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9013 171st Street NE_BLD1436_2026
�-�- G`'�`, 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: `j 013 1 �-/ "r- 5 1 (� F Plat: (7r P414,14 4? '4_ Single-family ❑ Duplex ❑ Townhouse ❑ Addition D Accessory structure Proposed Area: 151 Floor: G 2"d Floor: /4m Garage: 390 Total SF:64s7 Describe Proposal (include cross street): Valuation: �03, 3S Owner: LG� 1-4 — �' 51-�1 r✓� �i� Address: I/Y10 /Vi— (�ynf Si lU3City: Z D State: Zip Code: 1�03 Phone: ys T �S ' ���1 Email: Applicant: LL, Address: /C7 /�JE �� �� ��3 City: �G,e1�(k� State: �� Zip Code: 7D�34 Phone: d?)5-- ' � � Email: - ► ,Aybi S P a��� �(Ef t'_6,Ct Contractor: L 4( IA_)A- l)41 oj( i r7� L �. { Address: I/q/0 NE 1.2qr'4-� #/03 City: l ) State: P'� Zip Code: �v3 Phone: S' � ' y �7 Email: yliAI-T—_ *f-)4'qnP Contact Person: 4License Number; WZ-92 Ifxpiration: DM O V/7 6r16LP 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) %-Bath/Shower Combo (4.0) x l Sink (1.5) x Shower (2.0) x -- Lavatory (1.0) x - S ❑ Clothes Washer (4.0) x I Water Closet(2.5) x 3 --Dishwasher (1.5) x -"ater Heater x Hose Bibb (2.5) x Water Heater Model # I�- Other (list) x 4 o ,q - so Plumbing Section Continued Proposed Water Piping Size: Y Proposed DWV Material: -A S Proposed Piping Material: Proposed DWV Size: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace (80+) Model# &y' At/ 76L,-7 �-�00fA�FUE 9�Gp Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood ❑ Commercial Cooking Appliance U Hydronic Piping LJ Boiler ❑ Solid-Fuel Appliance ❑ PV System Fireplace Insert Outdoor BBQ ❑ Storage Tank Freestanding Stove —Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ / Pipe Material: Rkk r�Pipe Size: Total BTU's of all Appliances: , ODU 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: !/�1 A TT 4 65 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:9013 171st Street NE Permit#:1436 Parcel#: Valuation:303353.00 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `I-$ DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10/IRC110. SA EST X NOTICE:Sales tax relating to construction and construction materials in the City of Arlin st be reported on your sales tax return form an od Ci o AAnglon L310I. <irzxd Vlbature Print Name Date Released By Date CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New ones will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 5/10/2017 Building Permit Fee $3,029.00 5/10/2017 Building Plan Review Fee $1,968.85 5/10/2017 Furnace $25.00 5/10/2017 Gas Outlets Base Fee 1 to 5 $10.00 5/10/2017 Mechanical Fee(Enter Fixture Fee) $25.00 5/10/2017 Mechanical Permit Base Fee $25.00 5/10/2017 Park-Community MF $1,662.00 5/10/2017 Plumbing Permit Base Fee $25.00 5/10/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00 5/10/2017 Processing/Technology Fee $25.00 5/10/2017 State Building Code Surcharge Fee $4.50 5I10)2017 Traffic Mitigation $3,355.00 5±1012017 Water Heater $25A0 Total Due: 5111,371.35 total Pacment: 51,968.85 Iialance Due: 58.402.50 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon SETBACKS NOTES.• FRONT 20' .BUILDING D/X£NSIONS ARE 70 EXlS71NG CCWTOUR SIDE 5' FACE OF FOUNDA77CIV (T)p) REAR 5' °6 PADING SYlONW AS DESIGN ACTUAL LOCA710N MAY VARY •SLOPE DRIVEWAY TO PUBLIC ROAD f1NlSHED CLWTOUR 5'BSBL •SIL T FENCE TO BE INS TA L LED PER PRQF'F�7T� arY OF ARLINGTONS STANDARD ( ) CORNER:' SlL T FENCE TO BE INSTALLED GW N8914'11"W (Typ)i,; 6RADIENT SIDE OF BUILDING .[ PARCEL 4500----468 •CANSWCAON EN7RANCE TO BE INSTALLED PER CITY Of 1 ems, t ARLINGTOKV STANDARDS 464 I STORM NOTES.- ,�2 TOP 465 19 •7ESC INSTALLED PRIOR TO FOE 464.0 CONS7RUCAON PA170 11 Sr I 4'(MA)O ECO-BLOCK •BARE SOILS COVERED NI1H MULCH RETAINING WALL (TYP) I \• OR ANOTHER APPROVED BMP 10' WALL/ORA/N •TOPSOIL PER N50OF BMP T5.13 I ' £FF 12"DEP7H BUILDING 35.00 I EASEMENT .ALL ONS17E RU OFF CONNECTED TO PRIVATE STORM STUB al?Llff •SITE SHALL BE STABILIZED PRIOR 5'8-'q LOT 27 BSBL TO BUILDING PERMIT BEING rW PROPOSED RESYDENCE I TOP 465.9 FINALIZED O PALIX-2514 GARAGE LEFT TOE 4628 3.1 SITE NOTES. 1,67915E °llGHRINE FOOANG DRAINS AND ROOD DRAINS TO PERMANENT I = `, y STORM ORAINA6E SY57EM PER ca If APPROVED PLAT DRAINAGE PLAN O O CW ALE NIFTY 7HE COUNTY. SEVER I GARAGE = I •AREA OF DISTURBANCE INCLUDES CCWNEC77OW I 1'ROOF OVERHANG EN77RE LOT. STORM aEANOUT. I 24.00 CONNECT ROOD AND 00 5' i-- TOP 465.9 19 LEGEND: BLOW OFF F0077NO DRAINS 45�.;SF 11.00 TOE 464.0 — — — OR/VFWA 5'PRIVATE — — - m WA7ER METER 2 'BSBL , STORM FIRE HYDRANT EASE/I/ENT10'PUBLIC AIR VAC 1fluTY 00 CATCH BASIN 500 O CLEANOUT N 49 O MANHOLE ELI:]=J BLOCK WALL WA7ER TREE REMOVAL SERNCE 712'WA7FR l 16400 �71S7 T. NE 8"SEN£R SCALE I"= 20' LOT27 -A I SITE PLAN GREGOR Y RA F?K LGI HOMES PLAN NO. PALIX-2514 LOT AREA = 4,343 SF DATE 411912017 PARCEL # LOT 27 HOUSE= 1,679 SF 4711 NE 191h PIoce N701 DRIVEWAY= 452 SF CO� Belle•�e•W,,hl 98007 DESIGNED CORE ADDRESS 9013 171ST ST. 425.885.7877 Fan 425.885.7963 WALKWA YIPA 770 = 12 SF DESIGN PROJECT NUMBER TOTAL= 2,143 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:9013 171st Street NE Permit#:1436 Parcel#: Valuation:303353.00 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:114 10 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:425-785-0797 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: `/-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:F:Sales tax relating to construction and construction materials in the City of Arli�innx4jtst be reported on your sales tax return form an nd Ci oA ngton 101. �/ ✓' �J��-c c Lot; c �-1 G'' Gt"/l/j�q � l�•2 t nature Print Name Date Released By Date � � CONDITIONS Adhere to approved plans. Additional requirements: The Quick-Joint fittings (that were included as part of the plat's pressure test)were removed/cut off from tail pieces. These were to be the domestic plumbing point of connection.New ones will need to be supplied and re-installed by plumber/developer at time of service line connection. Call the Public Works Department at 360-403-3526 for connection inspection. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 5/10/2017 Building Permit Fee $3,029.00 5/10/2017 Building Plan Review Fee $1,968.85 5/10/2017 Furnace $25.00 5/10/2017 Gas Outlets Base Fee 1 to 5 $10.00 5/10/2017 Mechanical Fee(Enter Fixture Fee) $25.00 5/10/2017 Mechanical Permit Base Fee $25.00 5/10/2017 Park-Community MF $1,662.00 5/10/2017 Plumbing Permit Base Fee $25.00 5/10/2017 Plumbing Permit Fee(Enter Fixture Fee) $192.00 5/10/2017 ProcessingfTechnology Fee $25.00 5/10/2017 State Building Code Surcharge Fee $4.50 5/10/2017 Traffic Mitigation $3,355.00 5/10/2017 Water Heater $25.00 Total Due: 510,371.35 Total!'svmcnt: $1,968.85 Balnncc Ihic: 58,402.50 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 ,I Permit Information Date 4/21/2017 Permit Number 1436 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 11410 NE 124th Street,Ste#103 City, State,Zip Kirkland,WA 98034 Contact Matt Adams Phone 425-785-0797 Email matt.adams@lgihomes.com Permit Type Single Family Residence Site Address 9013 171st Street NE Valuation 303353.00 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 I Kristin Foster Property Information Owner Information Parcel#: LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1450 LAKE ROBBINS DR STE 430 9013 171st Street NE THE WOODLANDS,TX 77380 Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington,lake Jabusch 360-353- ake.jabusch@Igihomes.co CONTRACTOR (Labor and LGIHOHL857M LLC )588 Industries Review Date Type Description I Target Date Completed Date J Assigned To I Status $/21/2017 lResidential Dwellin $/28/2017 11Rick Karns Illn Review Fees Fee Description Notes Amount Building Plan Review Fe 345.83.00.001 $1,968.8 Total( $1,968.8� Payments Date Paid By Amount I Description I Payment Type I Accepted B 4/21/2017 ILGI Homes-Washin ton,LLC $1,968.8 Plan Review jCheck#4445 Kristin Foster Totaq $1,968.8q Amount Outstanding:$0.0 Notes Date Note 4/21/2017 Lot 27-Plan 2514 Palix Uploaded Files Upload File Date File Uploaded B 4/21/2017 1:54:55 PM 1436 Application.pdf Foster. Kristin x 4/21/2017 1:54:55 PM 1436 Site Plan pdf Foster,Kristin x G``y ° RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development 'A O City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone(360)403-3551 lrNc'1 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: Plat: C7 O/Z(/ p4ZI4 Z'p i,� �6__ Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure Proposed Area: 1 s' Floor: /G 2nd Floor: l 7 3S Garage: 390 Total SF:O`s7 Describe Proposal (include cross street): &104--r ors 1;Z- N r._sue/ ��c.� — S r4- /r c - 'q� �W 3 Valuation.- 1 �a3, 3� Owner: LG /�4 4 ILI Sl-�2'/4 Address: 11 Y/U AJE_ IZ y S! �U3 City: z, L�p State: Zip Code: Phone: �� � ' � �1 � Email: Lie) Applicant: LLB 1_ S —/A Z4_51 (_ Address: 114IE) NE, City: L-1Z c(k-Ai D State: Zip Code: �Do34 Phone: q)5-- Email: PRA-IT=i�2�S tgZ_Z7 Contractor: Address: INIQ AIL 1.2 rk5l /0-3 City: L&J�nd) State: Zip Code: �v3 Phone: q,�-57. 5_' y T9 T Email: PVA-r7--- /�-(4f ''S.GoAOI_ Contact Person: License Number: 4VWZS §xpiration: 07/0,?//,7- Rer.AivP_rJ NQ MAO 6/16LP Page 1 of 3 N °� RESIDENTIAL PERMIT APPLICATION .y �. 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 - f-l--- Sink (1.5) x 7 Fj Shower (2.0) x X - - Lavatory (1.0) x ❑ Clothes Washer (4.0) x [;4 Water Closet(2.5) x z4 t--- Dishwasher (1.5) x -0-----Water Heater x ( Hose Bibb (2.5) x Water Heater Model # Other (list) x �1 0 � ,r ?r� — 1 .(— t SD XJ Plumbing Section Continued Proposed Water Piping Size: -7/Y K Proposed DWV Material: Proposed Piping Material: 1' Proposed DWV Size: • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6116LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community & Economic Development y' O City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: —Furnace (80+) Model # 11��k�00L05&UE 9�Gp ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER ❑ Type II Hood 01 Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler Q Solid-Fuel Appliance ❑ PV System ❑ Fireplace Insert ❑! Outdoor BBQ ❑ Storage Tank Freestanding Stove U—Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ Pipe Material: F Pipe Size: U Total BTU's of all Appliances: 1,2 OOU 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: q 1 / Print Applicants Name: 4 Ams 6/16LP Page 3 of 3 1 SETBACKS NOTES. 'FRONT 20 \ •BUILDING DIMENSIONS ARE TO £'/SANG CONTOUR ,-.T SIDE 5' FACE OF FOUNDAAOW REAR 5 • RADING SHOWN AS DE-96W ACTUAL LOCAAON MAY VARY •SLOPE DRIVEWAY TO PUBLIC ROAD fTNISHEO CONTOUR 5'BSBL •SILT FENCE TO BE INSTALLED PER PROPE T L6 CITY OF ARLINGTON'S STANDARD (�) CORN •SILT FENCE TO BE INSTALLED CW N8974'11"W (TyP) OWADIENT SIDE OF BUILDING PARCEL 45.00 •COWSTRUCAON ENTRANCE TO BE INSTALLED PER LYTY OIL I ARLINGTOW S STANDARDS. 464 I STORM NOTES.- F I _ I TOP 465.�9 •1FSC INSTALLED PRIOR TO 462 TOE 464.0 1'9 CONSARUCAON 4'(MAX)ECO-BLOCK •BARE SOILS COVERED WIA/MULCH PA AO 12 SF I 2 I RETAINING WALL (TYR..) = i OR ANOA/ER APPROVED BMP 10'WALLIORA/N •TOPSOIL PER W5DOF BMP T5.13 l.• I �~ EASEMENT (EFF 12 DEPAI) BUILDING 35.00 •ALL ONSITF RUNOFF CONNECTED TO PRIVATE STORM SW O/TZ/NE 'BSBL •SI7E SHALL BE STABILIZED PRIOR 5'BS* LOT 27 TO BUILDING PERMIT BEING PROPOSED RESIDENCE TOP 465.9_r1 RNALIZED h PALIX-2514 GARAGE LEFT TOE 462.8 jl SITE NOTES. 1,67WSF •AGH?ZINE FOOANG DRAINS AND ( o ti IZ �' I ROOF DRAINS TO PERMANENT I = - STORM DRAINAGE SYSTEM PER o°j APPROVED PLAT DRAINAGE PLAN CW ALE W 7H )XF COUNTY. SEWER GARAGE _ •AREA OF DISTURBANCE INCLUDES CCWNECAOW I PROOF OVERHANG ENARE LOT. STORM GYEANOUT.E§R 00 COWNECT ROOF AND00 5' I TOP 465.9 19 LEGEND:o- BLOW OFF FOOANG DRAINSSF co11.00 _ TOE 464.0 ® WATER METER WA , - 5'PR/VATS — — STORM � FJRE HYDRANT 26 EASEMENT � AIR VAC f0'PUBLIC 1" UAL/TY ® CA TOY BASIN 415 On (+ O CLEANOUT " • N 2p 49"91 �a PRLY�ERTY ' O MANHOYE / ® BLOCK WALL • � •, 4 A 4 V A a. ATEE REMOVAL AW s Rwar N Received 12`WATER 16+00 71S T. NE APR 20 2017 .1 B`SEWER SCALE 1'= 20' 1'71,/ Id 1 14 LOT27 SITE PLAN • o aA 4 GREGOR Y RA RK LGI HOMES PLAN NO. PALIX-2514 LOT AREA = 4,343 SF DATE 411912017 PARCEL # LOT 17 HOUSE= 1,679 SF � 1471 l NE 291h Place,#101 DRIVEWAY= 452 SF .CORE 80--,wa,nm9m,�9eoo7 DESIGNED CORE ADDRESS 9013 171ST ST. 425H.7B77 Fax 425.BB57963 WALKWAY/PA AO = 12 SF `DESIGN PROJECT NUMBER TOTAL= 7.,143 SF ENGINEERING • PLANNING • SURVEYING DRAWN CAF 13024L-GRG00 � •j \� -Y Y'Ff.��1� � �� A NASH&ASSOCIATES ARCHITECTS PLAN 2 514 BEAM, LATERAL & SEISMIC CALCULATIONS -.1`•��� /(C,��H I A'.. "5 R Yk STATE OF WASHINGTON � y..on�srs'' Received APR 2 0 2017 910 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH-ARCHITECTS.COM CI.iLNT: NASH` BEAM DESIGN DATA PROJECT:_ ARC111TECTS 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 BBC 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—Lem Beams: fv = 240 PSI fb = 2.400 PSI (reduced by size factor, CF'KI) E = 1,600,000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM 1 4 PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1 Date: 10/24/16 r Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=3.4 inz R2=3.4 W (1.5)DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313,1 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 Defl L/>1000 LL Max Defl L 1360 LL Actual Defl L/>1000 Attributes Section(n') _ Shear ins 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 L(Li)_ Values Reference Values 900 180 1.6 625 Adjusted Values 1080 180 _ 1.6 625 Adjustments CIF 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 0 R 1 =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: 10/24/16 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 rBWt m Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313# m Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120# 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(in') Shear(in7) 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 si E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Adiu_sted Values 10B0 180 1.6 625 Ad ijstrnen) s 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 Z\ R1 =2120 R2=2120 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 10/24/16 Selection 3-118x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Condilions NDS 2015 Min Bearing Area R1=6.6 inz R2=6.6 in (1 5) DL Defl= 0.06 in Recom Cambe -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 in' Shear in2 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 I (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A rC Wet Use 1.00 1.00 1.00 1.00 Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:925 Uniform TL: 1420 =A Uniform Load A R1 =4281 R2=4281 SPAN=6 FT 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 3-118x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Dearing 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 3013'4 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(in') Shear ins 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(psi) E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads 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 H L Pt loads: 0 R1 =3666 R2= 1658 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. �, I PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 G13-1 Date: 10/24/16 Selection 1 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 17.6 in'R2= 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 1440 LL Max Defl L/360 LL Actual Defl L/769 Attributes Section ui`) 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(osi) Fv(psi) psi x mil) FCJ-(psi) Values Reference Values 2400 240 1.8 650 Adiusted 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 CI 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 7.6 10.0 440 L=560 10.0 16.0 L l I+ l Pt loads: I ® FC] [� l�\ R1 = 11440 R2=9053 SPAN = 16FT Uniform and partial uniform loads are Ibs per lineal ft. i CLIENT: _ NASH-ASSOCIATES WIND AND 5E15MIG DE516N DATA PROJECT. A R C 1-1 I T EC T S PER 2015 I BG DATE: NAME: WIND DE516N GRITERIA DESIGN PER ASGE 1-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. RISK CATEGORY 11 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRE55URE GOEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS,STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND GONSTRUGTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DESIGN, ALLOWABLE 5TRE-55 DE516N, EMPIRICAL DE516N OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS,STRUCTURES,AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 160q AND ASGE 1-10 SIMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER A5CE 1-10,SECTION 275 (BUILDING 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 USING WOOD SHEAR WALLS AND DIAPHRAGM5 TO RE515T WIND,SEISMIC, AND ALL OTHER LATERAL LOADS SHALL BE DESIGNED AND GON5TRUCTED IN ACCORDANGE WITH AF 4 PA 51?PW5 AND PROVISIONS OF SECTIONS 2505-2306 5E15MIG DESIGN DATA DESIGN PER ASCE 1-10/SEGTION 1615 I. SEISMIC, IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 5s 1.66 *see footnote at bottom of page 3. 1 SECOND ACCELERATION SI 014b "see footnote at bottom of page 4.SITE CLA55 D (default class per IBC) 5.SPECTRAL RESPONSE COEFFICIENT 5os 0.q-12 •see footnote at bottom of page 6.SPECTRAL RESPONSE CDEFFIGENT Sol 0.148 *see footnote at bottom of page 1. SEISMIC DESIGN CATEGORY D 8. SEISMIC, FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS q. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC, RESPONSE COEFFICIENT C.s 0.15 II. RESPONSE MODIFICATION FACTOR R 65 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 15. RISK CATEGORY 11 THE ANC+IORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 1-10,SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL E1 EMENT5 SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS A5 SPECIFIED IN A5GE 1-10,SECTION 12.10.2.1 BASE WEAR V= IF 5D5/R) W ANCHOR BOLTSi 5/8" VIA X 10",A301 OR BETTER W/1" MIN. EMBEDMENT.V= 1104#/BOLT PER USGS,THE MAXIMUM 51 IN THE STATE OF WASHIN6TON 15 0.148. ALL SEISMIC, DESIGN VALUES USED IN TH15 ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 5115 LESS THAN 0.15,THEN USE SEISMIC CATEGORY D IF R15K CATEGORY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH—ARCHITECTS.COM `I I I a i o ❑ I_ -- ❑ ❑ ❑ ❑❑ ❑ ❑❑ ❑❑❑❑ I 0. � � I I I i i i � � � � - � I N � � N � k �V N Zz- N N � N z 0 �ti 9 ld �S M �L1 -L v t� O � LATERAL CALCULATIONS CUENr: NASH ASSOCIATM WM WORKSHEET PROJECT: ARCH11 E?C.TS DATE; 85 MPH/110 MPH= NOMINALAILTIMATE WIND SPEED NAME. 19.6 P5F - FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W z H z (see chart for wind pressure WALL SHEAR WALL ® specified height) LENGTH (ft) (#/ft) TYPE l �//� l7rSXAklCrrGJ 30?;-7 37 S 3 —� / 30 �3 7 i3u do xg91gf( 1 ;/tj ?mot 3 9 zcc,ef 6 (j 30�9 7 � r� yp � /sit P/co Z'YI �i7,� xr �,G ) f 3013 7 13 � u3 (ZG X R xl qr 614- 3 �j �3 /vq C ?I ey 8003 118th AVE NE Kirkland, WA 98033 (425) 628-4117 WWW.NASH-ARCHITECTS.COM i CLIENT: NMH-AMOCIAM SEISMIC ANALYSIS PROJECT: A R C!1 f f I-(: I-:; DATE: NAME_: 1 Weight of Building: Roof Assembly- Asphalt Shingles - 2.00 /ft. Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt - 0.15 #/ft. Felt - 0.15 #/ft Felt - 0.15 #/it 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/it 1/2" Plywood - 1.50 #/it Trusses 0 24" o.c. - 1.75 #/it Trusses 1& 24" o.c. - 1.75 #/it Trusses @ 24" o.c. - 1.75 #/it R-38 Insulation - 2.35#A R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/it 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/it Total 9.90#/it Total 17.90#/it Use 10.00#/it Use 10.00#/it Use 18.00#/it 1st & 2nd Floor Assembly. Carpet / Pad - 0.50#/it Hardwood - 2.50#/it 3/4' T&G Plywood - 2.50#/it 3/4" T&G Plywood - 2.50#/it 2xI0 ® 16" o.c. - 2.30#/it 2x10 C0 16" o.c. - 2.30#/it 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/it Total 7.30#/it Total 9.30#/it Use 10.00#/it Use 10.00#/it Interior Wall Assembly. Exterior Wall Assembly. 1/2" GWB - 2.00#/it 3/4" Wood Siding - 2.30#/it 2X4 ® 16" o.c. - 1.10 #/it 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/it 2x6 @ 16" o.c. - 1.37 #/it Total 5.10 #/it R-21 Insulation - 2.10 /ft Use 8.00#/it 1/2" GWB - 2.00 //it Total 9.27#/it Use 10.00#/it 4" Brick Veneer - + 3.20#/it 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WNW.NASH-ARCHITECTS.COM �d� CLIENT: NASH=ASSOCIATES SEISMIC ANALYSIS PROJECT_ ARC11TTEC*1 DATE: NAME: 2 SEISMIC_: V = (C,) (Wdl) (plywood) 2nd Level: Roof: or (Asphalt / Cedar Shake) 10#/ft X 150 sf = ('file) 18#/ft X sf =_ Exterior Walls: L x 10#/sf x 1/2 (h) /&Z x/o k C/ 0 (E2) Interior Walls: L x B#/sf x 1/2 (h) l7Ox? k� s&lyp (Io TOTAL f&a 7 o 1st Level: Roof: (1st Floor Roof) 10#/ft X sf = 2nd Floor. 10#/ft X f K 3 s sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 6go6q/1(vZkyo kN, r- 13770 (E1) Interior Walls: (I o + L x 8#/sf x 1/2 (h) 54ct0 + VDX0KL(' TOTAL m _3LI 0 3 y o Basement: lat 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: 6003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: NASHaASSOC'ATES SEISMIC ANALYSIS PROJECT_ !if F E C P., DATE:-- NAME: 3 BASE SHEAR: BASE SHEAR V= (F 505/R)►N V= F (.g72)/65= .M LEVEL 2: WdlG/Y� # x 0.149 = `W I 06 ? LEVEL 1: Wdl ,1(oe � # x 0.149 = >' Ll Z TOTAL:- Wdl 63, (4 x 0.149 = Ole y 2 (V) Dead Load Hei ht Moment Shear @ Stor Level (Wdl) ( (Wdl)(h) Fx = [(Wdl)(h)TV Remarks h� (Wdl)(h) 6q8, Z S 37 36 3&KCq- '4Z 1 Z G!(o 57) Total 6310 Old/ z 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM : _I NASH-ASSOCIATES CLIENT SEISMIC ANALYSIS PROJECT: DATE: NAME:_ 4 OAS a N -q4 N 0Fw M H - - x PQ Op CA \ M x �z n G1, 'Wx. (b(� cad CAS N N H -- m W z 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 �: WWW NASH�CH- COM f: I NASH-ASSOCIATES CLIENT: SEISMIC ANALYSIS PROJECT: t t r 1 C'I'S DATE: :77 NAME_: _ 5 Redundancy Factor (-p 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab l/2 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) Z �C4c�1 Z o/L 6a v WJ 8003 118th AVE NE Kirkland. WA 98033 (425) 828-4117 WNW.NASH—ARCHITECTS.COM i Prescriptive Energy Code Compliance 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-Valued U-Factor' Fenestration U-Factor" n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceiling'` 490 0.026 Wood Frame Well9."'," 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 3W 0.029 Below Grade Wall' 10/15/21 int+TB 0.042 Slab"R-Value&Depth 10,2 ft n/a 'Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit In a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑� 2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3.Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope la 0.5 ❑ 0�+� lb Efficient Building Envelope 1b 1.0 ❑ �^ 1 1 c Efficient Building Envelope 1 c 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 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 0.5 5b Efficient Water Heating 5b 1.0 El 1.0 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 1 `1200 kwh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions (deceived RP N2.40 Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci .=continuous insulation,int.=intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. B 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 2514 Width Height Ref. U-factor Qt. Feet Inch Feet I"on Area UA Exempt Swinging Door(24 sq. ft. max.) 0.0 0.00 Exempt Glazed Fenestration (15 sq. ft, max.) F F o.01 0.00 1 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet inch Feet inch Area UA Foyer 0.30 1 3ff ° 20.0 6.00 0.30 1 2 " 17.8 5.33 Guest 0.30 1 3 15.0 4.50 Great Room 0.30 1 5 25.0 7.50 Dining 0.30 1 6 16 10 41.0 12.30 Great Room 0.30 1 3 5 15.0 4.50 Master Bedroom 0.30 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 5 25.0 7.50 Bonus Room 0.30 1 3 5 15.0 4.50 Bedroom 4 0.30 1 2 2 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 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 236,81 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 0.0 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing caku►atlons) 1 236.8 71.03 I I Simple Heating System Size;Washington State This heating system sizing calculator is based on the Prescriptive Reguirements of the 2015 Washington State Energy Code(WSECI and ACCA Manuel$ J and S.This calculator will calculate heating loads only ACCA oroceduros 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. Pro bct Information Contact Information Plan 2514 Heating System Type: O All Other Systems U 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 A=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 99 - — 0.026 F 1,513 39.34 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA Instructions SelectNo selection f1 R-Value � � -.. Above Grade Walls(seeFfgure 1) U-Factor X Area UA Instructions 0.056 2,670 149.52 R-21 Intermediate � 1 l Floors U-Factor X Area UA Instructions R-30 0.029 1,513 43.88 � Below Grade Walls(see Figure 1) U-Factor X Area UA Instructions No Below Grade Walls In this project. "' I Slab Below Grade(seeFipure 1) F-Factor X Longth UA Instructions NO SeleCtlOIn Select conditioning I _-- Slab on Grade(see Figure 1) F-Factor X Length UA Instructions ft SW.C'.dein this pro)ed- Location of Ducts Instructions - Duct Leakage Coefficient Conditioned Space 1.00 Sum of UA 303.84 Envelope Heat Load 14,280 Btu I Hour Figure 1. Sum ofUAXAT Air Leakage Heat Load 11,868 Btu/Hour VolumeX 0.6XATX.010 �bewcraas Building Design Heat Load 26,148 Btu/Hour Air Leakage-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 Budding Heat Loss X 1 Maximum Heat Equipment Output 36,607 Btu/Hour Budding and Duct Heat Loss X 140 for Forced Air Fumece Budding and Duct Heat Loss X 1.25 for Heat Pump 3 s t 35-00-00 IN-LINE FRAMING START LAYOUT $ 30-OD-00 24'O.C. N �• N 1 12(j� A03 11) _ 2 A N O 4 Qo d - v 0 4 0 4 0 v O v .N. v OVER RAM qG Y O IER HUS (12) 11 2-0 -00 I <5/12 5/12> 1 - 0 4 GARAGE <5/12 G02 01 11-06-00 7-00-00 16-06-00 ^ �� y 36.00.00 \ .O HANGER SCHEDULE: BLOCKING SCHEDULE HUS26----------------12 12x4 vent BLOCKS-35 l— - Received APR 2 0 2017 PAD Rma PR Q S u d 20815 67th Ave NE T-0S IS A .,.Pd.ig-NT D dhid.AI ONLY Thee mwn SS dnigncd wdniduel miilding Arlington,WA 98223 -mponenY In b°mwrp°—d mlo the building design al Iho apecifrcelion of N°building d.w— S.N, yPhone: 1-360-925-4155 o ai�ia�.l dnign,h—f neh—d°,ign idnmrw I II a" n N°plrc°"nd&—� Th°buildmg daig u LGI Homes „q Ak for kmy and p—.--ulgof Ne 2016 of ud Moor e,..gnd for Nn ocNrll—.— The dnign of Ng Iw,,upporl—w.including hndm Gregory Park 2514 A Shriniwas Kulkam B1605531 b'i—"'�'nd`nbun"in A",po"Ibdiy nfmg bnddo,e a...11 ror e°nvgl gnid.n<g r°A611, bracing-coo,oll"Bracing of mood morn"gvgilib ref' fi°m M1e T 53 P61e liulihile,Se]DOnirio Drire; Meduol5 k'1 51119 y. I w MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605531 B1605531 The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by ProBuild West(Arlington,WA). Pages or sheets covered by this seal: K2584315 thru K2584322 My license renewal date for the state of Washington is September 28,2018. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. O G 2,� wn �c0 54074 .� crsTe � FSSI EZ1G November 17,2016 Zhao,Xiaoming IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. I I I Job Truss Truss Type �ty Ply B16055311B1605531 A01 GABLE 1 K2584315 b ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:45:43 2016 Page 1 I D:jXxVT_LPoiP FwbH2O0CFElyJMyR-N HdouapxOTlweB7k_bMTWvYW51kLh36_pmz31 dylefM - •a0 zoo-0 20-0-0 •a0 Scale=1:69.8 5.00 12 5x6 12 13 11 3x6 i 10 14 3x6 4189 T 7 17 42 6 18 5 19 4 I 3 L 222 dl1 ���22 Id a 3x6 = 3x6= 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 5x6= 4Qa0 40-0.0 Plate Offsets(X.Y1 (8:0-2-14.EdgeJ 132:0.3-0.0-3-011 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 000 22 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 23 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 22 n/a n/a BCLL 0.0 " BGDI 8 0 Code IBC2015/TPI2014 (Matrix) Weight:191 lb FT=20% 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 Stud/Std'Except* WEBS 1 Row at midpt 12-32 11-33,12-32,13-31:2x4 HF No.2 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 40-0-0 (lb)- Max Horz 2=-105(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,40,39,38,37,36,35,34,33, 31,30.29,28.27,26,25,22,24 Max Grav All reactions 250 lb or less at joint(s)2,39,38.37,36,35,32,29,28, 27,26,25.22 except 40=326(LC 17),34=252(LC 17),33=274(LC 17).31=264(LC 18).30=254(LC 18),24=338(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 21-24=-256/71 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat ll;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber D0L=1 60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as perANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=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 19.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs ONUNG non-concurrent with other live loads `P� BYO 6)All plates are 2x4 MT20 unless otherwise indicated '}% WASf(I 7)Gable requires continuous bottom chord bearing 8)Gable studs spaced at 2-0-0 oc �' p 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 r fit between the bottom chord and any other members 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,40,39,38.37,36, ,p 35,34,33.31,30,29,28,27,26.25.22,24. 54074 C{, 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss 0� �aJS1 PRE NAL November 17,2016 AWARNING-Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N Lee Street,Suik3 312,Alexandria,VA 22314. Corona,CA 92880 I i �� 1 Job Truss Truss Type City Ply B1605531 1C25B4316 B1605531 A02 Common 6 1 Job Rf lional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:44 2016 Page 1 I D:jXxVT_LPoiPFwbH2O0CFElyJMyR-rTBA6wpZnnCinFLhwYJti375Y48shOU N82Cijca4ylefL ' -QO 1'11 6-415 6-5-6 8-5-6 6-4-15 7-1-11 •QO Scale=1:69.0 5,00 12 5x6 5 5x10% 5x10 4 614 2x4\\13 2x4 3 i 2 8 9 dI 3x8= 12 15 16 11 17 16 10 3x8 3x4= 5x8= 3x4= 1QQ-0 20,0.0 30.0.0 I 4QQ0 10-0-0 1 Q0-0 10-0-0 10-0-0 p1g(g plLq�ls(K Y)— f2.0.3 tO F�gJ (a:o 4-12_0.3.01 (6:0-4-12-a3-OL[&0-3-110_Edge] I11:0A_0.Q-3-4J LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/defl L/d PLATES GRIP (Roof Snow=2 TOLL 5 1 0)0) Plate Grip DOL 1.15 TIC0,72 Vert(LL) -0.39 10-11 >999 240 MT20 185/148 Lumber DOL 1.15 BC 098 Vert(CT) -0.69 11-12 >689 180 TCDL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.21 8 n/a n/a �_D� 6_Q A Code IBC2015/TPI2014 (Matrix) Weight:162 lb FT=20e/ LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud/Std'Except* WEBS 1 Row at midpt 6-11.4-11 5-11,6-11,4-11:2x4 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) 2=1786/0-5-8,8=1786/0-5-8 Max Horz 2=-105(LC 11) Max Uplift2=-65(LC 10).8=-65(LC 11) FORCES. (lb)-Max Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3665/121,3-13=-3311/101,4-13=-3135/102,4-5=-2297/85,5-6=-2297/85, 6-14=-3135/102,7-14=-3311/101,7-8=-3665/122 BOT CHORD 2-12=-150/3284,12-15=-59/2671,15-16=-59/2671,11-16=-59/2671,11-17=0/2671, 17-18=0/2671,10-18=0/2671,8-10=-46/3284 WEBS 5-11=0/1277,6-11=-1023/146,4-11=-1 023/145,6-10=0/571,7-10=-437/131,4-12=0/571, 3-12=-437/131 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat 11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=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 19 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 0 NG z& 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. �� WA .9O 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8 R' p 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 54074Q,� .t� CISTP,R �sSIONAL ECG November 17,2016 to WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additlonal temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPH quality Criteria,DSBd9 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandda,VA 22314. Corona,CA 92880 Job Truss TtussType oty Ply B1605531 K25B4317 I 61605WI A03 Common 11 1 (options)) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 06:45:45 2016 Page 1 ID:jXxV7_IPoiPFwbH2O0CF EIyJMyR-JgIYJGgBY4YGIVG7600xbKdfOYCugMH H4S96 WYlefK 468 i 7-1-11 6-415 6-56 6-5-6 6-4-15 6-&3 Scale=1:68.1 5.00 12 5x6 5 5x10% 5x10 4 612 2x4\\ 2x4 3 7 B 0 jt1 2 I� 3x8= 11 13 14 10 15 16 9 6x8= 3x4= 5x8= 3x4= 1&Q:n I 2n.0A 30!" 30." �a0.0 100.0 10,¢Q_ Plate Offsets rY vy f2-0-3 &Oi 4-12 0-3.41 WEdg$,0-3-$1,110PQ400.3-41 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.39 10-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.98 Vert(CT) -0.69 9-10 >684 180 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.20 8 n/a n/a BOLL $_p 0.0 Code IBC2015/TPI2014 (Matrix) Weight:157 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E"Except" TOP CHORD Structural wood sheathing directly applied. 6-8:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 HF No 2 WEBS 1 Row at midpt 6-10.4-10 WEBS 2x4 HF Stud/Std"Except* MiTek recommends that Stabilizers and required cross bracing 5-10,6-10,4-10:2x4 HF No 2 be installed during truss erection,in accordance with Stabilizer WEDGE Installation QuIde. Right:2x4 HF Stud/Std REACTIONS. (lb/size) 8=1686/Mechanical,2=1775/0-5-8 Max Horz 2=109(LC 14) Max Uplift8=-49(LC 11),2=-65(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3637/122,3-4=-3283/103,4-5=-2268/84,5-6=-2266/86,6-12=-3048/102, 7-12=-3224/101,7-8=-3529/120 BOT CHORD 2-1 1=-156/3258,11-13=-64/2645,13-14=-64/2645,10-14=-64/2645,10-15=0/2620, 15-16=0/2620,9-16=0/2620,8-9=-53/3156 WEBS 5-10=0/1255,6-10=-987/146,4-10=-1001/145,6-9=0/517,7-9=-369/129,4-11=0/572, 3-11=-437/131 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1 3)Unbalanced snow loads have been considered for this design. tAM G 4)This truss has been designed for greater of min roof live load of 19 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs p,� 2 non-concurrent with other live loads WAS 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8 Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss A 54074� k� A t3/STER �SSf�NAL November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTok®c0nnbct0f3.This design Is based orgy 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 building design Bracing indicated is to prevent buckling of individual buss web andlor chord members only Additional temporary and permanent bracing MiTek Is always required for stability end to prevent collapse with possible personal injury and property damage-For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems.see ANSIITPfl Quality Criteria,DSB-69 and BCSI Building Component 250 Klug Circle safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312.Aleundna,VA 22314 Corona,CA 92880 �I� T, Job Truss Truss Type Oly Ply B1605531 K2584318 B1605531 A04 GABLE 1 1 Job-Reference(optional) ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:45:46 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-nsJwXcrgJOgUVfrJfkvA8YA1 UymiuRuRVkCjeyylefJ 20.0-0 19-9-0 Scale=1:69.4 5 00 12 5,6 12 13 11 3x6% 10 14 3x6 9 15 8 7 16 17 40 6 18 5 19 4 112� 3 1 22 1 2 mk J UIl j n 3x6 = 3x6= 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x6= 3n 39-9-0 Plate Offsets(x.Y)_ (8&0-2-14 Ed9e 13170-3-0 0-3.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0 00 1 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) 001 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT) 001 22 n/a nla BCLL _BCDL 0.0 • Code IBC2015/TPI2014 (Matrix) Weight:189 lb FT=20% 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 Stud/Std"Except" WEBS 1 Row at midpt 12-31 11-32,12-31,13-30:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [Installation guide. REACTIONS. All bearings 39-9-0. (lb)- Max Horz 2=109(LC 10) Max Uplift All uplift 100 lb or less at joint(s)39,38,37,36,35,34,33,32,30, 29,28,27,26,25,24,2,23 Max Grav All reactions 250 lb or less atjoint(s)22,38,37,36,35,34,31,28, 27,26,25,24,2 except 39=326(LC 1),33=250(LC 17),32=271(LC 17), 30=264(LC 18),29=254(LC 18),23=334(LC 18) FORCES. (lb)-Max Comp./Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60 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;Fully Exp.;Ct=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 19 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. ONUNG Z A 6)All plates are 2x4 MT20 unless otherwise indicated 7)Gable requires continuous bottom chord bearing. W 8)Gable studs spaced at 2-0-0 oc 9)This truss has been designed fora 10 0 psf bottom chord live load nonconcurrent with any other live loads. O� 10)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)39,38,37,36,35, 34,33,32,30,29,28,27,26,25,24,2,23. I'd Rr 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,Q 54074 AQ SSr�NALe�G November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Meeks 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 v"the applicability or design parameters and properly Incorporate this design into the overall buildatg design Bracing indicated is to prsyara buckling of individual truss web and/or chord members only Additional temporary and pemranenl bracing MiTek is ahvays required for stability,and to prevaM collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 i ,Job Truss Truss Type Qly ply B1605531 K2584319 B1605531 B01 QUEENPOST 1 1 Refer(Job i ProBuild Arlington, Arlington,WA 9B223 7,640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:47 2016 Page 1 ID:jXxVT_LPoi PFwbH2O0C FEIyJMyR-F2tlkysS3ipL6pQVDRQPhijAZMOhdrtakOxGAOylefl -1-0.0 4-7-9 3-7-7 3-GO 0--7 11-7-9 1-0-0 Scale=1:41 9 4x4= 6 5.00 12 3x6 5 7 4 g 21 22 9 1 3 0 7 10 3x8 I 0 2 ri 11 1214 3x4 16 3x4= 5x10= 15 14 13 am l _ 23.8-0 B-3-0 15.3.0 Plate offsets(XYl— 1270-3-0.0-1-81,116:as-8.0-3.01 - LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 026 Vert(LL) -0.09 2-16 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.18 2-16 >999 180 BCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(CT) 004 11 n/a n/a BCDL 0,0 "BCDL 8 Code IBC2015/TPI2014 (Matrix) Weight:98 lb FT=20°/ _ LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std"Except* JOINTS 1 Brace at Jt(s):17,19 4-15:2x4 HF No 2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation auide, REACTIONS. All bearings 7-5-8 except(jt=length)2=0-5-8 (lb)- Max Horz 2=64(LC 14) Max Uplift All uplift 100 lb or less at joint(s)2,13,11 except 14=-132(LC 5) Max Grav All reactions 250 lb or less at joint(s)14 except 2=860(LC 17). 15=670(LC 1),13=279(LC 1).11=311(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-1488/90,3-21=-1 159/41,4-21=-1 093/50.4-5=-290/55,5-6=-255/67,7-8=-294/41, 9-22=-280/18,9-1 0=-266/1 1,10-11=-295/0 BOT CHORD 2-16=-98/1309,15-16=-28/1101 WEBS 4-18=-864/50,18-19=-888/55,17-19=-952/60,17-20=-957/62,15-20=-990/67, 4-16=0/361,3-16=-328/90 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6-Opsf;BCDL=4 8psf;h=25ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=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 19 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs 0AING 7 . t non-concurrent with other live loads 5)All plates are 2x4 MT20 unless otherwise indicated. OF}11�Ii O 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 p fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,13,11 except at=lb)14=132. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. v4 ¢+ 54074 Q1 O.t��FQIS7 BR� ' SSIONALG November 17,2016 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE -- "7 -1 Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit-)312,Alexandria,VA 22314. Corona,CA 92880 I :� I I I Job Truss Truss Type Oty Ply B1605531 K2584320 B1605531 B02 COMMON GIRDER 1 f a ' ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc, Wed Nov 16 08:45:48 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFE IyJMyR-kFRhxls4q?xCkz?hn9xeDzFFpmEhMBRjz2hpjrylefH 23." 7-4-12 q_g.q 4-6-4 7-2-12 Scale=1:39-5 4x4 = 3 5.00 12 56 i 4x8 2 4 5 1 gILIIo 9 10 11 Qtg12 137 14 15 6 16 17 18 3x4 = 3x4= 8 3x6 2x4 8x10 = 4x10 7�12 F 11-9-0 I 1fr. ? 23" ; 7-2-12 4-6-a 48c4. 7-2.12 Plate Offsets(X Yl-- 11:0.0-B.EIgeJ [7:0.3.4.0.4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0 13 5-6 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 097 Vert(CT) -0 23 5-6 >849 180 TCDL 10.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0 01 5 n/a n/a BCL $0 { Code IBC2015/TPI2014 (Matrix) Weight:412 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No 2'Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing 5-7:2x6 OF 240OF 2 0E WEBS 2x4 HF Stud/Std'Except" 4-7,2-7:2x4 HF No 2 REACTIONS. (lb/size) 1=1321/0-5-8,5=5960/0-5-8,8=13174/0-5-8 Max Horz 1=-58(LC 28) Max Uplift 1=-55(LC 10),5=-224(LC 11),8=-448(LC 10) Max Grav 1=1358(LC 16),5=5991(LC 17).8=13174(LC 1) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-2=-108/2880,2-3=-3509/176,3-4=-3545/165,4-5=-10121/388 BOT CHORD 1-9=-2562/156,9-10=-2562/156,10-11=-2562/156,8-11=-2562/156,8-12=-2562/156, 12-13=-2562/156,7-13=-2562/156,7-14=-302/9281,14-15=-302/9281,6-15=-302/9281, 6-16=-302/9281,16-17=-302/9281,17-18=-302/9281,5-18=-302/9281 WEBS 3-7=-97/2496,4-7=-7309/323,4-6=-159/6002,2-7=-224/6852,2-8=-6724/273 NOTES- 1)4-ply truss to be connected together with 1 Did(0 131"&')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 0-5-0 oc,Except member 7-4 2x4-1 row at 0-9-0 oc,member 4-6 2x4-1 row at 0-9-0 oc, member 7-2 2x4-1 row at 0-9-0 oc,member 2-8 2x4-1 row at 0-9-0 oc. Attach BC w/USP WS6 or Simpson SIDS 1/4"x 6"wood screws in 1 row(s)spaced at 2-0-0 oc G 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 OWN 2 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated F Q 3)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6 Opsf;BCDL=4 8psf;h=25ft;Cat.ll;Exp B;enclosed;MWFRS y G, (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �O 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 Z 5)Unbalanced snow loads have been considered for this design. 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 4 fit between the bottom chord and any other members A+fJ 54074 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)5=224 Oki CIs ,8=448 ♦� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss ONAL� Continued on page 2 November 17,2016 A WARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design vabd for use only well MiTekO connadofs:This design is based only upon parameters shown,and Is(wan odivalual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall MV building dosign. Bracing indicated is to prevent buckling of Individual buss web and/or chord members only Additional temporary and permanent bracing M iTe k 1s always required for stability and to prevent collapse with possible personal Injury and property damage- For general guidance regarding the fabrication,storage.dewery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r Job Truss Truss Type Qty Ply B1605531 K25B4320 B1605531 B02 COMMON GIRDER 1 w �FJob Reference(optional) ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc, Wed Nov 16 08:45:49 2016 Page 2 ID jXxVf LPoiPFwbH2OOCFEIyJMyR-CR?39dtibJ33M6auLsTlmAoQZ9Zw5eMBiONFHylefG NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1679 lb down and 661b up at 1-5-4,1679 lb down and 66 Ib up at 3-5-4. 1679 lb down and 66 Ib up at 5-5-4,1679 lb down and 66 lb up at 7-5-4,1679 lb down and 66 lb up at 9-5-4.1679 lb down and 66 lb up at 11-5-4,1679 Ib down and 66 lb up at 13-5-4,1679 lb down and 66 lb up at 15-5-4,1679 lb down and 66 lb up at 17-5-4,and 1679 Ib down and 66 Ib up at 19-5-4.and 1679 lb down and 66 lb up at 21-5-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,3-5=-70,1-5=-16 Concentrated Loads(lb) Vert:8=-1679(B)9=-1679(B)10=-1679(B)1 1=-1679(B)12=-1679(B)13=-1679(B)14=-1679(B)15=-1679(B)16=-1679(B)17=-1679(B)18=-1679(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling or individual Vuss web andlor chord members Oily.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delaiery.erection and bracing of Trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N Lee Street.SuIle 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply B1605531 K25B4321 131605531 C01 Common Supported Gable 1 1 Job Reference pp Tonal ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:49 2016 Page 1 I D:jXxVT_LPoiPFwbH2O0C FEIyJMyR-CR?39dtibJ33M6auLsTlmAoYJ9nb5ritB iQNFHylefG -ba0 a-3•D i 1&&O l t7 1-a0 8-3-0 8-30 1-a0 Scale=1:30 4 4x4= 5 \ a 5 00 12 4 3 7 d - 8 AA � 9XXXXXXXXXXXXXXXXXXXXI A XX A XXX X XX 777=73=77 X X X XX X X X X LL�� I¢ 3x4= 14 13 12 11 10 3x4= I 1s" LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC OAS Vert(LL) -0.00 9 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0,10 Vert(CT) 0.00 9 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 " Code IBC2015/71312014 (Matrix) Weight:56 lb FT=20% BCDL 8.0' 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 Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installghon guide, REACTIONS. All bearings 16-6-0 (Ib)- Max Horz 2=-46(LC 15) Max Uplift All uplift 100 Ito or less atjoint(s)2,8,13,14,11.10 Max Grav All reactions 250 Ito or less at joint(s)2,8,12,13,11 except 14=374(LC 17),10=374(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown WEBS 3-14=-286/73,7-10=-286/73 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 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;Fully Exp.;Ct=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 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 6)All plates are 2x4 MT20 unless otherwise indicated 7)Gable requires continuous bottom chord bearing 8)Gable studs spaced at 2-0-0 oc 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads t+1t1NG 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 ,1P� wA fit between the bottom chord and any other members. S 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13.14,11.10 i• C> 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss p 54074� �� �SSIONAL��G November 17,2016 A WARNING-Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall _ building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 Quality Criteria,DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 i I Job Truss Truss Type City Ply 111601531 K25B4322 B1605531 CO2 Common 1 1 ' job Reference(optional) ProBuild Arlington, Arlington,WA 9a223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:50 2016 Page 1 ID:JX"Vr_LPoiPFwbH2OOCFE IyJMyR-gdZRMzuKMdBwzG94ua_61OLiCZOIgFHDOMAwnjylolF -1.0•0 } g�9 earl I ttt0.7 taBn 1 a ttao 0 4-7-9 3 7 7 3-7-7 1-0.0 Scale=1:30 4 4x4= 4 5.00 F12 2x4 2x4 5 3 6 � 2 7I$ B 3x4= 3x4= 3x8= B-3.0 tfr.60 -i - �'^'2 n+fea+s(x Yt (7 0 0 14 Edoel r6.0.0-14 Edael — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0 09 6-8 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Veri -0 17 6-8 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.23 Horz(CT) 003 6 n/a n/a BCLL 0.0 ' Code IBC2015ITP12014 (Matrix) Weight:56 lb FT=20% Bel` 84 — LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 2=776/0-5-8,6=776/0-5-8 Max Horz 2=-46(LC 11) Max Uplift2=-35(LC 10),6=-35(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-1290157,3-4=-949/19,4-5=949fl9,5-6=-1290/57 BOT CHORD 2-8=-51/1129,6-8=-5/1129 WEBS 4-8=0/452,5-8=-408/98,3-8=-408/97 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=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 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6 ()WNG 2� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. WASH �0 0 y0� R 54074 �`� GISTS �SS70NAL ECG November 17,2016 Q WARNING•Verify deslgn Paramsrsrs and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mll•7413 rev.I"W2015 BEFORE USE. Design valid for use only,with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into vie overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional tomporary and permanent bracing MiTek is always required for stability and to prevent collapse wish possible personal injury and property damage For general guidance regarding the fabrication.storage,delivery,erection anti bracing of trusses and truss systems,see ANStfTPII Quality Criteria,DSB49 and SCSI Building Component a, Circle Corona, Safety Information available from Truss Plate Institute.218 N,Lee Street,Suae 312,Alexandria.VA 22314, Cor CA 92a00 I I cni>Co� cZn m a ° d � m , N Z c� C) r" X m O a p�Z � N ° °: w j 61 nngCD O - Y -0 ID rLa (,: Cc) 7 OWN y _ 0 7 W 0- 0) N n 7 p �21 m w c 7 Z m v D�° (� Z nWo � � N N3 �°.� a n� mn O m yQID .0 7cv�i °' � CL-0 0 a 3' n -� u°i m r m o 7 c y 7 m m A CD ° n.�° nnC� m N S'' a O m N U) Lu n ac o ox f0 N (D per'C U S S N" p FL N�.Q n S cn y n 01 I a c r 0 CD W 7 fD N O O CD O CD a O O CD CD`G a � 0 y Q M ID I y a� - 3 w cn �` �n W O CD• --I Q CD �_ y 0 C CD O N .n•'7 y - W _d O_ Fn N O O(D n N (CfD >' O Q Q f7il 7 (Oi� O ° O p1 n 6 O O Z n N 7 fn 7 j CD p� y y O r Cn CD CD CD y CD y_w C _ S m c d N n° p O6 C W (D y (D 7 CD ° O CD V7i = 7' x ° - a ° C w. 7 O CD j' �(0 N � (° O.7 N O °�O O V1 CD O � cn � N Z CD 72 °`� N 7N 7C-° N 7 CD 0CD y O N f0 ,_..Q 7. O M N N N O CD x _ !n 15 N O6 CD N y q fD 'n r m m v Z 0 D TOP CHORD x n y c �Ofn n C2 220 y Cn CD(n n 0 90 MOZ °' CI-8 s f� 7 CCDC C N (OW � O 'MO mZy 7 S d CD (D v .Ll C1 V!D (1 �. a w Ln u) m r, S m r" a Z rn cnm ° n mo m� N � m� �� Cl) �' O � Az O ao :U O y o m m W P m � m77� �w m �y ter" O n `V O CD C 2 7 IV N > y y J --q V2-7 = N 0 � (n y y � � Cn m .° m >� O 0 a CD y W cn O X Cl) X Z �_ 1 _ C: N fj W 7 CL Co OD � D m :C1 f y a/ ' �' ° m m �m p � � `° = A x a ai ca to m W ��1 ® = 7 N Z ° I f°CD > �77 C (D O m 0 �D N. O CD 3 N Z An vN NO Zl < Z CD MO er v� � (fin O (m/)o y CD (CD -4 cn G.5 A y CD o M TOP CHORD n m P y v Ol N A W N D C -6i'W X v W C S W 0 C) o W •+-i •' (� o m() c C N C O o`o' C) m a y �.Z c 3 -� n y N O �� �� 0.0,0 .Ni. O° Z y O m v° N W 6 Old v p� N= 01 ID W O, 0''r n .` Er x f��D WO W O.N WO E_ m m = = 3 m =m _ < cmv O = fn �, �� m � 3 �� � m m =c Fm = w =� oW m 3 = a =� = o (O N c � =0 01 W °o °� �� me ° <_ >=v m �° m 3 m �� 2�? vW c W W 3 = n 2 �;o a N o.� m o 'W u,am 3 - x m e N m W CD W m (c=.M m a ° 0 = o nC m N W m o_v,^ -v x v" d m m m $ m$ o N $ O c •Vv g = o o W M. SW w aaW m o ° c a3m m .° cm .5 O p3 c� m do W �v a 3 y o aN Wes= _° �� co 0 CD m W a coo ?<W TI WW m n (D W m � 3m Woo �� �N �° an= o -Rw m� ad4.3 c� �_ N c m N = N �.O O.,y= W f c W Q W j R j W N n.7 C N,� V 3 m coWa c �� °c c = ocN d= _ Q cW m a = c� o CD nW fDo o�W -p2 ° =W do cW mm"2 �° �O WN °Z3 m �cc �m .c O = c c � v, '" m a•' W 7 a (p o0y M_ WAN Wu, =o �m � a cn C� N N N O p 3 O.d O. 01 d �j N n T.N �fD O. N a fl O W W C `G W N O O -0 CD r C V- m O'_ (o -D c ID 7 O.01 G n N 7 M. y N�c c 3 W �m �0°.2 uo = .m m� .3 n �co }o �_ m�.rn m dN W_�o w v c CD W Q 7 W m W@ =m �fD �d �i m^ m ° D'"° o a ° D° m m �� o 0) iY _ m S.y o N Q n o. x•' io 7 0 0 2 a Q Z W W - m m a n= _ C FS 3 N. m cm ° �m ao c m DRLM.n 9c Dm �aN y v� z5 ° mCD nW .-• D'W 9 0 = S2. v a o a <fo m fD Z c F y o = c o m fj 1c (n fD= W CD c (D CD .M= Q 8 to i' �W n � N n. L (on " V o va 8' o n. _ 7N �S = ' = W = °2 m ° m ° 0cW N o a = W W o m m �� .m W W _ a - NN m n o °Z m �a 37 0l-� m7 m y mW n ° � gn _aW m C c� xo a v 6 v D2y �a ° �� �v 0 c o �W �'� n3 y -1 N �4D1 O N ° .Z' OO o' N E'i 3 �� o o Q O c. y a v'= Cn- O_1 (7 W 7 '� 2 (D (�,O. o v_ C N G fD = fD m m N 00 72O C 4f N Q.CD W N N .� W 7 N W CD N M 10 rf N a C V y aM M. = n n p_ O �,7' N Q �Dd n N f0 T 0 O N CD M l 3 N, Z � ON rf N . i START LAYOUT 18"Floor Trusses @ 24"O.C. PLUMBING DROPS 35 00'00 Q 44 gg o 4 _ 12-M00 FT 1 FT 5)_ _ FT 3 0 F Qx of S O m O P 11M PS O 7 0-00 ITC ARI Z01 o " 4 l31 9-t0-00 0 7 Pf J _ $ F .- 23 3 07 ~ r1 STAIR CASE NA 2(3) �dV T02 RI g g FT1 5 N 1 2 2 -00 T,.S S 1:114C red Q GARAGE 3-00-00 LL SYMYZ 1 GIRDER BELOW WINDOW HEADER 4x10 DF#2-DN o IN-LINE FRAMING 12-00-00 4 �G19-00-00 5-00-00 ,11-00-00 N �1 35-00-00 HANGER SCHEDULE; O LUS46 03 THA422 03 [deceived APR 2 0 2017 RID l49,lv PR Y��'I d 20815 67th Ave NE TMS is a muss eucenE oincw nl oZ Arlington,WA 98223 ,rn. „..'.°d.iwwd •,mdiv id".1 buildmg wnl.w....Y a..,.s..r�.5,"u�.w+Y.v.«u-w Phone: 1-360-925-4155 M•,...,mr.r ti•Y.�.n•I.w ..W,L�.nM rw� TM 4•Yi.1 nVm. 1 ,..I.i�nkL F.r�nwl W pnnx.xl r..•ry.fM LGI Homes 2016 nanwo,Y.p�ww�e=�r" .• TM da' Iodine bwdm, Gregory Park 2514 A,B floor . Shriniwas Kulkam B1605532F2 "'"''one`-WF"°lb.w id—,ih "rib. bmNro dnignw. Fur e.f guie— F.iWm burro comun"Bwcmg"!rvoud hm v.ihble fi IM Tm„Flale li"IiNlc,SB3 O'Oniffi"D,na; Med'"WI 531'19 .- �r '� a s MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605532F2 131605532F2 The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by ProBuild West(Arlington, WA). Pages or sheets covered by this seal: K2584342 thru K2584361 My license renewal date for the state of Washington is September 28,2018. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. OF WAS 0 � o� z ADO 54074 <y� toss f .. November 17,2016 Zhao,Xiaoming IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1.These designs are based upon parameters shown(e.g., loads,supports,dimensions,shapes and design codes),which were given to MiTek:Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. i� Job Truss Truss Type Qty Ply B1605532F2 K25B4342 616055321`2 FT01 GABLE 1 1 ob Reference o tonal ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 06:47:12 2016 Page 1 ID:IXXVr LPoIPFwbH2O0CFEIyJMyR-GPWRaOum2pWHprOrioSLdgkkhd75200SH61Gfzyledz 0-He Scale=1:32.8 3x4 I 1 2 3 4 6 6 7 8 9 10 11 2I'El:ad:: 0 o 22 21 20 19 1e 17 16 15 14 13 12 3.4 II 3x4= i 1-1'Lq 'L.11.4 511.4 7- 1-0 9.11.4 11.11.4 +?-11 4 15.11 4 17-11.4 I 13_1.3.12 12 1•t1-0 2.0.0 2.0.0 2.0.0 2.0.D i 2�0.0 2.0.D 9.0.0 2:9-D P1ale_Qtise1A JX-Y)- f210.1-8 a1-01 - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 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 0-05 Horz(CT) 0.00 12 n/a n/a BCDL 5.0 Code IBC2015(rP12014 (Matrix) Weight:63 Ib FT=20°/uF,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 19-3-0 (lb)- Max Grav All reactions 250 lb or less at joint(s)22,12,21,20,19,18,17,16,15,14,13 FORCES. (Ib)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(Le diagonal web), 4)Gable studs spaced at 2-0.0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. OWNG 2 FW o ti C�0 co -O�O 54074� A CISTBR �SSIONALEN� November 17,2016 Q WARNING•Vivify daslgn paranratara and READ NOTES ON THIS AND INCLUDED W TEK REFERENCE PAGE IVII.7473 fair.1"312016 BEFORE USE. Design valid lot use only wen MiTek®connectors This design is based only upon parameters shown.and 1s for an individual building component,not a truss systom.Before use.the bonding designer must verity the eppticabNlry,or design parameters and property incorporate this design into Ilia overallbWlding design St"indicated is to prevent buckling of Individual truss web andtor chord members only.Additional temporary and permanent bracing M3ek Is always required tot stability and to prevent collapse with possible personal injury and property damage-For gerwal guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DS8.89 and SCSI Building Component 250 Klug Circle Safely Information avarlabte from Truss Plate Institute.218 N Lee Street.Suite 312.Alexandna,VA 22314 Corona,CA 92880 1 I �1 Job TFT02 Truss Type Qty Ply 81605532F2K2504343 61605532F2 Floor 12 1 1 Job f r n e(optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:47:13 2016 Page 1 ID:jXxVT_LPoiPFwbH200CFElyJMyR-kb4pnMuOp7eBR1?1GVzaAuHnBOFgnfNEWmnpBPyledy 0-1-8 H 2-6-0 Scale=1:32.0 2x4 II 2x4= 4xB= 2x4 II 3x4= 2x4 II 3x4= 2x4 II 4x8= 3x4 II 1 2 3 4 5 6 7 B 9 14 13 12 11 1 3x8= 4x10= 2x4 II 3x4= 4x10= 3x8= I t!}30 I 1&3.0 Plate 0lfsets(X Y) (4;Q1$Edgel y5'0•i-8 0-0-01 f12•Q-1 8 Edael f13.0-1 8 Edrjg] r16v0-1-8 0-1 0)� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.33 11-12 >695 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.4811-12 >476 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 009 10 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:79lb FT=20%F,119/oE LUMBER- BRACING- TOP CHORD 2x4 HF N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 15=1039/0-5-8,10=1045/0-2-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2905/0,3-4=-2905/0,4-5=-3565/0,5-6=-3565/0,6-7=-2915/0,7-8=-2915/0 BOT CHORD 14-15=0/1747,13-14=0/3565,12-13=0/3565,11-12=0/3515,10-11=0/1755 WEBS 2-15=-1967/0,2-14=0/1313,3-14=-274/0,4-14=-885/0,8-10=-1981/0,8-11=0/1316, 6-11=-681/0,6-12=-268/415 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)CAUTION,Do not erect truss backwards. �;,jSING 2fI Was �O 0 r6� ,P 54074 o� 80ISTS�a „�V' sStONALE�� November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent bucklrnq of Individual truss web andlor chord members only Additional temporary and permanent bracing MiTek Is always required for statnldy and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,dethary,erection and bracing of trusses and Iruss systems,see ANSIITP11 quality Criteria.DSB-89 and BCSI Building Component 250 Klug Circle safety information available from Truss Plate InstBule,218 N Lea Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 y Job Truss Truss Type Qty Ply B16055321`2 K2584344 B16055321`2 FT03 Floor 5 1 ob er o fi ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc, Wed Nov 16 08:47A3 2016 Page 1 ID:jXxVT_LPoi PFwbH2O0C FEIyJMyR-kb4pnMuOp7e8R1?1 GVzaAuHnVOEInhIEWmnpBPyledy 0-1-8 H 1 2-" I i 11-1�� 0 tale=1:31.6 2x4 II 2x4 = 4x8= 2x4 13x4= 2x4 11 3x6= 2x4 11 3x4= 6x6= 1 2 3 4 5 6 7 8 9 1 � o 14 13 12 11 10 34= 4x8= 2x4 11 3x4= 48= 2x4 11 7-10-0 l.ik118 1 � 7.1Q0 _ 0•3• Plate Offsets{X Yl— 14:0-1-8.Edge] [5:0.1-8.0.0.0] [9:0-1-8.Eda el-11n•a1-8 Edge] rtral-t Edge] 113:0-1.8.Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0 31 11-12 >683 360 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0-96 Vert(CT) -0 42 11-12 >498 240 BCLL 0.0 Rep Stress Incr YES WB 068 Horz(CT) 0.02 9 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matr,x) Weight:76 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 15=964/0-5-8,9=97110-3-0 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown- TOP CHORD 2-3=-2634/0,3-4=-2634/0,4-5=-3099/0,5-6=-3099/0,6-7=-1589/0,7-8=-1575/0, 8-9=-1579/0 BOT CHORD 14-15=0/1606,13-14=0/3099,12-13=0/3099,11-12=0/2610 WEBS 9-11=0/1772,6-11=-1150/0,6-12=0I770,2-15=-1808/0,2-14=0/1166,3-14=-305/12, 4-14=-781/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in 5)CAUTION,Do not erect truss backwards. 4�Pe wns��o Q co �Ox 54074 q,4 OAF FOISTER� �' SstONAL November 17,2016 AWARNING-Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k Is always required for stability and 10 prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suitt 312.Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty ply B16055321`2 K2584345 B1605532F2 FT04 Floor 3 1 far a do I ProBuild Arlington, Arlington,WA 98223 7 640 is Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:14 2016 Page 1 ID jXxVT_LPo PFwbH2O0CFElyJMyR-CodB?ivOSQM?2AaDpDUpiSpyBOaRW7iOk0WNjsyledx 0-1-8 0-1 8 H 2� 1 2-0-0 Scale H 1:30 B 2x4 II 2.4 II 2x4= 4xB= 2x4 II 3x4= 3x6= 2x4 I I 4x8= 2x4= 1 2 3 4 5 6 7 8 16 0 13 12 11 10 3x6= 4x8= 2x4 I I 3x4 I 4x8= 3x6= tat-e Plate Offsets(X,Y1- f4.0-1-8 Edge1 IS.-0-1 dggl f15:0-1-8-0-1-01 J16-0-1-80-1-W LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0 30 10-11 >721 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0 38 10-11 >565 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 007 9 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:741b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No,2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied REACTIONS. (lb/size) 14=977/0-5-8,9=977/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3-2681/0,3-4-2681/0,4-5=-3173M,5-6s-2684/0,6-7=-2684/0 BOT CHORD 13-14-0/1630,12-13-0/3173,11-12=0/3173,10-1 1=0/3173.9-10=0/1630 WEBS 2-14-1835/0,2-13=0/1193.3-13=-303/9,4-13=-805/0,7-9=-1834/0.7-10=011196, 6-10=-308/5,5-10=-801/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P�M1NG Z& -� WA 0 r Fcrsl54074 f, �.� �SSrGNAL��G November 17,2016 WARNING.Vwlfy design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 01•7473 rev.f&OV20f5 BEFORE USE. Design valid for use only with Weld connectors This design Is based only upon pmamaiers shown,arW is for an Individual building component,not a truss system.Before use,the building designer must verity lne appi"Maly of dough parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addilional tomporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Klu rcle fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSUTPII Quality Criteria,DS849 and SCSI Building Component 250 260 Klu9C Ci 92880 safety Information available from Truss Plate institute.218 N.Lee Street.Surle 312,Alexandria,VA 22314. Job Truss Truss Type uty Ply 1:116055321-2 K2584346 B16055321`2 FT05 Floor Supported Gable 1 1 b ReIvEence o nal ProBuild Arlington, Arlinglon,WA 96223 7,640 s Sep 29 2015 MITek Industries,Inc Wed Nov 16 08 47,15 2016 Page 1 to iXxVT_LPoiPFwbH2O0CFElyJMyR-h_8ZC1weLkusgK9oNwn2FJMDLg9nFk8X7.4GwFlyledw o-He 0-he Scale=1:30 8 1 2 3 4 5 6 7 8 9 10 22 2 20 19 18 17 16 15 14 13 12 11 3x4= 3x4= I 1 11 4 s 11 a T.itJ 7.11.4 I 9-t1.4 i n.11a 15 t1.a to 1 e ) 1-1 t•4 2-ao 2.40 2-).0 244 2 ao z mn plate Olfsets M,)Q f fU at B Edltel r21•0-t-8 0 1 Oj j22 0 1-8 0-1.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.26 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 0,05 Horz(CT) 0.00 11 n/a n/a BCDL 5.0 Code IBC2015frPI2014 (Matrix) Weight:59Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 18-1-8. (lb)- Max Grav All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i e.diagonal web). 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. �0 NG 27� WA 0 c�0 54074 s'rtGNAL��� November 17,2016 0 WARNING-Vurify daslgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11404479 rov.10103aOlS BEFORE USE. Dosw valid for use only with MiTekA connectors.This design Is based only upon parameters shown,and Is for an mdrvMual buddng component,not a buss system_Before use.the budding designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated Is to pfevonl buciding of Individual truss web andlor chord members Only Addaionaf temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the la, storage,delivery,erection and bracing of trusses and truss sysleme.sea ANSIITPh Quality Criteria.DSO-88 and SCSI Building Component Corona, na,Klu Circle Safety Information available from Truss Plate institute.218 N.Lee Street.Suite 312,AlexaOdna,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 61605532F2 K2584347 B1605532F2 FT06 GABLE 1 1 Jo f r on ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:15 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-h_BZC1weLkusgK9QNw?2FJMFpg9XFk9Xz4GwFlyledw ots Scale=1:35 3 3x4 I I 3x6 FP= 1 2 3 4 5 6 7 6 9 10 11 12 13 26 0 25 24 23 22 21 20 19 18 17 16 15 14 3x4 3x4= 3x4= 34 FP= roa S 2.E-S 4.&8 B.B.9 i &S-8 1Q8.8 12.a.9 143$ t&&B ta.6.9 20.&a aaC�20o s' ao r sao 200 } 2ao I 2o-o I 2Qo 200 ) 2-ao 240 PIatP fNlaetii fX YlY 11•Edna 0-1-0j.fl3:0-l-8 Edgel.[25:Edge,0.1-81-j26:0-1-8.0-t-0j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) IldefI 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 10.0 Lumber DOL 1.00 BC 0.05 Vert(CT) nla n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 14 nla n/a BCDL 5.0 Code IBC2015/TPI2014 (Matrix) Weight:68 Ill FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 20-8-8. (lb)- Max Grav All reactions 250 lb or less atjoint(s)25,14,24,23,22,21,20,19,18,17,16,15 FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated 2)Gable requires continuous bottom chord bearing 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. GWNG 2 WA s o 0 54074gl� Ise ASSrGNAL November 17,2016 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component.not a truss system Before use.the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall bueding design Bracing indicated is to prevent buckling of Individual russ web and/or chord members only. Addelonat temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse wdh possibie personal Injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 i I J Truss Truss Type OtyJ Ply B1605532F2 K2584348 �Bob 1605532F2 FT07 Floor 6 1 r o li al _ ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:47:16 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFEIyJMyR-9AIyPNxH620jIUkcxd WHn WvGkE Ij_YgCk?Tokyledv 6-p i r 1-11-8 _ i 0*8 Scale=1:35 3 2x4 II 3x4 I 4x8= 2x4 I 3x4= 3x4 I 3x6= 3x6 FP= 2x4 I 4x8= 2x4 1 2 3 4 5 6 7 8 9 10 18 0 17 15 15 14 13 12 11 3x8= 4x10 = 3x12 MT18H FP= 3x6= 3x4 I 4x10= 3x8 — 2x4 SP= 20e8 Plate Offsets(X.)O- j1;E„dge 0.10.1 J.j10.0.1-8 Edgej.118*0-1-8.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0 51 14-16 >485 360 MT20 1851148 TCDL 100 Lumber DOL 1.00 BC 0.88 Vert(CT) -0 69 14-16 >354 240 MT18H 220/195 BCLL 00 Rep Stress Incr YES WB 0.87 Horz(CT) 008 11 n/a n/a BCDL 5.0 Code IBC2015/TPI2014 (Matrix) Weight:92 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat)"Except* TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except 7-10:2x4 HF No.2(flat) end verticals BOT CHORD 2x4 DF 180OF 1.6E(flat)"Except* BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing 11-15:2x4 DF 240OF 2.OE(flat) WEBS 2x4 HF Stud/Std(flat) REACTIONS. (lb/size) 17=1125/0-2-8,11=1119/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3221/0,3-4=-3221/0,4-5=-4111/0,5-6=-4111/0,6-7=-3189/0,7-8=-3189/0, 8-9=-3189/0 BOTCHORD 16-17=0/1911,15-16=0/3962,14-15=0/3962,13-14=0/4111,12-13=014111,11-12=011899 WEBS 2-17=-2158/0,2-16=0/1486,4-16=-841/0,4-14=-199/600,9-11=-2138/0,9-12=0/1464, 6-12=-280/48,6-12=-1237/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)The Fabrication Tolerance at joint 15=11% 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss 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 -`POMwns 29 0 �F 54074 Off, G(STL'R� �SSrONALE�G November 17,2016 wwww A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITakS 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 IM applicability of design parameters and properly Incorporate this design into the overall Iml building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 P Job Truss Truss Type Qly Ply B1605532F2 1C25B4349I B1605532F2 FT08 Floor 1 1 job Bgf2r2ngeVptior>?.11 ProBuild Arlington, Arlington,WA 98223 T640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:16 2016 Page 1 ID:]XxVT LPaiPFwbH2O0CFElyJMyR-9AlyPNxH620jlUkcxdWHnvwDbEGE zbgCk9Tokyledv ' 2-6-0 i 1-1�i 1 10 4 Ha Scale=1:38 8 3x4= 2x4 I 2x4= 3x4 I 4x8= 2x4 I 3x4= 2x4 I Us= 3x6 FP= 410= 3x4 I I 2x4= 1 2 3 4 5 6 7 8 9 10 11 21 0 o rb 20 19 1B 17 16 15 14 13 12 3x8= 4xl0= 3xl2 MT18H FP= 3x4= 3x4 I 4xl0 = 4x10= 2x4 20-S.12I 22-&-8-I 20-5,12 2-212 - Piaie Onsets iX fl 11 Edgg 0 1 8j„($0 1 8 Edael f11 0-1-8 Edge) f12-0-1 8 Edggj f1&0 1 8 Edgg] [?a'n 1 a n_t_nt rat•n 1_g 0 1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 099 Vert(LL) -0.51 16-18 >482 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.69 16-18 >352 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 093 Horz(CT) 0.07 13 n/a n/a BCDL 5.0 Code IBC2015/TPI2014 (Matrix) Weight:101 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1 6E(flat)*Except` TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except 8-11:2x4 HF No,2(flat) end verticals BOT CHORD 2x4 DF 180OF 1 6E(flat)"Except" BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, 12-17:2x4 DF 240OF 2.OE(flat) Except: WEBS 2x4 HF Stud/Std(flat) 6-0-0 oc bracing:13-14. REACTIONS. (lb/size) 19=1050/0-2-8,13=2098/0-5-8 Max Grav 19=1100(LC 3),13=2098(LC 1) FORCES. (Ib)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3127/0,3-4=-3127/0,4-5=-3912/0,5-6=-3912/0,6-7=-2947/0,7-8=-2947/0, 8-9=-2947/0,9-10=0/942,10-11=0/938 BOT CHORD 18-1 9=0/1 864,17-18=0/3819,16-17=0/3819,15-16=0/3912,14-15=0/3912, 13-14=-388/1638 WEBS 10-13=418/0,2-19=-2104/0,2-18=0/1434,4-18=-785/0,4-16=-400/532,9-13=-2155/0, 9-14=0/1592,7-14=-284/57,6-14=-1452/0,6-15=-38/271,11-13=-112910 NOTES. 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise Indicated 3)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)19. 4)"Semi-rigid pdchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards ot4"G Z LOAD CASE(S) Standard l W O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1 00 C Uniform Loads(plf) Vert:12-19=-10,1-10=-100,10-11=-220 Concentrated Loads(lb) Vert:11=440 54074 qr� O,N, STSR`� SSIONALL'�G November 17,2016 AI WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111IIJ473 rev.1010312015 BEFORE USE. Design valid for use only with MrTokYD connectors-This design Is based only upon parameters shown,and is for an individual budding component,not a truss system-Be tim use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design Bfacing Indicated late prevent buckling of ldividual truss web andic,chord memo only.Additional temporary and permanent bracing M iTe k Is always required lot stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication.storage,dekvery,traction and bracing of busses and truss systems,see ANSUTPII Quality Criteria.DS849 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N,Lee Stre ll,Suta 312,Alexandria,VA 2231.1. Corona,CA 92860 i ,Job Truss Truss Type Qly Ply B1605532F2 K2584350 111B1605532F2 FT09 Floor 2 1 b Reference(optional) ProBuild Arlington, Arlington,WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc- Wed Nov 16 08A7:17 2016 Page 1 ID:JXxVT LP6iPFwbH200CFElyJMyR-dMJKdixvtLBaveloVL2NMkRRwedDjQjgOOIIKByledu 2-6-0 J 1-1�_I i 1 �-K8 Scale=1:38 8 3x4= 2x4 11 2x4= 3x4 1 48= 2x4 I 3x4= 2x4 I 3x6= 34 FP= 4x10 = 3x4 11 2x4= 1 2 3 4 5 6 7 6 9 10 11 21 0 o rb 20 19 18 17 16 15 14 13 12 3x8= 4x10= 3x12 MT18H FP= 3x4= 3x4 1I 410= 4x10= 2x420.5.12 II 229a 20.5.12 _ 2-2-12 Plate Offsets(X_Y);f1 doe.0-1-81[5•a1° dygJ t1 t0 1 B.Edaey J12:0-1-8.Edg9l.F16 Q--8 Edoo],t20:0.1-J.a1-Qyf21:91i 0-1-01 LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 083 Vert(LL) -0 46 16-18 >531 360 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.93 Vert(CT) -0 63 16-18 >387 240 MT18H 220/195 BCLL 0 0 Rep Stress Incr NO WB 0.94 Horz(CT) 007 13 n/a n/a BCDL 5 0 Code IBC2015/TPI2014 (Matrix) Weight:101 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.0E(flat)"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 8-11:2x4 HF No.2(flat) end verticals BOT CHORD 2x4 DF 180OF 1.6E(flat)"Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, 12-17:2x4 DF 240OF 2.0E(flat) Except: WEBS 2x4 HF Stud/Std(flat) 6-0-0 oc bracing:13-14. REACTIONS. (lb/size) 19=1041/0-2-8,13=2083/0-5-8 Max Grav 19=10971 3),13=2083(LC 1) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3117/0,3-4=-3117/0,4-5=-3889/0,5-6=-3889/0,6-7=-2919/6,7-8=-2919/6, 8-9=-2919/6,9-10=0/1106.10-11=0/1105 BOT CHORD 18-19=0/1857,17-18=0/3807,16-17=013807,15-16=0/3889,14-15=0/3889, 13-14=-507/1606 WEBS 10-13=-268/0,2-19=-2097/0,2-1 8=011 4 2 9,4-18=-783/0,4-16=-441/527,9-1 3=-2 20 710, 9-14=0/1604,7-14=-285/74,6-14=-148110,11-13=-1329/0 NOTES- 1)Unbalanced floor live loads have been considered for this design, 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19, 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d 1 131"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 GMING LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-10,1-11=-100 y Concentrated Loads(lb) Vert:11=-660 �0 4, 54074 sSIONALE�G November 17,2016 Q WARNING.Verify of"lgn pararri and READ NOTES ON TMS AND INCLUDED MiTEK REFERENCE PAGE MN•7473 rev.10,03H016 BEFORE USE. Design valid for use only with MlTakdD 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 properly Incorporate this design Into the overall bustling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oMy.Additional temporary and permanent bracing M iTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery.erection and bracing of busses and truss systems,see ANSUTIM Quality Cdtarla.DSO.82 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,216 N.Lee Street,Suite 31Z Alexandria,VA 2234. Corona,CA 92880 1 I� Job Truss Truss Type Qty Ply B1605532F2 K25B4351 B16055321`2 FT10 Floor 1 1 Job Re n (optional) 7.640 s Sep 29 2015 MTek Industries, ProBuild Arlington, Arlington,WA 98223 Inc Wed Nov 18 08:47:18 2016 Page 1 10IXxVT_LPoiPFwbH2O0CFElyJMyR-5Ztig3yXefGRXd 22Zkx_YS1ymSlNzf2Uasdyfed! 2-6-0 i1-11-12 1i 1� HB Scale=1:38 6 3x4= 2x4 II 2x4= 3x4 I 48= 2x4 I 3x4= 2x4 I 3x6= 3x6 FP= 4x10 = 3x4 I I 2x4= 1 2 g 4 5 6 7 8 9 10 11 P 4 _ _ l 21 0 20 19 18 17 16 15 14 13 12 3x8= 4xl0= 3xl2 MT18H FP= 3x4= 3x4 II WO = 4x10= 2x4 2Q5-1 2,2-12 Plate OffMa(k Y1— 11 Edge 0 1$J(5 0 1°Edgel.111 0-1 8 Edoel1,f12'0 1 8 Et(gg) (16'0 1 8 Edael f20'0.1 8 0.1-01 f21 0 1-8.0 1-01 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0,97 Vert(LL) -0.50 16-18 >486 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(CT) -0.69 16-18 >355 240 MT18H 220I195 BCLL 0.0 Rep Stress Incr NO WB 0 91 Horz(CT) 0.07 13 n/a n/a BCDL 5.0 Code IBC2015/TPI2014 (Matrix) Weight:101 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1 6E(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, 8-11:2x4 HF No 2(flat) except end verticals. BOT CHORD 2x4 OF 180OF 1 6E(flat)*Except* BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, 12-17:2x4 DF 240OF 2.OE(flat) Except: WEBS 2x4 HF Stud/Std(flat) 6-0-0 oc bracing:13-14. REACTIONS. (lb/size) 19=1063/0-2-8,13=184110.5-8 Max Grav 19=1103(LC 3),13=1841(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3140/0,3-4=-3140/0,4-5=-3940/0,5-6=-3940/0,6-7=-2985/0,7-8=-2985/0, 8-9=-2985/0,9-10=0/780,10-11=0/779 BOT CHORD 18-19=011870.17-18=0/3838,16-17=0/3838,1 5-1 6=013 94 0,14-15=0/3940, 13-14=-222/1684 WEBS 10-13=-267/0,2-19=-2111/0,2-18=0/1441,4-1 8=-7 9 310,4-16=-364/542,9-13=-2160/0, 9-14=0/1560,7-14=283/58,6-14=-1412/0,6-15=-41/261,11-13=-937/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19 4)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used In the analysis and design of this truss. 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. OMING 2N_ LOAD CASE(S) Standard 'F' OF gyp O 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=1.00 CT Uniform Loads(plf) 0� Vert:12-19=-10,1-11=-100 Concentrated Loads(lb) Vert:11=440 540744`� 0.1 FoisreR�° �SSIONALEN� November 17,2016 Q WARNING-Varfry design parameren and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Md•T477 rev.14 MMOI a BEFORE USE. Design valid for use only with MiTek®conneUors.This design Is based only upon parameters shown,and is for an individual budding compondnl,not ss syste a trum.Before use,the budding designer must verify the appllcabikly,of design parameters and property incorporate INS design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.AtltlA,onal temporary and permanent bracing MiTe k is always required der stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSVTPH Quality Criteria,DS849 and SCSI Building Component 250 Klug Circle safety Information available from Truss Plate Institute,218 N Lee Street,Suae 312,Alexandda,VA M14. Corona,CA 92880 Job Truss Truss Type Qty Ply 1 B1605532F2 K2584352 B1605532F2 FT11 GABLE 1 1 b Reference o tional ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:18 2016 Page 1 ID:jXxVT LPoIPFwbH200CFElyJMyR-5Ztig3yXefGRXot 22ZItx_IBIBLS5vzf2Uasdyledt Scale=1:21 6 3x4 II 3x4 I 1 2 3 4 5 8 7 8 d 16 15 14 13 12 11 10 9 3.4 I 3x4 I 1 10 9 9-b0 9 0-0 2 0.0 243A -0-0 0.10.4 PlateOffsets DI ]-Edge.0-1-81 f 16'E W 0181 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TIC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 100 Lumber DOL 1.00 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 9 nla nla BCDL 5.0 Code IBC2015fTP12014 (Matrix) Weight:44 Ile FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 12-8-12. (lb)- Max Grav All reactions 250 lb or less at joint(s)16,9,15,14,13,12,11,10 FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise Indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x5 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. Grl►1NG 2� 4oF was�t��o 0 r0¢+o 54074� w� Olt', CISTE �lgtGNALE�G November 17,2016 0 wARNINO•Verity dasign parameter and READ NOTES ON TMS AND INCLUDED a1ITEK REFERENCE pAOE 1114II.7473 rev.f aV212016 BEFORE USE. Design valid for use only with M1TekZ conned ws.This design is based only upon parameter shown,and is for an individual building component,not a truss system Before use,the bulldog designer must verry the appbcabdity of design parameters and property incorporate this design Into the overall budding design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Adddional temporary and permanent bracing MiTek Is always required fa slebllay and to ptavent collapse with possible personal Injury and property damage.For general guidance regarding the fabocalion,storage,delivery.erection and bracing of trusses and truss systems.see ANSUM1 Corona, CA 92ee0 Quality Criteria,DSB.89 and SCSI Building Component Circle Safety Information avadablo from Truss Plate institule,218 N Lee street.Suite 312.Alexandria.VA 22314 Cor i i '�I q� Job Truss Truss Type Oty Ply B1605532F2 K2584353 B1605532F2 FT12 Floor 3 1 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 06:47:19 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-ZIR42Pz9Pz0I9ySBcm4_P9XrgROXBT67uiE803yleds 241-0. 1-11-12 Scale=1:21 6 3x4 I 3x4= 2x4 I I 2x4 I 3x4= 3x4 I 1 2 3 4 5 6 0 10 9 8 3x4= 7 3x6 = 3x4= 3x6 12.9•t2 � 12-e-12 Plate Offsets(X.Y) 11 E g.O 1 81.f3:0 1 8 EQggJ 14 0.1.8 0.0.01.MO-1-8 EdgeL 19:0-1-8 EMWI LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.49 Vert(LL) -0.17 9-10 >863 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.25 9-10 >591 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code IBC2015/TPI2014 (Matrix) Weight:51 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=686/Mechanical,7=686/Mechanical FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1553/0,3-4=-1553/0,4-5=-1553/0 BOT CHORD 9-10=0/1068,8-9=0/1553,7-8=0/1068 WEBS 5-7=-1 20 610,2-1 0=-1 2 0 610,5-8=0/633,2-9=0/633 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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 W1,AING 2ZI WAS�77 l� co O� 54074 o EorS—ro AL November November 17,2016 A WARNING-Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.101031201E BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into tho overall building design Bracing indicated is to prevent buckling of indlvldual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPN Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suikl 312,Alexandria,VA 22314. Corona,CA 92880 I Job Truss Truss Type Qty Ply 81605532F2 K2564354 B1605532F2 FT13 Floor 1 1 J b Re fen tional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industna9,Inc Wed Nov 16 08:47:19 2016 Page 1 ID.jXxVT_LPoiPFwbH2O0CFEtyJMyR-ZIR42Pz9PZ019ySBcm4__P9XsRRRzBT97u1E803yleds 0-3-8 2-6-0 r 1 1 t 8 I Scale=1:15.4 4x6 11 3x4= 2x4 I _ 1 4 3x6 = 53x4 y 3 II 0 9 2x4 11 8 73x4 3x4= 3x6= t� tD.z.a 7-8-8 Plate Offsets(X Yl 1-8 Fdgel I&Q-7 R F999i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0 44 Vert(LL) -0.06 6-7 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code IBC2015(TPI2014 (Matrix) Weight:351b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=414/0-3-8.1=41410-3-0 FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-2=-566/0,2-3=-562/0,3-4=-562/0 BOT CHORD 7-8=0/562,6-7=0/562 WEBS 1-8=0/628,4-6=-628/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5)CAUTION,Do not erect truss backwards. T' F WASH O C� t7 54074 0 AL November November 17,2016 Q WARNING-Verity design parameers and READ NOTES ON TNIS AND INCLUDED IINrEK REFERENCE PAGE Mg-7413 fair.f ov"015 BEFORE USE. Design atl a for use only with Morem connectors-This design is based only upon parameters shown,and Is for an individual building component,not Nil a"USS system-Before use,the building designer must venty the applicability of design parameters and properly Incorporate this design term the overall buAding design Btacing mdlcated is to prevent bucming of individual truss web andlor chord members only,Additional temporary and permanent bracing M iTe k is always required for stability and to prevent couspse wah possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSIrTPI1 Quality Cdtofla,OSS49 and BCSI Building Component 250 Klug Circle safety Information ovaitable from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314 Corona,CA 92880 Job Truss Truss Type Dty Ply 61605532F2 K2584355 B1605532F2 FT14 GABLE 1 1 Job Reference(_ootional) ProBuild Arlington, Arlington,WA 9B223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:47:20 2016 Page 1 ID:jXxVT_LPoiPFwbH200CFElyJMyR-lx?SFI_nAGW9n51 NATbDyM33jrsiw?MG7MzhxVyledr 0-H6 0*8 • Scale=1:34 6 3x6 = 3x6 FP= 1 2 3 4 5 6 7 B 9 10 11 12 13 27 0 m 25 24 23 22 21 20 19 18 17 16 15 14 3x8= 3x6 FP= 3x6 = 3x4= 211 2-D-0 _ - 940 2-40 Plate Offsets(x-V)_ 113.0-1-8 Edcel t26-0-1-8 0-1-01 (27:0.1-8.0.1-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 028 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 14 n/a n/a BCDL 5 0 l Code IBC2015/TPI2014 (Matrix) Weight:70 lb FT=20e/F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 20-5-8. (lb)- Max Grav All reactions 250 lb or less at joint(s)25,14,24,22,21.20,19,18,16,15,17 FORCES. (lb)-Max Comp./Max.Ten -All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web) 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means N o�Wt►Sl�j.O FS � 07 o� vO�G �54074� � oiSTSR �SSfONAL G November 17,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with WOW connectors This design Is based only upon parameters shown,and is for an individual building component.not a Uliss system Before use,the bustling designer must verify the applicability of design parameters and properly incorporate this design into the overall buikl ng design, Bracing indicated is to prevent buckling of individual buss web andfor chord members only. Additional temporary and permanent bracing OW is always required for stability And to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPN Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 i Job Truss Truss Type Qty Ply rIll,05532F2 B1605532F2 FT15 Floor 5 Reference o ti nal_ ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:20 2016 Page 1 ID:jXxVT_LPciPFwbH2O0CFElyJMyR-1 x?SFI_nAGW9n51 NATbDyM3xgrdkwsWG7MzhxVyledr 0-1-8 1-9-0 0-1 8 Hi 2&0 I 2 5•9 r �� Scale 1:34 8 2x4 II 2x4 II 2x4= 3x4= 3x6= 3x8= 2x4 I 3x4= 3x6 FP=2x4 II 3x6= 2x4= 1 2 3 4 5 6 7 a 9 10 19 0 IXI 7 1 15 14 13 12 3x6= 3x10= 3x6 FP= Us= 2x4 I 3x8= Us= I 5.5-8 20.5•8 5.5-8 1&0.0 — plate offsets(X,m=15:a1 S.Edgey(6:0-1-B.Edg [,e:n-J-st Pdye1(180-1-8 0-1-0) ftVO-1-8.0-1-0► LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.26 12-13 >690 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 1,00 Vert(CT) -0.3412-13 >529 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.03 11 n/a n/a BCDL 5.0 Code IBC2015(rP12014 (Matrix) Weight:84lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No 2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, except BOT CHORD 2x4 HF No 2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied. REACTIONS. (lb/size) 17=143/0-3-8,16=1302/0-3-8,11=766/0-5-8 Max Uplift 1 7=-54(LC 4) Max Grav 17=276(LC 8),16=1302(LC 1),11=769(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=12/737,3-4=-12/737,4-5=-1853/0,5-6=-1853/0,6-7=-1928/0,7-8=-1928/0, 8-9=-1928/0 BOT CHORD 16-17=-190/294,15-16=0/938,14-15=0/938,13-14=0/1853,12-13=0/1853,11-12=0/1234 WEBS 3-16=-262/0,2-17=-327/216,2-16=-731/0,9-11=1388/0,9-12=01787,8-12=-328/0, 4-16=-1567/0,4-14=0/1053,5-14=-363/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 17 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. OWNG elt WAS �CO 'o rAp ,� 54074 Ar Opt, �GIrse sslONAL�y0 November 17,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTe1t®conneclofs 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 venry the apprecaMlity of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web andlor Mom members only, Additional temporary and permanent bracing M iTe k ,.always required for stability and to prevent collapse with possible personal mpiry and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems.see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle safety Information available from Truss Plate Institute,218 N Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 ii i Job Truss Truss Type Qty Ply B16055321`2 K2584357 B16055321`2 FT16 Floor 3 1 ob f rence o lional ProBuild Arlington, Arlinglon,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:47:21 2016 Page 1 ID LPoiPFwbH2O0CFElyJMyR-V8YrT5 Pxae00FcZiB6SUacDkFBtNN?QLOJETyyledq 0-3-8 1-3-0 1-7-4 ' 11� 0_H8 H r 2-6-0 r � r � Scale=1:26,0 2.4 II 4.6 I 3x4= 2x4 I 3x4= 3x4 I 3x4= 2x4 II 3x4= 2x4= 1 2 3 4 5 6 7 8 9 16 0 15 14 12 11 3x6 2x4 I 3x6= 3x6= 2x4 ll 3x43:2 = — 3, its n_s.a Fdgel I1�11.1-R Fd _f16 0-1-8.9=:Q Plate Offsets fX.Y)—�1:0-3.0_Edyaj I6:0.1.8.Edae1.I7:0.1-S.OA-Oj..[9;¢1$.Ed9$l_t••'� •-•-----••-••-- -- �� -- - - 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 04 10-11 >999 360 MT20 165/148 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(CT) 0 07 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 001 10 n/a n/a BCDL 5.0 Code IBC2015/TPI2014 (Matrix) Weight:65lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=425/0-3-8,1-347/0-3-0,13=835/0-5.8 Max Grav 10=433(LC 4),1=394(LC 8),13=835(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-532/0,2.3=528/0,3-4=-528/0,6-7=-6 1 510,7-8=-615/0 BOT CHORD 13-14=01433,1 2-1 3=0161 5,11-12-0/615,1 0-1 1=01597 WEBS 1-14=0/590,3-14=-287/0,4-14=0/291,4-13=-446/0.8-10=-669/0,6-13=-709/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks with fated heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards 0,"G ZV WAS 0 0 z 54074 � 0,t• E'CISTBR� ,Cl' November 17,2016 Q WARNING.Varlly design parameers and READ NOTES ON THIS AND INCLUDED"TEK REFERENCE PAGE M11.7477 nv,f a/"015 BEFORE USE. Design valid for use only with MTek®connectors-This design Is based only upon parameters shown,and is for an individual buddUg component,not a truss system Before use,the building deSlgner must verity the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web andfor chord members only Adddlonal lempaary and permanent bracing M iTe k ISOhvaye required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the 250 Klu Circle fabrication,storage,delivery,efegbn and bracing of trusses and truss systems,see ANSIITPIt Quality Criteria,OSB-09 and SCSI Building Component Corona,CA 92880 safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314 Job Truss Truss Type Qty Ply B16055321`2 K2584358 B16055321`2 FT17 GABLE 1 1 b Reference o lional ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:21 2016 page 1 ID:jXx V T_LPoiP FwbH2O0CFE iyJ MyR-VSYrT5_PxaeOOFcZ)68SUacGSFC N fSeO LOj ETyyledq Scale:3/4"=1' 13x4 11 2 3 4 5 6 3x4 I 12 11 10 9 8 7 3.4 I I 3x4 I 8.10-4 12 2.0.0 1-68 Plate OBets(XY)_ ILEdge 0-1-81,I1_27S ge.0-1$1 — — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) n/a n/a 999 MT20 1851148 TCDL 100 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 00 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code IBC2015ITP12014 (Matrix) Weight:31 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 8-4-12 (lb)- Max Grav All reactions 250 lb or less atjoint(s)12,7,11,10,9,8 FORCES. (lb)-Max Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i e.diagonal web). 4)Gable studs spaced at 2-0.0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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. COMING l O 46 �F 54074� �� Off, is �sSI�NAL �G November 17,2016 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED N/TEK REFERENCE PAGE 1111111,7473 is,10,10312015 BEFORE USE. Design valid for use only with M1 WD 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 apphc wity of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of ndiodual truss web andfor chord members only. Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible porsonal Injury and property damage For general guidance regard"the rabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANStrTPlt Quality Criteria.DSB-99 and BCSI Building Component 250 Klug Circle safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 i� i Job rFT 69Truss Type Qty Ply B1605532F2K25&4359 B1605532F2 8 1 Floor Girder 1 1 1 �Jo§R!qereniz_o fe o lions_ ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:22 2016 Page 1 ID:jXx\T_LPoiPFwbH2O0CFElyJMyR-zK6DgR?1 iuntOPBmHudh1 n9GEfKG�OkGgZagSo?oyledp 2-6-0 �� l—f Scale=1:12 4 4x6= 1 3x4 12 3 4x6= 10 4 2x4 11 9 2x4= o 2x4 II 2x4 II — 7 6 4x8= 4xe = B•(r8 Plate Offsets(X)1-- (1,Edge 0-1-81.(210-1-8.Edga) 13.0-1-8.Edoel.14:0-1-8 EdaSJ.j`.Fdge 0-1.81.11670.1-8 0-0-OL 1 •0-1 da,Is:Edae 0-1-e) 19:0-1.8-a1-ol LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.11 7-8 >664 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.14 7-8 >532 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code IBC20151TP12014 (Matrix) Weight:32 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1 6E(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=1468/0-5-8,5=1391/0-3-8 FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD 1-8=-308/0,5-9=-308/0,4-9=-308/0,2-3=-2238/0 BOT CHORD 7-8=0/2238,6-7=0/2238,5-6=0/2238 WEBS 3-5=-2501/0,2-8=-2514/0,2-7=-353/163,3-6=-129/384 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)"Semi-rigid pdchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks.on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=1 00 Uniform Loads(plf) Vert:5-8=-10,1-4=-220 Concentrated Loads(lb) Vert:2=-1208 10=-237 p o � y O� 54074q,� o� FcrsTSR� E'SgtONALyG November 17,2016 A&WARHINO-VsrBy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rw.1OV312015 BEFORE USE. Design valid for use only with MITeM connoctors,This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of Individual truss web andror chord members orgy. Additional temporary and palmation bracing M iTe k is always requited for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabricandn,storage,delivery.erection and bfadng of trusses and truss systems,see ANSIrTPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Ale"ridna,VA 22314 Corona,CA 92880 I I JOb Truss rr.,ssType ally Ply B1605532F2 K2584360 B1605532F2 PT02 FLOOR GIRDER 1 1 jqt2efsreitional ProBwld Arlington, Arlington,WA 98223 7.840 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:4722 2016 Page 1 ID:jXxVT LPOIPFwbH200CFEtyJMyR-z1080gR?liuntOPBmHudh1n9H3fLwOkLZagSo?Oyledp 2-0-0 1-GO _ Scale=1:11 1 3x6 6x6= 6,6= 3x6 I 1 9 2 3 10 4 0 c5 2x4 II 2x4 II 7 6 4x10 = 4x10= t Plate Offsets(k.Yl jZ.O 1 8 Edgel f3 0 1 8 Ems,)15:Edge 0-1-8)•1640-1-8 0-OAj (7-0-1-8 Edgel LCEdae 0-1-1 _ LOADING(psfj SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40 0 Plate Grip DOL 1.00 TC 080 Vert(LL) -0.06 7-8 >999 360 MT20 1851148 TCDL 100 Lumber DOL 1.00 BC 089 Vert(CT) -0 08 7-8 >848 240 BCLL 0 0 Rep Stress Incr NO WB 072 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code IBC2015/TPI2014 (Matrix) Weight:33 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 8=1686/0-5-8,5=1559/0-3-8 Max Grav 8=1700(LC 4),5=1588(LC 4) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-8=463/0,4-5=-364/0,2-3=-2532/0 BOT CHORD 7-8=0/2532,6-7=0/2532,5-6=0/2532 WEBS 2-8=-2815/0,3-5=-2815/0 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)'Seml-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0 131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)661 lb down at 1-5-8,and 621 lb down at 2-5-8,and 666 lb down at 4-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) ONUNG 2 Vert:5-8=-10,1-4=-100 O Concentrated Loads(lb) WAS Vert:2=-880(B=-586)9=-880(B=-586)10=-880(B=-586) Q� O X 54074 Ora IS fBa sStONAL �G November 17,2016 O WARNING-Verily dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I.7473 rev.10,03/2015 BEFORE USE. Design valid for use only w4h MiTekle connectors.This design Is based only upon parameters shown,and is for an Individual buifding component,not a truss system.Before use,the building designer must verify the appl,WbiLty of design parameters and property incorporate this design Into Ilse overall T budding dewgn Bracing indicated is to prevent budding or Ir1dW4dual truss web and/or chord members only. Additional lomporary and permanent bracing Iek• is Always tequired for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,eradion and bracing of trusses and truss systems,see ANStrTPt1(luality,criteria,osa-se and Beat Building Component 250 Klug Circle Safely information available from Truss Plate Inshlusa,218 N.Lee Street.Suite 312,Alexandria,VA 22314 Corona,CA 928BO Job Truss Truss Type Qly Ply B1605532F2 K25B4361 61605532F2 z01 FLOOR 1 feren e(optional ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:47:23 2016 Page 1 ID:jXx VT_LPoiPFwbH2O0CFE1yJMyR-SWgbtmogTBvkeZmyrcSwa?hSb2j77B0ipKCLXgyledo 26.2 I 4.1G.S I 7.ata a.ao 2-8-2 2-4-6 2-46 2-62 Scale=1:18 6 • 2x4 I 4x10= 1 4x12= 2 3x6= 3 3x6= 4 5 11 12 9 13 6 14 15 75x12= 16 4x12= 6x6= 2x4 I 2x4 11 212 4.70.8 72-9a .&2 2•a•8 2-4-6 2-&2 Plate Offsets(x v)— R:D 3 a.a2•ty !!}:0 3 0.0-4-01 fg:0-3.8.0-2.01 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0 17 8 >686 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0 23 8 >504 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 002 6 nla n/a BCDL 5.0 Code IBC2015/TPI2014 (Matrix) Weight:93 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins, except BOT CHORD 2x6 OF 240OF 2.0E end verticals. WEBS 2x4 HF Stud/Std"Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-9,2-8,3-7,5-7:2x4 OF 180OF 1.6E REACTIONS. (lb/size) 10=4689/0-5-8,6=3588/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-3431/0,1-2=-8799/0,2-3=-10863/0,3-4=-7167/0,4-5=7167/0,5-6=-2820/0 BOT CHORD 9-13=0/8799,8-13=0/8799,8-14=0/10863,14-15=0/10863,7-15=0/10863 WEBS 1-9=0/9382,2-9=-937/0,2-8=0/2202,3-8=0/1127,3-7=-3941/0,5-7=0/7642 NOTES- 1)2-ply truss to be connected together with 10d(0.131"xY)nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 Do. 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)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strong backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)676 lb down at 1-5-8,and 676 lb down at 2-5-8,and 676 lb down at 4-5-8 on bottom chord The design/selection of such connection device(s)is the responsibility of others. NLING Z LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=l 00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-100,6-10=-10 Concentrated Loads(lb) Vert:9=-1637(F=-676) Il=-961 12=-676(F)13=-1637(F=-676)14=404 15=-961 16=-961 �5`4074 �a O���ISTER� SSjONALG November 17,2016 ,&WARNING•verity d"1911 poramofors and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE M!1-7473 mv.f010?I2015 BEFORE USE. Design valid for use only with MrTekO 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 budding design Bracing indicated is to prevent buckling of Individual buss web and/or chord members only Additional temporary and permanent bracing ilk• is always required for stability and to prevent collapse with possible personal injury,and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSO-89 and BC91 eultding Component 250 Klug Circle safety Information available from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandra.VA 22314 Corona,CA 92880 e lvv 0o p D r CA U)CO C/) r- 0 0) —4 au f�j U > m ; -i a 5i 0 ou o cn c0�m m a m c 3 A ' D 0 � o Q W o m -a -nm W Duo n Z CD CL go �(n7 C �� min .o �< n Z (Do F,-1 ('D O m F. n o = 7-O (D W O 3 0)CD y N f^•. a n C CD N fD N_O-CD C W 7 C.F. 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D; n J N CO N— N fD O (n '° o N o JO 3 CD CD �CD 3a 3 0 ell, N A Permit#1436 Address Payment Info Address 9013 171 st Street NE Receipt# 1206561 City Arlington Date 4/21/2017 State WA Paid By LGI Homes-Washington,LLC Zip 98223 Description Plan Review Payment Type Check#4445 Accepted By Kristin Foster Fees Paid Fee Fee Description Factor Total Fee Amount Amount Paid Building Plan Review Fee 345.83.00.00 0 1,968.85 1,968.85 Total Payment:1,968.85 Permit#: 1436 Permit Date: 04/21/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn cs -Washington, LLC Applicant Address: 11410 NE 124th Street, Ste #103 Applicant, City, State, Zip: Kirkland,WA98034 Contact: Matt Adam s Phone: 425-785-0797 Em al: m at.adam s@lgihom cs.com Scope of Work: New SFR Valuation: 303353.00 Square Feet: 2894 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 05/10/2017 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- 9013 171 st Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om Iieted Date I nspector S tatus 06/06/2017 R20.SFR/DUPLEX 09/13/2017 C om Iieted FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status 04/21/2017 RESIDENTIAL SINGLE z.Rick Karns FAMILY Fees Fee D escription N otes A in cunt Building Plan Review T able 4-2 $1,968.85 Building Perm i T able 4-1 $3,029.00 Forced Air Heat f ee per Btu $25.00 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) $25.00 Mechanical Base P erm i Fee $25.00 Park-Com in nity MF Mdti-fam iy $1,662.00 Plum ling Base Perm i Fee $25.00 Mechanical Com in ecial Perm i T able 4-7;Per Unit 1 6 @$12.00 $192.00 Processing/Technology $25.00 Traffic Mitigation-C/MF Cbm in ecial/MOti-fam iy $3,355.00 Water Heater(Tank) $25.00 State Surcharge- 1st DU R esidential- 1st Unit $4.50 Total $10,371.35 Attached Letters Date Letter D escription 05/09/2017 Building Perm i Paym arts Date Paid By D escription P aym art Type A ccepted By A in amt 04/21/2017 LGI Hom cs-Washington,, Plan Review C heck#4445 K ristin Foster $1,968.85 LLC 05/10/2017 LGI Hom cs-Washington,, Building Perm i C heck#4446 K ristin Foster $8,402.50 LLC O itstanding Balance $0.00 Notes Date Note C reated By: 04/21/2017 Lot 27-Plan 2514 Palix K ristin Foster Uploaded Files Date File Nam e 05/10/2017 2277498-1436 Issued Perm i.pdf 04/21/2017 2234907-1436 Site Plan.pdf 04/21/2017 2234908-1436 Application.pdf