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16803 91st Drive NE_BLD1722_2026
�`��` RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development N O City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 16803 91st Drive NE Plat: Gregory Park Lot 8 41 Single-family ❑ Duplex ❑ Townhouse ❑I Addition [ Accessory structure Proposed Area: 1" Floor: 1076 2nd Floor: 1438 Garage: 380 Total SF: 2894 Describe Proposal (include cross street): Application for new single family residence to be located at 16803 91st Drive NE. Cross street is 91st Ave Valuation: �?/ *_T).--70 Owner: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State:WA Zip Code:98223 Phone: 425-785-0797 Email: matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State: WA Zip Code:98223 _ Phone: 425-785-0797 Email:matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State:WA Zip Code:98223 _ Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019 6/16LP Page 1 of 3 Y °�` RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x 2 Mi Sink(1.5) x 1 I� Shower (2.0) x 1 g! Lavatory (1.0) x 5 ❑ Clothes Washer (4.0) x Water Closet(2.5) x 3 ®1 Dishwasher (1.5) x 1 Cal; Water Heater x 1 C� Hose Bibb (2.5) x 2 Water Heater Model # Other (list) x 1 AO Smith H PTU - 50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 LI;�Tv� Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: F�d Furnace (80+) Model# Bryant 915SA30040514 AFUE 95% QI Heat Pump Model# SEER HSPE ❑1 AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance Hydronic Piping ❑ Boiler ❑ Solid-Fuel Appliance Ol PV System ❑1 Fireplace Insert ❑ Outdoor BBQ QI Storage Tank Freestanding Stove a! Gas Piping ❑I Other Gas Piping Information Not Applicable: Black Steel Pipe Material: _ Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: Print Applicants Name: 6/16LP Page 3 of 3 - ° CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:16803 91st Drive NE Permit#:1722 Parcel#:01166900000800 Valuation:309450.70 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `I_B DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded Ci f #3101. 11117 Signature Print Name Date Released By e CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY, ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/14/2017 Building Permit Fee $3,076.58 11/14/2017 Building Plan Review Fee $1,999.78 11/14/2017 Furnace $25.00 11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00 11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00 11/14/2017 Mechanical Permit Base Fee $25.00 11/14/2017 Park-Community SF $1,662.00 11/14/2017 Plumbing Permit Base Fee $25.00 11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00 11/14/2017 Processing/Technology Fee $25.00 11/14/2017 State Building Code Surcharge Fee $4.50 11/14/2017 Traffic Mitigation-City $3,355.00 11/14/2017 Water Heater $25.00 Total Due: S10,449.86 Total Payment: 111.449 S6 Balance Due: SILIIII CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon RESIDENTIAL PERMIT APPLICATION _fr Department of Community& Economic Development tlN{y1 O City of Arlington• 18204 59th Ave NE -Arlington,WA 98223 - Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 16803 91st Drive NE Plat: Gregory Park Lot 8 01 Single-family 01 Duplex 01 Townhouse ❑ Addition 01 Accessory structure Proposed Area: 111 Floor: 1076 2nd Floor: 1438 Garage: 380 Total SF: 2894 Describe Proposal (include cross street): Application for new single family residence to be located at 16803 91st Drive NE. Cross street is 91st Ave Valuation: '? `1` /•�� Owner: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State:WA Zip Code:98223 Phone: 425-785-0797 Email: matt.adams@lgihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th Street NE City.Arlington State: WA Zip Code:98223 Phone: 425-785-0797 Email:matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: City: State: Zip Code: 9028 168th Street NE Arlington WA 98223 . . Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019 PAP 1'1Z?i 6/16LP Page 1 of 3 RESIDENTIAL PERMIT APPLICATION ' Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) 61 Bath/Shower Combo (4.0) x 2 [�j Sink (1.5) x 1 [✓�� Shower (2.0) x Lavatory (1.0) x 5 Ili Clothes Washer (4.0) x Water Closet(2.5) x 3 ®I Dishwasher (1.5) x 1 [�; Water Heater x 1 9I Hose Bibb (2.5) x 2 Water Heater Model # ®! Other (list) x 1 AO Smith H PTU - 50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: AB Proposed Piping Material: PEX _ _ _ Proposed DWV Size: 211 1 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 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: 21 Furnace (80+) Model # Bryant 915SA30040514 AFUE 95% 01 Heat Pump Model# SEER HSPE 0+ AC Unit Model# SEER 01 Type II Hood ❑ Commercial Cooking Appliance 01 Hydronic Piping Q1 Boiler ❑ Solid-Fuel Appliance 01 PV System Q Fireplace Insert ❑ Outdoor BBQ 0 Storage Tank 2i Freestanding Stove Gas Piping Ij Other Gas Piping Information Not Applicable: Cl, Black Steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: I Print Applicants Name: d ►'\ 6116LP Page 3 of 3 IMO SETBACKS NOTES.- !'PUBLIC ' FRONT 20' •BUILDING DIMEH57016 ARE 70 SIDEWALK 91ST A VE NE S lff 5' FACE OF FOUNDA AaN EASEI/ENT REAR 20 •GR4ADING-WONN AS D690 PROPERTY = __., _ — ACTUAL LOCAAGW MAY VARY C04NER, 1' •SYOPE LURI4£WAY 7D PUBLIC R040 OFFSET(TYP.) •S IL T fENCE TO BE INSTALLED PER - - CITY OF ARLINGTI S STANDARD •m r fENCr M BE INSTALLED OW LWAD/ENT SIOf OF BUILDING N00:39'11'E -- PARacZ 25..06 — � 9`� •C0467RUCAAN ENIRANX M BE 474 o- INSTALLED PER A7Y OF � �� o . 472- ��, ARLING70NS STANDARDS 20.00'BM - o STORM NOTES: •7EX INSTALLED PR16R TO — PA AO 12 SF °J CVNSTRUCAAN 1 •BARE SOULS COI fRED W7H kULOYI — — — — — - r — — —— — - 64 AN07HB?APPROVED 6l/P 10'PUBLIC RNISYIED CCVVTGGUR •TOPSOYL PER N500E BLIP 7513 E:4SE�T j �` "L5'BSBL (7)P.) (EFF 12'DEP7H) •ALL CWS77E RUNOFF CONNEC7ED TO \' S.00+ 10.G� ° •577E 9VALL BE STAB/LI2ED PMOP 1 ROOF OVfRHANC TO BUZUNG PERA/IT BONG LOTS RNAU20 PROPOSED RESJAWar +- SITE NOTES.- = g PAUX-2514 GARAGE LEFT =3' •npyTLINE FOOANG DRAINS AND r^� g 1,679f.AF g RO LF DRAINS M PERMANENT SMRM DRAINAGE S67FM PER °j GARAGE APPROVFD PLAT DRAINAGE PLAN = BUILDING WA7DP Z all ALE WTH 7HE Ct'IUN7Y. £X/SANG OU7LINE y� lZ •AREA OF D/S7URBANOE INaUDES CDVTOVR SERSNARE LOT. (7m.) 24.00 - LEGEND: 10'PUBLIC 500� �— BLOW OfF U77LITY 571 sr S 11.0LV ® WA7ER ME EA"ENT DRlWWAY « RRE HYDRANT J 5'PRIVA7E g ,71.00' I — — — - AIR VAC STO?AI "' a 1Y1 Gb' -- 0113 CATai BASYN EAZMDV� O aEANOUT MANHOLE 26 06 D,9�,y I 1�_L r-r� &00( WALL N00:39"11"E 7REE REMOVAL L. PROPD77Y SMRM aEAN OT C1A4NER( ) CONNECT ROB ND FOOANG ORA NS B'NO7B? ) . (� - OLWNECI7GW SL^ALE I'm 20' -8- LOTS 91ST DRI VE NE SITE PLAN �- GREGOR Y PARK LG/ HOMES PLAN NO. PAL/X-2514 LOT AREA = 4,857 SF HOUSE= 1,679 SF DATE 10/2/2017 PARCEL # LOT 8 1471)NE 291h Place,#I OI DRIVEWAY= 571 Sr 8,11—,Wn,hingl,,9e007 DESIGNED CORE ADDRESS 16b1'1391STDVWAE 425.985.7877 Fax 425.BH5.7963 WALKWAY/PAAO = 12 SF ���eslcN PROJECT NUMBER TOTAL= 2,262 SF ENGINEERING • PLANNING . SURVEYING DRAWN CAF 13024L-GRG00 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:16803 91st Drive NE Permit#:1722 Parcel#:01166900000800 Valuation:309450.70 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:9028 168th Street NE Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Arlingotn,WA 98223 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `I-$ DWELLING UNITS: I OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RC W 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded Ci f rf#3101. Signature Print Name Date Released By D Ae CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/14/2017 Building Permit Fee $3,076.58 11/14/2017 Building Plan Review Fee $1,999.78 11/14/2017 Furnace $25.00 11/14/2017 Gas Outlets Base Fee 1 to 5 $10.00 11/14/2017 Mechanical Fee(Enter Fixture Fee) $25.00 11/14/2017 Mechanical Permit Base Fee $25 00 11/14/2017 Park-Community SF $1,662.00 11/14/2017 Plumbing Permit Base Fee $25.00 11/14/2017 Plumbing Permit Fee(Enter Fixture Fee) $192 00 11/14/2017 Processing/Technology Fee $25.00 11/14/2017 State Building Code Surcharge Fee $4.50 11/14/2017 Traffic Mitigation-City $3,355.00 11/14/2017 Water Heater $25.00 Total Due: $10,449.86 Total Payment: $10,449.96 Balance Due: 50.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number.Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTONw La, L.1 I IN%,P VTMT"l t:N 1 0- EEIGE COPY trp �y 124W SMACKS NOTES. . �...�-.P� Y�.V�:}�_ ,7�, rre�� z�u. ,,r� .:T•� fJ4LWT 1CJ' •fiUM VC MMFNV0VS ARE 70 %VWJX915 A VE NE sw 5' FAX Li`F0V WA nQV DAT T —— — &rV 70'L •Gi4MLMVG&VW AS MIX ACILNL LOrAWV MAY VARY ZED dHa... . --�H�---- —.��•u>—--'-- d140 •.2Q°E AIPfK AY TO PUW/K,�ID •SAC T Ft7 W m ar AVSTAUiD PER a7Y A`AaW70&STAWARU B ILDING INSP R •sxrfDv6r m d`AVsmum ov WAMVT SW W BLR W 'Il"E •' • PARdEZ 25.08 __ �`�,9�`� •LC 7RWMV 4V7RA4W m A.` 474 o WrAum P&arr A` �\`,�so.'� AaMnWT STAMOAWS �,BSAC , o o STORM NOTES.- \ •NX AVSTAUM P1gW m PAW 12.7 \ .+ c iVSmwyav -- - - - 1— - --- - 1 •• •BARESrXISCVM9fD NUN MOV 1 u � r wry5 FANL9'�D aW70GR I •TLi°SG�.' PER N9ff MP 75�13 1 •ALL�MWE RL VW GLMIV U 70 '�Gb� i\ � - -- - 161M I PAYVA7E57ZW S71ROOF1'RA ODFAJ/MC I •S11E SYAU BE STASUM PAW LOTS m BIIDW PFJi raW PAIGIL/�D 3 PISSED\ S/TENOTES.I a, $ PALIX=?.SJ4 GiARAGl`LIFT •1X4/1m fwlm mw m ROA`AIPMtS m PDWUI{&r I ni 57 M CRAM 6r SWMf F& — I i GARAGE I h o, APPRObED PLAT ARMAX RM WA fa7S1AYtG I a'11AIE �SV?y AREA or LYS1L1P mha sam7`S WV7aR i f1VlA�LOT. t' � I SQO� LEGEND.- - --- $ I • JO PG�C i . I O— nrOW A9` UbC.ITY `� J1.A7 ® WA?&AV& EAS6iE1NT A�'1EWAr K Fff HMOT .0� AR VAC •Jf.AO�: fA,S 7V . ' _ ,wo ® m CAMV L7ASAV o ambwr i _ 0 ti Q mwaE 25.06 D,90�'�9 ® &Off WALL n�E RWVAL ! '• __ Received P!4M7Y McT RW / cme�l fw er m?soles f 312017 LU'1AL�r.7AAY llr� '` SZ^i1lE to_AV'MI-7� �'� LOTS 91STDR/V N ' S/TEPLAN GREGOR Y PARK LGI HOMES PLAN NO. PALIX--2514 LOT AREA = 4,857 SF DATE 10/2IV7 PARCEL 0 LOT B l/W_T= 1,679 SF• 14711 NE 2*h Na.y#of pRKwAy= 571 Sr B.R,—,W_d4v,.veo07 DESIGNED CORE ADDRESS 1AW 91STLW K 175�BB57B77 Fox 445.BB5.7969 If"NAYIPAAO= 12 Sr ��DESIGN PROJECT NUMBER TOTAL= 2,2lS2 SrENGINEERING PLANNING • SURVEYING DRAWN CAF 13024L-GRGOO . . -�--�---��'t �� I � . z . �� ;� --. � . I - - - - ;• , � . ' ! �..�... . } .. �f r- low I , Permit Information Date 11/1/2017 Permit Number 1722 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 9028 168th Street NE City, State,Zip Arlingotn,WA 98223 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 16803 91 st Drive NE Valuation 309450.70 Status Applied Permit Issued Permit Expires Square Feet 2894 Type of Construction/Occupancy Load V-B Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Owner Parcel Address Legal Owner Phone Zoning 01166900000800 16803 91st Drive LGI HOMES-WASHINGTON 111 Single Family Residence- NE LLC Detached Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type ILGI Homes-Washington,Jake Jabusch 360-353- ake.jabusch@lgihomes.co Industries CONTRACTOR Labor and LLC 3588 LGIHOHL857M Review Date Type Descri tion Target Date Completed Date I Assigned To I Status 11/1/2017 Residential Dwellin 11/8/2017 my Rusko Iln Review 11/1/2017 lResidential Dwellin 11/8/2017 Kevin Olander Iln Review Fees Fee Description Notes Amount Ruilding Permit Feel 322.10.00 0 $3,076.58 Building Plan Review Feel 345.83.00.00 $1,999.78 Furnace 322.10.00.Oq $25.00 Gas Outlets Base Fee 1 to 322.10.00.001 $10.00 Mechanical Fee(Enter Fixture Fee)j 322.10.00.0 q $25.00 Mechanical Permit Base Fee 322.10.00.001 $25.00 Park-Community SF 345.85.00.Oq $1.662.00 Plumbing Permit Base Feel 322.10.00.001 $25.00 Plumbing Permit Fee(Enter Fixture Fee)j 322.10.00.00 16 @$12 $192.00 Process in rrech nology Feel 341.43,00.021 $25.00 State Building Code Surcharge Fem 386.00.01.00 $4.50 Traffic Mitigation-Ci 345.85.00.02 $3,355.00 Water Heated 322.10.00.001 1 $25.0 TotaQ $10.449.8 Payments Date Paid By Amount Descri tion I Payment Type Accepted B 11/1/2017 ILGI Homes-Washington LLC $1,999.78 10heck#5722 IKristin Foster 11/1/2017 IILGI Homes-Washington LLC $8,450.08 Check#5723 Kristin Foster Total $10,449.8 Amount Outstanding:$0.0 Uploaded Files Upload File i Date File Uploaded B 11/1/2017 3:20:20 PM 1722 Site Plan.odf Foster,Kristin x 11/1/2017 3:20:20 PM 1722 Application.pdf Foster,Kristin x RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 16803 91st Drive NE Plat: Gregory Park Lot 8 01 Single-family Ell Duplex 0! Townhouse ❑l Addition 01 Accessory structure Proposed Area: 1 s`Floor. 1076 2nd Floor: 1438 Garage: 380 Total SF: 2894 Describe Proposal (include cross street): Application for new single family residence to be located at 16803 91st Drive NE. Cross street is 91st Ave Valuation: r?/U' I '1` /• `� Owner: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State:WA Zip Code:98223 _ Phone: 425-785-0797 Email: matt.adams@Igihomes.com Applicant: LGI Homes - Washington LLC Address: 9028 168th Street NE City: Arlington State: WA Zip Code:98223 _ Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contractor: LGI Homes - Washington LLC Address: 9028 168th Street NE City:Arlington State:WA Zip Code:98223 Phone: 425-785-0797 Email: matt.adams@lgihomes.com Contact Person: Matt Adams License Number:LGIHOHL857MB Expiration: 07/02/2019 P�f7 I'12?i 6/16LP Page 1 of 3 . i RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development IN City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 G� Plumbing Section (continue filling out 'ff plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) Bath/Shower Combo (4.0) x 2 Sink (1.5) x 1 Shower (2.0) x 1 [ Lavatory (1.0) x 5 ❑ Clothes Washer (4.0) x Water Closet(2.5) x 3 Dishwasher (1.5) x 1 R1; Water Heater x 1 Qi Hose Bibb (2.5) x 2 Water Heater Model # 161 Other (list) x 1 AO Smith H PTU - 50N Plumbing Section Continued Proposed Water Piping Size: 3/411 Proposed DWV Material: ABS Proposed Piping Material: PEX Proposed DWV Size: 2" • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 i RESIDENTIAL PERMIT APPLICATION 'y l Department of Community& Economic Development 'Q O City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360)403-3551 lfN(s� Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: � Bryant 9155A30040514 95%Furnace (80+) Model# AFUE 0; Heat Pump Model# SEER HSPE 0! AC Unit Model# SEER ❑ Type II Hood D Commercial Cooking Appliance ❑ Hydronic Piping 01 Boiler ❑ Solid-Fuel Appliance 01 PV System a! Fireplace Insert Di Outdoor BBQ 01i Storage Tank �! Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ Black Steel Pipe Material: Pipe Size: 1" Total BTU's of all Appliances: 120,000 Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: I Print Applicants Name: Z=4 d r,\ 6116LP Page 3 of 3 NASH&ASSOCIATES ARC14ITECTS PLAN 2514 BEAM, LATERAL & SEISMIC CALCULATIONS 61 r.1, 'ARU u. "Pip e-- � l 12,ARY {?MAS NASH ' STATE OF WAS HINGTON gg �s,�.,ak�•��.a� IS.wa Received nOCT 31, 2017 2015 IBC G 1172-- JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH—ARCHITECTS.COM _ NASH-ASSOCIATES CLIENT: BEAM DESIGN DATA PROJECT: ARC III ITECTS 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 IBC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 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*HI) E = 1,800,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM PLAN 2514 13eamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=3.4 in' R2=3.4 in' (1.5)DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313# Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120# Bm Wt Included 39# Maximum V 2120# Max Moment 2650'# Max V(Reduced) 1466# TL Max Defl L/240 TL Actual DO L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(W) Shear(in') TL Defl(in) LL Defl Actual 49.91 32.38 0.04 0.02 Critical 29.44 12.22 0.25 0.17 Status OK OK OK OK Ratio 59% 38% 15% 12% Fb (psi)_ Fv(psi) E(psi x mil FC (psi) Value s Reference Values 900 180 1.6 625 Adiusted 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:525 Uniform TL: 840 =A Uniform Load A R1 =2120 R2=2120 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-2 Date: 10/24M 6 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=3.4 in' R2=3.4 in (1.5)DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313# Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120# Bm Wt Included 39# Maximum V 2120# Max Moment 2650 W Max V(Reduced) 1466# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in3) Shear(in') TL Defl(in) LL Defl Actual 49.91 32.38 0.04 0.02 Critical 29.44 12.22 0.25 0.17 Status OK OK OK OK Ratio 59% 38% 15% 12% Fb psi Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Ad'usted 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:525 Uniform TL: 840 =A Uniform Load A R1 =2120 R2=2120 SPAN =5 FT Uniform and partial uniform loads are Ibs per lineal ft. i 11� I PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 10/24/16 selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=6.6 in2 R2=6.6 in' (1.5) DL Defl= 0.06 in Recom Camber=0.10 in Data Beam Span 6.0 ft Reaction 1 LL 2775# Reaction 2 LL 2775# Beam Wt per ft 6.83# Reaction 1 TL 4281 # Reaction 2 TL 4281 # Bm Wt Included 41 # Maximum V 4281 # Max Moment 6421 '# Max V(Reduced) 3210# TL Max Defl L/240 TL Actual Defl L/504 LL Max Defl L/360 LL Actual Defl L/914 Attributes Section ink Shear(in') TL Defl(in) LL Defl Actual 42.19 28.13 0.14 0.08 Critical 32.10 20.06 0.30 0.20 Status OK OK OK OK Ratio 76% 71% 48% 39% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:925 Uniform TL: 1420 =A Uniform Load A J 1 R1 =4281 R2=4281 SPAN=6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 10/24/16 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=5.6 in' R2=2.6 in (1.5) DL Defl= 0.02 in Recom Camber=0.03 in Data Beam Span 5.0 ft Reaction 1 LL 2423# Reaction 2 LL 1215# Beam Wt per ft 6.83# Reaction 1 TL 3666# Reaction 2 TL 1658# Bm Wt Included 34# Maximum V 3666# Max Moment 3013'# Max V(Reduced) 2633# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section ("0 Shear(in') TL Defl in_ LL Defl Actual 42.19 28.13 0.05 0.03 Critical 15.07 16.46 0.25 0.17 Status OK OK OK OK Ratio 36% 59% 19% 17% Fb(psi) Fv(p_si) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adgustments 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 Load Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1313 B=2120 1.0 885 H= 1370 0 1.0 360 1=450 1.0 5.0 I Pt loads: B 0 Z\ R1 =3666 R2= 1658 SPAN=5 FT Uniform and partial uniform loads are lbs per lineal ft. i PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date: 10/24/16 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 17.6 in2R2= 13.9 in (1 5) DL Defl= 0.19 in Recom Camber=0.28 in Data Beam Span 16.0 ft Reaction 1 LL 7544# Reaction 2 LL 6185# Beam Wt per ft 24.28# Reaction 1 TL 11440# Reaction 2 TL 9053# Bm Wt Included 389# Maximum V 11440# Max Moment 46400'# Max V(Reduced) 9093# TL Max Defl L/240 TL Actual Defl L/440 LL Max Defl L/360 LL Actual Defl L/769 Attributes Section(in') Shear in'_ TL Defl in LL Defl Actual 324.80 99.94 0.44 0.25 Critical 237.01 56.83 0.80 0.53 Status OK OK OK OK Ratio 73% 57% 55% 47% Fb(psi) Fv(psi) E(psi x mil Fc-_(psi) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2349 240 1.8 650 _ Adjustments Cv Volume 0,979 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 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1313 B=2120 2.5 925 H= 1420 0 2.5 1313 C=2120 7.5 400 1=500 2.5 7.5 1838 D=2964 10.0 925 K= 1420 7.5 10.0 440 L=550 10.0 16.0 L Ptloads: �131- , a n Z\ o R1 = 11440 R2=9053 SPAN= 16FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: NASH ASOCIATES W ND AND SE 15M I G DE516N DATA PROJECT: I:(:111 1 EC-1 s PER 2015 IBC DATE:NAME: WIND DESIGN CRITERIA DE516N PER ASCE 7-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY 13" 4. INTERNAL PRESSURE COEFFIGENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDIN65,STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD, AND RESISTANCE FACTOR DESIGN, ALLOWABLE 5TRE55 DE516N, EMPIRICAL DE516N OR CONVENTIONAL GON5TRUGTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, 5TRUGTURE5, AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN 5EGTION 1609 AND ASGE 1-10 IMPLIFIED METHOD TO 13E USED FOR WIND DESIGN PER A5GE 1-10,SECTION 2l5 (BUILDINO HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE Iqb PSF PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306.5TRUGTURE5 U5IN6 WOOD SHEAR WALL5 AND DIAPHRAOM5 TO RE515T WIND,5E15MIG, AND ALL OTHER LATERAL LOADS SHALL 13E DE516NED AND CONSTRUCTED IN ACCORDANCE WITH AF d PA 5DPW5 AND PROVISIONS OF 5EGTION5 2305-2306 5E15MIG DESIGN DATA DESIGN PER ASCE 1-10/SEGTION 1613 I. 505MIG IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 1.66 •see footnote at bottom of Pog© 3. 1 SECOND ACCELERATION 51 0-Mb 'see footnote at bottom of page 4. SITE CLASS D (default class per IBC) 5. SPECTRAL RESPONSE COEFFICENT So. OA-12 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT SO 0.745 *see footnote at bottom of page 1. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALL5 q. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC, RESPONSE COEFFICIENT Gs 0.15 Il. RESPONSE MODIFICATION FACTOR R 65 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORGE 15. R15K CATEGORY II THE ANGHORA6E OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DE516NED IN ACCORDANCE WITH A5CE 1-10,SECTION 12.112 IN STRUCTURES A5516NED TO SEISMIC DE516N CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENT5 SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN A50E 1-10,SECTION 12.10.2.1 BASE SHEAR V= (F 5,,/R) W ANCHOR BOLTS, 5/8" DIA X 10",A501 OR BETTER W/1" MIN. EMBEDMENT. V= 1104#/BOLT • PER U565,THE MAXIMUM Si IN THE STATE OF WASHINSTON 15 0.145. ALL SEISMIC, DESIGN VALUES USED IN THI5 ANALY515 ARE BASED UPON THI5 NUMBER. SINCE Si 15 LESS THAN 0.75,THEN USE SEISMIC CATEGORY D IF R15K GATE60RY 15 I, II,OR III 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM 1 i i - - I °o a ❑ ❑ ' ❑ DD ❑❑❑ i LL V) 0. V � � N � k r � No N N l^ O C�v C) 9 ' I I �s M -L �9 4 C� `1 t� DE C Qy O � LATERAL CALCULATIONS CUMNr: NASHaMOCI M PROJECT: �n R c H i i.c'r s WIND WORKSHEET — DATE: 85 MPH/110 MPH= NOMINAUULTIMATE WIND SPEED NAME. IQ.6 P5F FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (##) SHEAR UNIT SHEAR W z H z (see chart for rind pressure WALL SHEAR WALL ® specified height) LENGTH (ft) (#/ft) TYPE l �P l7, 5yaktgt4 37 S3 - - Z qI 1 3/vl ?K31 3D 13yT 60 Xgxr4/(' 617. S-x-1 ),r «( 61 3o�y I r7 y0 � /S�t P/�� Z'� �i� �- k«-� ) a 30 7 (06 KI ACO, 14- 3 � 13 /vq (ZOk-qk-tg,,6 J C Z/�X 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM - x ASSOCIATES SEISMIC ANALYSIS PROJECT: 1 tt CLIENT: CHITEC'i's DATE: NAME: 1 Weight of Building: Roof Assembly. Asphalt Shingles - 2.00 �ft Cedar Shakes - 2.25 /ft Tile - 9.60�//ft Felt - 0.15 # It 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 - 2.25#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft Total 9.90#/ft Total 17.90#/1t Use 10.00#/ft Use 10,00#/ft Use 18.00#/ft 1st do 2nd Floor Assembly. Carpet / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.50#/ft 3/4" T&C Plywood - 2.50#/ft 2x10 ® 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#/It 2x6 @ 16" o.c, - 1.37 #/ft Total 5.10 #/ft R-21 Innssulation - 200�/ft Use 6.00#/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 _I NASH&ASSOQ CLIENT: ATES SEISMIC ANALYSIS PROJECT: 1 RCHTT CTS DATE:— NAMF: 2 SEISMIC: V = (C.) (Wdl) (plywood) 2nd Level: Roof: or (Asphalt / Cedar Shake) 10#/ft X 50 r sf = I J37 (Tile) 18#/ft X_ sf = Exterior Walls: L x 10#/sf x 1/2 (h) �Lf 8 /&I x/o k y - (E 2) Interior Walls: L x B#/sf x 1/2 (h) 7Ox y k 6l SGl y (12) TOTAL = Z&a-7O 1st Level: Roof: (1st Floor Roof) 10#/ft X sf = 2nd Floor. 10#/ft X Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 1 d 6 y00 f- /6 Z kl o ,k-q, f- - (E1) Interior Walls: (I 0 + L x 8#/sf x 1/2 (h) fct0 + Voxx�t� - $ 3 �o ti � cI1) TOTAL — 7 C!� 3 y Cf 0,I) Basement: 1st Floor. 10#/ft X__ sf = Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM �: ¢t I 7jjj_ CLIENT: 7NASHOQATES SEISMIC ANALYSIS PROJECT: !.r' IS DATE: NAME: 3 BASE SHEAR: BASE SHEAR V= (P 5 V5/R) W V= P (.972)/6.5= W LEVEL 2: Wd1G//Y� q # x 0.149 = y1O ? LEVEL 1: Wd 1 J V t,y/ N x 0.149 = 5" K Z TOTAL: Wdi 6 31 "/ # x 0.149 = '71 y 2 (V) Dead Load He' ht. Moment Shear ® Stor Level (Wdl) (I (Wdl)(h) Fx = [(Wdl)(h)TV Remarks (Wdl)(h) z N, �lS�lr2 LfOw, cf Lqgg, Z �5�j 3 ? 36 3&KCq, yz. 1 Z, co S Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM �JN�ASH&,MSOCIATES, ; , :,. ,.. SEISMIC ANALYSIS PROJECT: _ DATE: NAME: _ 4 W cr 4. a b0 � s s4 fi X x �z� w _ � M x x ookn �- Op m \ x - z a S- zwo �wQ � � - � N N N x `� =.9 Go N L„ N -j cv ti N N W a - - 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 h �= __.. WWW.NASH_ARCIiI'�C�'S COM NASxtASSOQ CLIENT: ATES SEISMIC ANALYSIS PROJECT% �'EC'�'s DATE. NAME: 5 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 2. Maximum actual shear Vmax = Largest seismic wall shear � rlg3 �-128 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) Z 1 �C4�KZ , Utg3� 3q-i, OIL W r/v�q �ao&qwj 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM 6-00.00 20-06-00 19.06-00 N 4-00-00 B1 Al I qh� I a I rl 6-00-00 o n C y � rt ¢ o I 1D ax 3 r d cLl _ — — -- D4 pa l 'r 14-10-04 5-03-12 - 4-00-00 4-00-00 17-10-00 84M i G5 w u � _ z�yG� t11 >y x I d l� v�i 07y f -- --- y -� e m m x ro i ' ,DsiCmlwsl Deelgiw Nl GoNder LGIHOMES lob Number Sheet Tltle u BMOIM)39h Arena NEl Fw*eILWAIQW Job Name/Model 2514-FL DftW 425-MM Deslyner DAN C. TRUSS LAYOUT x Ur�'vvo>4OylNrtrfw':corlmYn{un1'rhflYG.�m Address: Date 5/e/2017 I I Nil MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA,95610 Telephone 916/676-1900 Re: 2514-FL Fax 916/676-1909 LGI HOMES 2514 FL Tlie 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: R50499425 thru R50499441 My license renewal date for the state of Washington is May 16,2019. ��,RRILL 8 CIO� °2 80 51398 • 8j 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. Jab Truss T. ype pry Ply LG, ES 2514 FL R50499426 2514FL A2 Floor 9 1 Job Reterertce(optional). BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MFrek Industries,Inc. Mtn May 08 13:21.39 2017 Page 1 ID:migzTLjh7H1sSOCFVrnR08zlaVJ-LwSaFxfw2TUt wWKuFgvMologPhhgTdFD9axt6zIYZA 0-1-8 H °^ Scale=1:31.6 4x8= 3x4= 3x4= US= A B C D E F G H I 0 m P N M L K 3x6= 4x12 = 3x4= 4x12 = 3x6= A 19.3.0 Plate Offsets(X,Y)— [A:EdQe,0.0-121.(F:0-1-8 Edge1 [M:0-1-8 Edael [P•0-1-8 0-0.121 [Q'0-1-8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.33 M-N >686 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(CT) -0.49 M-N >470 360 BCLL 0.0 Rep Stress Incr YES WB 0 41 Horz(CT) 0.09 J n/a n/a BCDL 5.0 Code IRC2015rrP12014 Matrix-R Weight:77 lb FT=Oe/F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc puffins, BOT CHORD 2x4 HF No 2(flat) except end verticals. WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 0=1045/0-5-6,J=1045/0-2-10 FORCES. (lb)-Max,Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD B-C=-2894/0,C-D=-2894;0,D-E=356310,E-F=356310,F-G=-2881/0,G-H=2881/0 BOT CHORD N-0=0/1719,M-N=0/3506,L-M=0/3563,K-L=013563,J-K=0/1714 WEBS B-0=-1951/0,B-N=0/1333,D-N=-695/0,D-M=262/428,H-J=1945/0,H-K=0/1325,G-K=-276/2,F-K=-912/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 5)Recommend 2x6 strongbacks,on edge,spaced at 10.0.0 oc and fastened to each truss with 3-10d(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. WAS, 51398 Q1� �SSrONALE�O May 8,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. rearee Design valid for use only with zTek4e connectors.This design Is based only upon parameters shown,and is Ior an Individual budding component,not a buss system Bofors use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall —_building design-Draoing indicated la to preverll bmwing of Individual buss web embol Uruld elenlbers only. Addlbortal levipurxy dno peallanenl bracing 11 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mf 1rTe 1i JC fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informallon available from Truss Plate Institute,218 N.Los Street,Suite 312,Alexandria,VA 22314, SWIG 109 Citm Ma 9 1 Job Truss Ti.jFfoor 2514-FL A4 /pe -----]2 Qty Ply LGI. :S 2514 FL 1 Job Reference o Uonal R50499428 BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries.Inc, Mon May 08 13:21,412017 Page 1 ID:rnigzTLjh7H1sSQCFVTnROSAaVJ-HJBKgdsAa4bSDDgi?gsNRDOQnDPk80mYhT32y zlYze H I 2 e O r` I 1-3-0 1_&O lop-1-8�y Scale=1:29.9 46= 3x4= 3x4= 4x6= 3x4 II 4xB II A B C D E F G H I J S 0 R il P 0 N M L K 34 = US= 3x4= 4x8= 5x8= 1 17-6-12 12 Plate Offsets(X,Y)-- (A:Edge 0.0-121 IF:0-1-8 Edael IJ-03-0 Edoel fO:0-1-8 Edeel IR'0-1 8 0.0-121 ISIO-1 8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.24 O-P >883 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.35 O-P >597 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 J n/a n/a BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:76 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) J=952/0-2-14,Q=952/0-5-6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD S-C=-2549/0,C-D=-2549/0,D-E=2884/0,E-F-2884/0,F-G=-251510,G-H=2515/0,11-I=811/0,I-J=-814/0 BOT CHORD P-Q=0/1546,O-P=0/2988,N-0=0/2884,M-N=0/2884,L-M=0/1541 WEBS J-L=0/1176,B-Q=-1755/0,B-P=0/1137,O-P=-498/0,D-0=340/240,H-L=1057/0,H-M=0I1106,F-M=-660/0 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 saes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)J. 5)Recommend 2x6 strongbacks,on edge,spaced at 10.0-0 oc and fastened to each truss with 3-10d(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. c��LL 8 51398 Ar eta, GJSTE� SSIONALE�G May 8,2017 WARMNG-Verify design parameters and READ NOTES ON TMS AND INCLUDED M/TEX REFERENCE PAGE Apf-7473 rev.ta'01R015 BEFORE USE. �! Design valid for use only with MiTek®connectom 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 buMing d6ugn.Brachtg iiNicaltd is le pievanl UucWeig of linlividuul bwn weu wrtl/ur dwW mamWtawiry AdddWrwl lempur uty and pup tanunt btaciny is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the rY19 t I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 quality Criteria.OSS-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plato Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Cdru i s CA 958 I P2514�-FL Truss Ti ipe Qly Ply LGI _S 2514 FL R50499429 A5 FLOOR 3 1 Job Reference ttonal BMC. EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTelc Industries,Inc. Mon May 0813:21:42 2017 Page 1 I D:migzTLjh7H 1 sSQCFVTnROBzIaVJ-mV8)IzipLOIJrNFvZNNc_Rwatdlitgzhv7ocU Rzl YZ7 0-1-8 H 1 2-6-0 ` 21 0 sdale= :zs.o 4x8= 3x4= 3x4= 08 = A B C D E F G H I 0 0 P N M L K 3x6= 4x8= 3x4 = 4x8= 3x6= 17.9-12 17.9.12 I Plate Offsets(X,Y)-- [A:Edge 0-0.121 [F:0-1-8 Edael [M:0-1-8 Edoel [P:O- 8 0-0.121 10:0-1-8 0.0.121 IR:0-1-8 0-0-121 (S 0 1 8 0 0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 056 Vert(LL) -0 25 M-N >826 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(CT) -0 37 M-N >558 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 007 J n/a n/a BCDL 5.0 Code IRC2015ITP12014 Matrix-R Weight:73lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 0=959/0-5-6,J=959/0-3-6 FORCES. (lb)-Max Comp Wax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2574r0,C-D=-2574/0,D-E=2926/0,E-F=-2926/0,F-G=-2547/0,G-H=-2547/0 BOT CHORD N-0=0/1560,M-N=0/3026,L-M=0/2926,K-L=0/2926,J-K=0/1558 WEBS B-0=-1770/0,B-N=0/1152,D-N=-513/0,D-M=-340/251,H-J=-1768/0,H-K=0/1122,F-K=672/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. BRILL 8 of WAs ;d�d 51398 May 8,2017 A WARNING•Verity design parsmotors and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MN-7473 rev.laWI20159EFORE USE. Design valid for use only with MITekW connectors.This design is based only upon parameters shown,and Is for an Individual budding 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 MR building design. Dr86ng mtlicated is to prevent buckling of indNdual Wss Web ardor chord members My. Adddional lemporary and permanent braGng is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing or trusses and truss systems,see ANSVTPII Quality Criteria,Ose-89 and SCSI Building Component 7T77 Greenback Lane ae Safety Information available front Truss Plate Institute.218 N.L Street,suite 312 Aiexandrla.VA 22314- Suite 109 -N I ht CA 95810 I I I E2514-FL Truss Tr. /pe Qty Ply LGI i :S 2514 FL R50499430 A6 GABLE 1 1 Job Reference[optlona BMC, EVERCT i,WA 98205-3212 8.030 s Jan 23 2017 NTek Industries,Inc. Mon May 0813:21:43 2017 Page 1 ID:niigzTL1h7H1 sSQCFVTnRO6zlaVJ-ENWuR8kASXg575urWeTgsOHIcMWrOnYg01zlYZ6 Scale=1:28.6 A 9 C 0 E F G H I J e V X 0 U W T S R Q P O N M L K 2 0.0 4.0-0 l e-0 0 8-0.0 ,i M i 12-M 14 OA 18 0 0 17 0 12 Z 0 0 2-0.a 2-0.0 2-0-0 2-0.0 2-0-0 I 2 0-0 I 1 9 12 Plate Offsets MY)— (A.Edge 0 121 !U 0-1.8 0-0.121 lV:D-1-8 04 121 Mf0-1-8 0-0-121 IX:0-1-8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 100 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 K n/a n/a BCDL 5 0 Code IRC2015/TP12014 Matrix-R Weight:58 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2(flat) except end verticals WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No,2(flat) REACTIONS. All bearings 17-9-12. (lb)- Max Grav All reactions 250 Ib or less 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. �RR71"L 8 �� of WAs 51398 w4 °•���crs�� $w �S�ONAI.��G May 8,2017 WARNING•Verdy,design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ma-74M rev,fOr 3agIS BEFORE USE. Design valid for use only with MITekSi connectors.This design Is based only upon parameters shown,and is for an Individual budding component,not a truss syVern,Before use,the building designer must vent'the applicability of design parameters and property incorporate this design into the ovefaii �^ g� ding oesign. bracing mdicarso is to prevent buckim m g or drwdual buss web Motor chord members omy.Additional temporary and permanent bracing � i buds always required for stability and to provom collapse with possibie personal injury and property damage. For general guidance regarding the MiEe R fabrication,storage,delivery,erection and bracing of trusses and Wu systems,see ANSI/TPII Quality Criteria,DSO-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Ptate Institute,218 N.Lee Street,Suds 312.Alexandria,VA 22314. Suite 109 CNu i is A 9 10 Job Truss Tn. type Qty Ply LGI, .e5 2514 FL R50499431 GABLE 2514-FL B1 GA 1 1 _ Job Reference di ionel BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:44 2017 Page t 10:ri*gxTLjh7H 1 sSQCF V TnR0621aVJ•(uGTlfu3l7z 14hPfihoQ43s07VQdn L pm_NR FIi YJz IYZ5 0*8 Scale=1:33.2 3x6 FP= A B C D E F G H I J K L M 'AB XX X X __!�X X X 5z XXXXXXj:::::j::: [:::::j AA Z Y X W V U T S R Q P 0 N 3x6 FP= R-8 12 2 8.12 4 8 12 i _ 8R12 8.8-12 1Qg8 I 12-0.12 14 8-12 t6 8 i2 18 8 12 20.8 8 O 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 1-1� 1-12 Plate Offsets(X,Y)-- [A:Edae,0-0-121.[AA-- -1-B4O-0-121.[AB:0.1-8,0-0 121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a n/a BCDL 5.0 Code IRC2015/TPI2014 Matrix-R Weight:67 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2(flat) REACTIONS. All bearings 20-7-0 (Ib)- Max Grav All reactions 250 Ib or less at joints)Z,N,Y,X,V,U,T.S.R,Q,P,0 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. L ';A ,p 51398 Opt+ 8G73'fF.� BssrONAL � 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 budding designer must verity the applicability of design parameters and property Incorporate this design into the overall budding design Bracing indicated is to prevent buckling or individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse wan possible personal in ury and property damage, For general guidance regarding the lip fabmation,stomgo,delivery,erection and bracing or 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 It us Wi hta CA 956t Job Truss Trt. ,Pe Qty PlyJLGIli °S 2514 FLR50499432 2514-FL B2 Flrwr 5 eference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:45 2017 Page 1 ID:migzTLjh7H1sSQCFVrnR06zlaVJ-A4prW?vheJ5u!r TEVxJb3Y4Sgol34AZBc51G5mzIYZ4 Scale=1:33.8 4x8= 3x6= 3x4= 3x6 FP= 4x8 = A B C D E F G H I J K T o vi S 3x10= Q P O N M 3x6 FP= 3x4= 3x4= 4x12 = 3x6= 4x12= 20-" Plate Offsets(X,Y)— [A:Edae.0-0-121 [N:0-1-8 Edael [0.0.1-8 Edael [S:0-1-8 0-0-12[ [T'0.1-8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.35 M-N >700 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.50 M-N >492 360 BCLL 0 0 Rep Stress Incr YES V1B 0.44 Horz(CT) 0.09 L n/a n/a BCDL 5 0 Code IRC2015ITP12014 Matrix-R Weight:89 lb FT=O%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-I: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. L-Q:2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (Ib/size) L=1125/0-5-6,R=1125/0-2-10 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3190/0,C-D=-3190/0,D-E=4170/0,E-F=-4170/0,F-G=-4170/0,G-H=319210, H-J=3192/0 BOT CHORD P-R=0/1861,O-P=0/3946,N-0=0/4170,M-N=0/3952,L-M=0/1868 WEBS J-L=-2120/0,B-R=-211210,J-M=0/1502,B-P=0/1508,C-P=-261/0,G-M=-86310, D-P=-857/0,G-N=-1581586,13-0=108/612,E-0=-326/38 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 otters)of truss to bearing plate at joint(s)R. 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. a� of wAsl�'4f�, coo A� R 51398 44 OitLp `cGIS'['$R� �1k' sSrONAL May 8,2017 ®WARNING-Verify desfgn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTakQb connectors This design is based only upon paramotors shown,and is for an individual budding component,not a INss system Before use,thin building designer must verity the applicability of design parameters and property incorporate Ihis dnslgn into thin overrp budding design,taracmg mmcatea is to prevent bueklmg of mawouai truss web and/or chord members only.Additional temporary sig permanent bracing 1`�[T���MR is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me 11 1 tabricalion,storngo,dallvery,erection and bracing o1lNases and truss systems,see ANSITrPII quality Criteria,DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information avallabio from Truss Plate Institute.218 N_Lee Street,Suite 312.Alexandria,VA 22314 site 109 _d Ns He h s CA 95e 10 � ti . I I Job Truss Tn pe Qly Ply LGI. S 2514 FL R50499433 2514-FL 63 Floor 5 1 Job Reference o tonal BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21 A6 2017 Page 1 ID:tdgzTLjh7H1 eSQCFVTnRO6zlaVJ-eGNDiKwJPdDIJ_YgoDSY8H5EPE8ypcgHgtmpdCzlYZ3 Scale=1:37 5 48= 3x6 FP= 3x4= 3x6 = 4x12= 3x4 11 3x4= A B C D E F G H I J K L V o f7! 12 ro U T S R Q P O N M 3x6= 4x12 = 3x4= 3x4= 3x6 FP= 412 = 4x12= 0- - 1 20-7.2 a 11 1-11-14 Plate Offsets(X.Y)— fA:Ediie,0.0.121.fL:0-1.8 Edael fQ'0.1-8 Edael (R:0-1-8 Edael fU'0-1-8 0.0-121 IV 0-1.8 0 G-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.58 Vert(LL) -0.36 P-Q >688 480 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 SC 075 Vert(CT) -0.48 P-Q >513 360 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.08 N n/a n/a BCDL 5.0 Code IRC2015ITP12014 Matrix-R Weight:99 lb FT=0%F,12%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)*Except* TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 HF No.2(flat) except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr(flat)*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M-0:2x4 HF No.2(flat) WEBS 2x4 HF No.2(flat) REACTIONS. (lb/size) T=1087/0-2-10,N=1711/0-5-8 Max Grav T=1104(LC 3),N=1711(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3108/0,C-E=-3108/0,E-F=-4021/0,F-G=4021/0,G-H=-4021/0,H-1=-2949/0, I-J=-2949/0,J-K=0/555,K-L=0/552 BOT CHORD S-T=0/1823,R-S=0/3828,Q-R=0/4021,P-Q=0/3751,N-P=0/1582 WEBS K-N=-26510,B-T=206910,B-S=0/1459,C-S=-256/0,J-N=-2165/0,J-P=0/1591, H-P=-944/0,H-Q=-981668,E-S=-817/0,E-R=-171/569,F-R=-302/71,L-N=677/0 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 3-1 Old(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. -l� LOAD CASE(S) StandardWAS 8 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1 00 O' Uniform Loads(plf) � <+'� Vert:M-T=10,A-L=-100 Concentrated Loads(lb) _ Vert:L=-328 Avp ,p 51398 SS�ONAL r, May 8,2017 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekS connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss ssystem.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall budding design.diciang indicated is to proven,ouexhng of individual truss web amdlor chord members only.lMailional temporary and peauadiant bracing 11.1'TQL• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Iho IV 1 I R fabrication,slorago,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,Suds 312,Alexandria.VA 22314. Suite 109 Citrus Heialits.CA 95610 ,., _ � I I Job Truss R Qty ply LGIi .S 2514 FL R50499434 2514-FL C1 Floor 3 1 I fob Referenceo gonal BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mon May 08 13:21:47 2017 Page 1 ID:migzTLjh7H1 sSQCFV rnRO6zlaVJ-6SxcwgxxAwLcx87sMwznhUdUleYpY7UQ3P WN9ez1YZ2 0-1-8 r�1-1-8 2.&0 0-7 0,1.8� 1-1A Scale=1:23.3 1,Sx4 II 4x6 I I 3x4 II 3x4= 1.5x4 II 3x4= 3x4 I I 4x6 II A a C DE F G H o an N M L K3x4= J I 1 5x4 II 46= 3x4= 4,6= 1.5x4 II AN, 13-0 1 _4 13.0-4 Plate Offsets(X Y)— fA:0-3.O,Edgel IH:0-3-0 Edeel 1K:0-1-8 Edge],FL:0-1-8 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(L-) -0.07 L >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(CT) -0.11 L-M >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0 02 H n/a n/a BCDL 5.0 Code IRC2015rrP12014 Matrix-R Weight:59 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals WEBS 2x4 HF No 2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=709/0-1-8,H=709/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD A-B=632/0,B-C=-631/0,C-D=1709/0,D-E=-1709/0,E-F=1709/0,F-G=-631/0,G-H=-632/0 BOT CHORD L-M=0/1413,K-L=0/1709,J-K=0/1413 WEBS A-M=01915,H-J=0/915,F-J=-887/0,C-M=887/0,F-K=0/416,C-L=0/416 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,H. 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ORRZL 6 J� OF WAS, • e coo 51398 w� 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 wdh Wok®connectors This design is based only upon parameters shown,and is for an Indniduai building component,nA a truss system-Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overa8 budding design Uracmg uwicated is to prevent buckling or indt"dual truss web and/or chord members only.Additional temporary and permanent bracing"_-- - !t l;T�i�• is always required for stability and to prevent collapse w4h possible personal injury and property damage. For general guidance regarding It, MI 7 R fabrication,storage,dollvery.erection and bracing of busses and truss sysloms,see ANSYTPII Quality Criteria,DSB•89 and SCSI Building Component 7777 Greenback Lane Safety information avaaable from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria,VA 22314. Su"109 s A 956 1 5 y c I Job Truss =,,'.r rye Qty Ply LG! cS 2514 FLR50499435 2514-FL C2 1 1 Job Reference(optional) BMC, EVERETT.WA 98205-3212 8.030 s Jan 23 2017 MITek Industries,Inc. Mon May 0813:21:47 2017 Page i ID:migzTLjh7H 1 sSQCFVTnR06zIaVJ-6Sxcwg)orAwLcx87sMwznhUdTReeZY81Q3PWN9ezlYZ2 0-3-0 2$" I 1-1.6 0f Scale=1:15.5 3x6 II 3x4 II 3x4= 1.5x4 II A B C p 3x4= E T L 0A 1Sx4= 0 15.4= K NA 3x6= J I H G F 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = 8-2-14 0 7-11-14 Plate Offsets(X,Y)•- (C:0-1-8 Edae1 ID:0-1-8 Edged (J:Edae 0.0-121 IK'0-1 8 0-0.121 (L:0-1-8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Ildefl Lld PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.37 Vert(LL) -0.05 H-1 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Vert(CT) -0 06 H-I >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.01 F n/a n/a BCDL 5.0 Code IRC20151TPI2014 Matrix-R Weight:37 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. (Iblsize) A=426/0-2-14,F=42610-3-8 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-8=383/0,B-C=-38310,C-D=-601/0 BOT CHORD H-1=0/601,G-H=0I601,F-G=0/601 WEBS B-1=269/0,A-1=0/555,D-F=-678/0,C-1=281/0 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)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 6)CAUTION,Do not erect truss backwards. 119 OF WAS -1), 51398 �•��BcrsTa� �' SSI�NALG 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 verify the applicability of design parameters and property incorporate this design into the overall building--dosign:erocing mclieoledia to prevent-buekirnq of individual lrucii wco andior chold Htomborn only Addilionaf temporary and permanenf lau'mg n — --1 -- is always required for stablld X�7Tvk y and to prevent collapse wdh possible personal Injury and property damage For general guidance regarding the 9'!l l l fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIITPII Quality Criteria,OSB-89 and SCSI Building Component 77T7 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Hei his.CA 95610 Job Truss Tr. ,pe Qty, Ply LGI. S 2514 FL R50499436 2514-FL D1 Floor 3 1 Job Reference(optional) SMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017111 Industries,Inc. Man May 08 13:21:48 2017 Page 1 ID:migzTLjh7H1sSQCFVrnR06ziaVJ-afV BOyZwETSZI!2weUODiAeplwnHbyal3Fwh5zlYZ1 0-1-8 1 m 2.6.0 i 15-12 l,g Scafal=1:25.5 1.5x4 II 1.5x4= 3x6 II 3x4 II 3x4 = 3x4 II 3x4= 1.5x4 II 3x4= 1.5x4= A B C D Q E F G H o P 0 N M K J3x4= t 1.5x4 II 3x6 = 3x6 = 1,5x4 II 3x4 = 0•r1,8 6.9d 14-11 12 0-'f-8 a 7-10 8-2 10 Plate Offsets(X,Y)— fE:0.1.8.Edael.(J:0.1.8.Edoe1 FO:0-1-8.0.0.121 (P•0-1-8 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.05 I-J >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(CT) -0.08 I-J >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 1 n/a n/a BCDL 5.0 Code IRC2015/TP12014 Matrix-R Weight:64lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=346/0-1-8,L=818/0-5-8,1=443/0-3-7 Max Grav A=395(LC 8),L=818(LC 1),1=446(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=346/0,B-C=-344/0,E-F=-637/0,F-G=-637/0 BOT CHORD L-M=0/550,K-L=0/637,J-K=0/637,I-J=0/603 WEBS A-M=0/499,D-L=-274/0,C-L=-517/0,G-1=684/0,E-L=-689/0 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)A. 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)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. IORRML 8 4�ti9�o�wAs�'�f� Q .o1;04o� 51398 SrONALE� May 8,2017 WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Oesign 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 A T -- building design:dracrng indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing is always required for stability end to proverd collapse with possible personal injury and property damage,For general guidance regarding the 1 fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIITPl1 Quality criteria,DSB-39 and SCSI Building Component 7777 Greenback Lane Safety information availab4a from Truss Plato Institute,218 N.Lea Street,Suite 31Z Alexandria,VA 22314. Suite 109 CilMi"ighis.CA 95610 • S Job Truss Tr. /pe Qty Ply I LGI .S 2514 FL R50499437 2514-FL D3 Floor g 1 Job Reference(optional) BMC, EVERETT,WA982053212 8.030 s Jan 23 2017 MiTek Industries,Inc. Mort May 08 13:21:50 2017 Page 1 ID:migzTLjh7H1 sSQCFV rnR06ziaVJ-Xl dkZizgSdAocsR13WU17FuNrR5lTstINk1 mzzlYZ? 0-1-8 H F Z" 11-0—4 1-11-3-0—� 1 8 14 0-t o Scale V 1.33.4 3x4= 3x4= 3x4 11 4x6= 3x4 = 3x6 FP— 3x6— A B C D E F G H I J K Xo m U S RQ O N M 3x4= 3x6 FP= 3x10= 3x6= 3x10= 3x6= 5-5-6 20.5 4 5.5-6 14-11-14 Plate Offsets(X,Y)» [A:Edae 0.0-121 [B:0-1-8,Edge1[C:0-1-8,Edgel.[G:0-1-8.Edge1 fO:0-1.8 Edsrel [U:0 1-8 0.0-121 N'0 1 8 0 0 121[W0-1-8 0-0-121 [X:0-1 8 0-0 121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.25 M-N >716 480 MT20 1851140 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.32 M-N >561 360 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.04 L n/a n/a BCDL 5.0 Code IRC20151TPI2014 Matrix-R Weight:84 lb FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) L=801/0-5-6,T=258/0-3-6,P=1148/0-3-8 Max Grav L=805(LC 7),T=333(LC 10),P=1148(LC 1) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 8-C--380/62,E-F=-2057)0,F-G=2057/0,G-H=-2024/0,H-J-2024/0 BOT CHORD S-T=-62/380,R-S=-62/380,P-R=-62/380,O-P=0/1228,N-0=0/2057,M-N=0/2057, L-M=0/1269 WEBS B-T=429/70,C-P=-492/0,E-P=-148310,E-0=0/992,F-0=-337/0,J-L=-1440/0, J-M=0/857,H-M=-320/0,G-M=-294/128 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)All plates are 1.5x4 MT20 unless otherwise indicated- 4)Recommend 2x6 strongbacks,an 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. ,�ORL 8 a 04 wnsk��FA .. o SIONALE� May 8,2017 d&WARNING-verify 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 budding componen4 not a truss system.Before use,the building designer must verify the applicability of design paremeters am property incorporate this design into the overall qT building design-unad rad always ng indicated is to prevent burng or individual tfusswoo andror cnord members only.Additional temporary and permanent brag I l�ys- is aays required for stability and to prevent collapse wim possible personal injury and property damage,For general guidance regarding the l i\ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Smle 109 Citrus Heights,CA 95610 .� � I Job Truss Tn de City rply _� S 2514 FL R50499436 2514-FL D4 GABLE 1 1eference o Nona BMC, EVERETT,WA 98205-3212 8.030 s diet 23 2017 MiTek Industries,Inc. Mon May 08 13:21:51 2017 Page t I D:migzTL[h7H 1 sSQCFV rnRO621aVJ-?EB6m2_SD9rl QmRdbm2jrKoCeFOGU_UO_l Ua1Pz1YZ_ 0*8 0*8 Scale=1:33.6 3x6 FP= 2x4 I I A B C D E F G H 1 J K L M AC Z AB Y X W V U T S R Q P O N 3x6 = 3x6 FP= 0-5-8 a B�-S-B I.5.8 8-s•e 8•sA tale t2-S8 t4•s a 18.5.8 18s 8 a il 2 0.0 2-0-0 2-0-0 2-0-0 2-0-0 2-0.0 2-a0 2-ao 1.11.12 t1+0 Plate Offsets(X,Y)— [A;Edae 0-D-121 IM:0-1-8 Edael fZ0-1-8 0-0-121 (AA•0-1-8 0-0-121 [AB•0.1 8 0-0 121 [AC:0-1-8 0-D•12 LOADING (psi) SPACING- 2_0_0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 100 BC 0.04 Vert(CT) n/a - n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 N n/a n/a BCDL 5.0 _ Code IRC2015/TPI2014 Matrix-R Weight:67Ib FT=O%F,12%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No 2(flat) REACTIONS. All bearings 20-2-4. (lb)- Max Grav All reactions 250 Ib or less at joint(s)Y,N,X,V,U,T,S,R,Q,P,O 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(t 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. .off 51398 sSr�IVAL��G May 8,2017 fit WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors,This design is based only upon parameters shown,and Is for an Individual building component,not a truss system,Before use,the building designer must verify the appticabilify of design parameters and property Incorporate this design into the overall building design,Bracing Indlaaled is to Pi"ird bucNiiig of irxkviduel uuss web aingur unly-AJJiliaw!lemtrore,y mat Peiuunaeui beuW iy 71 A�Te 1� is always requimd for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 V 1 1 i faMieatlon,storage,debvory,erection and bradng of Irises and truss systems,see ANS11TP11 quality Criteria,DSB-89 and SCSI Building Component 77T7 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 31Z Alexandria,VA 22314. Sude 109 rus et hl A 4`610 � r r I ----]Job Truss Tn Pe qty IP71yLGGI�, S2514 FLR2514-FL F1 FLOOR GIRDER 1Reference(optional) BMC, EVERETT,WA 98205-3212 8.030 s Jan 23 2017 MITek Industries,Inc, Mon May 08 13:21,.51 2017 Page 1 ID:migzTLjh7H1 SSQCFV rnR06zlaVJ-?EB6m2_sDgrl QmRdbm2jrKo8PFyhUxRO_1 UalPzIYZ 2-11.3 Scale:V=V A 4x5 II F B 3x4= C4x5 II 3x4= 3x4= 6.1-14 6-56 6-1-14 0.3.8 Plate Offsets(X,Y)— fC:Edste,0-3.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 0.00 D-E >999 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 027 Vert(CT) -0.00 D-E >999 360 BCLL 00 Rep Stress Incr NO WB 022 Horz(CT) 0.01 D n/a n/a BCDL 50 Code IRC2015/TPI2014 Matrix-R Weight:53 lb FT=12% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No-I&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) E=1529/0-5-8,D=1855/0-11-14 FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD A-E=-450/0,C-D=-783/0,A-B=-284/0,B-C=-304/0 BOT CHORD D-E=0/2979 WEBS B-E=-2891/0,B-D=2870/0 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 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 ind,cated. 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 Uniform Loads(plf) RRI�j 8 Vert:D-E=-10,A-F=-100,C-F=527 Concentrated Loads(lb) J� p�WA$ Vert:F=1034 tC� A� O a �SSl�NAL�G May 8,2017 .11 t,WARNING-ved7y"jim paramerm and READ NOTES ON TWS AND INCLUDED"TEX REFERENCE PAGE M11-7473 rev.IM120156EFORE USE. Not valid for use only with MITekA connectors This design is based only upon parameters shown,and to 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 budding design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing rL ey is always required for stability and to prevent collapse with poss,'No personal injury and property damage.For general guidance regaining the iV I9 Tek- fabrication,storage,delivery,erection and bracing of I1U55es and truss systems,see ANSIfTPl1 Quality Criteria,OSS-89 and SCSI Building Component 7777 Greenback Lane surety Informatlon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 27J 14, suite 109 CArus H A 9581 - �•, .j Job Truss t< pe Oty Ply [GI S 2514 FL R50499440 2514-FL F2 FLOOR GIRDER 1 2 Job Reference(optional BMC, EVERETT.WA 9015-32112 8.030 a Jan 23 2017 MiTek Industries,Inc. Mon May OB 13:21:52 2017 Page 1 ID:migzTL)h7H1sSOCFVTnRO8zlaVJ•TOkU O?4_TzulvDg9UZyNYLNKfEVDL49DhD7pszIYYz i 9$-0 Scale=1:11.1 5x6= A 5x6= B1-5x4 II C d — u a ry u 6x12 = G E H 1,5x4 II t.5x4 II �03>� _ 5.7-8 511-0 H e 2-e-0 2.8-0 03$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Vert(LL) -0.04 E-F >999 480 MT20 185/148 TCDL 10 0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.05 E-F >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) -0 00 D n/a n/a BCDL 5.0 Code IRC2015/TP12014 Matrix-P Weight:49 lb FT=12% LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) F=1648/0-5-8,D=2232/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD A-F=119910,C-D=-1199/0,A-B=-3065/0,B-C=-3065/0 WEBS A-E=0/3235,C-E=0/3235 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 0-9-0 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 3-1Od(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 Uniform Loads(plf) Vert:D-F=-10,A-C=-100 Concentrated Loads(lb) Vert:G=-1085 H=-1085 1=-1092 O r �wA ,p 51398 cy� O �crSTB sSt�NAL May 8,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ulf-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 buss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the ovaraa _building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional lemporary and permanent bracing--- - A'Tef{Is always required for stability and to prevent collapse with possible personal Infury and property damage. For general guidance regarding the �S fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrnel1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information avarlabie from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Nr0 —i his CA 95610 I Jab Truss JF'L' jpe pry Ply LGI -S 2514 FLR50499441 2514-FL F3 OOR GIRDER 1 Reference o tional BMC, EVERETT,WA 98205-3212 8.030 a Jan 23 2017 MITek Industries,Inc. Mon May 08 13:21:53 2017 Page 1 ID:mfgzTLjh7H 1sSQCFV rnR06zlaVJ-xcltBk?ilm5lf3bOiB4BwItN32XPymvJRLzhMlzlYYy i 2.0.A ' 0-8_0 ' �Y Scale=1:18.0 1.5x4 II 412= 1 5x4 II 1.5x4 II 4x12 = 1,5x4 II A K B L C D M E F v N I H 3x10 = 3x10 = 4x8 = 4xB = 4-3.8 5.6-8 9 4.3.8 I -10-0 1.3-0 -10- { Plate Offsets(X,Y)- fH:0-3-8,0-11-81 fl:0-3.8 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/deFl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0 13 H-1 >870 480 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.18 H-1 >625 360 BCLL 0 0 Rep Stress Incr NO WB 055 Horz(CT) 0.03 G n/a n/a BCDL 5,0 Code IRC2015/TPI2( Matrix-RH Weight:921b FT=12% LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No 1&Btr TOP CHORD Structural wood sheathing directly applied or 2-11-6 cc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) G=3789/0-4-8,J=3714/0-5-8 Max Grav G=3789(LC 1),J=3718(LC 3) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-J-475/0,F-G=990/0,B-C=-9514/0,C-D=-951410,D-E=9514/0 BOT CHORD I-J=0/7419,H-1=0/9514,G-H=0/6325 WEBS E-G=-6819/0,B-J=-7998/0,E-H=0/3557,8-1=0/2264,C-1=-1075/0,D-H=-1510/0 NOTES- 1)2-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 cc Bottomchords connected as follows:2x6-2 rows staggered at 0-9-0 cc. Webs connected as follows:20-1 row at 0-7.0 cc,Except member H-E 2x4-1 row at 0-9-0 cc,member I-B 2x4-1 row at 0-9-0 cc ,member I-C 2x4-1 row at 0-9-0 cc,member H-D 2x4-1 row at 0-9-0 cc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live toads have been considered for this design. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. aGLL LOAD CASE(S) Standard OWAq •�+� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 � C Uniform Loads(plf) Vert:G-J=10,A-F=-100 Concentrated Loads(lb) Vert:F=-891 E=-852 D=-1461 K=-1461 L=-1461 M=-326 51398� cr✓� ,n crsTeR �ss7�NAL May 8,2017 • WARNING.Vedry 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 - � o truss syafom.Before use.the building designer must verly the applicability of deslyn parameters an�aperty incorporate this design into the overall do - -- - r��A T -- building it- Bracing indicated to to pmvent buckling of individual truss web andfor chord members only.Additional temporary and permanent txacing 1 V]I IA�C Is always required for stability and to prevent collapse with possible personal Injury mid property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 H.Lee Street,Suite 31Z Alexandria.VA 22314, Suite 109 CQrua Hal 'I.CA 95610 Y co p D�Co CO r ocn zM m D - : srDv X mco) D m ; or f ° C) N O O Of��Wp�F! 0 z m Qof° mo X co a cfDi n O C p® N� O� 7 �7O 6- aS�G�n� p cmm soz Z � d orn -I m vm y 0 o O O m 3 3 m c n 3 0 47 °a� a m c m o O1. o��m Z p Q� � N �'O N N r fD O��, N N O N a C N N Z a�.1� n`�<' m � m w 9 —cD O co �' 3 d o C.`` o o x v N N � p -(o v ID G-0 S S m`� Q-N Q 0 S C,O O. Dj O n cr .•. N K N 20 �?�»� oo omC, CD �c D o m ' 6 v o 2 0 oaOmm O N (n W a `L N O Cam] °: fS u O C N ID N n aNi °`- �' .N•.N m .� N O.C 7 C O O@ O y > 'm 3 m^a 7 ID O a O fl'I N o m c> N o �'l 4.3 Z anN m 7 O °: a6fD.�i�. Z tof0no' o�.Ccl � v- � o am0 007 3 o moo o -I O N ,t0 N 7 fD n CO 3 O CD-8 Vi <D N N °c 3 N s C.a N O n O q N N CD N O O O S N C -I m 3 m o N v a a •� 0 o'am N mm c 2 fn CD O o m (O 2 (D :'C o•`� N 7 D� O C�_ N 7 m N ( N Z o N C7 f0 -� ,�..6 :• O C Vi y CD p ti`N X o 0 c'`oN �o m 2 �c 7 < CD N N X rt(D W N n c m =z`O TOP CHORD fo N C ID M p W; rC1 ci-e `O� m my mzm 71 a W CCDD umi fD m- - -1 �z 2 m .� N 0) 9 'r ��. CO m o 0 m y m a `< m y o CD O -4* -1 m p 00 N N < N N. W m m C rn co }V� N �°v 7�° N(�77 D (n N cn;u V O n (d� n N Nc CD N (DQ m-"' z y cn r 7 ON m ° �' v w o Cmn M m D{ K A a s ��■LC m m o oCD Cl) c m c 0 gCt) CD A cQco '> > �� rD -zi cm O vo ' N 0 o m� m iM p r N V� v N (D O ID G -i O w o l< w ��1 ® `� N cn w mm o� D o co �01 0' a-h ,. N z o cc 3O >° v w in SD 0 k m No X < Z N 2 O °� O Cn C C fm/J A N CD N C- 7 m °Co TOP CHORD O dD -1 9) On ? Cl) N -n Z W H m v ID N = ❑ n o O7 N-f fn=r 5-D N n C50 n n rn 3 °:D (_n� o�< �.<,<D a> > No din O=3 �� 6�� 5� m� �N ouoo �� �� �a�N � a C fn 2 - ° fD v+ 3 3 a =f m e =.N y °'� g oa 3 �' 3: x fo m ° N vm 5c fD °1 m� mo m m' D', o _<� n�v fD m c0-' � 3 ' c a 03 aac °•m oQ_ So Q d ^nm 3 `� wx n� w� m ° y m �.>; o °o N o4� nn o ° N m m� X �a dmfD 3D fD2 -z;y0 $ m O O !J m w d �n n� ° cD 3c 33 n pcp v qm ° ofDw . O c m m- 4 a m fD c N y ni fD m a m 3 o cd 01 a c fT a f° ?<m -n L dy o c�D- 7W 5 0-2 y �.o a �� nm °.y fo o f^oo o � ca-• -.3 sa O 3 N N S n� V O 2 a cC 01 fS QO 7 O N .7C D�� V n CD 0 c o a d �m F m: n? °i m 3: a.0 c 0 y22� °-tom d c m o f-°-.Q 5 P J �S �> o n > > eo o� m o �a a D b �Tm " ?� ao f'nA -fD N 7. m c _ N N N O fD f7 a _ N fC m � uo c 3 a; to mo -�.m ms n -elm 3 mZm 2D am �R 5 j n c n m m 3 fo 'fo ? c fo . fD 3 3 F ° H a c CD EL N m fo <N °� w v 3 a°l- a as �? OO�� fNpa 02.a §. Zm ° d ° n 0/ 01 CL D$3 ° � C 3 to N N c m O !� n 7 . N N N —c fD N Q 2 'O 1� .� .�.n• fD `G ° 5 m n O N N 7 C S fD O fop cL ID N 7 Q O z c $ N jj° O_ S N W O fJ fa N Q 'O a N N [u N Di D� S N K .O fn �• i■� n C� M.N .mow N O w N 7 O J; O O fD 7 .O.n fD Q fD fD (D Er O fD S Q j c•,� a� �Yq 7 C fS Jc N n O Q a n [•: N 7 ^�O p a �`G .de fN] S Q m n 3 —N fD a6 f°D y� n� 3 `� mx a N m�0 T. 8a � ° 'o ° � mCr e 3a �9_ O3 CD cD A F ° o o Nn m a �D N 0 °'�, c o ' m a m fD ° f S J N(D '.' O (D ° G > N N y �O f7 3 N 1 = . fD m C E SD C O .�. O' N CD tD 6 fD n n fD ej�•rt 0 O Q M. y N O O ry C f9 O (n .3 CD C O 3 tp CD S 3l m Q fD 0 40-00-00 ci N c ee _ rr fD 3 r or 0 — 6-00.00 40-00-00 �n ad y�zc']y n V70oo�yn C � z t10, � " received r o OCT 31 2017 x O.Carry sIDWO-NI OIJNLN LGI HOMES Job Number Sheet Tltle NMOIp2po7NhAre.e NE E-.kW'A 19WI Jab Neme/Model 2514-A RF GL 425.:Od Deslpner DAN . TRUSS LAYOUT ° Address: i�ntfon[1@9ulA7BNdNLmNlfmva89l�AAkO1ML.va D,m s/s/. Job I NSS 1 MUSS ype y NES 2514- RF 2514-A Al I Common Supported Gable 1 1 Job Reference(agbnaq BMC.EVERETT.WA 982053212 8.000 s Jul 15 2018 MITek Induslnes,Inc.Mon May 081514:30 2017 PaQo 1 ID:migzTLjh7HIsSQCFVTnRO6zlaVJ-4_w69Bygl DEkReKNDzpGIRACCIbCBfrGNkjgzlV8l -1-0-�9-0 8-3-0 16-6-0 _ 17.6.0 1.0.0 8-3-0 8-3.0 iT-0.0 Scale:3/8"=l' 4x5= F 5.00 12 E G S T U V D H T C T 1 B n J K ro 3x4= R Q P 0 N M L 3x4= l 18-M — 16-6-0 16-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d A PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 011 Vert(LL) 0.00 J n/r 180 MT20 185/148 (Roof Snow--25.0) Lumber DOL 1 15 BC 0.06 Vert(CT) 0.00 K n/r 180 TCDL .0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 J n/a n/a eGDL 0 10.0 BC ' Code IRC2015frPI2014 (Matrix) Weight:57 lb FT=10% .0 _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=162/16-6-0 (min.0-2-8),J=162/16-6-0 (min.0-2-8),0=159/16-6-0 (min.0-2-8),P=169/16-6-0 (min.0-2-8),0=164/1"-0 (min.0-2-8) ,R=182/16-6-0 (min.0-2-8),N=169/16-6-0 (min.0-2-8),M=164/16-6-0 (min.0-2-8),L=182/16-6-0 (min.0-2-8) Max Horz B=-46(LC 13) Max UpliftB=-22(LC 8),J=-24(LC 9),P=-25(LC 12).Q=-25(LC 12),R=-23(LC 12),N=-24(LC 13).M=-25(LC 13),L=-23(LC 13) Max GravB=178(LC 18),J=178(LC 18),0=159(LC 1),P=213(LC 19),Q=170(LC 19),R=182(LC 1),N=213(LC 20),M=170(LC 20),L=182(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/41,B-C=-56/35,C-D=-39/39,D-S=-35/60,S-T=-16/61,E-T=-16/64,E-F=-43/106,F-G=43/106,G-U=-16/64,U-V=-16/61,H-V=-35/60, H-1=-35/35,I-J=-40/19,J-K=0/41 BOT CHORD B-R=-7/53,Q-R=-7/53,P-Q=-7/53,O-P=-7/53,N-0=-7/53,M-N=-7/53,L-M=-7/53,J-L=-7/53 WEBS F-0=-120/6,E-P=-173/92,D-Q=-131/57,C-R=-137178,G-N=-173/92,H-M=-131/57,I-L=-137178 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B; enclosed;MWFRS(envelope)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 II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 lb uplift at joint B,24 lb uplift at joint J,25 lb uplift at joint P,25 lb uplift at joint Q,23 lb uplift at joint R,24lb uplift at joint N,25 lb uplift at joint M and 23 lb uplift at joint L. 13)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. I I I Job Truss. Type 'OMES 2514-A RF 2514-A A2 Common 1 1 Job Referents(gptlonal) EVERETT.VM 962053212 8.000 a J'ui 15 2076 Milo Ind---les,Inc. Mon May 06 15.14.312017 Pape 1 4Qen ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-YAUUNXySeHL4MbCV*W2o4 sTcQDKe?IOgWzHFGzNBs 4-7-4 8-3 0 11-10-12 16-6-0 1-0A 4-7-4 3 7-12 3-7-12 4-7-4 Scale:3/8"=1' 4x5= D 5.00 M 2x4 J K L M 2x4 C E I N _7 B q F f 1 G `o H 3x6= 3x10 3x6— = 18-9-0 18-9-0 8-3-0 , 1&6-0 I 8.3-0 8.3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0 09 F-H >999 240 MT20 185/148 (Roof Snow--25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0 19 F-H >999 180 TCDL .0 BCLL 0 Rep Stress Incr YES WB 0.12 Horz(CT) 0 03 F n/a n/a BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:56 lb FT=10% 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=752/0-5-8 (min.0-1-8),F=752/0-5-8 (min.0-1-8) Max Horz B=-46(LC 13) Max UpliftB=-49(LC 12),F=-49(LC 13) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/42,B-1=-1234/107,C-1=-1197/120,C-J=-939/71,J-K=-927/73,D-K=-891/82,D-L=-891/82,L-M=-927/73,E-M=-939171,E-N=-1197/120, F-N=-1234/107,F-G=0/42 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 Exterior(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;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint B and 49 lb uplift at joint F. 9)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. u I fuss cuss i ype 77-7-, 11 OMES2514 ARF B1 GABLE ob Reference(o t�ional) BMC,EVERETT.WA 9820532t2 8.000 ss Jul 15 2016 Milrok IndusWes,Inc. Mon May 08 15,14,31 2017 Fage t 9-0 I0:mlgzTLjh7H 1 sSQCFV rnR06ziaVJ-YAUUNXySeHL4MbCWxwU2oz_jvcPgKeopli-I 1V8s 1�f 11-9 0 15 3-0 23-8-0 3V& '1.0-0 11-9-0 3 8A I 8-3-0 Scale=1:44.8 4x5= I 4x12= 5.00 12 G K V WM � 0 L D J C H U Ivi X F 81 B R N 0 (o 3V= 6-5-8 3x6 Q P 3x6= T S 3x4= 18-9-0 18-9-0 15-3-0 , 23-6-0 15 3A 8-3-0 Plate Offsets(X.Y)— MO-5-12.Ed0e1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0 12 N-P >999 240 MT20 185/148 (Roof Snow 25.0)0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.25 N-P >806 180 TCDL .0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 N n/a n/a BCLL .0 "E3CDL 10.0 Code IRC2015fTP12014 (Matrix) Weight:95 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins. T2:2x6 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):J,H WEBS 2x4 HF No.2 MiTek recommends that Stabilizers and required cross OTHERS 2x4 HF No.2 bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=252/7-5-8 (min.0-2-3),5=-210/7-5-8 (min.0-2-3),T=314/7-5-8 (min,0-2-3).N=781/0-5-8 (min.0-1-8),R=960f7-5.8 (min.0-2-3) Max Horz B=64(LC 12) Max UpliftB=-11(LC 12),S=-210(LC 1),T=-39(LC 12),N=-58(LC 13) Max GravB=267(LC 19),T=314(LC 1),N=781(LC 1),R=960(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/41,B-U=-210/0,C-U=-159/8,C-D=-193/28,D-E=-188/44,E-V=-198/65,G-V=-163/68,G-1=-176/90,1-K=-175/92,K-W=-173/72, M-W=-177/68,M-X=-1078/76,N-X=-1168/52,N-0=0/42,F-R=-1019/131,F-H=-959/121,H-J=-947/116,J-L=-921/110,L-M=-884/97 BOT CHORD B-T=0/161,S-T=0/161,R-S=0/161,Q-R=0/983,P-Q=0/983,N-P=0/989 WEBS I-J=-70/17,G-H=-84/38,E-F=-162/57,D-S=-115/38,C-T=-199/75,K-L=-96/36,M-P=0/360 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B; enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 8-9-0,Exterior(2) 8-9-0 to 11-9-0,Interior(1)14-9-0 to 21-6-0 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. 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. 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 11 lb uplift at joint B,210 lb uplift at joint S,39 lb uplift at joint T and 58 lb uplift at joint N. 12)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. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,, I I I 1 IJob Truss Fuss ype y JP1Y !JMES2514-ARF 2514A B2 Common Girder 10, 3 4ob Referen0e CgpW BMC,EVERETT.A1A 98205-3212 8.0W s Jul 15 20116 MiTok Industries,Inc. Mon May 08 15.14,33 2017 P�yo 1 18-9-0 18-9-0 1D:migzTLjh7H1sSQCFVrnR06zlaVJ-UZbFnD_jAvbobvMv2LXWuO367P4koC_SYEcOKER 6q 4-1-11 , 7-2-12 11-9-0 16-3-4 19-4-5 23-6 0 ~ 4-1-11 3-1-1 4 4-6-4 1 4-6-4 �3-1-1 41_11 Scale=1:40.6 4x5= D 5.00 V2 6x8 6x8 C M N E 3x6 3x6 g F A C' aS �o P L J I H Q R S T U V W X Y Q K 4x6= 4x6- 3x10 II 12x12- 8x12= 12xl2= 3x10 II 18-9-0 18-9-0 18-9-0 1 2 6-12 , 4-1-11 , 7-2-12 11-9-0 16-3-4 19�5 22-6-12 2344 1 - 2-0 0 1 15-' 3-1-1 46 4 &1-1 3 2-7 : Plate OR_S.ets(X.Y)- 1J:0-6-0.0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.10 I-J >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.17 1-J >999 180 BCDL 7,0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.02 G n/a n/a BCDL 10,0 BCLL 0.0 Code IRC2015/TP12014 (Matnx) Weight:340 Ib FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2 REACTIONS. (lb/size) A=1702/0-5-8 (min.0-1-8),G=6544/0-5-8 (min.0-2-5),K=13263/0-5-8 (min.0-4-11) Max HorzA=-58(LC 28) Max UpliftA=-92(LC 10),G=-350(LC 11),K=-668(LC 10) Max GravA=1745(LC 16),G=6566(LC 17),K=13263(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=-68/1146,B-C=-213/4463,C-M=-3399/210,D-M=-3387/223,D-N=-3357/213,E-N=-3427/200,E-F=-8639/481,F-G=-11670/629 BOT CHORD A-0=-1009/127,O-P=-1009/127,L-P=-1009/127,L-Q=-1009/127,Q-R=-1009/127,K-R=-1009/127,K-S=-4084/273,S-T=-4084/273,J-T=-4064/273 ,J-U=-377/7963,U-V=-377/7963,I-V=-377/7963,I-W=-549/10700,H-W=-549/10700,H-X=-549/10700,X-Y=-549/10700,G-Y=-549/10700 WEBS D-J=-103/2310,E-J=-5815/353,E-1=-220/4900,F-1=-3134/196,F-H=-94/2547,C-J=-424/8570,C-K=-7934/426,S-K=-3615/220,B-L=-105/2758 NOTES- 1)Special connection required to distribute bottom chord loads equally between all plies. 2)3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member E-1 2x4-2 rows staggered at 0-4-0 oc, 3)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. 4)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;cantilever left and right exposed;end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 6)Unbalanced snow loads have been considered for this design. 7)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. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint A,350 lb uplift at joint G and 668 lb uplift at joint K. 11)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. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1637 lb down and 86 lb up at 0-6-12,1630 lb down and 93 lb up at 2-6-12,1630 lb down and 93 lb up at 4-6-12,1630 lb down and 93 lb up at 6-6-12,1630 lb down and 93 lb up at B-6-12,1630 lb down and 93 lb up at 10-6-12,1630 lb down and 93 lb up at 12-6-12,1630 lb down and 93 lb up at 14-6-12,1630 lb down and 93 lb up at 16-6-12,1630 lb down and 93 lb up at 18-6-12,and 1630 lb down and 93 lb up at 20-6-12,and 1633 lb down and 90 lb up at 22-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. i Job Truss 71--l", e D y �OMES 2514-A RF 2514-A C1 pported Gable 1 1 IJob Reference(optional) IBMC,EVERETT,WA 96205.3212 8.000 s Jul 15 2016 PbTek Industries,Inc.Mon May 0815:14:35 2017 Page 1 1H I D:migzTLjh7H 1 sSQCFVTnRO6zlaVJ-Rxj7Cu9ziWsWgDWHAmZ7zp8Ys0umG0009Y5VP1zIV8o -t u-u-P _ 20-0-0 40-0A 4,1.0�0 f 20-" 20-" -0 Scale=1:73.7 5.00 V2 4x5= L M 3x4 5-� K 1 J N 3x4 H O G P Q F R E 8 SIB g S D 6 SIB 7 T AO 6Ti 3 4 5 STV AP :4 3 2 Ae VW [q o 3x4= AN AM AL AK AJ All AH AG AF AE AD AC AB AA Z Y X 3x4= 5x6= 18-9-0 40.0-0 Plate Offsets(X,Y)- W:0.0.0.0-0-01,fAF:0-3-0.0441 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 V n/r 180 MT20 185/148 (Roof Snow-2 BCDL 7.0.0 Lumber DOL 1 15 BC 0.07 Vert(CT) 0.00 W n/r 180 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 V n/a n/a BCDL 10.0 - Code IRC2015(TP12014 (Matrix) Weight:198 Ib FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 HF No.2 WEBS 1 Row at midpt L-AF MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) V=216/40-0-0 (min.0-3-12),AF=160/40-0-0 (min.0-3-12),AG=168/40-0-0 (min.0-3-12),AH=168/4040-0 (min.0-3-12),AI=168I40.0-0 (min.0-3-12),AJ=169/40-0-0 (min.0-3-12),AK=164/40-0-0 (min.0-3-12),AL=185/40-0-0 (min.0-3-12),AM-101/40-0-0 (min.0-3-12), AN=326/40-0-0 (min.0-3-12),AE=168/40-0-0 (min.0-3-12).AD=168/40-0-0 (min.0-3-12),AC=168/40-0-0 (min.0-3-12),AB=169/40-0-0 (min.0-3-12),AA=164/40-0-0 (min.0-3-12).Z=185/40-0-0 (min.0-3-12),Y=101/40-0-0 (min.0-3-12),X=326/40-0-0 (min.0-3-12), B=216/40-0-0 (min.0-3-12) Max Horz B=-105(LC 13) Max UpliftV=-7(LC 9),AG=-20(LC 12),AH=-26(LC 12),A1=-24(LC 12),AJ=-24(LC 12).AK=-24(LC 12),AL=-26(LC 12),AM=-16(LC 12),AN=-45(LC 12),AE=-18(LC 13),AD=-27(LC 13),AC=-24(LC 13),AB=-24(LC 13),AA=-24(LC 13),Z=-26(LC 13),Y=-16(LC 13),X=-45(LC 13), B=-6(LC 13) Max GravV=216(LC 20),AF=169(LC 25),AG=246(LC 19),AH=243(LC 19),AI=214(LC 19),AJ=169(LC 1),AK=164(LC 19),AL=185(LC 1), AM=101(LC 19),AN=326(LC 1),AE=246(LC 20),AD=243(LC 20),AC=214(LC 20),AB=169(LC 1),AA=164(LC 20),Z=185(LC 1). Y=101(LC 20),X=326(LC 1),B=216(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/41,B-AO=-118/38,C-AO=-108/67,C-D=-86/56,D-E=-64/65,E-F=-53/80,F-G=-39/94,G-H=-38/107, H-1=-29/110,I-J=-48/136,J-K=-58/174,K-L=-66/214,L-M=-66/214,M-N=-58/174,N-0=-48/136, O-P=-29/110,P-Q=-38/107,Q-R=-35/82,R-S=-36/55,S-T=-33/29,T-U=-55/14,U-AP=-67/41,V-AP=-87/21, V-W=0/41 BOT CHORD B-AN=-25/112,AM-AN=-25/112,AL-AM=-25/112,AK-AL=-25/112,AJ-AK=-25/112,AI-AJ=-25/112, AH-A1=-25/112,AG-AH=-25/112,AF-AG=-25/112,AE-AF=-25/112,AD-AE=-25/112,AC-AD=-25/112, AB-AC=-25/112,AA-AB=-25/112,Z-AA=-25/112,Y-Z=-25/112,X-Y=-25/112,V-X=-25/112 WEBS L-AF=-129/0,K-AG=-206/88,J-AH=-203/80,I-AI=-174/52,G-AJ=-128/56,F-AK=-126/53,E-AL=-138/61, D-AM=-86/35,C-AN=-230/123,M-AE=-206/88,N-AD=-203/80,O-AC=-174/52,Q-AB=-128/56, R-AA=-126/53,S-Z=-138/61,T-Y=-86/35,U-X=-230/123 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 3-0-0,Extehor(2)3-0-0 to 16-0-0,Corner(3) 16-0-0 to 20-0-0,Exterior(2)24-0-0 to 37-0-0 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 ANSVTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 cc. &Tthiluegjgn%big Zen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 ob 1 Hiss rues Type 177" ar,�e a s 2s� n RF 2514-A C1 Common Supported Gable 1 Job Reference(optional) 6MC,EV R TT,WA 88205-3212 8.000 s Jul 15 2016 Wok Industries,Inc.Mon May 0815.14.35: Pe9a 2 ID:migzTLjh7H 1 sSQCFVrnR06zlaVJ-Rxj?Cu?z WsWgDWHAmZ?zpSYsDumGQOO?Y5VP1 zlVa3o NOTES- 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 7 lb uplift at joint V,20 lb uplift at joint AG,26 lb uplift at joint AH,24 lb uplift at joint Al,24 lb uplift at joint AJ,24 lb uplift at joint AK,26 lb uplift at joint AL,16 lb uplift at joint AM,45 lb uplift at joint AN,18 lb uplift at joint AE,27 lb uplift at joint AD,24 lb uplift at joint AC,24 lb uplift at joint AB,24 lb uplift at joint AA,26 lb uplift at joint Z,16 lb uplift at joint Y,45 lb uplift at joint X and 6 lb uplift at joint B. 13)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. o fU58 russ ype =Job OMES251"R 2514-A C2 Common Reference(options 84 .EVERET'T,WA 98205.3212 8.000 s Ju115 2018 MFTok IndusUlos,Ina Mon MA 08 15:14 36 2017 Pae 1 1 0 ID:migzTLjh7H1sSOCFVTnRO6ziaVJ-v7HNQEObTq_NSMSUJU4EVOhV�ud4b?mYEC1 ZIVBn 11 7-1-3 , 13 9 4 20.0 0 26.2-12 32-10-13 40-0 0 - 7-1-3 8 8 0 6-&12 0-2-12 6IN 7-1 -0 Scale=1:72.8 5.00 F12 4x6_ E 5x8 N Q 5x8 D F 2x4 2x4 Xi VJ3 V,0 G M P �(A B H I d Io 4x5= L Q R K S T J 4x5= 3x4= 5xB= 3x4= 18-9-0 18-9-0 10-3-14 20-0-0 29-8-2 40-0-0 14 9-8-2 13 14 Plate Offsets(YQ9— f0:0-4-0.0-3rl.tF:011-0.0-3.41,rK Oa-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0 36 J-K >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0 63 J-K >756 180 TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0 16 H n/a n/a BCLL 0.0 Code IRC2015/TPI2014 (Matrix) Weight:161 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt F-K,D-K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide- REACTIONS. (lb/size) H=1739/0-5-8 (min.0-1-14),B=1739/0-5-8 (min.0-1-14) Max Horz B=-105(LC 13) Max UpliftH=-93(LC 13),B=-93(LC 12) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/42,B-M=-3564/172,C-M=-3490/193,C-D=-3209/166,D-N=-2242/177,E-N=-2165/195,E-0=-2165/195,F-0=-2242/177,F-G=-3209/166, G-P=-3490/193,H-P=-3564/172,H-1=0/42 BOT CHORD B-L=-206/3199,L-Q=-94/2587,Q-R=-94/2587,K-R=-94/2587,K-S=-49/2587,S-T=-49/2587,J-T=-49/2587,H-J=-104/3199 WEBS F-K=-931/155,E-K=-5/1260,F-J=0/580,G-J=-422/161,C-L=-422/161,D-K=-932/155,D-L=0/580 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 Extedor(2)-1-0-0 to 3-0-0,Interior(1)3-0-0 to 16-0-0,Exterior(2) 16-0-0 to 20-0-0,Interior(1)24-0-0 to 37-0-0 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)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,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint H and 93 lb uplift at joint B. 9)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. i I Job IUSa T-U_ ss ype )� i0MES2514•ARF 2514-A C3 mon 72 1 JOb Reference o ionel) � 1 BMC,EVERETI'.WA 90205.3212 8.000 s Jul 15 2016 MiTek Industries,Inc.Mon May OS 15:14:37 2077 Page t 1 ID:migzTLjh7H1sSQCFVTnRO6zlaVJ-NKrmdaIDD76E4WggHBbT2EEigIQtkl3hSs�)dFlVBm -1 0 7-1-3 13 9 4 20 0 0 26 2-12 32-10-13 38-7-6 ff-00 00 7-1-3 6&0 6 2-12 1212 630 6 1_9 Scale=1:72.2 5.00 12 4x6= E 5x8 M N 5x8 D F 2x4 2x4 C W3 W3 G O L H A B o �t Io 4x5= K P Q J R S I 5x6= 3x4= 5x8= 3x4= 18-9-0 18-9-0 10-3-14 20.0.0 2941-2 39-7-6 10-314 9.8-2 I 9.8-2 9-11-4 Plate Offsets(X.Y)— a.0.4-0.0-3-41.fF:04-0.0-3-41,[J:04-0.0-3-D] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.35 J-K >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.73 Vert(CT) -0.62 J-K >765 180 TCDL .0 BCLL 0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.16 H n/a n/a BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:160 Ib FT=10% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt F-J,D-J WEDGE MiTek recommends that Stabilizers and required cross Right:2x4 HF No.2 bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1731/0-5-8 (min.0-1-14),H=1650/Mechanical r Max Horz B=109(LC 16) Max UpliftB=-93(LC 12),H=-73(LC 13) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/42,B-L=-3544/175,C-L=-3470/196,C-D=-3189/169,D-M=-2221/180,E-M=-2145/198,E-N=-2145/198,F-N=-2222/185,F-G=-3149/181, G-O=-3377/210,H-O=-3464/199 BOT CHORD B-K=-211/3181,K-P=-99/2569,P-Q=-99/2569,J-Q=-99/2569,J-R=-69/2551,R-S=-69/2551,I-S=-69/2551,H-1=-137/3109 WEBS E-J=-7/1245,F-J=-909/156,F-1=0/544,G-1=-375/158,D-J=-926/155,D-K=0/581,C-K=422/161 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B; enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-11-9,Interior(1)2-11-9 to 16-0-7,Exterior(2) 16-0-7 to 20-0-0,Interior(1)23-11-9 to 35-7-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint B and 73 lb uplift at joint H. 10)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. Job -7 58 IrussType y 40ME82514TRF 2514-A C4 GABLE 1 IJob Reference optional_ BMC.EVERETT,WA 98205-3212 8.000 s Jul 15 2016 MITek Industries,Inc. Mon May 08 15.1 4 33 2017 Page I ;g ID:migzTLjh7H1sSQCFVTnRO6ziaVJ-rWP8rw2t REShgFsrv7ibRm36QwTTn7rhWJ99M21V81 20-0-0 39-7-6 1-0-0 20-0-0 19-7-6 Scale=1:73.2 5.00 F12 4x5- L M 3x4 K J N 3x4 H 0 G P Q F R D E fig 7 8 Sh'8 7 S T AN BT1 S 6 8 5L 3 STV A0 2 2 V �(A B U i uo C5W=nna [o 3x4= AM AL AK AJ Al AH AG AF AE AD AC AB AA Z Y X W 3x4 5x6= 18-9-0 3976 39-7-6 Plate Offsets(X.Y1- fAE 0-3-0 0-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 A n/r 180 MT20 185/148 (Roof Snow--25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 A n/r 180 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 V n/a n/a BCLL 0.0 ' Code IRC2015/TPI2014 (Matrix) Weight:196 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 WEBS 1 Row at midpt L-AE MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) V=129/39-7-6 (min.0-3-10).AE=160/39-7-6 (min.0-3-10).AF=168/39-7-6 (min.0-3-10),AG=168/39-7-6 (min.0-3-10),AH=168/39-7-6 (min.0-3-10),AI=169/39-7-6 (min.0-3-10),AJ=164/39-7-6 (min.0-3-10),AK=185/39-7-6 (min.0-3-10),AL=101/39-7-6 (min.0-3-10), AM=326/39-7-6 (min.0-3-10),AD=168/39-7-6 (min.0-3-10),AC=168/39-7-6 (min.0-3-10),AB=168/39-7-6 (min.0-3-10).AA=169/39-7-6 (min.0-3-10),Z=164/39-7-6 (min.0-3-10),Y=182/39-7-6 (min.0-3-10),X=110/39-7-6 (min.0-3-10),W=309/39-7-6 (min.0-3-10), B=216/39-7-6 (min.0-3-10) Max Horz B=109(LC 12) Max UpliftAF=-20(LC 12),AG=-26(LC 12),AH=-24(LC 12),AI=-24(LC 12),AJ=-24(LC 12),AK=-26(LC 12).AL=-16(LC 12),AM=-45(LC 12), AD=-18(LC 13),AC=-27(LC 13),AB=-24(LC 13),AA=-24(LC 13),Z=-24(LC 13),Y=-26(LC 13),X=-15(LC 13),W=-50(LC 13),B=-4(LC 13) Max GravV=129(LC 20),AE=167(LC 25),AF=243(LC 19),AG=240(LC 19),AH=202(LC 19),AI=169(LC 1),AJ=165(LC 19),AK=185(LC 1), AL=101(LC 19),AM=326(LC 1),AD=246(LC 20),AC=243(LC 20),AB=214(LC 20),AA=169(LC 1),Z=165(LC 20),Y=182(LC 1),X=111(LC 20),W=309(LC 1),B=216(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD A-B=0/41,B-AN=-120/34,C-AN=-110/64,C-D=-88/52,D-E=-66/61,E-F=-54/76,F-G=-41/90,G-H=-39/103, H-1=-29/106,W=49/132,J-K=-59/169,K-L=-67/210,L-M=-67/210,M-N=-59/169,N-O=-49/132, O-P=-29/106,P-Q=-39/103,Q-R=-36/78,R-S=-36/51,S-T=-36/27,T-AO=-50/13,U-AO=-57/3,U-V=-90/42 BOT CHORD B-AM=-27/105,AL-AM=-27/105,AK-AL=-27/105,AJ-AK=-27/105,AI-AJ=-27/105,AH-AI=-27/105, AG-AH=-27/105,AF-AG=-27/105,AE-AF=-27/105,AD-AE=-27/105,AC-AD=-27/105,AB-AC=-27/105, AA-AB=-27/105,Z-AA=-27/105,Y-Z=-27/105,X-Y=-27/105,W-X=-27/105,V-W=-27/105 WEBS L-AE=-127/0,K-AF=-203/88,J-AG=-200/80,I-AH=-163/52,G-AI=-128/56,F-AJ=-126/53,E-AK=-138/61, D-AL=-87/36,C-AM=-230/122,M-AD=-206/88,N-AC=-203/80,O-AB=-174/52,Q-AA=-128/56,R-Z=-127/53, S-Y=-136/61,T-X=-94/37,U-W=-214/148 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B; enclosed;MWFRS(envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-11-9,Exterior(2)2-11-9 to 16-0-0,Corner(3) 16-0-0 to 20-0-0,Exterior(2)24-0-0 to 35-7-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 Co&0ueyon p fit2between the bottom chord and any other members. i ��� �+ �+ i o se rasa ypety DIES 2514-A RF 2514-A C4 GABLE 1 1 IJob Reference Oplionab BMC.EVERET'T,WA 98205-3212 8.000 s Jul 15 2016 Wok Industries,Inc Mon May 08 15:14:38 2017 Palo 2 ID:migzTLjh7H 1 sSOCF VTnR06zlaVJ•rWPSrw2r_REShgFsrv7ibRm36QwTTn7rhWJ99MziV81 NQTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint AF,26 lb uplift at joint AG,24 lb uplift at joint AH, 24 lb uplift at joint Al,24 lb uplift at joint AJ,26 lb uplift at joint AK,16 lb uplift at joint AL,45 lb uplift at joint AM,18 lb uplift at joint AD,27 lb uplift at joint AC,24 lb uplift at joint AB,24 lb uplift at joint AA,24 lb uplift at joint Z,26 lb uplift at joint Y,15 lb uplift at joint X,50 lb uplift at joint W and 4 lb uplift at joint B. 13)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. I Prescriptive Energy Code Compli, :e for All Climate Zones in Washington Project Information Contact Information Plan 2514 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Value' U-Factor` Fenestration U-Factor' n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling'` 4Y 0.026 Wood Frame Walls.`"," 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 30a 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 buildinq 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 Credit(s) la Efficient Building Envelope la 0.5 ❑ 1b Efficient Building Envelope 1b 1.0 ❑ 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 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 1.0 5a Efficient Water Heating 5a 0.5 0.5 5b Efficient Water Heating 5b 1.0 0 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 3.50 *Please refer to Table R406.2 for complete option descriptions ;i�eCelved OCT 31. 2017 Pvrrl� 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. There are no SHGC requirements in the Marine Zone. f 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 a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information Plan 2614 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq. ft. max.) 1 0.01 0.00 Exempt Glazed Fenestration (15 sq,ft. max.) 1 0.01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Foyer 0.30 1 3 1 6 n 20.0 6.00 0.30 1 2 16 6 " 17.8 5.33 Guest 0.30 1 3 5 15.0 4.50 Great Room 0.30 1 5 5 25.0 7.50 Dining0.30 1 6 6 10 41.0 12.30 Great Room 10.30 1 3 5 15.0 4.50 Master Bedroom 10.30 1 5 5 25.0 7.50 Stairs 0.30 1 2 2 4.0 1.20 Bedroom 2 0.30 1 3 5 15.0 4.50 Bedroom 3 0.30 1 5 15 25.0 7.50 Bonus Room 0.30 1 3 1 15 15.0 4.50 Bedroom 4 0.30 1 2 1 12 4.0 1.20 0.30 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 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 1 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 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 236.8 71.03 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet inch Feet Inch Area UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 I -H 0.0 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing ca►cu►ations) 1 236.81 71.03 Simple Heating System Size:Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washinctton State Energy Code(WSE )and ACCA Manuals Jana S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling toads 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 2514 Heating System Type: O All other systems CU 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 AT=Indoor(70 degrees)-Outdoor Design Temp Area of Buildina Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2.514 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.3 23,380 Glazing and Doors U-Factor X Area = UA Instructions 0.30 237 71.10 Skylights U-Factor X Area = UA Instructions 0.50 Insulation Attic U-Factor X Area = UA Instructions i R99 i 0,026 1,513 39.34 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions Select R-Value No selection -- Above Grade Walls(see Figure 1) U-Factor X Area UA Instructions R-21[nrermediate - j 0.056 2.670 149.52 Floors 1 U-Factor X Area UA Instructions l R-30 0,029 1.513 43.88 Below Grade Walls(see Figure 1) J U-Factor X Area UA Instructions 1WNo Below Grade Walls In this project. -- Slab Below Grade(seeFfaure 11 F-Factor X Longth UA Instructions (L-� select condltlening � � No selection --- Slab on Grade(see Figure l) F-Factor X Length UA Instructions If�I Mo SIaO on Grade In this prajeIX. • -•- Location of Ducts Instructions Duct Leakage Coefficient Conditioned Space 1.00 Sum of UA 303.84 Envelope Heat Load 14,280 Btu/Hour Figure 1. SumofuAXeT Air Leakage Heat Load 11,868 Btu/Hour VolumeX 0.6XATX.018 Building Design Heat Load 26,148 Btu I Hour AirLeakege+Envelope Heat Loss Building and Duct Heat Load 26,148 Btu/Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts in conditioned space:Sum of Butltlirly Heat Loss X 1 Maximum Heat Equipment Output 36,607 Btu/Hour Building and Duct Heat Loss X 1_40 for Forced Air Furnace Building and Duct fleet Loss X 125 for Heat Pump (07101113) Permit#: 1722 Permit Date: 11/01/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 9028 168th Street NE Applicant, City, State, Zip: Arlingotn,WA98223 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 309450.70 Square Feet: 2894 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 11/28/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 01166900000800 1 6803 91st Drive NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om lieted Date I nspector S tatus 12/21/2017 R20.SFR/DUPLEX Com lieted FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 11/01/2017 RESIDENTIAL SINGLE FAMILY 11/01/2017 RESIDENTIAL SINGLE BUILDING FAMILY Fees Fee D escription N otes A m cunt Building Perm i T able 4-1 $3,076.58 Building Plan Review T able 4-2 $1,999.78 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 1 6 @$12 $192.00 Processing/Technology $25.00 State Surcharge- 1 st DU R esidential- 1 st Unit $4.50 Traffic Mitigation-SF S ingle Fam iy $3,355.00 Wier Heater(Tank) $25.00 Total $10,449.86 Attached Letters Date Letter D escription 11/14/2017 Building Perm i Paym arts Date Paid By D escription P aym a►t Type A ccepted By A m aunt 11/01/2017 LGI Hom cs-Washington Check#5723 K ristin Foster $8,450.08 LLC 11/01/2017 LGI Hom cs-Washington Check#5722 K ristin Foster $1,999.78 LLC O utstanding Balance $0.00 Uploaded Files Date File Nam e 11/28/2017 2803066-1722 Issued Perm i.pdf 11/02/2017 2751657-1722 Signed Application.pdf 11/01/2017 2747781-1722 Apnlication.pdf 11/01/2017 2747782-1722 Site Plan.pff