \ TO BUILDING PERANT BEING R7NAL/ZED N i PROPOSED RE VENCE rI i "� SITE NOTES. CmIASIA-1487 G RAGE LEFT � o� Z6 :7 •flOMINE F00ANG DRAINS AND o 2,109t rn o I ROOF DRAINS TO PE7 MMENT p = I S70RAl DRAINAGE SYM7EA/PER APPROVED PLAT ORNNA6F PLAN OW RLE M117/ 7HE COUNTY. LY�YIINEC I i GARAGE I 5'BSBL AREA OF D/SAIRBAKF INaUDES S11�PA/ OY£ANGY/T. i oo .250 PROOF OVERHANG EME LEGEND.T CONNECT ROOF AND 19.75 FOOAN_G DRAINS J ,-_ ___ - 11.0 L — *-- BLOW OFF — 397° ` -- - — — — — - ® WA7£R A/£7ER EN 2] R/V£WAY 20'BSBL 4( FIRE HYDRANT / 10'PUBLIC AIR VAC U&IT-qm ® CA TOY BA-0 EA51�A/ENT —� - _4�5 00_ _ _ _ _ O CLEANOUT • . 4 e •. e. ° 8920'49" ° a ° Q AIANHGYE FT-:i_-- ? BLOCK WALL 2� WATER - — � 7REE•REMOVAL �� SE7PVICE PROPERTY ; 12' WATER CORNER 1' Received 15t00 1715 ST Gi�F3ET(TYPJ MAY 19 2017 8'SiW SCALE 1'=20' -?Ab LOT 29 SITE PLAN GREGOR Y PARK L G1 HOMES PLAN NO. COL.—1487 LOT AREA = 4,350 SF DATE 511212017 PARCEL # LOT 29 HOUSE= 2,109 SF Id711 NE 29rh Placa,#101 DRIVEWAY= 397 SF C sells�e,wo,nmalo�9eoo7 DESIGNED CORE ADDRESS 8929 171ST ST. 425.885.7877 F—425.885.7963 WALKWAY/PANO = 12 SF ��DES(GN PROJECT NUMBER TOTAL= 2,518 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 I BUILDING INSPECTION REPORT— Residential Final Permit No. 1468 Address: 8929 171st Street NE i Contractor: LGI Homes - Washington, LLC Owner: LGI Homes - Washington, LLC i Date: 10/16/2017 ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ CORRECTION ❑ OTHER INSPECTION: Final Building ADDRESS NUMBERS: ❑ ACCESS: Cr'J PLUMBING: C' MECHANICAL: 0 SMOKE DETECTION: Cd-'� CO DETECTION: 0- LIFE SAFETY: CY" DECKS: E-�i- HANDRAILS: Ef PLANTINGS: ❑� WATER: 16 SEWER: 21'LIGHTING: O FINAL ELECTRICAL: ❑ BLOWER DOOR/DUCT CERT: �SULATION CERT: 0 Date: 10/16/2017 Inspector: Kevin Olander - s�'�a G :3rouG t/tv✓T IUD rAw t MJv Flew tw p, ksT��- t�Tu i ot[�f�i�— ° CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:8929 171st Street NE Permit#:1468 Parcel#:0 1166900002900 Valuation:187421.13 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:114 10 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: I CONST.TYPE: `I-13 DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of r Ington t st be reported on your sales tax return form and t o Arington 3101. I, j i ature Print Name Date a eased y 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 $2,109.12 6/6/2017 Building Plan Review Fee $1,370.93 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) $132.00 6/6/2017 Processing/Technology Fee $25.00 6/6/2017 State Building Code Surcharge Fee $4.50 6/6/2017 Traffic Mitigation $3,355.00 6/6/2017 Water Heater $25.00 Total Due: $8,793.55 'Dotal Payment: 58,793.55 Balance Due: SO.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 1468 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 8929 171st Street NE Valuation 187421.13 Status Applied Permit Issued Permit Expires Square Feet 1889 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use New SFR Assigned To Launa Peterson Property Information Owner Information Parcel#: 8929 171st Street NE Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# LGI Homes-Washington. LLC Jake Jabusch 060-353-0588jake.jabusch@lgihomes.com CONTRACTOR 1-abor and Industries I-GIHOHL857MB Review Date Type Descri tion Target Date Completed Date Assi ned To Status 5/19/2017 IlResidential Dwellin 3/2/2017 'kmy Rusko n Review 5/19/2017 lResidential Dwelling 3/2/2017 I lRick Karns n Review Uploaded Files Upload File Date File Uploaded B 5/19/2017 1:17:33 PM 1468 Application.pdf Peterson.Launa X 5/19/2017 1:17:33 PM 1468 Site Plan.ndf Peterson,Launa x �``Y °� RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development rPLINGtO 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: T 1 � Sr �� )'E— Plat: a -z Ut Single-family ❑ Duplex Townhouse Addition ❑ /ccessory structure Proposed Area: 1st Floor: r`I 2"d Floor: Garage: �f 0�— Total SF: Describe Proposal (include cross street): f�> 5ti �r 5� ,r' w � Sl sr" Avr Valuation: 10 2 q2= '' Owner: (,� ! �• — �4 St , n1c�iT, L( Address: 11 !t (7 �� fZ�j� �L 107j City: ,t' ` State: Zip Code: D Phone: �Z�- j ® j Email: kT Applicant: C--7( 4992,0 4ASAA/471),! CCU Address: MI) /iE P-y rf-- C- city: Lvfzk4loState: Zip Code: Q Phone: �� Email: t � � Contractor: Address: 1JgJ[) �� '�`� S'1 (�� City: �_�kO State: Zip Code: LA3vN Phone: Email: lytr' -r./�B41M Contact Person: QALicense Number: L 6i 4xpiration: Z b-'1- Received MAY 19 2017 6/16LP C b IL[ eI of 3 V °� RESIDENTIAL PERMIT APPLICATION `y ,l Department of Community& Economic Development •Qlj'YG�O 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 Sink(1.5) x [ Shower(2.0) x Lavatory(1.0) x [� Clothes Washer(4.0) x Water Closet(2.5) x Z [Z-Dishwasher(1.5) x �1Water Heater x Hose Bibb (2.5) x Water Heater Model# Other(list) x � Sly.��1 r u. 5V A� Plumbing Section Continued Proposed Water Piping Size: �;A Proposed DWV Material: 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 Department of Community& Economic Development �iIN G,`p 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# AFUE LJ Heat Pump Model# SEER HSPE a1 AC Unit Model# SEER Type ll Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping Boiler ❑ Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Q� Freestanding Stove Qy'*�Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑, I Pipe Material: I ipe Size: I( Total BTU's of all Appliances: 1):0 Q Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps(drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: r Print Applicants Name: �� 6/16LP Page 3 of 3 SETBACKS NOTES.• RROWT 20 i ,BUILDING D/MENSyONS ARE 7D X x I .SIDE 5' FACE AF FOY/NDADGW ENS77NG -� X J x _-REAR 5'; ,OWING 9VONN AS DEV6W (7YP.) � ACTUAL LOCAWit MAY VARY •Sr ORE DRIVEWAY 70 PUBIJC ROAD 5 BSBL I •_%T fENCF TO BE INSTALLED PER �7N/51/ED CGWIGY/R I [PROPERTY aTY OF ARL/NGTGW'S STANDARD (7)P.) CORNER •SILT FENCE 70 BE INSTALLED OW N8974'11"W (TIP) 64AD/ENT SIDE OF BUILDING 45.00-- +cp 4 PARCEZ I �P •C0467RUCROW ENTRANCE 70 BE INSTALLM PER aTYAc' ARL/NGTa S STANDARDS STORM NOTES.• •TESL INSTALLED PR/OR TO 1 24.50 r caNSTRVCRcw •BARE SOLS COVERED M17/MULal OUIUNE BUILDING O a?AN07/ER APPROVED BMP O I PARO 12 SF ,TOPSOIL PER NSDOF BMP 75.13 (&T 12'DEP7/) { \ •ALL ON-77E RUNOFF LYJN(EC7M TO ! 1 PRIVATE STORM STUB •.577E SWyALL BE STABI-00 PRIOR W LOT 29 ! I RN G PERMIT BE7NG ILIZED N ih PROPOSED RE�IDENCE n� I ` SITE NOTES. CO!UMB/A-1487 G RAGE LEFT O o i 2,109E `a I •flOWUNE F0O7NG DRAINS AND °j O ROLL DRAINS TO PERMANENT o Z I STORM DRA/NAG£SYS&W PER APPROVED PLAT DRAINAGE PLAN i OV RILE N17/ 7/E COUNTY. COWNECRON I `� i GARAGE- i I .5'BSBL •AREA OF DIVURBANX INCLUDES S1t711RM a£ANOUT. i f 1 ROC(-OVERHANGLEGENDLO TCONNECT ROOF"AND_- � 1975F00RNO DRA/NSJ _ 11.0BLOW OFF L — EN 21 RI V"^ 8SBL f1RE HYDRANT / 10'PUBLIC AIR VAC URL/TY EASEWNT ® CATal BA_gN p_42ff7u11L - O CLEANOUT 89L1/'79yW - - - o ' — 4. 0 4 O MANHOLE ® BLOCY( WALL WA70? TREE REMOVAL T' SERVICE PROPERTY N 12' WA1fR CORNER I' Keceived 15 0_ 1715 ST. _ T Mp) MAY 19 2017 8'S�71E7P STALE I'm 20' �l 4 V LOT29 It d3 a SITE PLAN 71 , 4 . , . e.a GREGOR Y PARK LGI HOMES PLAN NO. COL.—1487 LOT AREA = 4,350 SF DATE 511212017 PARCEL # LOT 29 HOUSE = 2,109 SF 14711 NE 29rh Place,#101 DRIVEWAY= 397 SF Mle -Warhl^a,�9E007 DESIGNED CORE ADDRESS 8929 117ST ST. 425.BB5.7B77 Fax 425.885,7963 WALKWAY/PARO = 12 SF ��DESIGN PROJECT NUMBER TOTAL= 2,518 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 OFFICE COPY I I NASH&ASSOCIATES w ARCHITECTS PLAN 1487 BEAM, LATERAL & SEISMIC CALCULATIONS f, (;AIZ IiOMAS NAS►i `;TATE OF WASHINGTW. �CK�s tYL1F%'M\CII•Ir�ANWR`I�,,.�� Received MAY 19 2017 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS,COM OFFICE COPY ;)73 SPI-I CLIENT: NASH"ASSOCIATES BEAM DESIGN DATA PROJECT: - Aa C 11iTi'.cTS DATE: NAW 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 IBC 15 Stool Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6' Beam Douglas Fir #2 fv — 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1.300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF'KI) E = 1.800,000 0003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 W11W.NASH—ARCHITECTS.C OM f � Y,' � PLAN 1487 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 6 8 1 Date: 10/24/16 selection 3-1/8x 12 GLB 24F-V4 DFIDF Lu=0.0 Ft Condition NDS 2015 Min Bearing Area R1=2.6 in' R2=2.6 in' (1 t))DL Defl= 0.23 in Recom Camber=0.34 in P8 IBeam Span 16.0 ft Reaction 1 LL 1000# Reaction 2 LL 1000# Beam Wt per ft 9.11 # Reaction 1 TL 1673# Reaction 2 TL 1673# Bm Wt Included 146# Maximum V 1673# Max Moment 6692'# Max V(Reduced) 1464# TL Max Defl L/240 TL Actual Defl L/421 LL Max Dell L 1360 LL Actual Defl L/845 A b tes Section(in') Shear(m') TL Dell(in) LL DO Actual 75.00 37.50 0.46 0.23 Critical 33.46 9.15 0.80 0.53 Status OK OK OK OK Ratio 45% 24% 57% 43% Fb(psi) Fv(psi) E(psi x mil) Fc L ( si Values Reference Values 2400 240 1.8 650 _Adjusted Values 2400 240 1.8 650 Ad lustmonts Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 125 Uniform TL: 200 =A Uniform Load A II R1 = 1673 R2= 1673 SPAN=16 FT Uniform and partial uniform loads are Ibs per lineal ft. 7d[=NASH-ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT: PER 2015 IBG DATE.— NAME: WIND DE516N GRIT ERIA DESIGN PER ASCE 1-10 I.NOMINALNLTIMATE WIND SPEED V/asd /Vint 05/110 mph 2.R15K CATEGORY II 1.00 5. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICIENT +/-55 5.GOMPONENTS AND CLADDING DE51GN PRE55URE +/- 16 pal BUILDINGS,5TRUGTURE5,AND PARTS THEREOF SHALL BE DESIGNED AND GONSTRUGTED IN AGG..ORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DESIGN, ALLOWABLE 5TRE55 DE516N, EMPIRICAL DESIGN OR CONVENTIONAL GON5TRUGTION METHODS,A5 PERMITTED BY THE APPLIGABLE MATERIAL CHAPTER,5EGTION 1604.1 BUILDINGS,5TRUGTURES,AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND ASGE 1-10 IMPLIFIED METHOD TO BE U5E0 FOR WIND DESIGN PER A56E-1-10,5EGTION 2-15 111_DIN6 HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE 19.6 PSF PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2506.STRUGTURE5 USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND,SEISMIC,AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA SOPWS AND PROVISIONS OF SECTIONS,2305-2306 5E15MIG DESIGN DATA DESIGN PER ASGE 1-10/SECTION 1613 I. SEISMIC IMPORTANCE FACTOR le 1.00 2.SHORT PERIOD ACCELERATION 55 1.66 'sea footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0,148 •see footnote at bottom of page 4.SITE CLASS D(default class per IBG) 5.SPECTRAL RESPONSE COEFFICIENT 5w OAl2 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT 5m 0.148 *sae footnote at bottom of page 1. SEISMIC DESIGN CATEGORY D 8.SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS 9.DESIGN 5A5E SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT Cs 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12.ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 13.R15K CATEGORY II THE ANCHORAGE OF WALLS 51I)PPORTIN69 CON5TRUGTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 1-10,SECTION 12.11.2 IN 5TRUGTURE5 ASSIGNED TO SEISMIC DESIGN CATEGORY G-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE515T MAXIMUM EFFECTS AS SPECIFIED IN ASGE 1-10,SECTION 12.10.2.1 BASE SHEAR V= (F 5OS/R)W ANCHOR BOLTSi 5/5" DIA X 10",A301 OR BE77ER W/l" MIN. EMBEDMENT. V= 1104#A3OLT PER U5G5,THE MAXIMUM Si IN THE STATE OF WASHINGTON 15 0.748.ALL SEISMIC DESIGN VALUES U5ED IN TH15 ANALY515 ARE BASED UPON THI5 NUMBER. 51NGE 51 15 LE55 THAN 0.15, THEN USE 5E15MIG CATEGORY D IF RISK CATEGORY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWR.NASH-ARCHITECTS.COM i Q. W 0 00 IE 0 ❑❑ I a0 ❑n IE °° 0❑ 4 Q ' 14 J � UUll a 0 '=-•N 1 Q JC O � O v �� :; r. � I I LATERAL CALCULATIONS CANT: NMH k AM0CIA'1'BS PROJECT: WIND WORKSHEET i I I r r.;7'1 s DATE:_ 55 MPHAIO MPH= NOMINAL/ULTIMATE WIND SPEED NAME. Iqb PSF ------YRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR l W z H z (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (b/ft) TYPE j7, S u': 23is' sOf -- - 23 ► 5 `l3 r 5 `- Cl>X _ 16 - - 2! & cl 2d (3 7 �3DXg uraI j Stag ?C/ y Pl-Ll !f �rsxtixcG� � Z car Lf /� Zito P"ll/ mT 8003 116th AVE NE Kirkland, WA 98033 (425) 628-4117 WWW.NASH—ARCHITECTS.COM CLIENT: _II NASH A-ASSOCIATES PROJECT_ I` SEISMIC ANALYSIS f gl lT':,c`l ; 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 11/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses Ei 24" o.c. - 1.75 ///ft Trusses 0 24" o.c. - 1.75 ///It Trusses 0 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35///ft R-30 Insulation - 2.25///It R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2_00///ft. 1/2" GWB Ceiling - 20///ft 1/2" GWB Ceiling - 22.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft lot & 2nd Floor Assembly: Caret / Pad 0.60#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.50#/ft 3/4" T&(; Plywood - 2.50#/ft 2x10 0 16" o.c 2.30#/ft 2x10 @ 16" O.C. - 2.30#/ft 1/2" GWB Ceiling - 2,00#/ft 1/2" GWB Ceiling - 2^00#/ft Total 7.30#/ft Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior Wall Assembly: Exterior Wall Assembly: 1/2" GWB - 2.00#/ft 3/4" Wood Siding; - 2.30#/ft 2X4 ® 16" o.c. - 1.10 #/ft 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x0 0 16" o.0 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 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-ARCH ETECTS.COM CLIENT: HASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCITiTLCTS DATE:, NAME: 2 SEISMIC: V = (C.) (Wdl) (plywood) 2nd Level: Hoof: (Asphalt / Cedar Shake) 10#/ft X._ _ sf = or (Mlle) 18#/ft X __ sf = Exterior Walls, L x 10#/sf x 1/2 (h) (E2) Interior Walls: L x 8#/sf x 1/2 (h) TOTAL: _ lot Level: Roof: (1st Floor Roof) 10#/ft X_ �_�� of = 1 C9 7 2nd Floor. 10#/ft X sf Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) ss /,70 00 V Lf- 5 8 (El) Interior Walls: 02) + L x 8#/efx 1/2 (h) 75-6 TOTAL = _ 6Q Basement: 1st Floor: 10#/ft X_ sf = Exterior Walls: (El) + 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 1 t I CLIENT: NASH•AMOQATES SEISMIC ANALYSIS PROJECT: - It c. i DATE: NAMF 3 BASE SHEAR: - BASE 51-IEAR V= (F 9125/R)YV LEVEL 2: Wdl 1 I ({ x 0.149 = LEVEL 1: Wdl 7"I(�^ # x 0.149 = TOTAL Wdl l 1 # x 0.149 = 51 (V) Aead Load Hei ht Moment She-- © Stor Level (Wdl) (h (Wdl)(h) (Wdlax (Wdl)(h) Remarks 2 1 3u�� Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 - WWW.NASH—ARCHITECTS.COM 1 .� I _ I NASH a ASSOCIATES CLIENT: I� A K( 11 I IA: C -s SEISMIC ANALYSIS PROJECT: DATE- NAME: 4 �7 cy 'J a w H N A� Qfln — x V� N U� oss � �v s A - a ' N x0 171� V 8003 118th AVE NE Kirkland, WA 88033 (425) 828-4117 -- CLIENT: �fNASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: i A R c rt 1 1 e 5 DATE:_ NAME: 5 Redundancy Factor (p); 1. Maximum allowable wall shear for p<=1 Vunnax = (2)(Vaccstory)/Ab l/2 yz 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) L ` lCs� In WINO 6i ary 8003 110th AVE HE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM • i --•- ---- IEEM IN j �: 7' ti I_ • . MiTek � MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA,95610 Telephone 916/676-1900 Re: 1487-A RF Fax 916/676-1909 LGI HOMES 1487-A RF dcc The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by BMC West-Everett, WA. Pages or sheets covered by this seal: R50439530 thru R50439538 My license renewal date for the state of Washington is May 16,2019. 00RRILL e 44'Y wAs y� 0 A�0 51398� w� .o Gts7'ER �`rSI01VALE�G May 2,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439530 1487-A_RF Al GABLE 1 1 Job Reference optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:43 2017 Page 1 'ZI IDXyT74VJzX6j2oOryaE9z9zKrfr-xkJXiB4JX4lDw ZDL59ODn8L14007YXfyNiJzKk7c 1 0 0 8-0-0 8-0-0 Scale=1:28 9 4x5= E 500 12 p F P Q G C Ll O H B I$ 3x4= N M L K J 3x4 = 1 16.0.0 — 16AA LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0 00 1 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) 000 1 n/r 180 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) 000 H n/a n/a BCC.OL 10.LIL 0 Code IRC2015/TPI2014 Matnx-R Weight:54 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No 2 REACTIONS. All bearings 16-0-0 (lb)- Max Harz B=-45(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)B,H.M,N,K,J Max Grav All reactions 250 lb or less at joint(s)B,H,L,M,K except N=330(LC 19),J=330(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.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 5-0-0,Corner(3)5-0-0 to 8-0-0, Exterior(2)11-0-0 to 14-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1 33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Partially Exp;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. �tiRR(LL 9)Gable studs spaced at 2-0-0 oc q 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads J� �F WASP, `7) 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)B,H,M,N,K,J 51398 �s% ALE�� May 2,2017 AWARNING-Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Te k I s always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-09 and 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 r :v: r Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439531 1487-kRF B1 GABLE 1 1 Job Reference o 6onal BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:44 2017 Page 1 I D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-PxtvwX5xl N?4YBZB7wsKkblpYlynlnAhmJiwZmzKk7b 6-0- -0-0 17-6-0 17-6-0 '1-0-0 Scale=1:60.3 5.00 12 4x5 = K J L 3x4 I AH Al N 3x4 GH OQ 4x12 = F R E T S . D P AG C M AJ U d� B V]h 3x4= 6xl2 16-A 3x6— AF AE AD AC AB AA Z Y X 5x6 = 35.0.0 35-0-0 Plate Offsets(X.Y)— IT:O-5.12.Edgel.(X:1-1-11,0-3-131,IY:0-3.0,0-&01 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 0,75 Vert(LL) -0.10 U-W >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,51 Vert(CT) -0.21 U-W >938 180 TCDL 7.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 X n/a n/a BCL L 10.0 00 Code IRC2015/TPI2014 Matrix-R Weight:162 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2'Except* TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins T-X:2x6 HF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No 2 10-0-0 oc bracing:W-X,U-W. WEBS 2x4 HF No.2 JOINTS 1 Brace at Jt(s):M,P OTHERS 2x4 HF No 2 REACTIONS. All bearings 20-0-0 except(jt=length)U=0-5-8. (lb)- Max Horz 8=92(LC 12) Max Uplift All uplift 100 lb or less at joint(s)U,Z,AA,AB,AC,AD,AE,AF,B except X=-111(LC 13) Max Grav All reactions 250 lb or less atjoint(s)Y,Z,AA,AB,AC,AD,AE,B except U=624(LC 1),AF=284(LC 1), X=933(LC 20) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-109/353,C-D=-57/322,D-E=-36/333,E-F=-7/330,F-G=0/331,G-1=0/330, I-J=0/333,J-K=0/319,K-L=0/309,L-N=0/328,N-Q=0/291,Q-R=0/289,R-T=-1/274, T-U=-794/148,M-X=-996/210,M-P=-979/192,P-S=-931/175,S-T=-899/160 BOT CHORD B-AF=-285/151,AE-AF=-285/151,AD-AE=-285/151,AC-AD=-285/151,AB-AC=-285/151, AA-AB=-285/151,Z-AA=-285/151,Y-Z=-285/151,X-Y=-285/151,W-X=-39/642, U-W=-37/649 WEBS K-Y=-294/0,T-W=0/350 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 r� 8 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry J19 OF NVA$ 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 Q O 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 o the responsibility of the fabricator to increase plate sizes to account for these factors 51398 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads AL 10) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. M8 2,2017 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)U,Z,AA,AB,AC Y 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 ANSIIIPII Quality Criteria,DSB-59 and BCSI Building Component 7777 Greenback Lane safety Information available from Truss Plate Institute,219 N Lee Street,Suits 312,Alexandria,VA 22314. Suite 109 Citnai HeiaNs.CA 95610 Job Truss Truss Type Qty Jply LGI HOMES 1487-A RF dcc 1487-A_RF B1 GABLE 1 1 R50439531 _ Job Reference(optional) BMC, EVERETT,WA 98205.3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:45 2017 Page 2 ID:ZiXyT74WzX6j2oOryaE9z9zKrFr-t7RH7l6Z3h7x918NheNZGpl_I810UEQr zRT5CzKk7a NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek9 connectors This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bullding design Bracing indicated Is to prevent buckling of Indlvldual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with passible personal Injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suits 312,Alexandria,VA 22314. Suite 109 C selahtR,CA 95610 Job Truss Truss Type Qty [ly LGI HOMES 1487-A RF dcc R50439532 1487-A_RF B2 Common 9 1 Job Reference o eonal BMC, EVERETT,WA 98265-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:46 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-LJ?fLD7Bq?FnnSjZFLuopOgCMYaPDef DdB1eezKk7Z 00 6-3-3 5-7-65-7$ 5-7� 5-7Fi 6-3-3 10- Scale=1:59 3 5x6 5.00 12 E 5x6 O P 5x6 D F 2x4 2x4 C G N Q �A B H I I¢ RE 3x6 = M L K J 3x4= 3x4= 3x4= 3x10 = 3x4= 10.2-8 j 19.9.4 27.0.12 35-0-Q _I Plate Offsets(&Y)— ID:0-3-0,0-3.41.1F:0-3.0.0.3-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.54 Vert(LL) -0 21 B-M >999 240 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0 44 B-M >535 180 TCDL 7.0 Rep Stress Incr YES WB 0.49 Horz(CT) 002 K n/a n/a BCLL 0.0 Code IRC2015fTP12014 Matrix-R Weight:135 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt D-K,E-K REACTIONS. (lb/size) H=387/0-5-8,K=2015/0-5-8,B=657/0-5-8 Max Horz B=92(LC 12) Max Uplift H=-71(LC 13).K=-41(LC 12),B=-66(LC 12) Max Grav H=472(LC 20),K=2015(LC 1),B=732(LC 19) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1077/116,C-D=-696/51,D-E=0/586,E-F=0/887,F-G=-256/262,G-H=-476/162 BOT CHORD B-M=-142/943,K-M=-33/428,J-K=-467/75,H-J=-109/374 WEBS C-M=-455/147,D-M=0/531,D-K=-966/119,E-K=-919/81,F-K=-733/146,F-J=-27/612, G-J=-380/129 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat 11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1 33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp;Ct=1 1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It isLl the responsibility of the fabricator to increase plate sizes to account for these factors. eq 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. AV OF WpSx� i) 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O�C+� will fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,K,B. vOlp �, 51398 11Q� �A �G►IS RSS70NALOP May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall 19i building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights. A 95610 Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439533 1487-A_RF B3 Common 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:47 2017 Page 1 I D:ZiXyT74 WzX6j2oOryaE9z9zKrFr-pVZ1 YZ7pblNePcI102Q 1 MENI ryvCy5o8SHwaA4zKk7Y 11-11-1 23-0-152 -- 35-0-0 6-0- -0-0 6-3-3 5-7-14 5E-15 5-6-15 5-7-14 6-3-3 1-0-0' Scale=1:59 3 5 00 12 5x6 E 5x6 0 P 5x6 D F 2x4 2x4 C C N Q B H A �] 14 M R S L J 4x8 = K 4x6= 4x5= 3x6= 6xB = 3x4= r 9-0.14 19-9-4 25-11-2 35.0-0 9.0-14 10.9 5 _ _ 6.1-14 94-14 Plate Offsels(X.Y)— [B:0.0.0,0-0.41.[D:03-0,0-341,[F:0.3-0.0-3.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TIC 0.87 Vert(LL) -0.27 K-M >861 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.55 K-M >429 180 TCDL 7.0 Rep Stress Incr YES WB 050 Horz(CT) 005 H n/a n/a BCLL BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:135 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No 2 WEBS 1 Row at midpt E-K,D-K REACTIONS. (lb/size) H=388/0-5-8,K=2013/0-5-8,B=658/0-5-8 Max Horz B=144(LC 49) Max Uplift H=-1153(LC 43),K=-739(LC 41),B=-1846(LC 40) Max Grav H=1222(LC 52).K=2300(LC 26),B=2030(LC 53) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-4650/4495,C-D=-3435/3202,D-E=-1984/2197,E-F=-994/1525,F-G=-1467/1479, G-H=-2778/2788 BOT CHORD B-M=-4117/4320,K-M=-2800/2923,J-K=-2663/2579,H-J=-2513/2549 WEBS E-K=-1320/790,F-K=-745/156,F-J=-43/500,G-J=-424/174,D-K=-944/169,D-M=-26/609, C-M=-400/221 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6 Opsf;h=25ft;Cat 11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. J� O�WASI� 7ON 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) H=1153,K=739,B=1846 9)This truss has been designed for a total drag load of 6980 lb.Lumber DOL=(1.33)Plate grip DOL=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 349.0 plf. �+f+ 5139847� LE�G` May 2,2017 AWARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall bullding 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 ANSIrrPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suibr 312,Alexandria,VA 22314. Suite 109 Cftrys helahle.CA 25619 Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439534 1487-A RF B4 Common 1 1 Job Reference o tional BMC, EVERETT,WA 9B205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:49 2017 Page 1 I D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-IugozE947wd MevSBwTS WRfSf4mb5QveQvbPhFzzKk7 W 5-7-14 5-7-14 Scale=1:59.3 5.00 12 4x5= E 5x8 N A D :;� 2x4 \ 2x4 C G M P B H_ _ �A I J$ L Q J 4x8 = K 4x8 = 4x5= 5x8= 4x5= 9.0.14 174.0 25.11-2 35.0.0 9-0-14 & 8-5-25 2 82 94}14 Plate Offsets(X,Y)-- I6:0.0.0.0.0.41,ID:0.4-0,0-3-01,IF:0.4-0,0-3-01,I14:0.0-0.04 41,IK:0.4.0.0-301 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 25. Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.29 J-K >999 240 MT20 1851148 TCDL (Roof Snow= 7 0.0 B Lumber DOL 1 15 BC 0.76 Vert(CT) -0.47 J-K >891 180 Rep Stress Incr YES W 0.66 Horz(CT) 0.16 H n/a n/a BCLL .0 BCDL 100 Code IRC20151TPI2014 Matrix-R Weight:141 lb FT=101A LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No 1&Btr BOT CHORD Rigid ceiling directly applied or 3-5-7 oc bracing WEBS 2x4 HF No 2 REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-8 Max Horz B=-104(LC 43) Max Uplift B=-1561(LC 40),H=-1561(LC 43) Max Grav B=2406(LC 27),H=2406(LC 26) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-5282/3798,C-D=-4176/2498,D-E=-2576/1297,E-F=-2575/1297,F-G=-4173/2494, G-H=-5279/3794 BOT CHORD B-L=-3543/4641,K-L=-2674/3868,J-K=-3412/4490,H-J=-3435/4861 WEBS E-K=0/1082,F-K=-8081165,F-J=-34/486,G-J=-351/198,D-K=-808/159,D-L=-32/486, C-L=-351/198 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp B;enclosed - MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-6-0,Interior(1)2-6-0 to 14-0-0,Exterior(2)14-0-0 to 17-6-0, Interior(1)21-0-0 to 32-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. _.q RRILai 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. WAS 7' 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �Q �O will fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except Qt=lb) - B=1561,H=1561. 9)This truss has been designed for a total drag load of 6980 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 349.0 plf. rod 51398q, .Cl' �r+ISTBRw ��SIONAL 8�G` May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/02/2015 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 ekvays required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suit-)312,Alexandria,VA 22314. Scale 109 Citrus Helafts.CA 95610 Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439535 1487-A RF B5 Common 10 1 Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MITek Industries,Inc. Mon May 01 22:33:50 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-E4EAAaAjuDIDG31 KUBzlzs?sz9vo9Mva8F9EnPzKk7V 1111-111.1 GO 6-3-3 5-7-14 5F-15 5E-15 5-7-14 6-3-3 O- Scale=1:59,3 5.00 12 4x5= E 5x8 N O 5x6 0 F 2x4 \ 2x4 C G M P _ B H A I L J J I� 4x5 = K 4x5= 3x4 = 5x8= 3x4= F— 9-0.14 17-6-0 25-11-2 35-0-0 9-0.14 8-5.2 8-5-2 9.0-14 Plate Offsets(X Y)-- fD:0-4-0.0-3-01.(F:O-".0-3-0L[K:0.4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0 24 K >999 2, MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.45 K-L >926 11 TCDL 7•0 Rep Stress Incr YES WB 0.86 Horz(CT) 015 H n/a n/a BCD 10.0 A Code IRC2015/TPI2014 Matnx-R I Weight:134 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) B=1529/0-5-8,H=1529/0-5-8 Max Horz B=92(LC 16) Max Uplift B=-84(LC 12),H=-84(LC 13) FORCES. (Ib)-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=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 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 II;Exp B;Partially Exp;Ct=1 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is IORRILL 6 the responsibility of the fabricator to increase plate sizes to account for these factors. q 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F WAS1� rt> 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 tf TO will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,H. ADO R�51398q/4 � cIsT�R �S,01 AL�NGI May 2,2017 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/07/2015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a 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 aWays 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 ANSIrTPl1 quality Criteria,DSB-09 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Suile 109 Citrus Hei h 956107 Job Truss Truss Type Qty Ply LGI HOMES 1487-A RF dcc R50439536 1487-A RF B6 GABLE 1 1 Job Reference o tional BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:52 2017 Page 1 ID:ZiXyT?4 WzX6j2oOryaE9z9zKrFr-ATMwbGByQr?xVNAjbc?D3H4 FFze3dSxtbZeLrizKk7T 6-9-10 S3A 0 16-11-6 A-0 Scale=1:60 8 5.00 12 4x5= J 8x12% F AI H N1 O AJ 3x4 D E G CIS T U C L V W AH AK AD 9 x y ]$ 3x6 _ AG AF AE 3x6 3x4= 3x4 = 3x4=3x4= �—AC AB 19M 2 B-6-0 t rr0-0 35A.0 8-6-0 7.8-0 19-0.0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.13 B-AG >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.30 B-AG >974 180 TCDL 7•0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.07 X n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:167Ib FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins. E-AD:2x6 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2 JOINTS 1 Brace at Jt(s):K,I,N,P WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. All bearings 10-11-8 except(jt=length)B=0-5-8 (lb)- Max Horz B=92(LC 12) Max Uplift All uplift 100 lb or less at joint(s)AB,AA,Z,AD,B except AC=-130(LC 20) Max Grav All reactions 250 lb or less at joint(s)AB,AA except X=255(LC 1),Z=282(LC 20),AD=1187(LC 20). B=1165(LC 19) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD B-C=-2182/368,C-E=-1929/345,E-F=-253/113,F-H=-251/138,E-G=-1361/213, G-1=-1413/238,I-K=-1473/265,K-L=-1470/257,L-N=-1519/288,N-P=-1565/321, P-R=-1598/340,R-AD=-1688/383 BOT CHORD B-AG=-248/1936,AF-AG=-124/1363,AD-AF=-191/1601 WEBS E-AG=-40/583,C-AG=-365/160,E-AF=0/473,L-AF=-309/113 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6 Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-6-0,Exterior(2)2-6-0 to 14-0-0,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 11;Exp B;Partially Exp,;Ct=1.1j 4)Unbalanced snow loads have been considered for this design. v WAS 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 O 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. $139$ 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 �� FG/STER� 'AV will fit between the bottom chord and any other members FS+ 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AB,AA,Z,AD,B SfO1VALBN except(jt=lb)AC=130. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord May 2,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verity 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 ANSIrtPl1 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 C rus Heirthts.CA 95610 s Job Truss Truss Type Qty IlPly LGI HOMES 1487-A RF dcc R50439537 1487-A RF C1 FINK 6 1 Job Reference(optional) all EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:53 2017 Page 1 I D:ZiXyT?4WzX6j2oOryaE9z9zKrFr-efwJpcCaB87o7XIv9JXSbVdQCN_nMu2OgDNvOkzKk7S r-100 8.5.8 12,2-0 18.0.10 24,8-0 1258.0r 1 0-0 8 S 6 5.9-10 6-9-10 6-M 1 0 0 t Scale=1:42.5 4x5= D 5.0o 12 L M 2x4 \\ K N 2x4 C E J 0 8 F G I$ I H 3x6= 5x6= 3x4 = 3x6= r 8.8.0 16-0-0 24.6-0 8.6.0 7-6.0 86.0 Plate Offsets(X,Y)— 11:0-3.0.0.3.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 250 7. Plate Grip DOL 1 15 TC 0.50 Vert(LL) -0.14 B-I >999 240 MT20 185/148 (Roof Snow=25. Lumber DOL 1 15 BC 0.65 Vert(CT) -0.31 B-I >941 180 TCDL 0 Rep Stress Incr YES WB 0.13 Horz(CT) 007 F n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:84 lb FT=101% F3COL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS (lb/size) B=1088/0-5-8,F=1088/0-5-8 Max Horz B=66(LC 12) Max Uplift B=-64(LC 12),F=-64(LC 13) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD B-C=-1992/127,C-D=-1737/120,D-E=-1737/120,E-F=-1992/127 BOTCHORD B-1=-102/1762,H-1=-5/1200,F-H=-51/1762 WEBS C-1=428/141,D-1=-21/625,D-H=-21/625,E-H=-428/141 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=6 Opsf;h=25ft;Cat.11;Exp B;enclosed; MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 9-3-0,Exterior(2)9-3-0 to 12-3-0, Interior(1)15-3-0 to 22-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 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. ��9 OF WAS1y 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. W�,� lc{ Q O v0� 51398 �� Cis7 8R� �s% AL LNG` May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPl1 Quality Criteria,DSB-09 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N Lee Street,Suitt 312,Alexandria,VA 22314. Suite 109 Cdrus Het Ms CA 95610 Job Truss Truss Type Qty, Ply LGI HOMES 1487-A RF dcc R50439538 1487-A_RF C2 Common Supported Gable 1 ]Job Reference(optional) BMC, EVERETT,WA 98205-3212 8.010 s Apr 20 2016 MiTek Industries,Inc. Mon May 01 22:33:54 2017 Page 1 ID:ZiXyT?4WzX6j2oOryaE9z9zKrFr-6sUhOyDCxSGfkhK6j 12h8iAh 1 nTD5MJA3s7SwAzKk7R 1-0-0 12-3-O 24to i25E� 1-0-0 12-30 12-3-0 '1-0-0 Scale=1:42 5 4x5= H G 5.00 12 AD F AD AB J AE E K D L C M N _�q e Q I4 d d 3x4= AA Z Y X W V U T S R Q P 3x4= 3x4= 24-6-0 _l 24-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0A 1 Vert(LL) 0.00 N nlr 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0,00 0 n/r 180 TCDL TO Rep Stress Incr YES WB 0.07 Horz(CT) 0,00 N n/a n/a BCLL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:96 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 24-6-0. (lb)- Max Horz B=-66(LC 13) Max Uplift All uplift 100 Ib or less at joint(s)8,V.X,Y,Z,AA,T,S,R,Q,P,N Max Grav All reactions 250 Ib or less at joint(s)B,U,V,X.Y.Z,AA,T,S,R,Q,P,N FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp 8;enclosed; MWFRS(envelope)automatic zone and C-C Corner(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 9-3-0,Corner(3)9-3-0 to 12-3-0, Exterior(2)15-3-0 to 22-3-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1 33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as 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)All plates are 2x4 MT20 unless otherwise indicated 8)Gable requires continuous bottom chord bearing cj► L�6 9)Gable studs spaced at 2-0-0 oc. q 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J19 OF WASIr.. 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 'W will fit between the bottom chord and any other members �QS CJO 1� 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,V.X,Y,Z,AA, T.S.R,0.P,N 51398 O.t� FOlST81t� ,�c' SSrONAL ECG♦` May 2,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 Quality Criteria,DSBJf9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suiha 312,Alexandria,VA 22314. suite 109 CKrus Helahtl.CA 9561 C-)o/o Cl) c m D w a � D � ° � � u? 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Authorized Representative Date Au climate cones R-Value" U-Factor" Fenestration U-Factor° n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling" 49i 0.026 Wood Frame Wall,.,," 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 3W 0.029 Below Grade Wall°'" 10/15/21 int+TB 0.042 Slab"R-Value&Depth 10,2 ft n!a 4Table 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 FA Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3.Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ 1b Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ Lb 14 1d Efficient Building Envelope 1d 0.5 ❑ �Q$ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 121 0.5 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 IRenewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions ��)PY co _ x 1 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. Reserved. s Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int.(intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information Plan 1487 Width Height Ref. U-factor Qt. Feet inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 1 0.01 0.00 Exempt Glazed Fenestration (15 sq.ft. max.) F 1 0.01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Foyer 0.30 1 3 6 5 20.0 6.00 0.30 1 2 ' 6 17.8 5.33 Dining 0.30 1 5 5 25.0 7.50 Great Room 0.30 1 3 5 15.0 4.50 0.30 1 6 1 16 10 41.0 12.30 Master Bedroom 0.30 1 5 15 25.0 7.50 Bedroom 2 10.30 1 3 5 15.0 4.50 Bedroom 3 10.30 1 3 5 15.0 4.50 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 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 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 o.o o.00 o.o o.00 Sum of Vertical Fenestration Area and UA 1 173.81 52.13 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Ot. Feet inch Feet inch Area UA 0.01 0.00 0.0 0.00 0.0 0.00 _ 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 173.81 52.13 Simple Heating System Size:Washington State This heating system sizing calculator Is based on the Prescriptive Requirements of the 2015 Washington State Energy Code MEM and ACCA Manuals J and S.This ealrrulator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance. Project Information Contact Information Plan U87 Heating System Type: O All Other Systems Q Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions Design Temperature Difference(AT) 47 Marysville J AT=Indoor(70 degrees)-Outdoor Design Temp Area of Buildina Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) qgl Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.0 13,383 Glazina and Doors U-Factor X Area = UA Instructions 0.30 159 47.70 Skvliahts U-Factor X(�Area = UA Instructions 0.50 l� Insulation Attic U-Factor X Area = UA Instructions I 0.026 1.487 38.66 Single Rafter or Joist Vaulted Ceilings J U-Factor X Area UA Instructions I Select R-Value No selection [ l --- Above Grade Walls(aee Figure 1) U-Factor X Area UA Instructions 0.056 1,800 89.60 R-21 Intermediate � i Floors U-Factor X Area UA Instructions R-30 V 0.029 1.487 43.12 Below Grade Walls(a"Figure 1) U-Factor X Area UA Instructions 11 No Below Grade Walls in this protect. --- - - J Slab Below Grade isee Figure 1) F-Factor X Lel`th J UA Instructions f i conditioningNo selection --- �Select conditioning � Slab on Grade fires Figure 1) F-Factor X Length UA Instructions - `��No Slab on Grade In W5 txo)ecc. Location of Ducts J Instructions Duct Leakage Coefficient Unconditioned Space 1.10 Sum of UA 219.09 Envelope Heat Load 10,297 Btu/Hour Flours 1, SumofUAXAT Air Leakage Heat Load 6,793 Btu/Hour VolumeX O.OXATX.018 Atwva Wade Building Design Heat Load 17,090 Btu/Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 18,799 Btu/Hour Ducts in unconditioned space:Sum of Budding Heat Loss X 1,10 Ducts in conditioned space:Sum of Budding Heat Loss X 1 Maximum Heat Equipment Output 26,319 Btu/Hour Buddng and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 125 for Heat Pump (071Ol11-7) Date: 04/09/2026 Perm t#: 1468 Perm t Date: 05/19/2017 Review Date: 05/19/2017 Perm it 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#: 01166900002900 L GI HOMES -WASHINGTON LLC LGI HOMES -WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 8929 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 29Block: Permit#: 1468 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: 187421.13 Square Feet: 1889 Num ber of Stories: 1 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- 01166900002900 8 929 171 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 aunt Building Plan Review T able 4-2 $1,370.93 Building Penn i T able 4-1 $2,109.12 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 $132.00 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Water Heater(Tank) $25.00 Traffic Mitigation-C/MF Cbm m ecial/MOti-faro iy $3,355.00 Total $8,793.55 Attached Letters Date Letter D escription 06/06/2017 Building Perm i Paym acts Date Paid By D escription P aym a►t Type A ccepted By A m aunt 05/19/2017 LGI Hom e; c heck#4677 L auna Black $1,370.93 05/23/2017 LGI Hom e; c heck#4679 L auna Black $7,422.62 O utstanding Balance $0.00 Uploaded Files Date File Nam e 06/07/2017 2347786-1468 Issued Perm i.pdf 05/19/2017 2300199-1468 Site Plan.pdf 05/19/2017 2300200-1468 Application.pdf