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HomeMy WebLinkAboutCO, ALL DOCS - 16-00395 - 653 S 4th E - SFRCertificate of Occupancy City of Rexburg Department of Community Development 35 N. 1st E. / Rexburg, ID. 83440 Phone (208) 359-3020 / Fax (208) 359-3022 Building Permit No: Applicable Addition of Code: Site Address: Use and Occupancy: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: IRC 2012 16-00395 653 S 4th E 653 S 4th E - SFR N/A No SDH Construction 1825 Midway Ave Ammon, ID 83406 Contractor: SDH Construction Special Conditions: This Certificate, issued persuant to the requirements of Section 109 of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Date C.O. Issued: _____ / _______ / ______ C.O. Issued by: __________________________ Building Inspector: __________________________ There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the building Official has reviewed and approved said future changes. Mechanical Inspector: Fire Alarm: Plumbing Inspector: Fire Dept./Sprinkler: Electrical Inspector: P&Z/Public Works: Occupancy: Finished basement complete at time of new construction = 1,395.00 sq. ft. Residential, one-and two-family = 1,888.00 sq. ft. Utility, miscellaneous = 1,024.00 sq. ft. Unfinished basement (all use group) = 235.00 sq. ft. 12 8 16 N/A N/A N/A N/A N/A THIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING A CERTIFICATE OF OCCUPANCY City of Rexburg - Community Development - 35 North 1st East - Rexburg, Id 83440 - Office (208) 372-2341 THIS BUILDING PERMIT MUST BE ON THE JOB SITE FOR ALL INSPECTIONS Building Permit Permit Number: 16-00395 For the construction of: 653 S 4th E - SFR Applicant: Job Address: 653 S 4th E General Contractor: Permit Type: Building - Single Family Residence This permit issued is subject to the regulations contained in the Building Code and Zoning Regulations of the City of Rexburg. It is specifically understood that this Permit does not allow an Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved by the Building Inspector. Date Approved Issued By Building Inspector Notice! 1) A complete set of approved drawings along with the permit must be kept on the premises during construction. 2) The permit will become null and void in the event of any deviation from the accepted drawings. 3) No foundation stuctural, electrical, nor plumbing work shall be concealed without approval. 24 Hour Notice and permit required to make inspection appointments For Inspections Call Inspection Hotline at (208) 372-2344 SDH Construction SDH Construction 6/21/16 16030 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 1Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1' °S E C T I O N 1 I. D R A W I N G S A R E P R E L I M I N A R Y A N D N O T F O R C O N S T R U C T I O N U N L E S S ST R U C T U R A L E N G I N E E R ' S S T A M P I S A F F I X E D T O D R A W I N G S . II . A N Y D I S C R E P A N C I E S I N T H E D R A W I N G S , N O T E S A N D S P E CIF I C A T I O N S , SH A L L B E R E P O R T E D T O O W N E R ' S R E P R E S E N T A T I V E F O R C L A RI F I C A T I O N . TH E C O N T R A C T O R S H A L L V E R I F Y A N D C O O R D I N A T E D I M E N S I O NS P R I O R TO P R O C E E D I N G W I T H A N Y W O R K O R F A B R I C A T I O N . II I . T H E C O N T R A C T O R I S R E S P O N S I B L E F O R A L L B R A C I N G A ND S H O R I N G DU R I N G C O N S T R U C T I O N . IV . C O N T R A C T O R T O S U B M I T A R E Q U E S T T O E N G I N E E R / A R C H I TE C T F O R AN Y S U B S T I T U T I O N O F M A T E R I A L S O R P R O D U C T S S P E C I F I E D O N T H E DR A W I N G S . V. S T R U C T U R A L D E S I G N P E R 2 0 0 9 I N T E R N A T I O N A L B U I L D I N G C O D E . VI. A L L C O N S T R U C T I O N T O C O N F O R M T O 2 0 0 9 I B C . VII . T H E F O L L O W I N G N O T E S A P P L Y U N L E S S S H O W N O T H E R W I S E. VII I . T H E S E D R A W I N G S H A V E B E E N P R E P A R E D S O L E L Y F O R T HE U S E I N TH E C O N S T R U C T I O N O F A P R O P O S E D B U I L D I N G T O W H I C H T H ES E NO T E S A R E A T T A C H E D . T H E D R A W I N G S S H A L L N O T B E U S E D IN WH O L E O R I N P A R T , F O R F A B R I C A T I O N O R C O N S T R U C T I O N A T A N Y OT H E R L O C A T I O N W I T H O U T T H E W R I T T E N C O N S E N T O F T H E E NG I N E E R . °S E C T I O N 2 I. R O O F L O A D I N G : PIT C H E D R O O F : LI V E L O A D ( S N O W ) : 3 5 P S F DE A D L O A D : 1 5 P S F TO T A L L O A D 4 5 P S F II . F L O O R L O A D I N G : LI V E L O A D : 4 0 P S F DE A D L O A D : 1 2 P S F TO T A L L O A D : 5 2 P S F II I . W I N D L O A D I N G : 1 1 5 M P H , E X P O S U R E C IV . S E I S M I C L O A D I N G : S S = 0 . 6 0 0 , S 1 = 0 . 2 0 0 V. D E S I G N S O I L P A R A M E T E R S 15 0 0 P S F B E A R I N G P R E S S U R E A S S U M E D W I T H 4 5 P C F E.F . P . A C T I V E L A T E R A L E A R T H P R E S S U R E IB C T A B L E 1 8 0 4 . 2 C L A S S 4 M A T E R I A L ( S ) °S E C T I O N 3 - C O N C R E T E I. G E N E R A L R E Q U I R E M E N T S ST R U C T U R A L C O N C R E T E F O R F O O T I N G S H A L L H A V E A M I N I M U M 2 8 D A Y CO M P R E S S I V E S T R E N G T H O F 2 , 5 0 0 P S I . C O N C R E T E F O R S L AB S ON G R A D E S H A L L H A V E A M I N I M U M C O M P R E S S I V E S T R E N G T H OF 4,0 0 0 P S I A N D A M A X I M U M W A T E R C E M E N T R A T I O O F 0 . 5 . A L L OT H E R C O N C R E T E S H A L L H A V E A M I N I M U M 2 8 D A Y C O M P R E S S IV E ST R E N G T H O F 3 , 0 0 0 P S I . M I N I M U M C E M E N T C O N T E N T S H A L L B E 5 S A C K S / C U . Y D . M A X I M U M S I Z E A G G R E G A T E S H A L L B E 3 / 4 ", SL U M P N O T T O E X C E E D 4 " . II . C A S T I N P L A C E C O N C R E T E IF S O F T , S P O N G Y O R W E T S O I L S A R E E N C O U N T E R E D C O N S T R UC T I O N I S TO B E S T O P P E D A N D E N G I N E E R C O N T A C T E D I M M E D I A T E L Y . A. C O N C R E T E F O R M W O R K T O B E O F A D E Q U A T E S I Z E A N D S T R EN G T H , PR O P E R L Y B R A C E D T O P R E V E N T S A G G I N G O R B U L G I N G . P R O TE C T AL L C O N C R E T E F R O M F R E E Z I N G T E M P E R A T U R E S . R E F E R T O DR A W I N G FO R D I M E N S I O N S O F C O N C R E T E M E M B E R S A N D S I Z E A N D L O C AT I O N OF A L L R E I N F O R C E M E N T . B. F O O T I N G S NO F O O T I N G S H A L L B E P L A C E D O N D I S T U R B E D S O I L ( I F D I ST U R B E D , CO M P A C T S O I L I N 6 " L I F T S T O 9 0 % O F M A X I M U M D R Y D E N S IT Y P E R AS T M D 1 5 5 7 ) . F O O T I N G S S H A L L B E S T E P P E D D O W N O N E ( 1 ) VE R T I C A L L Y T O O N E A N D O N E H A L F ( 1 - 1 / 2 ) H O R I Z O N T A L L Y . C. F O U N D A T I O N W A L L S RE I N F O R C E P E R D R A W I N G S . D O N O T B A C K F I L L W A L L S U N T I L M A I N FL O O R I S F R A M E D A N D S H E A T H E D A N D C O N C R E T E H A S C U R E D A A M I N I M U M O F 7 D A Y S . U S E H A N D O P E R A T E D C O M P A C T I O N EQ U I P M E N T AD J A C E N T T O N E W L Y P L A C E D C O N C R E T E B A S E M E N T W A L L S . D. C O N C R E T E P A D S A N D T H I C K E N E D S L A B S RE F E R T O D R A W I N G S A S T O S I Z E A N D R E I N F O R C E M E N T . E. C O N C R E T E S L A B S SL A B S O N G R A D E , A S N O T E D O N T H E D R A W I N G S , T O B E A R O N 6 " CO M P A C T E D G R A V E L B A S E . M I N I M U M S L A B R E I N F O R C E M E N T TO B E #3 R E - B A R @ 1 8 " o . c . B O T H W A Y S , P L A C E D 1 " C L E A R F R O M T O P F A C E (U . N . O . O N P L A N S ) . F. F I R E P L A C E F O O T I N G S A N D C M U W A L L S RE F E R T O D R A W I N G S . G. R E I N F O R C E M E N T RE I N F O R C E M E N T S H A L L B E A S T M A 6 1 5 , G R A D E 6 0 F O R # 5 B AR S A N D LA R G E R , G R A D E 4 0 F O R # 3 & # 4 B A R S . A L L R E B A R L A P P E D 3 0 T I M E S DIA M E T E R , R E B A R A T F O O T I N G S T O H A V E 3 " C L E A R C O V E R OF C O N C R E T E (U . N . O . O N D R A W I N G S ) . P R O V I D E C O R N E R B A R S W I T H 1 8 " L E G S A T T H E CO R N E R S O F A L L W A L L S A N D F O O T I N G S , S I Z E A N D P L A C E M E NT T O MA T C H H O R I Z O N T A L R E I N F O R C E M E N T . H. ° A N C H O R B O L T S AN C H O R B O L T S T O B E A S T M A 3 0 7 , 1 / 2 " D I A . x 1 0 " E M B E D DE D I N F O U N D A T I O N W A L L S @ 2 ' - 8 " o . c . ( M A X ) U . N . O . ( S E E F O U N D A T I O N P L A N F O R RE Q U I R E M E N T S A T SH E A R W A L L S ) . B O L T S T O B E W I T H I N 1 ' - 0 " O F E N D S O F S IL L P L A T E S ( C O O R D I N A T E WI T H G E N E R A L C O N T R A C T O R ) . M I N I M U M O F T W O A N C H O R B O L TS P E R S I L L P L A T E . AL L P O S T S S U P P O R T E D B Y I S O L A T E D F O O T I N G S T O HA V E P O S T A N C H O R S U N L E S S B R A C E D I N S T U D W A L L S . RE F E R T O D R A W I N G S F O R H O L D D O W N R E Q U I R E M E N T S . IN S T A L L R E Q U I R E D E M B E D D E D I T E M S P E R MA N U F A C T U R E R ' S C A T A L O G T O E N G A G E H O L D D O W N S . I. C O N S T R U C T I O N A N D C R A C K C O N T R O L J O I N T S AL L S U R F A C E S O F C O N S T R U C T I O N J O I N T S S H A L L B E C L E A N E D T O R E M O V E DU S T , C H I P S A N D O T H E R F O R E I G N M A T E R I A L P R I O R T O P L A CIN G A D J A C E N T CO N C R E T E . C R A C K C O N T R O L J O I N T S I N S L A B S S H A L L H A V E A M A X I M U M SP A C I N G O F 1 5 ' - 0 " I N B O T H D I R E C T I O N S . T H E C O N T R A C T OR S H A L L S U B M I T TH E D E T A I L S A N D P R O P O S E D L O C A T I O N S O F C O N S T R U C T I O N JO I N T S A N D CR A C K C O N T R O L J O I N T S F O R R E V I E W B E F O R E S T A R T I N G C O N ST R U C T I O N . °S E C T I O N 5 - F R A M I N G L U M B E R I. S A W N S T R U C T U R A L L U M B E R A. S A W N L U M B E R S H A L L B E D O U G L A S F I R - L A R C H ( D F - L ) N O . 2 OR BETTER FOR AL L 2 I N C H A N D 4 I N C H N O M I N A L L U M B E R A N D D F - L N O . 1 OR BETTER FOR 6 I N C H N O M I N A L A N D L A R G E R S T R U C T U R A L M E M B E R S ( U . N . O .) B. W O O D B E A R I N G O N O R I N S T A L L E D W I T H I N 1 " O F M A S O N R Y OR CONCRETE SHALL BE P R E S S U R E T R E A T E D W I T H A N A P P R O V E D P R E S E R V A T I V E . PROVIDE MILD ST E E L P L A T E W A S H E R S A T A L L B O L T H E A D S A N D N U T S B E A R ING ON WOOD. C. A L L F R A M I N G D E T A I L S S H A L L B E I N A C C O R D A N C E W I T H C HAPTER 23 OF THE 20 0 6 E D I T I O N , U N L E S S O T H E R W I S E N O T E D O N T H E D R A W I N G S. ALL FRAMING NA I L I N G S H A L L C O N F O R M T O T A B L E 2 3 0 4 . 9 . 1 O F T H E I B C UNLESS OTHERWISE SH O W N . P R O V I D E S T E E L S T R A P S A T P I P E S I N S T U D W A L L S AS REQUIRED BY IB C C H A P T E R 2 3 . P L U M B I N G A N D E L E C T R I C A L R U N S I N S T UD WALLS SHALL CO N F O R M T O C H A P T E R 2 3 . B O L T S S H A L L B E S T A N D A R D M A C HINE BOLTS (A307). AL L N A I L S S H A L L B E C O M M O N W I R E O R G A L V A N I Z E D B O X N A ILS. IF PNEUMATIC NA I L E R S A R E T O B E U S E D , C O N T R A C T O R M U S T S U B M I T A S C HEDULE OF NAILS DE S I R E D A S S U B S T I T U T I O N T O T H E A R C H I T E C T O R E N G I N E E R FOR REVIEW. A C H A N G E I N T H E N U M B E R O F N A I L S O R A C L O S E R N A I L S P ACING MAY BE R E Q U I R E D . D. M E T A L H A N G E R S A N D C O N N E C T O R S S H A L L B E F U L L Y N A I L E D OR BOLTED UN L E S S O T H E R W I S E N O T E D O N T H E D R A W I N G S . M E T A L H A N G ERS OR CONNECTORS SH O W N O N T H E D R A W I N G S S H A L L B E M A N U F A C T U R E D B Y S I M P SON COMPANY. ME T A L H A N G E R S O R C O N N E C T O R S B Y O T H E R M A N U F A C T U R E S M AY BE CO N S I D E R E D W H E R E L O A D C A P A C I T Y A N D D I M E N S I O N S A R E E QUAL OR BETTER. AL L S U B S T I T U T I O N S M U S T B E S U B M I T T E D T O T H E E N G I N E E R FOR REVIEW. E. P R O V I D E S O L I D B L O C K I N G B E L O W A L L B E A R I N G W A L L S . P ROVIDE SOLID VERTICAL BL O C K I N G I N F L O O R S P A C E T O M A T C H S T U D B U N D L E O R S O L ID COLUMN ABOVE AN D B E L O W . V E R T I C A L B L O C K I N G A T W O O D " I " J O I S T S S H A LL BE 1/16" LONGER TH A N J O I S T I S D E E P . M I N I M U M P O S T T O B E T W O 2 x S T U D S BEARING AT EACH EN D O F H E A D E R U . N . O . F O R B E A M S F R A M I N G P E R P E N D I C U L A R TO BEARING WALLS PR O V I D E F U L L W I D T H B E A M P O C K E T W I T H F I L L E R A S R E Q U I RED AND KING STUD BO T H S I D E S . S T I T C H S T U D B U N D L E S T O G E T H E R W I T H 1 6 d COMMON @ 18" o.c. MA X I M U M ( U . N . O . ) W H E R E F L O O R B E A M S A R E F R A M E D F L U S H WITHIN FLOOR AN D T O P F L A N G E H A N G E R S A R E S P E C I F I E D , B E A M S A R E T O BE BLOCKED UP TO J O I S T H E I G H T W I T H F U L L W I D T H D F - L S P A C E R A S R E Q U IRED. II. S T R U C T U R A L G L U E D - L A M I N A T E D T I M B E R AL L G L U E D - L A M I N A T E D T I M B E R S H A L L B E C O M B I N A T I O N 2 4 F -V4 FOR SIM P L Y S U P P O R T E D B E A M S , C O M B I N A T I O N 2 4 F - V 8 F O R B E A M S CONTINUOUS OV E R S U P P O R T S , A N D C O M B I N A T I O N L 2 F O R C O L U M N S ( U . N . O.) FABRICATION TO B E I N A C C O R D A N C E W I T H A I T C 1 1 7 . P R O V I D E W E T - U S E ADHESIVES. MA X I M U M M O I S T U R E C O N T E N T S H A L L B E 1 5 % . P R O V I D E M I L D STEEL PLATE WA S H E R S A T A L L B O L T H E A D S A N D N U T S B E A R I N G O N W O O D . WOOD BE A R I N G O N O R W I T H I N 1 " O F M A S O N R Y O R C O N C R E T E S H A L L BE TREATED WIT H A N A P P R O V E D P R E S E R V A T I V E . S E A L E N D G R A I N O F A LL EXTERIOR, EX P O S E D B E A M S I N C L U D I N G N O N - L O A D B E A R I N G A R C H I T E C T U RAL BEAMS. III . M A N U F A C T U R E D W O O D " I " J O I S T S WO O D " I " J O I S T S A S M A N U F A C T U R E D B Y T H E T R U S J O I S T M acMILLAN CORPORATION SH A L L B E D E S I G N E D A N D C E R T I F I E D B Y M A N U F A C T U R E R T O SUPPORT LO A D I N G S A S S H O W N O N T H E D R A W I N G S . S U B S T I T U T I O N O F PRODUCTS BY OT H E R M A N U F A C T U R E R S R E Q U I R E S A P P R O V A L O F E N G I N E E R O F RECORD. JO I S T S S H A L L B E E R E C T E D , I N S T A L L E D , A N D B R A C E D I N A CCORDANCE WIT H M A N U F A C T U R E R ' S R E C O M M E N D A T I O N S . IV . L A M I N A T E D V E N E E R L U M B E R ( L V L ) PR O D U C T S S P E C I F I E D H E R E I N A S M L O R M = L A N D P L S H A L L CONFORM TO TH E P E R F O R M A N C E C R I T E R I A O F L V L A N D P S L P R O D U C T S A S MANUFACTURED BY T R U S S J O I S T M a c M I L L A N A S M I C R O L L A M A N D P A R A L L A M . SUBSTITUTES ARE A C C E P T A B L E P R O V I D E D T H E Y H A V E T H E S A M E S T R U C T U R A L VALUES AS ML AND PL . A N Y S U B S T I T U T I O N S M U S T B E S U B M I T T E D T O T H E E N G I NEER FOR REVIEW. J. V A P O R B A R R I E R VA P O R B A R R I E R T O B E 4 M I L P O L Y E T H Y L E N E S H E E T P L A C E D O N UN D I S T U R B E D S O I L . V A P O R B A R R I E R U N D E R S L A B O N G R A D E , I F RE Q U I R E D , P L A C E D O N C O M P A C T E D G R A V E L W I T H 1 " O F DA M P S A N D B E T W E E N P O L Y E T H Y L E N E V A P O R B A R R I E R A N D C O NC R E T E . K. E M B E D D E D I T E M S F O R H D T Y P E H O L D D O W N S T O B E A S T M A 30 7 HE X H E A D E D B O L T I N T H E D I A M E T E R A S S P E C I F I E D B Y T H E M A N U F A C T U R E R FO R T H E H D . A L L B O L T S T O H A V E 3 " M I N . C O N C R E T E S I D E C O V E R . EM B E D D M E N T D E P T H S A R E 1 5 " F O R B O L T S U P T O A N D I N C L U DIN G 1 " D I A . , 24 " D E P T H F O R B O L T S O V E R 1 " . T Y P I C A L R E I N F O R C E M E N T TO P A S S UN I N T E R R U P T E D A L O N G S I D E H O L D D O W N A S A P P L I C A B L E . C O UP L E R N U T S MA Y B E U S E D T O E X T E N D T H E H O L D D O W N A N C H O R T H R O U G H T HE F L O O R PL A T E T O T H E S H E A R W A L L C H O R D . III . ° E P O X Y A N C H O R S EP O X Y G R O U T E D A N C H O R S , I F U S E D , S H A L L C O N F O R M T O H I LT I H I T OR H I L T I H V A E P O X Y S Y S T E M O R E N G I N E E R A P P R O V E D E Q U I VA L E N T . IN S T A L L P E R M A N U F A C T U R E R ' S I N S T R U C T I O N S . W I R E B R U S H A N D BL O W O U T H O L E S . °S E C T I O N 4 - R E I N F O R C E D C O N C R E T E M A S O N R Y U N I T S ( C M U ) I. G E N E R A L R E Q U I R E M E N T S A. H O L L O W C O N C R E T E M A S O N R Y U N I T S S H A L L C O N F O R M T O A S TM C 9 0 , GR A D E N W I T H A M I N I M U M C O M P R E S S I V E S T R E N G T H O F 1 9 0 0 P S I (M A S O N R Y F ' M = 1 5 0 0 P S I ) . U S E T Y P E M M O R T A R W I T H A M IN I M U M 2 8 DA Y C O M P R E S S I V E S T R E N G T H O F 2 5 0 0 P S I . G R O U T S H A L L BE A PE A G R A V E L C O N C R E T E W I T H A 2 8 D A Y C O M P R E S S I V E S T R E N GT H O F 20 0 0 P S I A N D A M I N I M U M S L U M P O F 6 I N C H E S . B. I N S T A L L C M U O F S I Z E A N D A R C H I T E C T U R A L T Y P E S P E C I F IE D . RE I N F O R C E P E R D R A W I N G S . S O L I D G R O U T A L L C E L L S B E L O W G R A D E , AL L R E I N F O R C E D C E L L S , A N D A S S P E C I F I E D I N D R A W I N G S . A L L 8 " C M U AT F I R E P L A C E S T O B E S O L I D G R O U T E D . M A X I M U M H E I G H T FO R G R O U T LI F T S T O B E 4 ' - 0 " U N L E S S C L E A N O U T S A R E U S E D . C. M A S O N R Y W A L L S T O B E L A I D I N R U N N I N G B O N D . R E I N F O R CE T H E W A L L S HO R I Z O N T A L L Y W I T H ( 2 ) # 4 B A R I N A N 8 " H I G H B O N D B E A M A T E A C H FL O O R A N D R O O F L E V E L , A T T H E T O P A N D B O T T O M O F W A L L S, A N D @ 4 ' - 0 " o . c . ( M A X ) B E T W E E N . R E I N F O R C E T H E W A L L S V E RT I C A L L Y WIT H ( 1 ) # 5 @ 4 ' - 0 " o . c . ( M A X ) F O R F U L L H E I G H T O F T HE W A L L , PL U S O N E # 5 V E R T I C A L A T E A C H J A M B , C O R N E R A N D D I S C O NT I N U O U S EN D ( U . N . O . O N D R A W I N G S ) . L A P R E I N F O R C E M E N T 4 0 B A R DIA M E T E R S A T SP L I C E S . R E F E R T O D R A W I N G S F O R L I N T E L D E T A I L S A T F I RE P L A C E S . D. P R O V I D E D O W E L S W I T H S T A N D A R D H O O K S B E T W E E N F O U N D A TIO N S A N D AL L C M U , D O W E L S D R I L L E D A F T E R T H E F A C T A R E N O T A C C E PT A B L E UN L E S S A P P R O V E D B Y T H E E N G I N E E R . S I Z E A N D S P A C I N G OF D O W E L S TO M A T C H V E R T I C A L R E I N F O R C E M E N T O F C M U . D O W E L S T O PR O J E C T A M I N I M U M O F 2 ' - 0 " I N T O C M U A N D 1 7 B A R D I A M E T E R S I N TO F O U N D A T I O N (U . N . O . ) II. V E N E E R A N C H O R A G E PR O V I D E V E N E E R A N C H O R A G E P E R I B C 3 0 0 6 ( D ) 1 . A N C H O R TIE S T O B E NO T L E S S T H A N 9 G A . G A L V A N I Z E D W I R E O R 2 2 G A . B Y 1 " G A L V A N I Z E D SH E E T M E T A L . A N C H O R T I E S S H A L L B E S P A C E D N O T M O R E TH A N 2 4 " o . c . AN D S U P P O R T N O M O R E T H A N 2 S Q . F E E T O F V E N E E R . T I E S S H A L L B E PR O V I D E D T O H O R I Z O N T A L J O I N T R E I N F O R C E M E N T W I R E O F 9 G A . O R EQ U I V A L E N T . J O I N T R E I N F O R C E M E N T T O B E C O N T I N U O U S W IT H B U T T SP L I C E S B E T W E E N T I E S . V. WOOD SHEATHING A. ALL WOOD SHEATHING SHALL BE APA RATED EXPOSURE 1 PLYWOOD OR OSB WITH THICKNESS, VENEER GRADES AND SPAN RATING AS NO TED HEREIN OR ON DRAWINGS,ROOF SHEATHING 5/8" WITH MINIMUM (40/20) SPAN RATING.FLOOR SHEATHING 3/4" T&G APA SPAN RATED TO 24".EXTERIOR WALL AND SHEAR WALL SHEATHING 7/16" WITH MINIMUM (24/0) SPAN RATING.B. ROOF AND FLOOR SHEATHING TO BE LAID UP WITH FACE GRAIN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGGERED 4'-0" INSTALL ROOF SHEATHING WITH _" SPACE AT ALL PANEL EDGES. NAIL ROOF SHEATHI NG WITH 8d @ 6" o.c.AT SUPPORTED PANEL AND 12" o.c. AT INTERMEDIATE FRA MING, FLOOR SHEATHING WITH 10d @ 6" o.c. AT SUPPORTED PANEL EDGES AND 10 " o.c. FIELD, U.N.O. HOLES ARE NOT PERMITTED IN DIAPHRAGMS UNLESS REVIEWED BY ENGINEER.C. N A I L E X T E R I O R W A L L S H E A T H I N G W I T H 8 d @ 6 " o . c . E D GES AND 12" o.c. FIELD, U.N.O.IN SHEARWALL SCHEDULE. OFFSET VERTICAL JOINTS 4'-0" INSTALL WITH _"GAP AT BUTT ENDS.VI. W O O D S H E A R W A L L S A. W H E R E P L Y W O O D P A N E L S A R E A P P L I E D T O B O T H S I D E S O F SHEARWALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING MEMBERS SHALL BE 3" (NOMINAL) WIDE AND NAILS ON EAC H SIDE SHALL BE STAGGERED.B. A L L O W A B L E S H E A R V A L U E S I N S H E A R W A L L T A B L E A R E F O R DOUGLAS FIR FRAMING MEMBERS (GROUP II). NO SUBSTITUTION OF LESSER GROUP S WILL BE ALLOWED.FASTENERS EXPOSED TO WEATHER SHALL BE ZINC COATED B Y HOT DIP GALVANIZING,MECHANICALLY DEPOSITED, OR ELECTRO-DEPOSITED.VII. P R E - M A N U F A C T U R E D W O O D T R U S S E S WOOD TRUSSES SHALL BE FACTORY ASSEMBLED USING STRES S RATED MATERIALS DESIGNED TO SUPPORT LOADING SHOWN ON DRAWINGS. INS TALL AND BRACE PER MANUFACTURER. MANUFACTURER IS RESPONSIBLE FOR REVI EWING ALL CONNECTIONS AND FRAMING IN TRUSSED ROOF SYSTEMS ABOVE PLATE HEI GHT FOR COMPLETENESS AND COMPATIBILITY WITH TRUSS DESIGNS. THIS INCLUDE S ALL EAVE OVERHANGS AND OVER-FRAMES. SHOP DRAWINGS, DETAILS AND DESIGN CALC ULATIONS OF TRUSSED ROOF SYSTEM MUST BE STAMPED BY A LICENSED CIVIL ENG INEER AND SUBMITTED TO ARCHITECT/ENGINEER FOR REVIEW PRIOR TO FABRICATION.°SECTION 6 - STRUCTURAL STEEL AND MISCELLANEOUS MET ALS STEEL SHALL CONFORM TO ASTM A992 UNLESS OTHERWISE N OTED. SQUARE OR RECTANGULAR STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B (FY=46KSI). ALL WORK SHALL BE IN ACCORDANCE WITH TH E CURRENT EDITION OF AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". SHOP DRAWINGS SHALL BE SUBMIT TED FOR THE OWNER'S REPRESENTATIVES REVIEW BEFORE COMMENCING FABRICATIO N. SHOP DRAWINGS SHALL SHOW ALL WELDING WITH AWS A2.4 SYMBOLS. ALL WELDIN G SHALL BE DONE BY STRUCTURAL WELDING CODE, AWS D1.1. ALL FIELD WELDIN G TO BE ACCOMPLISHED BY AWS CERTIFIED WELDERS. ALL STEEL ANCHORS, TIES AND OTHER MEMBERS TO BE EMBEDDED IN CONCRETE OR MASONRY SHALL BE LEFT UNPAI NTED. ALL MACHINE BOLTS SHALL BE ASTM A307 U.N.O. AND SHALL BE PROVID ED WITH LOCK WASHERS UNDER NUTS OR SELF LOCKING NUTS. ALL NUTS, BOLTS, W ASHERS AND MISC. STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED.°SECTION 7 - JOB SAFETY THE ENGINEER HAS NOT BEEN RETAINED NOR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUE NCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKIN G OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SU PERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTR ACTORS, SUPPLIERS OR THEIR EMPLOYEES, OR FOR ACCESS, VISITS, USE WORK , OR OCCUPANCY BY ANY PERSON. PA G E 1 C O V E R P A G E PA G E 2 M A I N F L O O R P L A N PA G E 3 F O U N D A T I O N / B A S E M E N T P L A N PA G E 4 E L E V A T I O N S PA G E 5 E L E V A T I O N S PA G E 6 S E C T I O N S & D E T A I L S PA G E 7 L E G E N D A N D N A I L I N G S C H E D U L E PA G E 8 F R A M I N G P L A N S PA G E 9 F R A M I N G P L A N S PA G E 1 0 P L O T P L A N Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.BJC 25/31/2016 Construction Set Structural Notes co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 DN 4 0 4 0 L S 6 0 8 0 30 6 8 90 8 0 18 0 8 0 5050LS4016FX 30 6 8 2068 5068 5050LS 10 6 8 F X 30 6 8 10 6 8 F X 30 5 0 F X 30 5 0 F X 30 3 0 L S 60 6 8 30 5 0 S H 30 5 0 S H 30 5 0 S H 2030LS 1640SH 5040LS 1640SH 2468 2868 2868 2468 16682668 4068 30 6 8 6 0 6 8 2 8 6 8 2868 24682868 30 3 0 L S 60 6 8 30 5 0 S H 30 5 0 S H 30 5 0 S H 2030LS 1640SH 5040LS 1640SH DW 30 3 0 L S 60 6 8 30 5 0 S H 30 5 0 S H 30 5 0 S H 2030LS 1640SH 5040LS 1640SH 30 6 8 30 3 0 L S 60 6 8 30 5 0 S H 30 5 0 S H 30 5 0 S H 2030LS 1640SH 5040LS 1640SH 30 3 0 L S 60 6 8 30 5 0 S H 30 5 0 S H 30 5 0 S H 2030LS 1640SH 5040LS 1640SH 30 6 8 30 6 8 30 6 8 R E F . 30 3 0 L S 60 6 8 30 5 0 S H 30 5 0 S H 30 5 0 S H 2030LS 1640SH 5040LS 1640SH UP DN UP 7'- 5 " x 5 ' - 4 " 7'- 1 0 " x 4 ' - 6 " 15 ' - 5 " x 1 3 ' - 6 " 18 2 9 s q f t 34 ' - 0 " x 2 1 ' - 0 " 11 ' - 5 " x 3 ' - 7 " 0 ' - 3 1 / 4 " 5'-3"1'-10"6'-7"7'-11" 6 ' - 0 " 6'- 5 " 6'- 0 " 1 7 ' - 6 " 8 ' - 0 " 9 ' - 6 " 1 9 ' - 6 " 9'- 7 " 12 ' - 5 " 13 ' - 0 " 2 ' - 0 " 2'-6" 10 ' - 6 " 2' - 6 " 4'-8 5/8" 73 ' - 6 " 14'-6"8'-8" 18 ' - 4 " 16 ' - 0 " 3'- 0 " 13 ' - 0 " 3'-7"3'-9"3'-9"3'-5"5'-0"3'-8" 8' - 7 " 3'- 6 " 3'- 6 " 2'- 9 " 4'- 3 " 9' - 0 " 2'- 9 " 3'- 0 " 10 ' - 6 " 2' - 6 " 9 ' - 0 " 5 ' - 0 " 36'-0"12'-2"2'-4"5'-4"16'-2"2'-10"2'-6"2'-0" 4 8 ' - 0 " 9 ' - 0 " 3 7 ' - 0 " 2 ' - 0 " 1 0 ' - 0 " 1 3 ' - 0 " 1 4 ' - 0 " 73 ' - 6 " 13 ' - 0 " 22 ' - 0 " 8'- 8 " 6'- 8 " 11'-2"12'-0" 2'- 0 " 9'- 0 " 2'- 0 " 2'- 0 " 18 ' - 0 " 2'- 0 " 2'- 8 " 3'- 6 " 2'- 6 " 3'- 4 " 3'- 4 " 5'-8"5'-6"6'-0"6'-0"8'-6 1/2"13'-2" 8'- 8 " 6'- 1 " 11'-4" 1 4 ' - 0 " 16 ' - 0 " 3'- 1 0 " 5'- 9 " 6'- 1 " 3 ' - 6 " 3'-4"11'-0"5'-10"3'-3"13'-11" 5 ' - 0 " 1 ' - 0 " 3 ' - 5 " 5 ' - 3 " 3 ' - 6 " 3' - 6 " 1 ' - 0 " GA R A G E PO R C H OP E N B E L O W PO R C H H1 H1 = S I M P S O N S T H D 1 0 O R S T H D 1 0 R J A T R I M J O I S T H2 = S I M P S O N S T H D 1 4 O R S T H D 1 4 R J A T R I M J O I S T H1 H1 H1 H2 H2 H2 D. 0 8D. 0 9 3/12 VAULTD.01 H2 H2 H2 H1 D. 0 1 D. 0 3 SH E A R W A L L S C H E D U L E SP A C I N G FI E L D N A I L SP A C I N G ED G E N A I L TY P E 6" 1 2 " 12 " 4" 12 " 3" 12 " 2" NO T E S : 1) S H E E T I N G N A I L S A R E T O B E 8 d C O M M O N N A I L S 2) A L L P A N E L E D G E S A R E T O H A V E B L O C K I N G W I T H E D G E N A I L I N G 3) T Y P E C A N D D W A L L S A R E T O H A V E 3 " N O M I N A L F R A M I N G A T A L L P A N E L E D G E S . 4) U N L E S S N O T E D O T H E R W I S E S H E E T A L L E X T E R I O R W A L L S A S T Y P E " A " W A L L S 5) S T A P L E S S H A L L B E 1 6 G A G E A N D H A V E A M I N I M U M C R O W N W I D T H O F 7 / 1 6 " A N D S H A L L B E I N S T A L L E D W I T H T H E I R C R O W N P A R A L L E L T O T H E L O N G D I M E N S I O N O F T H E F R A M I N G M E M B E R S . 6) S T A P L E S S H A L L H A V E 1 " M I N I M U M P E N E T R A T I O N I N F R A M I N G A B C D SP A C I N G FI E L D S T A P L E SP A C I N G ED G E S T A P L E 3" 1 2 " 12 " 2" NO T PE R M I T T E D NO T PE R M I T T E D NO T PE R M I T T E D NO T PE R M I T T E D TRAY CEILING 3/12 VAULT 3/ 1 2 V A U L T 3/ 1 2 V A U L T AR C H E D OP E N I N G WO R K S T A T I O N 3/ 1 2 V A U L T 3/ 1 2 V A U L T PO R C H LI V I N G A R E A 8' X 6 ' CO N C R E T E PA D C C LIVING AREA 1888 sf SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 2Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1' MA I N F L O O R P L A N MAIN FLOOR PLAN Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.BJC 25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 WH UP 33'- 8 " x 2 4 ' - 4 " GAR A G E DR A I N DRA I N 3 0 6 8 4040LS3068246824682668 50 3 0 L S 3010LS 2 6 6 8 4068 21 0 6 8 2668 2668 24685030LS 5030LS S S 2468 2468 2668 W H 3 0 6 8 50 3 0 L S 3010LS 3 0 6 8 UP 33 ' - 8 " x 2 4 ' - 4 " 3' - 2 " 15 ' - 8 " 41'-8" 73 ' - 6 " 17'-4"3'-4" 6'- 4 " 24 ' - 6 " 9'- 0 " 13 ' - 0 " 6'- 2 " 18 ' - 4 " 2'-8" 3'- 8 " 1 ' - 0 " 1 3 ' - 1 0 " 4 8 ' - 0 " 9 ' - 0 " 3 7 ' - 0 " 2 ' - 0 " 9 ' - 0 " 6'-0"14'-0"34'-0"15'-7"4'-9"13'-8"6'-8"7'-0"8'-3"7'-4" 73 ' - 6 " 13 ' - 0 " 22 ' - 0 " 8'- 0 " 8'- 0 " 10'-10"11'-8"4'-6"6'-4" 13 ' - 0 " 21 ' - 4 " 12'-4"16'-0" 24 ' - 2 1 / 2 " 4'-5 1/2" 8'- 0 " 6'- 0 " 6'- 0 " 1 8 ' - 3 1 / 4 " 4 ' - 8 3 / 4 " 1 ' - 0 " 9 ' - 0 " 4 ' - 1 0 " 1 1 ' - 2 " 13 ' - 0 " 8'- 5 " 1 4 ' - 0 " 2 3 ' - 0 " 13 ' - 0 " 10'-5"2'-0" 1 3 ' - 8 " 4 ' - 9 " 18'-3 1/4"15'-8 3/4" 15 ' - 7 " 11'-11"11'-8" 2 5 ' - 0 " 2 2 ' - 4 " GA R A G E F1 = 1'-6"X8" CONTINUOUS FOOTING WITH (2) #4 BARS F2 = 1'-4"X8" CONTINUOUS FOOTING WITH (2) #4 BARS F3 = 2'-0"X10" CONTINUOUS FOOTING WITH (2) #4 BARS F3 = 2'-6"X2'-6"X8" FOOTING WITH (3) #4 BARS EACH D IRECTION F4 = 2'-0"X2'-0"X8" FOOTING WITH (3) #4 BARS EACH D IRECTION F1 F3 D. 0 3 D.01 D. 0 1 F1 F2 F1 F1 F3 F3 F1 F3 D.02 F2 F3 F3 F2 10 " W A L L F O R SL A B S U P P O R T D. 0 8 9' F O U N D A T I O N W A L L S F3 H1 H1 = SIMPSON STHD10 OR STHD10RJ AT RIM JOIST H2 = SIMPSON STHD14 OR STHD14RJ AT RIM JOIST H1 H1 H1 H2 H2 H2 F3 H2 H2 DR A I N DR A I N F4 F4 H2 H1 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 3Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1' Ba s e m e n t F i n i s h A r e a FO U N D A T I O N P L A N FOUNDATION/BASEMENT PLAN Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.BJC 25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 8 12 8 12 812812 8 12 8 12 8 12 8'-1 1/8"TOP PLATE / CEILING MAIN FLOOR 6 12 6 12 6 12 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 4Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1' FR O N T E L E V A T I O N RI G H T E L E V A T I O N ELEVATIONS Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.BJC 25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 8 12 812 6 12 6 12 3 12 6 12 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 5Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1' BA C K E L E V A T I O N LE F T E L E V A T I O N ELEVATIONS Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.BJC 25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 1 2 . 0 " 1 2 . 0 " 1 2 . 0 " 1 2 . 0 " 2 4 . 0 " 2 4 . 0 " 9.6"9.6"9.6"9.6"19.2"19.2" 2x 4 S T U D S 2x4 STUDS D.0 7 OP T I O N A L 2 X 4 S T A G G E R E D S T U D S NO T T O S C A L E UP T O 9 ' - 6 " T A L L W A L L 2X 6 B O T T O M PL A T E & DO U B L E 2 X 6 TO P P L A T E 2X6 BOTTOM PLATE & DOUBLE 2X6 TOP PLATE UP TO 10'-4" TALL WALL EX T E R I O R W A L L A N D SH E A R W A L L S H E A T H I N G MU S T B E 7 / 1 6 " W I T H MI N I M U M ( 2 4 / 1 6 ) S P A N RA T I N G T O U S E T H I S D E T A I L 4 ' - 0 " PORTAL FRAME SYSTEM D.08 NOT TO SCALE2X4 ATTACHED TO HEADER WITH TWO ROWS OF 16d NAILS @ 3" O.C.SIMPSON MSTC28 ON OPPOSITE SIDE AS SHEETINGMIN HEADER (2) 2X12FASTEN SHEETING TO HEADER IN 3"GRID PATTERN DIRECTLY ABOVE PIER MIN 2X4 FRAMINGATTACH SHEETING TO ALL MEMBERS WITH 8d NAILS @ 3" O.C.SIMPSON STHD14SIMPSONMSTC28 ON OPPOSITE SIDE AS SHEETING MIN (2) 2X4 POST SIMPSON STHD1410" LONG 5/8" Ø A 307 "J" BOLT @ 32" O.C.EMBEDDED 10" MIN.NUT WITH 3/16"X3"X3"PLATE WASHER &STANDARD WASHER FOR POST ON ONE SIDE FOR DOUBLE PORTAL FRAME2X4 ATTACHED TO HEADER WITH TWO ROWS OF 16d NAILS @ 3" O.C.SIMPSON MSTC28 ON OPPOSITE SIDE AS SHEETINGFASTEN SHEETING TO HEADER IN 3"GRID PATTERN DIRECTLY ABOVE PIER MIN 2X4 FRAMINGATTACH SHEETING TO ALL MEMBERS WITH 8d NAILS @ 3" O.C.SIMPSON STHD1410" LONG 5/8" Ø A 307 "J" BOLT @ 32" O.C.EMBEDDED 10" MIN.NUT WITH 3/16"X3"X3"PLATE WASHER &STANDARD WASHERDOUBLE PORTAL FRAME (TWO BRACED WALL PANELS)SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) 1/2 " S H E E T R O C K DO U B L E 2 X 6 TO P P L A T E S 2X 6 S T U D S @ 1 6 " O . C . O R OP T I O N D . 0 7 1/2 " S H E E T R O C K FU L L W A L L B L O W N IN S U L A T I O N R - 2 2 2X 6 B O T T O M P L A T E S 3/ 4 " T & G F O O R SH E E T I N G 7/ 1 6 " S H E E T I N G N A I L ED G E S W I T H 8 d N A I L S @ 6 " O . C . A N D F I E L D NA I L @ 1 2 " O . C . U N L E S S NO T E D O T H E R W I S E RI M B O A R D 11 - 7 / 8 " F L O O R J O I S T WA L L S E C T I O N RE I N F O R C E M E N T S E E FO U N D A T I O N P L A N 4" G R A V E L 4" C O N C R E T E S L A B FO O T I N G S E E S C H E D U L E 10 " L O N G 1 / 2 " Ø A 3 0 7 "J " B O L T @ 3 2 " O . C . EM B E D D E D 7 " M I N . FU L L W A L L B L O W N IN S U L A T I O N R - 1 1 2X 4 T R E A T E D BO T T O M P L A T E 2X 4 S T U D S @ 1 6 " O . C . 2X 4 T O P P L A T E 2X 4 T R E A T E D SE A L P L A T E SI L L S E A L 8" C O N C R E T E F O U N D A T I O N WA L L W I T H H O R I Z O N T A L # 4 BA R S S P A C E D P E R S C H E D U L E FIR S T B A R A T 4 " F R O M T O P A N D BO T T O M P L A C E V E R T I C A L B A R S PE R S C H E D U L E #4 " J " B A R S M A T C H W A L L S P A C I N G EX T E N D I N T O F O U N D A T I O N WA L L 1 2 " M I N . ( 6 " M I N . H O O K ) FU L L H E I G H T S H A P E D BL O C K I N G BO U N D A R Y N A I L I N G 7/1 6 " O S B R O O F S H E E T I N G N A I L ED G E S @ 6 " O . C . A N D F I E L D N A I L @ 12 " O . C . U N L E S S N O T E D O T H E R W I S E PR E - E N G I N E E R E D R O O F T R U S S E S NU T W I T H 3 / 1 6 " X 3 " X 3 " PL A T E W A S H E R & ST A N D A R D W A S H E R NO T T O S C A L E BL O W N I N S U L A T I O N R - 5 0 SI M P S O N H 1 @ EA C H T R U S S D. 0 1 H V E R T I C A L H O R I Z O N T A L W I D T H H E I G H T # 4 B A R S 8'- 0 " 2 4 " O . C . 2 4 " O . C . 1 ' - 6 " 8 " 2 9'- 0 " 1 8 " O . C . 1 8 " O . C . 2 ' - 0 " 1 1 " 3 10 ' - 0 " 1 6 " O . C . 1 8 " O . C . 2 ' - 6 " 1 2 " 4 11 ' - 0 " 1 0 " O . C . 1 8 " O . C . 3 ' - 0 " 1 2 " 4 12 ' - 0 " 8 " O . C . 1 8 " O . C . 4 ' - 0 " 1 2 " 6 FO U N D A T I O N W A L L F O O T I N G 2X T R E A T E D BO T T O M P L A T E FO O T I N G S E E FO U N D A T I O N P L A N 1/ 2 " Ø S I M P S O N T I T E N H D BO L T S E M B E D E D 3 " M I N @ 6'- 0 " M A X . O . C . S P A C I N G D. 0 2 IN T E R I O R F O O T I N G D E T A I L NO T T O S C A L E 7 3 1 5 8' W A L L W I N D O W O P E N I N G D. 0 4 4 3 1 = D O U B L E 2 X 6 T O P P L A T E S 2 = H E A D E R P E R F R A M I N G P L A N 3 = 2 X 6 C R I P P L E S E E F R A M I N G P L A N 4 = 2 X 6 K I N G S T U D 5 = 2 X 6 6 = 2 X 6 @ 1 6 " O . C . 7 = 2 X 6 B O T T O M P L A T E 8 = ( 9 2 - 5 / 8 " ) 2 X 6 S T U D S @ 1 6 " O . C . 9 = E X T E R I O R S H E E T I N G 2 4 5 8 6 A A A A 1 9 52 9 2 5 1 9 2 5 1 DO U B L E 2 X TO P P L A T E S RO O F J O I S T @ 2 4 " O . C . BO U N D A R Y NA I L I N G BL O C K I N G FL O O R S H E E T I N G 16 d N A I L S @ 6 " O . C . AL T E R N A T E S I D E S BE A R I N G W A L L D E T A I L D.0 5 NO T T O S C A L E D.0 6 OP T I O N A L T R U S S T O W A L L C O N N E C T I O N NO T T O S C A L E DO U B L E 2 X 6 TO P P L A T E S 2X B L O C K I N G T O W I T H I N 2" O F R O O F S H E E T I N G BO U N D A R Y N A I L I N G 7/1 6 " O S B R O O F S H E E T I N G N A I L ED G E S @ 6 " O . C . A N D F I E L D N A I L @ 12 " O . C . U N L E S S N O T E D O T H E R W I S E PR E - E N G I N E E R E D R O O F TR U S S E S SIM P S O N H 1 @ EA C H T R U S S 2X F A S C I A B O A R D PR O V I D E W E A T H E R R E S I S T I V E BA R R I E R O V E R S H E E T I N G GA R A G E F O U N D A T I O N D E T A I L D. 0 3 (2 ) C O N T I N U E S # 4 B A R S NO T T O S C A L E 1'- 6 " X 1 0 " C O N C R E T E FO O T I N G 4" C O N C R E T E S L A B #4 " J " B A R S @ 2 ' O . C . E X T E N D I N T O F O U N D A T I O N WA L L 1 2 " M I N . ( 6 " M I N . H O O K ) 6" C O N C R E T E F O U N D A T I O N WA L L W I T H H O R I Z O N T A L #4 B A R S @ 2 4 " O . C . F I R S T BA R A T 4 " F R O M T O P A N D BO T T O M P L A C E V E R T I C A L BA R S A T 2 4 " O . C . 4" G R A V E L 10 " L O N G 1 / 2 " Ø A 3 0 7 "J " B O L T @ 3 2 " O . C . EM B E D D E D 7 " M I N . 2X T R E A T E D S E A L PL A T E SI L L S E A L NU T W I T H 3 / 1 6 " X 3 " X 3 " PL A T E W A S H E R & ST A N D A R D W A S H E R H E I G H T 39"29"79"HIDDEN PANTRY DOOR DETAILD.09 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 6Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'SECTIONS & DETAILS Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.BJC 25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 WH RE F . DWW? ? WI N D O W O P E N I N G DO O R O P E N I N G DO U B L E S W I N G DO O R O P E N I N G RE F R I G E R A T O R LA U N D R Y W A S H E R & DR Y E R DIS H W A S H E R WA L L O V E N CO O K R A N G E W I T H OV E N DO U B L E K I T C H E N SIN K SIN G L E U T I L I T Y S I N K BA T H R O O M S I N K TO I L E T BA T H T U B W I T H SH O W E R LA R G E S O A K E R T U B SH O W E R WA T E R H E A T E R PE D E S T A L S I N K FO R C E D A I R FU R N A C E IN S E R T F I R E P L A C E WO O D S T O V E D? ? D? ? i. C o r r o s i o n - r e s i s t a n t s t a p l e s w i t h n o m i n a l 7 /16 -inch crown or 1-inch crown and 1 1 /4 -inch length for 1 /2 -inch sheathing and 1-inch le n g t h f o r 25 /32 -in c h s h e a t h i n g . P a n e l s u p p o r t s a t 1 6 i n c h e s ( 2 0 i n ches if strength axis in the long direction of the panel, unless ot h e r w i s e m a r k e d ) . j. C a s i n g ( 1 1 /2 ″ × 0 . 0 8 0 ″ ) o r f i n i s h ( 1 1 /2 ″ × 0 . 0 7 2 ″ ) n a i l s s p a c e d 6 i n c h e s o n p a n e l e d g e s , 1 2 inches at intermediate supports. k. P a n e l s u p p o r t s a t 2 4 i n c h e s . C a s i n g o r f i n i s h n a i ls spaced 6 inches on panel edges, 12 inches at int ermediate supports. l. F o r r o o f s h e a t h i n g a p p l i c a t i o n s , 8 d n a i l s ( 2 1 /2 ″ × 0 . 1 1 3 ″ ) a r e t h e m i n i m u m r e q u i r e d f o r w o o d s t r u c t u ral panels. m. S t a p l e s s h a l l h a v e a m i n i m u m c r o w n w i d t h o f 7 /16 inch. n. F o r r o o f s h e a t h i n g a p p l i c a t i o n s , f a s t e n e r s s p a c e d 4 inches on center at edges, 8 inches at intermedi ate supports. o. F a s t e n e r s s p a c e d 4 i n c h e s o n c e n t e r a t e d g e s , 8 i nches at intermediate supports for subfloor and wal l sheathing and 3 inches on c e n t e r a t e d g e s , 6 i n c h e s a t i n t e r m e d i a t e s u p p o r ts for roof sheathing. p. F a s t e n e r s s p a c e d 4 i n c h e s o n c e n t e r a t e d g e s , 8 i nches at intermediate supports. a. C o m m o n o r b o x n a i l s a r e p e r m i t t e d t o b e u s e d e x c e pt w h e r e o t h e r w i s e s t a t e d . b. N a i l s s p a c e d a t 6 i n c h e s o n c e n t e r a t e d g e s , 1 2 i nc h e s a t i n t e r m e d i a t e s u p p o r t s e x c e p t 6 i n c h e s a t s up p o r t s w h e r e s p a n s a r e 48 i n c h e s o r m o r e . F o r n a i l i n g o f w o o d s t r u c t u r a l p an e l a n d p a r t i c l e b o a r d d i a p h r a g m s a n d s h e a r w a l l s , re f e r t o S e c t i o n 2 3 0 5 . Na i l s f o r w a l l s h e a t h i n g a r e p e r m i t t e d t o b e c o m m o n , b o x o r c a s i n g . c. C o m m o n o r d e f o r m e d s h a n k ( 6 d - 2 ″ × 0 . 1 1 3 ″ ; 8 d - 2 1 /2 ″ × 0 . 1 3 1 ″ ; 1 0 d - 3 ″ × 0 . 1 4 8 ″ ) . d. C o m m o n ( 6 d - 2 ″ × 0 . 1 1 3 ″ ; 8 d - 2 1 /2 ″ × 0 . 1 3 1 ″ ; 1 0 d - 3 ″ × 0 . 1 4 8 ″ ) . e. D e f o r m e d s h a n k ( 6 d - 2 ″ × 0 . 1 1 3 ″ ; 8 d - 2 1 /2 ″ × 0 . 1 3 1 ″ ; 1 0 d - 3 ″ × 0 . 1 4 8 ″ ) . f. C o r r o s i o n - r e s i s t a n t s i d i n g ( 6 d - 1 7 /8 ″ × 0 . 1 0 6 ″ ; 8 d - 2 3 /8 ″ × 0 . 1 2 8 ″ ) o r c a s i n g ( 6 d - 2 ″ × 0 . 0 9 9 ″ ; 8 d - 2 1 /2 ″ × 0 . 1 1 3 ″ ) n a i l . g. F a s t e n e r s s p a c e d 3 i n c h e s o n c e n t e r a t e x t e r i o r e dg e s a n d 6 i n c h e s o n c e n t e r a t i n t e r m e d i a t e s u p p o r t s, w h e n u s e d a s st r u c t u r a l s h e a t h i n g . S p a c i n g s h a l l b e 6 i n c h e s o n ce n t e r o n t h e e d g e s a n d 1 2 i n c h e s o n c e n t e r a t i n t e rm e d i a t e s u p p o r t s f o r no n s t r u c t u r a l a p p l i c a t i o n s . h. C o r r o s i o n - r e s i s t a n t r o o f i n g n a i l s w i t h 7 /16 -in c h - d i a m e t e r h e a d a n d 1 1 /2 -in c h l e n g t h f o r 1 /2 -in c h s h e a t h i n g a n d 1 3 / 4 -in c h l e n g t h f o r 25 /32 -in c h s h e a t h i n g . FA S T E N I N G S C H E D U L E CO N N E C T I O N F A S T E N I N G a, m LO C A T I O N CO N N E C T I O N F A S T E N I N G a, m LOCATION 1. J o i s t t o s i l l o r g i r d e r 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 20 . 1 ″ d i a g o n a l b r a c e t o e a c h s t u d a n d p l a t e 2 - 8 d c o mmon (2 1 /2 ″ × 0.131″) face nail 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 2 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 3 - 3 ″ 1 4 g a g e s t a p l e s 2. B r i d g i n g t o j o i s t 2 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l e a c h e n d 2 1 . 1 ″ × 8 ″ s h e a t h i n g t o e a c h b e a r i n g 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0.131″) face nail 2 - 3 ″ × 0 . 1 3 1 ″ n a i l s 22 . W i d e r t h a n 1 ″ × 8 ″ s h e a t h i n g t o e a c h b e a r i n g 3 - 8 d common (2 1 /2 ″ × 0 . 1 3 1 ″ ) f a c e n a i l 2 - 3 ″ 1 4 g a g e s t a p l e s 23 . B u i l t - u p c o r n e r s t u d s 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) 2 4 ″ o . c . 3. 1 ″ × 6 ″ s u b f l o o r o r l e s s t o e a c h j o i s t 2 - 8 d c o m m o n (2 1 /2 ″ × 0 . 1 3 1 ″ ) f a c e n a i l 3″ × 0 . 1 3 1 ″ n a i l s 1 6 ″ o . c . 4. W i d e r t h a n 1 ″ × 6 ″ s u b f l o o r t o e a c h j o i s t 3 - 8 d c o m m on ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) f a c e n a i l 3″ 1 4 g a g e s t a p l e s 1 6 ″ o . c . 5. 2 ″ s u b f l o o r t o j o i s t o r g i r d e r 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) b l i n d a n d f a c e n a i l 2 4 . B u i l t - u p g i r d e r a n d b e a m s 2 0 d c o m m o n ( 4 ″ × 0 . 1 9 2 ″ ) 3 2 ″ o . c . f a c e n a i l a t t o p and bottom staggered on opposite sides 6. S o l e p l a t e t o j o i s t o r b l o c k i n g 1 6 d ( 3 1 /2 ″ × 0 . 1 3 5 ″ ) a t 1 6 ″ o . c . t y p i c a l f a c e n a i l 3″ × 0 . 1 3 1 ″ n a i l a t 2 4 ″ o . c . 3″ × 0 . 1 3 1 ″ n a i l s a t 8 ″ o . c . 3″ 1 4 g a g e s t a p l e a t 2 4 ″ o . c . 3″ 1 4 g a g e s t a p l e s a t 1 2 ″ o . c . 2 - 2 0 d c o m m o n ( 4 ″ × 0 . 1 9 2 ″ ) f a c e n a i l a t e n d s a n d a t e ach splice 3- 1 6 d ( 3 1 /2 ″ × 0 . 1 3 5 ″ ) a t 1 6 ″ o . c . b r a c e d w a l l p a n e l s 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s So l e p l a t e t o j o i s t o r b l o c k i n g a t b r a c e d 4 - 3 ″ × 0 . 1 3 1″ n a i l s a t 1 6 ″ o . c . 3 - 3 ″ 1 4 g a g e s t a p l e s wa l l p a n e l 4 - 3 ″ 1 4 g a g e s t a p l e s a t 1 6 ″ o . c . 25 . 2 ″ p l a n k s 16d common (3 1 /2 ″ × 0 . 1 6 2 ″ ) a t e a c h b e a r i n g 7. T o p p l a t e t o s t u d 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) e n d n a i l 26 . C o l l a r t i e t o r a f t e r 3 - 1 0 d c o m m o n ( 3 ″ × 0 . 1 4 8 ″ ) f a ce nail 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 4 - 3 ″ 1 4 g a g e s t a p l e s 8. S t u d t o s o l e p l a t e 4 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 27 . J a c k r a f t e r t o h i p 3 - 1 0 d c o m m o n ( 3 ″ × 0 . 1 4 8 ″ ) t o e n ail 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 4 - 3 ″ 1 4 g a g e s t a p l e s 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) e n d n a i l 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 3 - 3 ″ 1 4 g a g e s t a p l e s 9. D o u b l e s t u d s 16 d ( 3 1 /2 ″ × 0 . 1 3 5 ″ ) a t 2 4 ″ o . c . f a c e n a i l 28 . R o o f r a f t e r t o 2 - b y r i d g e b e a m 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) t o e n a i l 3″ × 0 . 1 3 1 ″ n a i l a t 8 ″ o . c . 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3″ 1 4 g a g e s t a p l e a t 8 ″ o . c . 3 - 3 ″ 1 4 g a g e s t a p l e s 10 . D o u b l e t o p p l a t e s 1 6 d ( 3 1 /2 ″ × 0 . 1 3 5 ″ ) a t 1 6 ″ o . c . t y p i c a l f a c e n a i l 2 -16d common (3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l 3″ × 0 . 1 3 1 ″ n a i l a t 1 2 ″ o . c . 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3″ 1 4 g a g e s t a p l e a t 1 2 ″ o . c . 3 - 3 ″ 1 4 g a g e s t a p l e s Do u b l e t o p p l a t e s 8 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) l a p s p l i c e 29 . J o i s t t o b a n d j o i s t 3 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l 12 - 3 ″ × 0 . 1 3 1 ″ n a i l s 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 12 - 3 ″ 1 4 g a g e s t a p l e s 4 - 3 ″ 1 4 g a g e s t a p l e s 11 . B l o c k i n g b e t w e e n j o i s t s o r r a f t e r s t o t o p p l a t e 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 30 . L e d g e r s t r i p 3 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l a t e a c h j o i s t 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 3 - 3 ″ 1 4 g a g e s t a p l e s 4 - 3 ″ 1 4 g a g e s t a p l e s 12 . R i m j o i s t t o t o p p l a t e 8 d ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) a t 6 ″ o . c . t o e n a i l 1 /2 ″ a n d l e s s 6 d c, 1 3″ × 0 . 1 3 1 ″ n a i l a t 6 ″ o . c . 31 . W o o d s t r u c t u r a l p a n e l s a n d p a r t i c l e b o a r d b 2 3 /8 ″ × 0 . 1 1 3 ″ n a i l n 3″ 1 4 g a g e s t a p l e a t 6 ″ o . c . Su b f l o o r , r o o f a n d w a l l s h e a t h i n g ( t o f r a m i n g ) 13 . T o p p l a t e s , l a p s a n d i n t e r s e c t i o n s 2 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) f a c e n a i l 1 3 /4 ″ 1 6 g a g e o 3 - 3 ″ × 0 . 1 3 1 ″ n a i l s 19 /32 ″ t o 3 /4 ″ 8 d d or 6d e 3 - 3 ″ 1 4 g a g e s t a p l e s 2 3 /8 ″ × 0 . 1 1 3 ″ n a i l p 14 . C o n t i n u o u s h e a d e r , t w o p i e c e s 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) 1 6 ″ o . c . a l o n g e d g e 2″ 1 6 g a g e s t a p l e p 15 . C e i l i n g j o i s t s t o p l a t e 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 5 - 3 ″ × 0 . 1 3 1 ″ n a i l s 7 /8 ″ t o 1 ″ 8 d c 5 - 3 ″ 1 4 g a g e s t a p l e s 1 1 /8 ″ t o 1 1 /4 ″ 1 0 d d or 8d e 16 . C o n t i n u o u s h e a d e r t o s t u d 4 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l Si n g l e f l o o r ( c o m b i n a t i o n s u b f l o o r - u n d e r l a y m e n t 3 /4 ″ a n d l e s s 6 d e 17 . C e i l i n g j o i s t s , l a p s o v e r p a r t i t i o n s 3 - 1 6 d c o m m on ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) m i n . , f a c e n a i l to f r a m i n g ) 7 /8 ″ t o 1 ″ 8 d e (s e e S e c t i o n 2 3 0 8 . 1 0 . 4 . 1 , T a b l e 2 3 0 8 . 1 0 . 4 . 1 ) T a b l e 2 30 8 . 1 0 . 4 . 1 1 1 /8 ″ t o 1 1 /4 ″ 1 0 d d or 8d e 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s 32 . P a n e l s i d i n g ( t o f r a m i n g ) 1 /2 ″ o r l e s s 6 d f 4 - 3 ″ 1 4 g a g e s t a p l e s 5 /8 ″8d f 18 . C e i l i n g j o i s t s t o p a r a l l e l r a f t e r s 3 - 1 6 d c o m m o n ( 3 1 /2 ″ × 0 . 1 6 2 ″ ) min i m u m , fa c e n a i l 33 . F i b e r b o a r d s h e a t h i n g g 1 /2 ″No. 11 gage roofing nail h (s e e S e c t i o n 2 3 0 8 . 1 0 . 4 . 1 , T a b l e 2 3 0 8 . 1 0 . 4 . 1 ) T a b l e 23 0 8 . 1 0 . 4 . 1 6d common nail (2″ × 0 . 1 1 3 ″ ) 4 - 3 ″ × 0 . 1 3 1 ″ n a i l s No. 16 gage staple i 4 - 3 ″ 1 4 g a g e s t a p l e s 25 /32 ″ N o . 1 1 g a g e r o o f i n g n a i l h 19 . R a f t e r t o p l a t e 3 - 8 d c o m m o n ( 2 1 /2 ″ × 0 . 1 3 1 ″ ) t o e n a i l 8d common nail (2 1 /2 ″ × 0 . 1 3 1 ″ ) (s e e S e c t i o n 2 3 0 8 . 1 0 . 1 , T a b l e 2 3 0 8 . 1 0 . 1 ) 3 - 3 ″ × 0 . 1 3 1″ n a i l s No. 16 gage staple i 3 - 3 ″ 1 4 g a g e s t a p l e s 34 . I n t e r i o r p a n e l i n g 1 /4 ″4d j 3 /8 ″6d k PL A N S Y M B O L S SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 7Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'LEGEND AND NAILING SCHEDULE Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.BJC 25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 UP B8 B6 B6 B6 B6 B7 B7 C2 C2 C2 B9 D.01 D. 0 5 D. 0 1 C2 B1 2 YOGA SWING B1 = ( 2 ) 2 X 1 0 B2 = ( 3 ) 2 X 1 0 B3 = ( 2 ) 1 - 3 / 4 " X 1 1 - 7 / 8 " L V L B4 = P R E - E N G I N E E R E D T R U S S E S @ 2 4 " O . C . D E S I G N E D B Y MA N U F A C T U R E R B5 = ( 3 ) 2 X 1 0 F L U S H F R A M E D B6 = ( 2 ) 2 X 8 B7 = ( 2 ) 1 - 3 / 4 " X 9 - 1 / 2 " L V L B8 = 1 1 - 7 / 8 " T J I 2 1 0 @ 1 6 " O . C . B9 = 6 " T H I C K C O N C R E T E S L A B W I T H # 4 B A R S @ 1 6 " O . C . E AC H D I R E C T I O N B1 0 = ( 2 ) 1 - 3 / 4 " X 7 - 1 / 4 " L V L B1 1 = 5 - 1 / 8 " X 1 0 - 1 / 2 " G L U L A M O R ( 3 ) 1 - 3 / 4 " X 9 - 1 / 2 " L V L B1 2 = ( 1 ) 1 -3/ 4 " X 1 1 -7/ 8 " L V L S W I N G S U P P O R T J O I S T ( S E E O W N E R F O R E X A C T L O C A TI O N ) C1 ( 2 ) 2 X 4 C2 ( 3 ) 2 X 4 C3 ( 4 ) 2 X 4 C4 ( 5 ) 2 X 4 C5 ( 2 ) 2 X 6 C6 ( 3 ) 2 X 6 C7 ( 4 ) 2 X 6 C8 ( 5 ) 2 X 6 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 8Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1' MA I N F L O O R F R A M I N G P L A N Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.FRAMING PLANSBJC25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 B1 = ( 2 ) 2 X 1 0 B2 = ( 3 ) 2 X 1 0 B3 = ( 2 ) 1 - 3 / 4 " X 1 1 - 7 / 8 " L V L B4 = P R E - E N G I N E E R E D T R U S S E S @ 2 4 " O . C . D E S I G N E D B Y MA N U F A C T U R E R B5 = ( 3 ) 2 X 1 0 F L U S H F R A M E D B6 = ( 2 ) 2 X 8 B7 = ( 2 ) 1 - 3 / 4 " X 9 - 1 / 2 " L V L B8 = 1 1 - 7 / 8 " T J I 2 1 0 @ 1 6 " O . C . B9 = 6 " T H I C K C O N C R E T E S L A B W I T H # 4 B A R S @ 1 6 " O . C . E AC H D I R E C T I O N B1 0 = ( 2 ) 1 - 3 / 4 " X 7 - 1 / 4 " L V L B1 1 = 5 - 1 / 8 " X 1 0 - 1 / 2 " G L U L A M O R ( 3 ) 1 - 3 / 4 " X 9 - 1 / 2 " L V L B1 2 = ( 1 ) 1 -3/4 " X 1 1 -7/8 " L V L S W I N G S U P P O R T J O I S T ( S E E O W N E R F O R E X A C T L O C A TIO N ) C1 ( 2 ) 2 X 4 C2 ( 3 ) 2 X 4 C3 ( 4 ) 2 X 4 C4 ( 5 ) 2 X 4 C5 ( 2 ) 2 X 6 C6 ( 3 ) 2 X 6 C7 ( 4 ) 2 X 6 C8 ( 5 ) 2 X 6 DN UP DN UP 8'-0"B10 NO T R U S S B E A R I N G O N T H I S W A L L B4 B1 B1B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B1 B2 B1 B3 C6 D.0 8 C6 B5 B5 C2 C1 C6 3/12 VAULT B1 D.01 D. 0 1 D.0 3 C1 C1 C6 C6 C6 C6 TRAY CEILING 3/12 VAULT 3/ 1 2 V A U L T 3/1 2 V A U L T C6 3/1 2 V A U L T 3/1 2 V A U L T C6 C6 C6 B1 1 B1 1 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 9Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1' RO O F F R A M I N G P L A N FRAMING PLANS Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.BJC 25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 1 3 1 ' N 8 9 ° 4 5 ' 3 0 "E 1 3 1 ' N 8 9 ° 4 5 ' 1 5 "E 152.49' S0° 15' 1"E 152.48'N0° 15' 1"W DN UP DN UP 0 '-3 1 /4 " 5'-3"1'-10" 6'-7"7'-11" 6 '-0 " 6'-5"6'-0" 1 7 '-6 " 8 '-0 " 9 '-6 " 1 9 '-6 " 9'-7"12'-5"13'-0" 2'-0"2'-6"8'-6 1/2" 1 3 '-2 " 8'-8"6'-1"11'-4" 1 4 '-0 "16'-0" 3'-10"5'-9" 6'-1" 3 '-6 " 3'-4" 1 1 '-0 " 5 '-1 0 " 3 '-3 " 1 3 '-1 1 " 5 '-0 " 1'-0" 3 '-5 " 5 '-3 " 3 '-6 " 3'-6" 1 '-0 " D.0 9 ARCHED OPENING 4 2 '-9 " 2 6 '-0 " 30'-0" 48'-8" 10'-0" 2 5 '-0 " 10'-0" 2 5 '-0 " 4TH EAST DR I V E W A Y Th o m p s o n H o m e 65 3 S . 4 t h E . Re x b u r g , I D 8 3 4 4 0 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 10Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.1" = 10'BJC 25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 16030 1 3 1 ' N 8 9 ° 4 5 ' 3 0 "E 1 3 1 ' N 8 9 ° 4 5 ' 1 5 "E 152.49' S0° 15' 1"E 152.48'N0° 15' 1"W DN UP DN UP 0 '-3 1 /4 " 5'-3"1'-10" 6'-7"7'-11" 6 '-0 " 6'-5"6'-0" 1 7 '-6 " 8 '-0 " 9 '-6 " 1 9 '-6 " 9'-7"12'-5"13'-0" 2'-0"2'-6"8'-6 1/2" 1 3 '-2 " 8'-8"6'-1"11'-4" 1 4 '-0 "16'-0" 3'-10"5'-9" 6'-1" 3 '-6 " 3'-4" 1 1 '-0 " 5 '-1 0 " 3 '-3 " 1 3 '-1 1 " 5 '-0 " 1'-0" 3 '-5 " 5 '-3 " 3 '-6 " 3'-6" 1 '-0 " D.0 9 ARCHED OPENING 4 2 '-9 " 2 6 '-0 " 30'-0" 48'-8" 10'-0" 2 5 '-0 " 10'-0" 2 5 '-0 " 4TH EAST DR I V E W A Y Th o m p s o n H o m e 65 3 S . 4 t h E . Re x b u r g , I D 8 3 4 4 0 SHEET:IF DRAWINGS ARE NOT STAMPED AND SIGNED THEY ARE TO BE CONSIDERED PRELIMINARY NOT FOR CONSTRUCTION OR PERMIT. THESE DRAWINGS ARE ONLY TO BE USED FOR THE LOCATION SPECIFIED. IF SUBMITTED FOR ANY OTHER LOCATION PLEASE CONTACT CROOKSTON CUSTOM DESIGNS.SCALE:SHEET TITLE:PROJECT DESCRIPTION:NO.Phone: (435) 757-2906 Fax: (866) 801-0230 DRAWINGS PROVIDED BY:Professional Stamp For Structural Design Only5/31/2016 10Thompson Home 653 S. 4th E.Rexburg, ID 83440DATEBYDESCRIPTION 2755 Juniper Circle North Logan, Utah 84341 JOB #Crookston Custom Designs1 BJC Construction Set 5/30/2016 www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com www.CrookstonDesigns.com 1/4" = 1'Main floor = 1888 sf Foundation = 1822 sf Basement = 1630 sf Basement finished = 1395 sf Cold Storage = 88 sf Garage = 1024 sf Co n t r a c t o r s / S u b - C o n t r a c t o r s t o v e r i f y a l l f i n i s h w o rk w i t h c o n t r a c t . P l a n s a s d r a w n m a y r e p r e s e n t f u t u re options and po s s i b l e f i n i s h e d l a y o u t . E x t e n t o f F i n i s h a s d i c t a te d b y S a l e s C o n t r a c t s u p e r s e d e s d r a w i n g r e p r e s e n t a tions.1" = 10'BJC 25/31/2016 Construction Set co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 co p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 copyright © Crookston Custom Designs 5/31/2016 c o p y r i g h t © C r o o k s t o n C u s t o m D e s i g n s 5 / 3 1 / 2 0 1 6 Transaction detail for payment to City of Rexburg. Date: 06/06/2016 - 10:02:17 AM Billing Information SDH Construction SDH Construction Ammon, ID 83406 coppercreekbilling@yahoo.com City of Rexburg 35 N 1st East | PO Box 280 Rexburg, ID 83440 208-359-3020 ub@rexburg.org XBP Confirmation Number: 18218388 Transaction Number: 52515750PT Visa — XXXX-XXXX-XXXX-4838 Status: Successful Account # Item Quantity Item Amount Building Permit 1 $500.00 Notes: Permit 16-00395 for Eaglewood Lot 3 Block 3 TOTAL:$500.00 Transaction taken by: stevenp Xpress Bill Pay - Payment Processing https://www.xpressbillpay.com/common/payment_process.php 1 of 1 6/6/2016 10:02 AM STRUCTURAL CALCULATIONS FOR BUILDING CODE:2012 IBC LOADING: Wind (Speed):90 mph Wind (Exposure):C Seismic Zone:0.600 0.200 Design Category:D Roof Dead Load: Roof Live Load :20 Snow Load 30 Floor Dead Load:12 Floor Live Load:40 Crookston Custom Designs 1712 East 2450 North North Logan, Utah 84341 Thompson Home 653 S. 4th E. Rexburg, ID 83440 Ss= S1= psf psf psf + Drift psf psf WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.42 Lateral 16030.wsw Jun. 2, 2016 08:01:30 Project Information COMPANY AND PROJECT INFORMATION Company Project Crooskston Custom Designs 1712 East 2450 North North Logan, Utah 84341 DESIGN SETTINGS Design Code IBC 2012/AWC SDPWS 2008 Wind Standard ASCE 7-10 Directional (All heights) Seismic Standard ASCE 7-10 Load Combinations For Design (ASD) 0.70 Seismic + 0.60 Dead 0.60 Wind + 0.60 Dead For Deflection (Strength) 1.00 Seismic + 0.90 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Factor 1.60 Temperature Range T<=100F Moisture Content Fabrication Service 19% 10% Max Shearwall Offset [ft] Plan (within story) 0.50 Elevation (between stories) - Maximum Height-to-width Ratio Wood panels Wind Seismic Fiberboard Lumber Wind Seismic Gypsum Blocked Unblocked 3.5 3.5 - - - - - Ignore non-wood-panel shear resistance contribution... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Risk Category Category II - All others Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 115mph Exposure Exposure C Enclosure Enclosed Structure Type Regular Building System Bearing Wall Design Category D Site Class D Topographic Information [ft] Shape - Height - Length - Site Location: - Elev: 0ft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Spectral Response Acceleration S1: 0.200g Ss: 0.600g Fundamental Period E-W N-S T Used 0.095s 0.095s Approximate Ta 0.095s 0.095s Maximum T 0.136s 0.136s Response Factor R 6.50 6.50 Fa: 1.32 Fv: 2.00 Case 2 E-W loads N-S loads Eccentricity (%)15 15 Loaded at 75% Min Wind Loads: Walls Roofs 16 psf 8 psf 1 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth [in] Height [ft] shrinkage [in]length [in] Ceiling 11.08 0.0 Level 1 3.08 1'-1.0 8.00 16.5 17.3 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft]Face Type Slope Overhang [ft] Block 1 1 Story E-W Ridge Location X,Y =13.00 10.00 North Side 26.6 1.00 Extent X,Y =60.50 36.00 South Side 26.6 1.00 Ridge Y Location, Offset 28.00 0.00 East Hip 36.7 0.67 Ridge Elevation, Height 20.10 9.01 West Gable 90.0 1.50 Block 2 1 Story N-S Ridge Location X,Y =0.00 -2.20 North Gable 90.0 1.00 Extent X,Y =35.00 39.00 South Gable 90.0 1.00 Ridge X Location, Offset 17.50 0.00 East Side 33.7 1.00 Ridge Elevation, Height 22.75 11.67 West Side 33.7 1.00 Block 3 1 Story N-S Ridge Location X,Y =16.00 46.00 North Gable 90.0 1.00 Extent X,Y =16.00 14.00 South Joined 153.4 1.00 Ridge X Location, Offset 24.00 0.00 East Side 26.6 1.00 Ridge Elevation, Height 15.09 4.01 West Side 26.6 1.00 2 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct I OSB 24/16 7/16 -3 Vert 83500 8d Nail N 6 12 Y 3 2 Ext Struct I OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 12 Y 2,3 3 Ext Struct I OSB 24/16 7/16 -3 Vert 83500 8d Nail N 4 12 Y 2,3 Legend: Grp – Wall Design Group number, used to reference wall in other tables Surf – Exterior or interior surface when applied to exterior wall Ratng – Span rating, see SDPWS Table C4.2.2.2C Thick – Nominal panel thickness GU - Gypsum underlay thickness Ply – Number of plies (or layers) in construction of plywood sheets Or – Orientation of longer dimension of sheathing panels Gvtv – Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type – Fastener type from SDPWS Tables 4.3A-D: Nail – common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing – casing nail; Roof – roofing nail; Screw – drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1 (casing sizes = box sizes). Gauges: 11 ga = 0.120” x 1-3/4” (gypsum sheathing, 25/32” fiberboard ), 1-1/2” (lath & plaster, 1/2” fiberboard); 13 ga plasterboard = 0.92” x 1- 1/8”. Cooler or gypsum wallboard nail: 5d = .086” x 1-5/8”; 6d = .092” x 1-7/8”; 8d = .113” x 2-3/8”; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4” long. 5/8” gypsum sheathing can also use 6d cooler or GWB nail Df – Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg – Panel edge fastener spacing Fd – Field spacing interior to panels Bk – Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes – Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legend: Wall Grp – Wall Design Group b – Stud breadth (thickness) d – Stud depth (width) Spcg – Maximum on-centre spacing of studs for design, actual spacing may be less. SG – Specific gravity E – Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 SHEARLINE, WALL and OPENING DIMENSIONS North-south Type Wall Location Extent [ft]Length FHS [ft]Height Shearlines Group X [ft] Start End [ft] Wind Seismic [ft] Line 1 Level 1 Line 1 Seg 1 0.00 0.00 37.00 37.00 27.00 27.00 8.00 Wall 1-1 Seg 1 0.00 0.00 37.00 37.00 27.00 27.00 - Opening 1 -- 12.00 16.00 4.00 - - 4.00 Opening 2 -- 24.00 30.00 6.00 - - 4.00 Line 2 Level 1 Line 2 NSW 13.00 -2.00 46.00 48.00 0.00 0.00 8.00 Wall 2-2 NSW 13.00 37.00 46.00 9.00 0.00 0.00 - Wall 2-1 NSW 13.00 -2.00 0.00 2.00 0.00 0.00 - Line 3 Level 1 Line 3 NSW 16.00 48.20 60.00 11.80 0.00 0.00 8.00 Wall 3-1 NSW 16.00 48.20 60.00 11.80 0.00 0.00 - Line 4 Level 1 Line 4 NSW 25.10 46.00 48.20 2.20 0.00 0.00 8.00 Wall 4-1 NSW 25.10 46.00 48.20 2.20 0.00 0.00 - Line 5 Level 1 Line 5 NSW 30.50 46.00 48.00 2.00 0.00 0.00 8.00 Wall 5-1 NSW 30.50 46.00 48.00 2.00 0.00 0.00 - Line 6 Level 1 Line 6 NSW 32.00 48.00 60.00 12.00 0.00 0.00 8.00 Wall 6-1 NSW 32.00 48.00 60.00 12.00 0.00 0.00 - Line 7 Level 1 Line 7 Seg 3 35.00 -2.00 46.00 48.00 14.00 14.00 8.00 Wall 7-1 Seg 3 35.00 -2.00 12.00 14.00 14.00 14.00 - Line 8 Level 1 Line 8 NSW 61.50 10.00 12.00 2.00 0.00 0.00 8.00 Wall 8-1 NSW 61.50 10.00 12.00 2.00 0.00 0.00 - Line 9 Level 1 Line 9 Seg 1 73.50 10.00 46.00 36.00 32.00 32.00 8.00 Wall 9-1 Seg 1 73.50 10.00 46.00 36.00 32.00 32.00 - Opening 1 -- 25.30 29.30 4.00 - - 5.00 East-west Type Wall Location Extent [ft]Length FHS [ft]Height Shearlines Group Y [ft] Start End [ft] Wind Seismic [ft] Line A Level 1 Line A Seg 1 -2.00 13.00 35.00 22.00 6.00 6.00 8.00 Wall A-1 Seg 1 -2.00 13.00 35.00 22.00 6.00 6.00 - Opening 1 -- 16.00 32.00 16.00 - - 7.00 Line B Level 1 Line B NSW 0.00 0.00 13.00 13.00 0.00 0.00 8.00 Wall B-1 NSW 0.00 0.00 13.00 13.00 0.00 0.00 - Opening 1 -- 2.00 11.00 9.00 - - 1.00 Line C Level 1 Line C NSW 10.00 61.50 73.50 12.00 0.00 0.00 8.00 Wall C-1 NSW 10.00 61.50 73.50 12.00 0.00 0.00 - Opening 1 -- 65.00 70.00 5.00 - - 5.00 Line D Level 1 Line D Seg 2 12.00 0.00 73.50 73.50 7.00 7.00 8.00 Wall D-1 Seg 2 12.00 35.00 61.50 26.50 7.00 7.00 - Opening 1 -- 36.20 39.20 3.00 - - 6.00 Opening 2 -- 39.60 42.60 3.00 - - 6.00 Opening 3 -- 44.50 49.50 5.00 - - 6.00 Opening 4 -- 53.60 58.60 5.00 - - 5.00 Line E Level 1 Line E Seg 3 37.00 0.00 73.50 73.50 9.00 9.00 8.00 4 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Wall E-1 Seg 3 37.00 0.00 13.00 13.00 9.00 9.00 - Opening 1 -- 1.00 4.00 3.00 - - 4.00 Line F Level 1 Line F Prf 1 46.00 13.00 73.50 60.50 31.10 31.10 8.00 Wall F-2 Prf 1 46.00 30.50 73.50 43.00 22.00 22.00 - Opening 1 -- 33.30 43.30 10.00 - - 5.00 Opening 2 -- 53.00 55.00 2.00 - - 3.00 Opening 3 -- 61.50 70.50 9.00 - - 4.00 Wall F-1 Seg 1 46.00 13.00 25.10 12.10 9.10 9.10 - Opening 1 -- 17.30 20.30 3.00 - - 3.00 Line G Level 1 Line G NSW 48.00 16.00 32.00 16.00 0.00 0.00 8.00 Wall G-2 NSW 48.00 30.50 32.00 1.50 0.00 0.00 - Wall G-1 NSW 48.20 16.00 25.10 9.10 0.00 0.00 - Line H Level 1 Line H NSW 60.00 16.00 32.00 16.00 0.00 0.00 8.00 Wall H-1 NSW 60.00 16.00 32.00 16.00 0.00 0.00 - Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of full-height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 Loads WIND SHEAR LOADS (overlapping loads combined) Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf]Ht Case Dir Dir Start End Start End [ft] Accum. W Min W->E Wind Line 37.00 37.80 117.4 114.2 Accum. W 1 W->E Wind Line 37.00 37.80 215.6 208.9 Accum. W Min W->E Wind Line 37.00 37.80 117.4 114.2 Accum. W 1 W->E Wind Line 37.00 37.80 215.6 208.9 Accum. W Min W->E Wind Line 46.00 47.00 48.0 50.0 Accum. W 1 W->E Wind Line 46.00 47.00 75.9 77.1 Accum. W Min W->E Wind Line 46.00 47.00 48.0 50.0 Accum. W 1 W->E Wind Line 46.00 47.00 75.9 77.1 Accum. E 1 W->E Lee Line 46.00 47.00 95.4 95.3 Accum. E Min W->E Lee Line 46.00 47.00 50.0 Accum. E Min W->E Lee Line 46.00 47.00 50.0 Accum. E 1 W->E Lee Line 46.00 47.00 95.4 95.3 Accum. E Min W->E Lee Line 47.00 48.00 50.0 Accum. E 1 W->E Lee Line 47.00 48.00 95.3 Accum. E 1 W->E Lee Line 47.00 48.00 95.3 Accum. E Min W->E Lee Line 47.00 48.00 50.0 Accum. W Min E->W Lee Line 37.00 37.80 117.4 114.2 Accum. W 1 E->W Lee Line 37.00 37.80 222.5 219.4 Accum. W 1 E->W Lee Line 37.00 37.80 222.5 219.4 Accum. W Min E->W Lee Line 37.00 37.80 117.4 114.2 Accum. W Min E->W Lee Line 46.00 47.00 48.0 50.0 Accum. W Min E->W Lee Line 46.00 47.00 48.0 50.0 Accum. W 1 E->W Lee Line 46.00 47.00 89.1 95.3 Accum. W 1 E->W Lee Line 46.00 47.00 89.1 95.3 Accum. E 1 E->W Wind Line 46.00 47.00 80.1 77.1 Accum. E 1 E->W Wind Line 46.00 47.00 80.1 77.1 Accum. E Min E->W Wind Line 46.00 47.00 50.0 Accum. E Min E->W Wind Line 46.00 47.00 50.0 Accum. E 1 E->W Wind Line 47.00 48.00 77.1 Accum. E Min E->W Wind Line 47.00 48.00 50.0 Accum. E Min E->W Wind Line 47.00 48.00 50.0 Accum. E 1 E->W Wind Line 47.00 48.00 77.1 Accum. S Min S->N Wind Line 17.50 30.50 163.4 94.1 Accum. S 1 S->N Wind Line 17.50 30.50 308.3 162.2 Accum. S 1 S->N Wind Line 17.50 30.50 308.3 162.2 Accum. S Min S->N Wind Line 17.50 30.50 163.4 94.1 Accum. S Min S->N Wind Line 35.00 61.41 70.1 Accum. S 1 S->N Wind Line 35.00 61.41 111.6 Accum. S Min S->N Wind Line 35.00 61.41 70.1 Accum. S 1 S->N Wind Line 35.00 61.41 111.6 Accum. N 1 S->N Lee Line 13.00 16.00 249.5 269.8 Accum. N Min S->N Lee Line 13.00 16.00 139.4 155.4 Accum. N Min S->N Lee Line 13.00 16.00 139.4 155.4 Accum. N 1 S->N Lee Line 13.00 16.00 249.5 269.8 Accum. N 1 S->N Lee Line 17.50 24.00 287.4 277.2 Accum. N 1 S->N Lee Line 17.50 24.00 287.4 277.2 Accum. N Min S->N Lee Line 17.50 24.00 169.4 160.8 Accum. N Min S->N Lee Line 17.50 24.00 169.4 160.8 Accum. S Min N->S Lee Line 17.50 30.50 163.4 94.1 Accum. S Min N->S Lee Line 17.50 30.50 163.4 94.1 Accum. S 1 N->S Lee Line 17.50 30.50 278.8 190.7 Accum. S 1 N->S Lee Line 17.50 30.50 278.8 190.7 Accum. S 1 N->S Lee Line 35.00 61.41 161.4 Accum. S Min N->S Lee Line 35.00 61.41 70.1 Accum. S 1 N->S Lee Line 35.00 61.41 161.4 Accum. S Min N->S Lee Line 35.00 61.41 70.1 Accum. N Min N->S Wind Line 13.00 16.00 139.4 155.4 Accum. N Min N->S Wind Line 13.00 16.00 139.4 155.4 Accum. N 1 N->S Wind Line 13.00 16.00 257.7 291.5 Accum. N 1 N->S Wind Line 13.00 16.00 257.7 291.5 Accum. N Min N->S Wind Line 17.50 24.00 169.4 160.8 Accum. N 1 N->S Wind Line 17.50 24.00 320.8 301.8 Accum. N 1 N->S Wind Line 17.50 24.00 320.8 301.8 Accum. N Min N->S Wind Line 17.50 24.00 169.4 160.8 Block 1 W Min W->E Wind Line 10.00 12.00 113.4 121.4 Block 1 W Min W->E Wind Line 10.00 12.00 113.4 121.4 6 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 W 1 W->E Wind Line 10.00 12.00 206.6 223.4 Block 1 W 1 W->E Wind Line 10.00 12.00 206.6 223.4 Block 1 W Min W->E Wind Line 12.00 28.00 89.4 153.5 Block 1 W 1 W->E Wind Line 12.00 28.00 156.9 291.0 Block 1 W Min W->E Wind Line 12.00 28.00 89.4 153.5 Block 1 W 1 W->E Wind Line 12.00 28.00 156.9 291.0 Block 1 W Min W->E Wind Line 28.00 37.00 153.5 117.4 Block 1 W 1 W->E Wind Line 28.00 37.00 291.0 215.6 Block 1 W Min W->E Wind Line 28.00 37.00 153.5 117.4 Block 1 W 1 W->E Wind Line 28.00 37.00 291.0 215.6 Block 1 E 1 W->E Lee Line 9.00 10.00 200.3 206.5 Block 1 E Min W->E Lee Line 9.00 10.00 81.4 83.4 Block 1 E Min W->E Lee Line 9.00 10.00 81.4 83.4 Block 1 E 1 W->E Lee Line 9.00 10.00 200.3 206.5 Block 1 E Min W->E Lee Line 10.00 12.00 115.4 119.4 Block 1 E 1 W->E Lee Line 10.00 12.00 237.0 249.6 Block 1 E Min W->E Lee Line 10.00 12.00 115.4 119.4 Block 1 E 1 W->E Lee Line 10.00 12.00 237.0 249.6 Block 1 E 1 W->E Lee Line 28.00 37.80 307.6 246.0 Block 1 E 1 W->E Lee Line 28.00 37.80 307.6 246.0 Block 1 E Min W->E Lee Line 28.00 37.80 119.4 99.8 Block 1 E Min W->E Lee Line 28.00 37.80 119.4 99.8 Block 1 W Min E->W Lee Line 10.00 12.00 113.4 121.4 Block 1 W 1 E->W Lee Line 10.00 12.00 230.7 238.4 Block 1 W 1 E->W Lee Line 10.00 12.00 230.7 238.4 Block 1 W Min E->W Lee Line 10.00 12.00 113.4 121.4 Block 1 W 1 E->W Lee Line 12.00 28.00 207.9 268.9 Block 1 W Min E->W Lee Line 12.00 28.00 89.4 153.5 Block 1 W 1 E->W Lee Line 12.00 28.00 207.9 268.9 Block 1 W Min E->W Lee Line 12.00 28.00 89.4 153.5 Block 1 W Min E->W Lee Line 28.00 37.00 153.5 117.4 Block 1 W Min E->W Lee Line 28.00 37.00 153.5 117.4 Block 1 W 1 E->W Lee Line 28.00 37.00 268.9 234.6 Block 1 W 1 E->W Lee Line 28.00 37.00 268.9 234.6 Block 1 E 1 E->W Wind Line 9.00 10.00 140.2 144.4 Block 1 E Min E->W Wind Line 9.00 10.00 81.4 83.4 Block 1 E 1 E->W Wind Line 9.00 10.00 140.2 144.4 Block 1 E Min E->W Wind Line 9.00 10.00 81.4 83.4 Block 1 E 1 E->W Wind Line 10.00 12.00 210.8 219.1 Block 1 E 1 E->W Wind Line 10.00 12.00 210.8 219.1 Block 1 E Min E->W Wind Line 10.00 12.00 115.4 119.4 Block 1 E Min E->W Wind Line 10.00 12.00 115.4 119.4 Block 1 E 1 E->W Wind Line 28.00 37.80 219.4 178.5 Block 1 E 1 E->W Wind Line 28.00 37.80 219.4 178.5 Block 1 E Min E->W Wind Line 28.00 37.80 119.4 99.8 Block 1 E Min E->W Wind Line 28.00 37.80 119.4 99.8 Block 1 S Min S->N Wind Line 11.50 13.00 131.4 139.4 Block 1 S 1 S->N Wind Line 11.50 13.00 240.9 257.7 Block 1 S Min S->N Wind Line 11.50 13.00 131.4 139.4 Block 1 S 1 S->N Wind Line 11.50 13.00 240.9 257.7 Block 1 S 1 S->N Wind Line 61.41 61.50 111.6 111.3 Block 1 S 1 S->N Wind Line 61.41 61.50 111.6 111.3 Block 1 S Min S->N Wind Line 61.41 61.50 70.1 69.8 Block 1 S Min S->N Wind Line 61.41 61.50 70.1 69.8 Block 1 S 1 S->N Wind Line 61.50 73.50 111.3 68.8 Block 1 S Min S->N Wind Line 61.50 73.50 69.8 34.0 Block 1 S 1 S->N Wind Line 61.50 73.50 111.3 68.8 Block 1 S Min S->N Wind Line 61.50 73.50 69.8 34.0 Block 1 S 1 S->N Wind Line 73.50 74.17 2.4 0.0 Block 1 S Min S->N Wind Line 73.50 74.17 2.0 0.0 Block 1 S Min S->N Wind Line 73.50 74.17 2.0 0.0 Block 1 S 1 S->N Wind Line 73.50 74.17 2.4 0.0 Block 1 N 1 S->N Lee Line 11.50 13.00 238.1 248.3 Block 1 N 1 S->N Lee Line 11.50 13.00 238.1 248.3 Block 1 N Min S->N Lee Line 11.50 13.00 131.4 139.4 Block 1 N Min S->N Lee Line 11.50 13.00 131.4 139.4 Block 1 N Min S->N Lee Line 30.50 32.00 132.1 118.1 Block 1 N Min S->N Lee Line 30.50 32.00 132.1 118.1 Block 1 N 1 S->N Lee Line 30.50 32.00 241.2 223.2 Block 1 N 1 S->N Lee Line 30.50 32.00 241.2 223.2 Block 1 N Min S->N Lee Line 61.41 73.50 70.1 34.0 Block 1 N 1 S->N Lee Line 61.41 73.50 161.4 48.2 Block 1 N 1 S->N Lee Line 61.41 73.50 161.4 48.2 Block 1 N Min S->N Lee Line 61.41 73.50 70.1 34.0 7 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 1 N Min S->N Lee Line 73.50 74.17 2.0 0.0 Block 1 N 1 S->N Lee Line 73.50 74.17 6.3 0.0 Block 1 N 1 S->N Lee Line 73.50 74.17 6.3 0.0 Block 1 N Min S->N Lee Line 73.50 74.17 2.0 0.0 Block 1 S Min N->S Lee Line 11.50 13.00 131.4 139.4 Block 1 S Min N->S Lee Line 11.50 13.00 131.4 139.4 Block 1 S 1 N->S Lee Line 11.50 13.00 238.1 248.3 Block 1 S 1 N->S Lee Line 11.50 13.00 238.1 248.3 Block 1 S 1 N->S Lee Line 61.41 61.50 161.4 160.5 Block 1 S Min N->S Lee Line 61.41 61.50 70.1 69.8 Block 1 S Min N->S Lee Line 61.41 61.50 70.1 69.8 Block 1 S 1 N->S Lee Line 61.41 61.50 161.4 160.5 Block 1 S Min N->S Lee Line 61.50 73.50 69.8 34.0 Block 1 S 1 N->S Lee Line 61.50 73.50 160.5 48.2 Block 1 S 1 N->S Lee Line 61.50 73.50 160.5 48.2 Block 1 S Min N->S Lee Line 61.50 73.50 69.8 34.0 Block 1 S Min N->S Lee Line 73.50 74.17 2.0 0.0 Block 1 S Min N->S Lee Line 73.50 74.17 2.0 0.0 Block 1 S 1 N->S Lee Line 73.50 74.17 6.3 0.0 Block 1 S 1 N->S Lee Line 73.50 74.17 6.3 0.0 Block 1 N Min N->S Wind Line 11.50 13.00 131.4 139.4 Block 1 N Min N->S Wind Line 11.50 13.00 131.4 139.4 Block 1 N 1 N->S Wind Line 11.50 13.00 240.9 257.7 Block 1 N 1 N->S Wind Line 11.50 13.00 240.9 257.7 Block 1 N 1 N->S Wind Line 30.50 32.00 241.1 211.8 Block 1 N 1 N->S Wind Line 30.50 32.00 241.1 211.8 Block 1 N Min N->S Wind Line 30.50 32.00 132.1 118.1 Block 1 N Min N->S Wind Line 30.50 32.00 132.1 118.1 Block 1 N Min N->S Wind Line 61.41 73.50 70.1 34.0 Block 1 N Min N->S Wind Line 61.41 73.50 70.1 34.0 Block 1 N 1 N->S Wind Line 61.41 73.50 111.6 68.8 Block 1 N 1 N->S Wind Line 61.41 73.50 111.6 68.8 Block 1 N Min N->S Wind Line 73.50 74.17 2.0 0.0 Block 1 N 1 N->S Wind Line 73.50 74.17 2.4 0.0 Block 1 N Min N->S Wind Line 73.50 74.17 2.0 0.0 Block 1 N 1 N->S Wind Line 73.50 74.17 2.4 0.0 Block 2 W 1 W->E Wind Line -3.20 -2.00 73.7 Block 2 W 1 W->E Wind Line -3.20 -2.00 73.7 Block 2 W Min W->E Wind Line -3.20 -2.00 49.4 Block 2 W Min W->E Wind Line -3.20 -2.00 49.4 Block 2 W Min W->E Wind Line -2.00 0.00 81.4 Block 2 W 1 W->E Wind Line -2.00 0.00 140.2 Block 2 W 1 W->E Wind Line -2.00 0.00 140.2 Block 2 W Min W->E Wind Line -2.00 0.00 81.4 Block 2 W Min W->E Wind Line 0.00 10.00 81.4 Block 2 W 1 W->E Wind Line 0.00 10.00 140.2 Block 2 W 1 W->E Wind Line 0.00 10.00 140.2 Block 2 W Min W->E Wind Line 0.00 10.00 81.4 Block 2 W Min W->E Wind Line 37.80 38.00 64.9 64.0 Block 2 W 1 W->E Wind Line 37.80 38.00 135.1 133.5 Block 2 W 1 W->E Wind Line 37.80 38.00 135.1 133.5 Block 2 W Min W->E Wind Line 37.80 38.00 64.9 64.0 Block 2 E Min W->E Lee Line -3.20 -2.00 49.4 Block 2 E Min W->E Lee Line -3.20 -2.00 49.4 Block 2 E 1 W->E Lee Line -3.20 -2.00 157.7 Block 2 E 1 W->E Lee Line -3.20 -2.00 157.7 Block 2 E Min W->E Lee Line -2.00 9.00 81.4 Block 2 E 1 W->E Lee Line -2.00 9.00 200.3 Block 2 E 1 W->E Lee Line -2.00 9.00 200.3 Block 2 E Min W->E Lee Line -2.00 9.00 81.4 Block 2 E 1 W->E Lee Line 12.00 28.00 207.0 307.6 Block 2 E 1 W->E Lee Line 12.00 28.00 207.0 307.6 Block 2 E Min W->E Lee Line 12.00 28.00 87.4 119.4 Block 2 E Min W->E Lee Line 12.00 28.00 87.4 119.4 Block 2 E Min W->E Lee Line 37.80 38.00 50.4 50.0 Block 2 E Min W->E Lee Line 37.80 38.00 50.4 50.0 Block 2 E 1 W->E Lee Line 37.80 38.00 88.3 87.1 Block 2 E 1 W->E Lee Line 37.80 38.00 88.3 87.1 Block 2 W Min E->W Lee Line -3.20 -2.00 49.4 Block 2 W 1 E->W Lee Line -3.20 -2.00 157.7 Block 2 W 1 E->W Lee Line -3.20 -2.00 157.7 Block 2 W Min E->W Lee Line -3.20 -2.00 49.4 Block 2 W Min E->W Lee Line -2.00 0.00 81.4 8 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 2 W Min E->W Lee Line -2.00 0.00 81.4 Block 2 W 1 E->W Lee Line -2.00 0.00 200.3 Block 2 W 1 E->W Lee Line -2.00 0.00 200.3 Block 2 W Min E->W Lee Line 0.00 10.00 81.4 Block 2 W Min E->W Lee Line 0.00 10.00 81.4 Block 2 W 1 E->W Lee Line 0.00 10.00 200.3 Block 2 W 1 E->W Lee Line 0.00 10.00 200.3 Block 2 W Min E->W Lee Line 37.80 38.00 64.9 64.0 Block 2 W Min E->W Lee Line 37.80 38.00 64.9 64.0 Block 2 W 1 E->W Lee Line 37.80 38.00 61.8 61.0 Block 2 W 1 E->W Lee Line 37.80 38.00 61.8 61.0 Block 2 E 1 E->W Wind Line -3.20 -2.00 73.7 Block 2 E 1 E->W Wind Line -3.20 -2.00 73.7 Block 2 E Min E->W Wind Line -3.20 -2.00 49.4 Block 2 E Min E->W Wind Line -3.20 -2.00 49.4 Block 2 E 1 E->W Wind Line -2.00 9.00 140.2 Block 2 E Min E->W Wind Line -2.00 9.00 81.4 Block 2 E 1 E->W Wind Line -2.00 9.00 140.2 Block 2 E Min E->W Wind Line -2.00 9.00 81.4 Block 2 E Min E->W Wind Line 12.00 28.00 87.4 119.4 Block 2 E 1 E->W Wind Line 12.00 28.00 152.7 219.4 Block 2 E 1 E->W Wind Line 12.00 28.00 152.7 219.4 Block 2 E Min E->W Wind Line 12.00 28.00 87.4 119.4 Block 2 E 1 E->W Wind Line 37.80 38.00 104.8 103.9 Block 2 E Min E->W Wind Line 37.80 38.00 50.4 50.0 Block 2 E 1 E->W Wind Line 37.80 38.00 104.8 103.9 Block 2 E Min E->W Wind Line 37.80 38.00 50.4 50.0 Block 2 S 1 S->N Wind Line 0.00 11.50 66.4 195.7 Block 2 S Min S->N Wind Line 0.00 11.50 32.0 93.4 Block 2 S Min S->N Wind Line 0.00 11.50 32.0 93.4 Block 2 S 1 S->N Wind Line 0.00 11.50 66.4 195.7 Block 2 S 1 S->N Wind Line 13.00 16.00 257.7 291.5 Block 2 S Min S->N Wind Line 13.00 16.00 139.4 155.4 Block 2 S 1 S->N Wind Line 13.00 16.00 257.7 291.5 Block 2 S Min S->N Wind Line 13.00 16.00 139.4 155.4 Block 2 N 1 S->N Lee Line 0.00 11.50 40.6 118.6 Block 2 N Min S->N Lee Line 0.00 11.50 32.0 93.4 Block 2 N 1 S->N Lee Line 0.00 11.50 40.6 118.6 Block 2 N Min S->N Lee Line 0.00 11.50 32.0 93.4 Block 2 N Min S->N Lee Line 35.00 61.41 70.1 Block 2 N Min S->N Lee Line 35.00 61.41 70.1 Block 2 N 1 S->N Lee Line 35.00 61.41 161.4 Block 2 N 1 S->N Lee Line 35.00 61.41 161.4 Block 2 S 1 N->S Lee Line 0.00 11.50 40.6 118.6 Block 2 S Min N->S Lee Line 0.00 11.50 32.0 93.4 Block 2 S 1 N->S Lee Line 0.00 11.50 40.6 118.6 Block 2 S Min N->S Lee Line 0.00 11.50 32.0 93.4 Block 2 S 1 N->S Lee Line 13.00 16.00 248.3 268.6 Block 2 S Min N->S Lee Line 13.00 16.00 139.4 155.4 Block 2 S 1 N->S Lee Line 13.00 16.00 248.3 268.6 Block 2 S Min N->S Lee Line 13.00 16.00 139.4 155.4 Block 2 N Min N->S Wind Line 0.00 11.50 32.0 93.4 Block 2 N 1 N->S Wind Line 0.00 11.50 66.4 195.7 Block 2 N 1 N->S Wind Line 0.00 11.50 66.4 195.7 Block 2 N Min N->S Wind Line 0.00 11.50 32.0 93.4 Block 2 N 1 N->S Wind Line 35.00 61.41 111.6 Block 2 N Min N->S Wind Line 35.00 61.41 70.1 Block 2 N Min N->S Wind Line 35.00 61.41 70.1 Block 2 N 1 N->S Wind Line 35.00 61.41 111.6 Block 3 W 1 W->E Wind Line 38.00 46.00 133.5 75.9 Block 3 W Min W->E Wind Line 38.00 46.00 64.0 48.0 Block 3 W Min W->E Wind Line 38.00 46.00 64.0 48.0 Block 3 W 1 W->E Wind Line 38.00 46.00 133.5 75.9 Block 3 W 1 W->E Wind Line 47.00 47.50 77.1 Block 3 W 1 W->E Wind Line 47.00 47.50 77.1 Block 3 W Min W->E Wind Line 47.00 47.50 50.0 Block 3 W Min W->E Wind Line 47.00 47.50 50.0 Block 3 W Min W->E Wind Line 47.50 60.00 50.0 Block 3 W 1 W->E Wind Line 47.50 60.00 77.1 Block 3 W 1 W->E Wind Line 47.50 60.00 77.1 Block 3 W Min W->E Wind Line 47.50 60.00 50.0 Block 3 W 1 W->E Wind Line 60.00 61.00 10.6 Block 3 W 1 W->E Wind Line 60.00 61.00 10.6 9 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 3 W Min W->E Wind Line 60.00 61.00 18.0 Block 3 W Min W->E Wind Line 60.00 61.00 18.0 Block 3 E Min W->E Lee Line 38.00 46.00 50.0 Block 3 E Min W->E Lee Line 38.00 46.00 50.0 Block 3 E 1 W->E Lee Line 38.00 46.00 87.1 86.7 Block 3 E 1 W->E Lee Line 38.00 46.00 87.1 86.7 Block 3 E 1 W->E Lee Line 48.00 60.00 95.3 Block 3 E 1 W->E Lee Line 48.00 60.00 95.3 Block 3 E Min W->E Lee Line 48.00 60.00 50.0 Block 3 E Min W->E Lee Line 48.00 60.00 50.0 Block 3 E Min W->E Lee Line 60.00 61.00 18.0 Block 3 E Min W->E Lee Line 60.00 61.00 18.0 Block 3 E 1 W->E Lee Line 60.00 61.00 56.1 Block 3 E 1 W->E Lee Line 60.00 61.00 56.1 Block 3 W Min E->W Lee Line 38.00 46.00 64.0 48.0 Block 3 W 1 E->W Lee Line 38.00 46.00 61.0 80.4 Block 3 W 1 E->W Lee Line 38.00 46.00 61.0 80.4 Block 3 W Min E->W Lee Line 38.00 46.00 64.0 48.0 Block 3 W 1 E->W Lee Line 47.00 47.50 95.3 Block 3 W Min E->W Lee Line 47.00 47.50 50.0 Block 3 W 1 E->W Lee Line 47.00 47.50 95.3 Block 3 W Min E->W Lee Line 47.00 47.50 50.0 Block 3 W 1 E->W Lee Line 47.50 60.00 95.3 Block 3 W Min E->W Lee Line 47.50 60.00 50.0 Block 3 W Min E->W Lee Line 47.50 60.00 50.0 Block 3 W 1 E->W Lee Line 47.50 60.00 95.3 Block 3 W 1 E->W Lee Line 60.00 61.00 56.1 Block 3 W Min E->W Lee Line 60.00 61.00 18.0 Block 3 W 1 E->W Lee Line 60.00 61.00 56.1 Block 3 W Min E->W Lee Line 60.00 61.00 18.0 Block 3 E Min E->W Wind Line 38.00 46.00 50.0 Block 3 E 1 E->W Wind Line 38.00 46.00 103.9 80.1 Block 3 E 1 E->W Wind Line 38.00 46.00 103.9 80.1 Block 3 E Min E->W Wind Line 38.00 46.00 50.0 Block 3 E 1 E->W Wind Line 48.00 60.00 77.1 Block 3 E Min E->W Wind Line 48.00 60.00 50.0 Block 3 E Min E->W Wind Line 48.00 60.00 50.0 Block 3 E 1 E->W Wind Line 48.00 60.00 77.1 Block 3 E Min E->W Wind Line 60.00 61.00 18.0 Block 3 E 1 E->W Wind Line 60.00 61.00 10.6 Block 3 E Min E->W Wind Line 60.00 61.00 18.0 Block 3 E 1 E->W Wind Line 60.00 61.00 10.6 Block 3 S 1 S->N Wind Line 16.00 17.50 357.9 374.8 Block 3 S Min S->N Wind Line 16.00 17.50 187.4 195.4 Block 3 S 1 S->N Wind Line 16.00 17.50 357.9 374.8 Block 3 S Min S->N Wind Line 16.00 17.50 187.4 195.4 Block 3 S 1 S->N Wind Line 30.50 32.00 228.6 211.8 Block 3 S 1 S->N Wind Line 30.50 32.00 228.6 211.8 Block 3 S Min S->N Wind Line 30.50 32.00 126.1 118.1 Block 3 S Min S->N Wind Line 30.50 32.00 126.1 118.1 Block 3 S 1 S->N Wind Line 32.00 35.00 145.3 111.6 Block 3 S 1 S->N Wind Line 32.00 35.00 145.3 111.6 Block 3 S Min S->N Wind Line 32.00 35.00 86.1 70.1 Block 3 S Min S->N Wind Line 32.00 35.00 86.1 70.1 Block 3 N Min S->N Lee Line 16.00 17.50 187.4 201.4 Block 3 N 1 S->N Lee Line 16.00 17.50 311.3 329.3 Block 3 N Min S->N Lee Line 16.00 17.50 187.4 201.4 Block 3 N 1 S->N Lee Line 16.00 17.50 311.3 329.3 Block 3 N 1 S->N Lee Line 24.00 30.50 277.2 199.3 Block 3 N 1 S->N Lee Line 24.00 30.50 277.2 199.3 Block 3 N Min S->N Lee Line 24.00 30.50 160.8 100.1 Block 3 N Min S->N Lee Line 24.00 30.50 160.8 100.1 Block 3 N Min S->N Lee Line 32.00 35.00 86.1 70.1 Block 3 N 1 S->N Lee Line 32.00 35.00 181.7 161.4 Block 3 N 1 S->N Lee Line 32.00 35.00 181.7 161.4 Block 3 N Min S->N Lee Line 32.00 35.00 86.1 70.1 Block 3 S 1 N->S Lee Line 16.00 17.50 310.1 320.3 Block 3 S 1 N->S Lee Line 16.00 17.50 310.1 320.3 Block 3 S Min N->S Lee Line 16.00 17.50 187.4 195.4 Block 3 S Min N->S Lee Line 16.00 17.50 187.4 195.4 Block 3 S 1 N->S Lee Line 30.50 32.00 232.2 222.0 Block 3 S Min N->S Lee Line 30.50 32.00 126.1 118.1 Block 3 S Min N->S Lee Line 30.50 32.00 126.1 118.1 Block 3 S 1 N->S Lee Line 30.50 32.00 232.2 222.0 10 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 WIND SHEAR LOADS (overlapping loads combined) (continued) Block 3 S 1 N->S Lee Line 32.00 35.00 180.5 160.2 Block 3 S Min N->S Lee Line 32.00 35.00 86.1 70.1 Block 3 S Min N->S Lee Line 32.00 35.00 86.1 70.1 Block 3 S 1 N->S Lee Line 32.00 35.00 180.5 160.2 Block 3 N Min N->S Wind Line 16.00 17.50 187.4 201.4 Block 3 N 1 N->S Wind Line 16.00 17.50 357.9 387.2 Block 3 N Min N->S Wind Line 16.00 17.50 187.4 201.4 Block 3 N 1 N->S Wind Line 16.00 17.50 357.9 387.2 Block 3 N 1 N->S Wind Line 24.00 30.50 301.8 174.7 Block 3 N Min N->S Wind Line 24.00 30.50 160.8 100.1 Block 3 N 1 N->S Wind Line 24.00 30.50 301.8 174.7 Block 3 N Min N->S Wind Line 24.00 30.50 160.8 100.1 Block 3 N 1 N->S Wind Line 32.00 35.00 145.3 111.6 Block 3 N Min N->S Wind Line 32.00 35.00 86.1 70.1 Block 3 N Min N->S Wind Line 32.00 35.00 86.1 70.1 Block 3 N 1 N->S Wind Line 32.00 35.00 145.3 111.6 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user-entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 11 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 WIND C&C LOADS Block Building Wind Level Magnitude [psf] Face Direction Interior End Zone Block 1 West Windward 1 31.5 38.9 Block 1 West Windward 1 31.5 38.9 Block 1 East Leeward 1 31.5 38.9 Block 1 West Leeward 1 31.5 38.9 Block 1 West Leeward 1 31.5 38.9 Block 1 East Windward 1 31.5 38.9 Block 1 South Windward 1 31.5 38.9 Block 1 South Windward 1 31.5 38.9 Block 1 North Leeward 1 31.5 38.9 Block 1 South Leeward 1 31.5 38.9 Block 1 South Leeward 1 31.5 38.9 Block 1 North Windward 1 31.5 38.9 Block 2 West Windward 1 32.1 39.6 Block 2 West Windward 1 32.1 39.6 Block 2 East Leeward 1 32.1 39.6 Block 2 West Leeward 1 32.1 39.6 Block 2 West Leeward 1 32.1 39.6 Block 2 East Windward 1 32.1 39.6 Block 2 South Windward 1 32.1 39.6 Block 2 South Windward 1 32.1 39.6 Block 2 North Leeward 1 32.1 39.6 Block 2 South Leeward 1 32.1 39.6 Block 2 South Leeward 1 32.1 39.6 Block 2 North Windward 1 32.1 39.6 Block 3 West Windward 1 31.3 38.6 Block 3 East Leeward 1 31.3 38.6 Block 3 East Leeward 1 31.3 38.6 Block 3 West Leeward 1 31.3 38.6 Block 3 East Windward 1 31.3 38.6 Block 3 East Windward 1 31.3 38.6 Block 3 South Windward 1 31.3 38.6 Block 3 North Leeward 1 31.3 38.6 Block 3 South Leeward 1 31.3 38.6 Block 3 North Windward 1 31.3 38.6 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft]Mag [lbs,psf,psi] Line Width [ft] Start End Start End A 1 Line 13.00 35.00 120.0 D 1 Line 35.00 61.50 366.0 F 1 Line 13.00 73.50 366.0 1 1 Line 0.00 37.00 260.0 7 1 Line -2.00 12.00 340.0 9 1 Line 10.00 46.00 120.0 12 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 BUILDING MASSES Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf]Width Dir Element Line Start End Start End [ft] E-W Roof Block 1 2 Line 9.00 47.00 476.3 476.3 E-W Roof Block 1 9 Line 9.00 47.00 463.8 463.8 E-W Roof Block 2 1 Line -3.20 37.80 277.5 277.5 E-W Roof Block 2 7 Line -3.20 37.80 277.5 277.5 E-W Roof Block 3 3 Line 46.00 61.00 135.0 135.0 E-W Roof Block 3 6 Line 46.00 61.00 135.0 135.0 E-W R Gable Block 1 2 Line 10.00 28.00 108.2 0.0 E-W L Gable Block 1 2 Line 28.00 46.00 0.0 108.2 N-S Roof Block 1 C Line 11.50 74.17 285.0 285.0 N-S Roof Block 1 F Line 11.50 74.17 285.0 285.0 N-S Roof Block 2 Line -1.00 36.00 307.5 307.5 N-S Roof Block 2 Line -1.00 36.00 307.5 307.5 N-S Roof Block 3 F Line 15.00 33.00 105.0 105.0 N-S Roof Block 3 H Line 15.00 33.00 120.0 120.0 N-S L Gable Block 2 Line 0.00 17.50 140.1 0.0 N-S R Gable Block 2 Line 17.50 35.00 0.0 140.1 N-S R Gable Block 2 Line 0.00 17.50 140.1 0.0 N-S L Gable Block 2 Line 17.50 35.00 0.0 140.1 N-S R Gable Block 3 H Line 16.00 24.00 48.1 0.0 N-S L Gable Block 3 H Line 24.00 32.00 0.0 48.1 Both Wall 1-1 n/a 1 Line 0.00 37.00 48.0 48.0 Both Wall 2-1 n/a 2 Line -2.00 0.00 48.0 48.0 Both Wall 2-2 n/a 2 Line 37.00 46.00 48.0 48.0 Both Wall 3-1 n/a 3 Line 47.50 60.00 48.0 48.0 Both Wall 4-1 n/a Line 46.00 47.50 48.0 48.0 Both Wall 5-1 n/a 5 Line 46.00 48.00 48.0 48.0 Both Wall 6-1 n/a 6 Line 48.00 60.00 48.0 48.0 Both Wall 7-1 n/a 7 Line -2.00 12.00 48.0 48.0 Both Wall 8-1 n/a 8 Line 10.00 12.00 48.0 48.0 Both Wall 9-1 n/a 9 Line 10.00 46.00 48.0 48.0 Both Wall A-1 n/a A Line 13.00 35.00 48.0 48.0 Both Wall B-1 n/a B Line 0.00 13.00 48.0 48.0 Both Wall C-1 n/a C Line 61.50 73.50 48.0 48.0 Both Wall D-1 n/a D Line 35.00 61.50 48.0 48.0 Both Wall E-1 n/a E Line 0.00 13.00 48.0 48.0 Both Wall F-1 n/a F Line 13.00 17.50 48.0 48.0 Both Wall F-2 n/a F Line 20.20 24.70 24.0 24.0 Both Wall F-3 n/a F Line 30.50 73.50 48.0 48.0 Both Wall G-1 n/a Line 16.00 17.50 48.0 48.0 Both Wall G-2 n/a G Line 30.50 32.00 48.0 48.0 Both Wall H-1 n/a H Line 16.00 32.00 48.0 48.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user-applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 13 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 SEISMIC LOADS Level 1 Force Profile Location [ft]Mag [lbs,plf,psf] Dir Start End Start End E-W Line -3.20 -2.00 45.1 45.1 E-W Point -2.20 -2.20 199 199 E-W Point -2.00 -2.00 86 86 E-W Line -2.00 0.00 52.9 52.9 E-W Point 0.00 0.00 51 51 E-W Line 0.00 9.00 52.9 52.9 E-W Line 9.00 10.00 129.2 129.2 E-W Point 10.00 10.00 47 47 E-W Line 10.00 12.00 137.0 138.0 E-W Point 12.00 12.00 103 103 E-W Line 12.00 28.00 130.2 138.0 E-W Line 28.00 37.00 138.0 133.6 E-W Point 36.80 36.80 199 199 E-W Point 37.00 37.00 51 51 E-W Line 37.00 37.80 133.6 133.2 E-W Line 37.80 46.00 88.2 84.2 E-W Point 46.00 46.00 194 194 E-W Line 46.00 47.00 106.1 106.1 E-W Line 47.00 47.50 29.7 29.7 E-W Point 47.50 47.50 6 6 E-W Line 47.50 48.00 29.7 29.7 E-W Point 48.00 48.00 6 6 E-W Line 48.00 60.00 29.7 29.7 E-W Point 60.00 60.00 94 94 E-W Line 60.00 61.00 21.9 21.9 N-S Line -1.00 0.00 50.0 50.0 N-S Point 0.00 0.00 144 144 N-S Line 0.00 11.50 57.8 72.7 N-S Line 11.50 13.00 119.0 121.0 N-S Point 13.00 13.00 201 201 N-S Line 13.00 15.00 121.0 123.6 N-S Line 15.00 16.00 141.8 143.1 N-S Point 16.00 16.00 49 49 N-S Line 16.00 17.50 150.9 153.6 N-S Point 17.50 17.50 6 6 N-S Line 17.50 20.20 145.8 143.6 N-S Line 20.20 24.00 145.6 142.5 N-S Line 24.00 24.70 142.5 141.2 N-S Line 24.70 30.50 139.3 128.9 N-S Point 30.50 30.50 8 8 N-S Line 30.50 32.00 136.7 134.0 N-S Point 32.00 32.00 47 47 N-S Line 32.00 33.00 126.2 124.9 N-S Line 33.00 35.00 106.7 104.1 N-S Point 35.00 35.00 55 55 N-S Line 35.00 36.00 104.1 104.1 N-S Line 36.00 61.50 54.1 54.1 N-S Point 61.50 61.50 8 8 N-S Line 61.50 73.50 54.1 54.1 N-S Point 73.50 73.50 140 140 N-S Line 73.50 74.17 46.3 46.3 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 14 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 15 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For H/W-Cub ASD Shear Force [plf]Allowable Shear [plf]Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs]Resp. Line 1 Level 1 Ln1, Lev1 1 S->N 1.0 3687 136.6 136.6 392 1.00 S 392 10584 0.35 1 N->S 1.0 3721 137.8 137.8 392 1.00 S 392 10584 0.35 Line 7 Ln7, Lev1 3^S->N 1.0 7695 549.7 549.7 602 1.00 S 602 8428 0.91 3^N->S 1.0 7768 554.9 554.9 602 1.00 S 602 8428 0.92 Line 9 Ln9, Lev1 1 Both 1.0 2648 82.8 82.8 392 1.00 S 392 12544 0.21 E-W W For H/W-Cub ASD Shear Force [plf]Allowable Shear [plf]Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs]Resp. Line A Level 1 LnA, Lev1 1^W->E 1.0 1606 267.7 267.7 392 1.00 S 392 2352 0.68 1^E->W 1.0 1606 267.6 267.6 392 1.00 S 392 2352 0.68 Line D LnD, Lev1 2^W->E 1.0 5124 732.0 732.0 770 1.00 S 770 5390 0.95 2^E->W 1.0 4709 672.7 672.7 770 1.00 S 770 5390 0.87 Line E LnE, Lev1 3 W->E 1.0 4600 511.2 511.2 602 1.00 S 602 5418 0.85 3 E->W 1.0 3911 434.6 434.6 602 1.00 S 602 5418 0.72 Line F LnF, Lev1 1 W->E 1.0 1990 - 81.2 392 0.70 S 275 9609 0.30 1 E->W 1.0 1930 - 78.7 392 0.70 S 275 9609 0.29 Wall F-2 1 W->E 1.0 1251 81.2 56.9 392 0.70 275 6042 0.21 1 E->W 1.0 1213 78.7 55.2 392 0.70 275 6042 0.20 Wall F-1 1 W->E 1.0 739 81.2 81.2 392 1.00 392 3567 0.21 1 E->W 1.0 716 78.7 78.7 392 1.00 392 3567 0.20 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W-Cub – Fibreboard height-to-width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height-to-width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V – For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp – Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "S” indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 16 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 HOLD-DOWN DESIGN ( flexible wind design) Level 1 Tensile ASD Line- Location [ft] Load Holddown Force [lbs]Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 1 1116 936 180 HD9 8810 0.02 1-1 L Op 1 0.00 11.88 1 1126 1248 1-1 R Op 1 0.00 16.13 1 1128 936 192 HD9 8810 0.02 1-1 L Op 2 0.00 23.88 1 1138 1092 46 HD9 8810 0.01 1-1 R Op 2 0.00 30.13 1 1133 1014 119 HD9 8810 0.01 1-1 R End 0.00 36.88 1 1143 546 597 HD9 8810 0.07 Line 7 7-1 L End 35.00 -1.87 1 4477 1428 3049 HD9 8810 0.35 7-1 R End 35.00 11.88 1 4520 1428 3092 HD9 8810 0.35 Line 9 9-1 L End 73.50 10.13 1 673 551 122 HD9 8810 0.01 9-1 L Op 1 73.50 25.18 1 673 695 9-1 R Op 1 73.50 29.43 1 672 745 9-1 R End 73.50 45.88 1 672 601 71 HD9 8810 0.01 Line A A-1 L End 13.13 -2.00 1 2337 108 2229 HD9 8810 0.25 A-1 L Op 1 15.88 -2.00 1 2336 684 1652 HD9 8810 0.19 A-1 R Op 1 32.13 -2.00 1 2337 684 1653 HD9 8810 0.19 A-1 R End 34.88 -2.00 1 2336 108 2228 HD9 8810 0.25 Line D D-1 L End 35.12 12.00 1 132 D-1 L Op 4 36.07 12.00 1 461 D-1 R Op 4 39.32 12.00 1 373 D-1 L Op 4 39.48 12.00 1 373 D-1 R Op 4 42.73 12.00 1 538 D-1 L Op 4 44.38 12.00 1 758 D-1 R Op 3 49.63 12.00 1 6236 999 5237 HD9 8810 0.59 D-1 L Op 4 53.48 12.00 1 5731 999 4732 HD9 8810 0.54 D-1 R Op 4 58.73 12.00 1 6408 867 5541 HD9 8810 0.63 D-1 R End 61.38 12.00 1 5890 318 5571 HD9 8810 0.63 Line E E-1 R Op 1 4.13 37.00 1 4206 4206 HD9 8810 0.48 E-1 R End 12.88 37.00 1 3576 3576 HD9 8810 0.41 Line F F-1 L End 13.13 46.00 1 690 472 218 HD9 8810 0.02 F-1 L Op 1 17.18 46.00 1 669 802 F-1 R Op 1 20.43 46.00 1 685 856 F-1 R End 24.98 46.00 1 664 527 137 HD9 8810 0.02 F-2 L End 30.63 46.00 1 460 4721 F-2 R End 73.37 46.00 1 446 4721 Legend: Line-Wall: At wall or opening – Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear – Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead – Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down – Device used from hold-down database Cap – Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 17 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 DRAG STRUT FORCES ( flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Left Opening 1 0.00 12.00 1 443 447 1-1 Right Opening 1 0.00 16.00 1 44 45 1-1 Left Opening 2 0.00 24.00 1 340 343 1-1 Right Opening 2 0.00 30.00 1 258 261 Line 7 7-1 Right Wall End 35.00 12.00 1 5451 5503 Line 9 9-1 Left Opening 1 73.50 25.30 1 141 141 9-1 Right Opening 1 73.50 29.30 1 154 154 Line A A-1 Left Opening 1 16.00 -2.00 1 584 584 A-1 Right Opening 1 32.00 -2.00 1 584 584 Line D D-1 Right Opening 3 49.50 12.00 1 3451 3172 D-1 Left Opening 4 53.60 12.00 1 735 676 D-1 Right Opening 4 58.60 12.00 1 1084 996 D-1 Right Wall End 61.50 12.00 1 837 769 Line E E-1 Right Opening 1 4.00 37.00 1 250 213 E-1 Right Wall End 13.00 37.00 1 3787 3219 Line F F-1 Left Opening 1 17.30 46.00 1 208 201 F-1 Right Opening 1 20.30 46.00 1 109 106 F-1 Right Wall End 25.10 46.00 1 341 330 F-2 Left Wall End 30.50 46.00 1 163 158 F-2 Left Opening 1 33.30 46.00 1 298 289 F-2 Right Opening 1 43.30 46.00 1 31 30 F-2 Left Opening 2 53.00 46.00 1 438 425 F-2 Right Opening 2 55.00 46.00 1 372 361 F-2 Left Opening 3 61.50 46.00 1 686 665 F-2 Right Opening 3 70.50 46.00 1 390 378 Legend: Line-Wall - Shearline and wall number Position…- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 18 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 DEFLECTION ( flexible wind design) Wall,W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1 1-1,1 S->N Ext 227.6 12.00 8.00 16.5 .003 .022 114 .006 .037 0.23 0.29 N->S Ext 229.7 12.00 8.00 16.5 .003 .022 115 .006 .038 0.22 0.29 1-1,2 S->N Ext 227.6 8.00 8.00 16.5 .005 .022 114 .006 .037 0.34 0.41 N->S Ext 229.7 8.00 8.00 16.5 .005 .022 115 .006 .038 0.34 0.40 1-1,3 S->N Ext 227.6 7.00 8.00 16.5 .006 .022 114 .006 .037 0.39 0.45 N->S Ext 229.7 7.00 8.00 16.5 .006 .022 115 .006 .038 0.40 0.47 Line 7 3 7-1 S->N Ext 916.1 14.00 8.00 16.5 .012 .088 305* .120 .722 0.23 1.05 N->S Ext 924.8 14.00 8.00 16.5 .012 .089 308* .124 .743 0.23 1.08 Line 9 1 9-1,1 Both Ext 137.9 15.30 8.00 16.5 .002 .013 69 .001 .008 0.18 0.20 9-1,2 S->N Ext 137.9 16.70 8.00 16.5 .001 .013 69 .001 .008 0.16 0.18 N->S Ext 137.9 16.70 8.00 16.5 .001 .013 69 .001 .008 0.16 0.19 Line A 1 A-1,1 W->E Ext 446.2 3.00 8.00 16.5 .026 .043 223* .047 .280 1.03 1.38 E->W Ext 446.1 3.00 8.00 16.5 .026 .043 223* .047 .280 1.00 1.35 A-1,2 W->E Ext 446.2 3.00 8.00 16.5 .026 .043 223* .047 .280 1.00 1.35 E->W Ext 446.1 3.00 8.00 16.5 .026 .043 223* .047 .280 1.03 1.38 Line D 2 D-1,4 W->E Ext 1220.0 4.10 8.00 16.5 .053 .117 305* .120 .719 0.89 1.78 E->W Ext 1121.2 4.10 8.00 16.5 .048 .107 280* .093 .557 0.86 1.58 D-1,5 W->E Ext 1220.0 2.90 8.00 16.5 .075 .117 305* .120 .719 1.27 2.18 E->W Ext 1121.2 2.90 8.00 16.5 .069 .107 280* .093 .557 1.27 2.01 Line E 3 E-1,2 W->E Ext 851.9 9.00 8.00 16.5 .017 .082 284* .097 .580 0.38 1.06 E->W Ext 724.3 9.00 8.00 16.5 .014 .069 241* .059 .355 0.37 0.81 Line F 1 F-1,1 W->E Ext 135.3 4.30 8.00 16.5 .006 .013 68 .001 .008 0.64 0.66 E->W Ext 131.2 4.30 8.00 16.5 .005 .013 66 .001 .007 0.07 0.10 F-1,2 W->E Ext 135.3 4.80 8.00 16.5 .005 .013 68 .001 .008 0.07 0.09 E->W Ext 131.2 4.80 8.00 16.5 .005 .013 66 .001 .007 0.57 0.59 F-2 W->E Ext 135.3 22.00 8.00 16.5 .001 .013 68 .001 .008 0.01 0.04 E->W Ext 131.2 22.00 8.00 16.5 .001 .013 66 .001 .007 0.01 0.04 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir – Force direction Srf – Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v – Unfactored (strength-level) shear force per unit foot on wall segment = ASD force / 0.60 b – Width of wall segment between openings h – Wall height Defl – Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A – Cross sectional area of segment end stud(s); E – stud mod. of elasticity in Framing Materials table Shear = vh / Gt ; Gt – Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en – From SDPWS Table C4.2.2D; Vn – Unfactored shear force per nail along panel edge Hold – Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 *WARNING - Maximum load per fastener from SDPWS Table C4.2.2D exceeded. 19 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 HOLD-DOWN DISPLACEMENT ( flexible wind design) Wall,Hold-Uplift Elong / Disp Slippage Shrink Crush+Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl lbs in in in lbs in in in in in Level 1 Line 1 1-1,1 S->N HD9 456 .004 .000 0.004 - - 0.297 0.04 0.34 0.23 N->S HD9 5 -0.00 .000 -0.003 - - 0.297 0.04 0.33 0.22 1-1,2 S->N HD9 476 .004 .000 0.004 - - 0.297 0.04 0.34 0.34 N->S HD9 259 .001 .000 0.001 - - 0.297 0.04 0.34 0.34 1-1,3 S->N HD9 367 .003 .000 0.003 - - 0.297 0.04 0.34 0.39 N->S HD9 1087 .013 .000 0.013 - - 0.297 0.04 0.35 0.40 Line 7 7-1 S->N HD9 5320 .066 .002 0.068 - - 0.297 0.04 0.41 0.23 N->S HD9 5391 .067 .002 0.069 - - 0.297 0.04 0.41 0.23 Line 9 9-1,1 S->N HD9 295 .003 .000 0.003 - - 0.297 0.04 0.34 0.18 N->S HD9 79 -0.00 .000 -0.000 - - 0.297 0.04 0.34 0.18 9-1,2 S->N HD9 2 -0.00 .000 -0.001 - - 0.297 0.04 0.34 0.16 N->S HD9 218 .002 .000 0.002 - - 0.297 0.04 0.34 0.16 Line A A-1,1 W->E HD9 3732 .049 .001 0.050 - - 0.297 0.04 0.39 1.03 E->W HD9 2867 .036 .001 0.037 - - 0.297 0.04 0.37 1.00 A-1,2 W->E HD9 2868 .036 .001 0.037 - - 0.297 0.04 0.37 1.00 E->W HD9 3731 .049 .001 0.050 - - 0.297 0.04 0.39 1.03 Line D D-1,4 W->E HD9 8895 .114 .003 0.117 - - 0.297 0.04 0.45 0.89 E->W HD9 8054 .103 .003 0.106 - - 0.297 0.04 0.44 0.86 D-1,5 W->E HD9 9380 .121 .003 0.124 - - 0.297 0.04 0.46 1.27 E->W HD9 9339 .121 .003 0.124 - - 0.297 0.04 0.46 1.27 Line E E-1,2 W->E HD9 7010 .092 .002 0.094 - - 0.297 0.04 0.43 0.38 E->W HD9 5960 .078 .002 0.080 - - 0.297 0.04 0.42 0.37 Line F F-1,1 W->E HD9 441 .005 .000 0.005 - - 0.297 0.04 0.34 0.64 E->W HD9 -88 .000 .000 0.000 - - 0.000 0.04 0.04 0.07 F-1,2 W->E HD9 -142 .000 .000 0.000 - - 0.000 0.04 0.04 0.07 E->W HD9 317 .003 .000 0.003 - - 0.297 0.04 0.34 0.57 F-2 W->E HD9 -6315 .000 .000 0.000 - - 0.000 0.04 0.04 0.01 E->W HD9 -6338 .000 .000 0.000 - - 0.000 0.04 0.04 0.01 Legend: Wall, segment – Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) –Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da – Vertical displacements due to the following components: Elong/Disp – Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation. Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength-level elongation or displacement * - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = PL / ( Ab x Es ); Ab – bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb – Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra – 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl – Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 20 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 Out-of-plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North-South Sheathing [psf]Fastener Withdrawal [lbs]Service Cond Shearlines Force Cap Force/Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist 1 1 1 23.8 37.5 0.63 31.7 25.7 105.5 0.30 0.24 1.00 1.00 2 1 1 23.8 37.5 0.63 31.7 25.7 105.5 0.30 0.24 1.00 1.00 3 1 1 23.2 37.5 0.62 30.9 25.0 105.5 0.29 0.24 1.00 1.00 5 1 1 23.2 37.5 0.62 30.9 25.0 105.5 0.29 0.24 1.00 1.00 6 1 1 23.2 37.5 0.62 30.9 25.0 105.5 0.29 0.24 1.00 1.00 7 1 3 23.8 37.5 0.63 31.7 25.7 105.5 0.30 0.24 1.00 1.00 8 1 1 23.3 37.5 0.62 31.1 25.2 105.5 0.30 0.24 1.00 1.00 9 1 1 23.3 37.5 0.62 31.1 25.2 105.5 0.30 0.24 1.00 1.00 East-West Sheathing [psf]Fastener Withdrawal [lbs]Service Cond Shearlines Force Cap Force/Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 23.8 37.5 0.63 31.7 25.7 105.5 0.30 0.24 1.00 1.00 B 1 1 23.8 37.5 0.63 31.7 25.7 105.5 0.30 0.24 1.00 1.00 C 1 1 23.3 37.5 0.62 31.1 25.2 105.5 0.30 0.24 1.00 1.00 D 1 2 23.3 37.5 0.62 31.1 25.2 105.5 0.30 0.24 1.00 1.00 E 1 3 23.8 37.5 0.63 31.7 25.7 105.5 0.30 0.24 1.00 1.00 F 1 1 23.3 37.5 0.62 31.1 25.2 105.5 0.30 0.24 1.00 1.00 G 1 1 23.2 37.5 0.62 30.9 25.0 105.5 0.29 0.24 1.00 1.00 H 1 1 23.2 37.5 0.62 30.9 25.0 105.5 0.29 0.24 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall ) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out-of-plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3 21 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear [lbs]Diaphragm Force Fpx [lbs] [lbs] [sq.ft]E-W N-S E-W N-S 1 83357 3088.8 6771 6771 8803 8803 All 83357 - 6771 6771 - - Legend: Building mass – Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear – Total unfactored (strength-level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.53; Ev = 0.106 D unfactored; 0.074 D factored; total dead load factor: 0.6 - 0.074 = 0.526 tension, 1.0 + 0.074 = 1.074 compression. 22 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 SHEAR RESULTS ( flexible seismic design) N-S W For H/W-Cub ASD Shear Force [plf]Allowable Shear [plf]Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs]Resp. Line 1 Level 1 Ln1, Lev1 1 Both 1.0 1438 53.2 53.2 280 1.00 S 280 7560 0.19 Line 7 Ln7, Lev1 3 Both 1.0 2449 174.9 174.9 430 1.00 S 430 6020 0.41 Line 9 Ln9, Lev1 1 Both 1.0 853 26.7 26.7 280 1.00 S 280 8960 0.10 E-W W For H/W-Cub ASD Shear Force [plf]Allowable Shear [plf]Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs]Resp. Line A Level 1 LnA, Lev1 1 Both .75 549 91.6 91.6 210 1.00 S 210 1260 0.44 Line D LnD, Lev1 2 Both .72 1691 241.6 241.6 399 1.00 S 399 2791 0.61 Line E LnE, Lev1 3 Both 1.0 1658 184.3 184.3 430 1.00 S 430 3870 0.43 Line F LnF, Lev1 1 Both .70 841 - 42.3 196 0.70 S 137 4805 0.31 Wall F-2 1 Both .70 456 29.6 20.7 196 0.70 137 3021 0.15 Wall F-1 1 Both 1.0 385 42.3 42.3 280 1.00 280 2548 0.15 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir – Direction of seismic force along shearline. H/W-Cub – Height-to-width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height-to-width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V – For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp – Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "W” indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 23 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Tensile ASD Line- Location [ft]Holddown Force [lbs]Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs]Resp. Line 1 1-1 L End 0.00 0.12 435 936 1-1 L Op 1 0.00 11.88 435 1248 1-1 R Op 1 0.00 16.13 440 936 1-1 L Op 2 0.00 23.88 440 1092 1-1 R Op 2 0.00 30.13 442 1014 1-1 R End 0.00 36.88 442 546 Line 7 7-1 L End 35.00 -1.87 1425 1428 176 173 HD9 8810 0.02 7-1 R End 35.00 11.88 1425 1428 176 173 HD9 8810 0.02 Line 9 9-1 L End 73.50 10.13 217 551 9-1 L Op 1 73.50 25.18 217 695 9-1 R Op 1 73.50 29.43 217 745 9-1 R End 73.50 45.88 217 601 Line A A-1 L End 13.13 -2.00 799 108 13 705 HD9 8810 0.08 A-1 L Op 1 15.88 -2.00 799 684 84 200 HD9 8810 0.02 A-1 R Op 1 32.13 -2.00 799 684 84 200 HD9 8810 0.02 A-1 R End 34.88 -2.00 799 108 13 705 HD9 8810 0.08 Line D D-1 L End 35.12 12.00 132 D-1 L Op 4 36.07 12.00 461 D-1 R Op 4 39.32 12.00 373 D-1 L Op 4 39.48 12.00 373 D-1 R Op 4 42.73 12.00 538 D-1 L Op 4 44.38 12.00 758 D-1 R Op 3 49.63 12.00 2059 999 123 1182 HD9 8810 0.13 D-1 L Op 4 53.48 12.00 2059 999 123 1182 HD9 8810 0.13 D-1 R Op 4 58.73 12.00 2115 867 107 1355 HD9 8810 0.15 D-1 R End 61.38 12.00 2115 318 39 1836 HD9 8810 0.21 Line E E-1 R Op 1 4.13 37.00 1516 1516 HD9 8810 0.17 E-1 R End 12.88 37.00 1516 1516 HD9 8810 0.17 Line F F-1 L End 13.13 46.00 359 472 F-1 L Op 1 17.18 46.00 359 802 F-1 R Op 1 20.43 46.00 357 856 F-1 R End 24.98 46.00 357 527 F-2 L End 30.63 46.00 168 4721 F-2 R End 73.37 46.00 168 4721 Legend: Line-Wall: At wall or opening – Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear – Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead – Dead load resisting component, factored for ASD by 0.60 Ev – Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.123 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down – Device used from hold-down database Cap – Allowable ASD tension load Crit. Resp. – Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 24 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 DRAG STRUT FORCES ( flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft]Force [lbs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 0.00 12.00 224 224 1-1 Right Opening 1 0.00 16.00 22 22 1-1 Left Opening 2 0.00 24.00 172 172 1-1 Right Opening 2 0.00 30.00 131 131 Line 7 7-1 Right Wall End 35.00 12.00 2255 2255 Line 9 9-1 Left Opening 1 73.50 25.30 59 59 9-1 Right Opening 1 73.50 29.30 64 64 Line A A-1 Left Opening 1 16.00 -2.00 260 260 A-1 Right Opening 1 32.00 -2.00 260 260 Line D D-1 Right Opening 3 49.50 12.00 1481 1481 D-1 Left Opening 4 53.60 12.00 316 316 D-1 Right Opening 4 58.60 12.00 465 465 D-1 Right Wall End 61.50 12.00 359 359 Line E E-1 Right Opening 1 4.00 37.00 117 117 E-1 Right Wall End 13.00 37.00 1775 1775 Line F F-1 Left Opening 1 17.30 46.00 159 159 F-1 Right Opening 1 20.30 46.00 104 104 F-1 Right Wall End 25.10 46.00 281 281 F-2 Left Wall End 30.50 46.00 184 184 F-2 Left Opening 1 33.30 46.00 241 241 F-2 Right Opening 1 43.30 46.00 60 60 F-2 Left Opening 2 53.00 46.00 258 258 F-2 Right Opening 2 55.00 46.00 222 222 F-2 Left Opening 3 61.50 46.00 355 355 F-2 Right Opening 3 70.50 46.00 192 192 Legend: Line-Wall - Shearline and wall number Position…- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west-to-east or south-to-north direction <- Due to shearline force in the east-to-west or north-to-south direction 25 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 DEFLECTION ( flexible seismic design) Wall,W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl plf ft ft sq.in in in lbs in in in in Level 1 Line 1 1 1-1,1 Both Ext 76.1 12.00 8.00 16.5 .001 .007 38 .000 .001 0.03 0.04 1-1,2 Both Ext 76.1 8.00 8.00 16.5 .002 .007 38 .000 .001 0.04 0.05 1-1,3 Both Ext 76.1 7.00 8.00 16.5 .002 .007 38 .000 .001 0.05 0.06 Line 7 3 7-1 Both Ext 249.9 14.00 8.00 16.5 .003 .024 83 .002 .014 0.19 0.24 Line 9 1 9-1,1 Both Ext 38.1 15.30 8.00 16.5 .000 .004 19 .000 .000 0.02 0.03 9-1,2 Both Ext 38.1 16.70 8.00 16.5 .000 .004 19 .000 .000 0.02 0.02 Line A 1 A-1,1 W->E Ext 130.8 3.00 8.00 16.5 .008 .013 65 .001 .007 0.94 0.97 E->W Ext 130.8 3.00 8.00 16.5 .008 .013 65 .001 .007 0.91 0.94 A-1,2 W->E Ext 130.8 3.00 8.00 16.5 .008 .013 65 .001 .007 0.91 0.94 E->W Ext 130.8 3.00 8.00 16.5 .008 .013 65 .001 .007 0.94 0.97 Line D 2 D-1,4 Both Ext 345.2 4.10 8.00 16.5 .015 .033 86 .003 .016 0.71 0.77 D-1,5 W->E Ext 345.2 2.90 8.00 16.5 .021 .033 86 .003 .016 1.01 1.08 E->W Ext 345.2 2.90 8.00 16.5 .021 .033 86 .003 .016 1.04 1.11 Line E 3 E-1,2 Both Ext 263.2 9.00 8.00 16.5 .005 .025 88 .003 .017 0.33 0.38 Line F 1 F-1,1 Both Ext 60.4 4.30 8.00 16.5 .002 .006 30 .000 .001 0.07 0.08 F-1,2 Both Ext 60.4 4.80 8.00 16.5 .002 .006 30 .000 .001 0.07 0.08 F-2 Both Ext 42.3 22.00 8.00 16.5 .000 .004 21 .000 .000 0.01 0.02 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp – Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf – Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v – Unfactored (strength-level) shear force per unit foot on wall segment = ASD force/0.70 b – Width of wall segment between openings h – Wall height Defl – Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A – Cross sectional area of segment end stud(s); E – stud mod. of elasticity in Framing Materials table Shear = vh / Gt; Gt – Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en – From SDPWS Table C4.2.2D; Vn – Unfactored shear force per nail along panel edge Hold – Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 26 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 HOLD-DOWN DISPLACEMENT ( flexible seismic design) Wall,Hold-Uplift Elong / Disp Slippage Shrink Crush+Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl lbs in in in lbs in in in in in Level 1 Line 1 1-1,1 S->N HD9 -618 .000 .000 0.000 - - 0.000 0.04 0.04 0.03 N->S HD9 -1031 .000 .000 0.000 - - 0.000 0.04 0.04 0.03 1-1,2 S->N HD9 -611 .000 .000 0.000 - - 0.000 0.04 0.04 0.04 N->S HD9 -818 .000 .000 0.000 - - 0.000 0.04 0.04 0.04 1-1,3 S->N HD9 -711 .000 .000 0.000 - - 0.000 0.04 0.04 0.05 N->S HD9 -92 .000 .000 0.000 - - 0.000 0.04 0.04 0.05 Line 7 7-1 Both HD9 145 .004 .000 0.004 - - 0.297 0.04 0.34 0.19 Line 9 9-1,1 S->N HD9 -419 .000 .000 0.000 - - 0.000 0.04 0.04 0.02 N->S HD9 -610 .000 .000 0.000 - - 0.000 0.04 0.04 0.02 9-1,2 S->N HD9 -677 .000 .000 0.000 - - 0.000 0.04 0.04 0.02 N->S HD9 -487 .000 .000 0.000 - - 0.000 0.04 0.04 0.02 Line A A-1,1 W->E HD9 999 .015 .000 0.016 - - 0.297 0.04 0.35 0.94 E->W HD9 236 .004 .000 0.004 - - 0.297 0.04 0.34 0.91 A-1,2 W->E HD9 236 .004 .000 0.004 - - 0.297 0.04 0.34 0.91 E->W HD9 999 .015 .000 0.016 - - 0.297 0.04 0.35 0.94 Line D D-1,4 Both HD9 1618 .026 .001 0.026 - - 0.297 0.04 0.36 0.71 D-1,5 W->E HD9 1873 .030 .001 0.030 - - 0.297 0.04 0.37 1.01 E->W HD9 2600 .040 .001 0.041 - - 0.297 0.04 0.38 1.04 Line E E-1,2 Both HD9 2166 .033 .001 0.034 - - 0.297 0.04 0.37 0.33 Line F F-1,1 W->E HD9 -112 .000 .000 0.000 - - 0.000 0.04 0.04 0.07 E->W HD9 -548 .000 .000 0.000 - - 0.000 0.04 0.04 0.07 F-1,2 W->E HD9 -624 .000 .000 0.000 - - 0.000 0.04 0.04 0.07 E->W HD9 -188 .000 .000 0.000 - - 0.000 0.04 0.04 0.07 F-2 Both HD9 -6011 .000 .000 0.000 - - 0.000 0.04 0.04 0.01 Legend: Wall, segment – Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) –Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da – Vertical displacements due to the following components: Elong/Disp – Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector-only elongation. Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength-level elongation or displacement * - Maximum strength-level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector-only elongation = PL / ( Ab x Es ); Ab – bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb – Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage – Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication – 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra – 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl – Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 27 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 STORY DRIFT ( flexible seismic design) Wall Actual Story Drift (in)Allowable Story Drift Level Dir height Max Line Max Center C of M C of M hsx Delta a Ratio ft dxe dx of Mass dxe dx ft in Max C of M 1 8.00 8.00 2.40 N->S 0.24 7 0.95 31.31 0.22 0.87 0.39 0.36 S->N 0.24 7 0.95 31.31 0.22 0.87 0.39 0.36 E->W 1.11 D 4.45 27.82 0.71 2.83 1.86*1.18 W->E 1.11 D 4.45 27.82 0.71 2.83 1.86*1.18 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / Ie Deflection amplification factor Cd from Table 12.2-1 = 4.0 (E-W), 4.0 (N-S) Importance factor Ie = 1.00 Legend: Max dxe – Largest deflection for any shearline on level in this direction; refer to Deflections table Line – Shearline with largest deflection hsx – Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx – Largest amplified deflection on level in this direction using ASCE 7 Eq’n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. Notes: *According to ASCE 7 Table 12.12-1 Note c, no story drift limitation for one-story structures if building elements designed to accommodate drift. Maximum of all shearlines used to satisfy flexible diaphragm assumption in 12.3.1.1. 28 WoodWorks® Shearwalls Lateral 16030.wsw Jun. 2, 2016 08:01:30 29 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.42Lateral 16030.wsw June 1, 2016 11:46:06 -20'-15'-10'-5'0'5'10'15'20'25'30'35'40'45'50'55'60'65'70'75'80'85'90'95' -20' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' F-1 9- 1 C-1 2- 2 E-1 7- 1 A-1 1- 1 H-1 6- 1 3- 1 F-2 B-1 2- 1 D-1 8- 1 5- 1G-24- 1 G-2G-1G-1 Orange = Selected wall(s) Level 1 of 1 01: Level Member Name Results Current Solution Comments B1 Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B1_b Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B1_c Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B2 Passed 3 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B3 Passed 2 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL B5 Passed 3 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 B6 Passed 2 Piece(s) 2 x 8 Douglas Fir-Larch No. 2 B7 Passed 2 Piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL B8 Passed 1 Piece(s) 11 7/8" TJI® 210 @ 16" OC B10 Passed 2 Piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL B11 Passed 1 Piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam B11_LVL Passed 3 Piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL B12 Passed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL 16030.4te JOB SUMMARY REPORT Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 1 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - SPF 1.50" 1.50" 1.50" 796 1035 1811 3642 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 796 1035 1811 3642 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2608 @ 0 2813 (1.50") Passed (93%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1795 @ 10 3/4" 3830 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3749 @ 2' 10 1/2" 4059 Passed (92%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.049 @ 2' 10 1/2" 0.192 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.070 @ 2' 10 1/2" 0.287 Passed (L/979) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 5' 9" 18' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 2 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - SPF 1.50" 1.50" 1.50" 682 878 1536 3096 None 2 - Trimmer - SPF 1.50" 1.50" 1.50" 682 878 1536 3096 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2217 @ 0 2813 (1.50") Passed (79%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1629 @ 10 3/4" 3830 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3742 @ 3' 4 1/2" 4059 Passed (92%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.067 @ 3' 4 1/2" 0.225 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.097 @ 3' 4 1/2" 0.338 Passed (L/836) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B1_bMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 6' 9" 13' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 3 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 318 380 665 1363 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 318 380 665 1363 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 983 @ 0 2813 (1.50") Passed (35%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 798 @ 10 3/4" 3830 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2336 @ 4' 9" 4059 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.081 @ 4' 9" 0.317 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.120 @ 4' 9" 0.475 Passed (L/951) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B1_cMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 9' 6" 4' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 4 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 3 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 642 813 1422 2877 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 642 813 1422 2877 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2064 @ 0 4219 (1.50") Passed (49%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1472 @ 10 3/4" 5744 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3225 @ 3' 1 1/2" 6088 Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.033 @ 3' 1 1/2" 0.208 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.048 @ 3' 1 1/2" 0.313 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B2MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 6' 3" 13' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 5 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 3.00" 3.00" 1.50" 670 750 1312 2732 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 670 750 1312 2732 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1983 @ 1 1/2" 7875 (3.00") Passed (25%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1720 @ 1' 2 7/8" 9081 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 9047 @ 9' 4 1/2" 20525 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.394 @ 9' 4 1/2" 0.617 Passed (L/563) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.596 @ 9' 4 1/2" 0.925 Passed (L/373) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 1 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level, B3MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 18' 9" 4' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 6 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 3 piece(s) 2 x 10 Douglas Fir-Larch No. 2 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 3.50" 2.09" 1222 1586 2775 5583 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 876 1124 1967 3967 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3998 @ 2" 6694 (3.50") Passed (60%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 3349 @ 1' 3/4" 5744 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 6116 @ 2' 6088 Passed (100%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.052 @ 3' 3/16" 0.199 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.075 @ 3' 3/16" 0.298 Passed (L/947) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B5MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 6' 3 1/2" 12' 15.0 20.0 35.0 Residential - Living Areas 2 - Point (lb)2' N/A 900 1200 2100 Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 7 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 1.50" 1.50" 1.50" 458 1485 1943 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 458 1485 1943 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1943 @ 0 2813 (1.50") Passed (69%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1313 @ 8 3/4" 2610 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2186 @ 2' 3" 2365 Passed (92%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.040 @ 2' 3" 0.150 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.052 @ 2' 3" 0.225 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level, B6MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 4' 6" 16' 6" 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 8 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.75" 647 2013 2660 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 647 2013 2660 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2602 @ 2" 3347 (2.25") Passed (78%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2059 @ 1' 1" 6318 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 5938 @ 4' 9 1/2" 11775 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.154 @ 4' 9 1/2" 0.231 Passed (L/721) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.203 @ 4' 9 1/2" 0.463 Passed (L/546) -- 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level, B7MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 9' 7" 10' 6" 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 9 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 1 piece(s) 11 7/8" TJI® 210 @ 16" OC • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.75" 145 484 629 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 4.25" 1.75" 148 493 641 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 623 @ 2 1/2" 1134 (2.25") Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 610 @ 3 1/2" 1655 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2731 @ 9' 1" 3795 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.345 @ 9' 1" 0.444 Passed (L/617) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.449 @ 9' 1" 0.887 Passed (L/474) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 40 40 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 10 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: None Level, B8MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 18' 4" 16" 12.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 10 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - DF 3.00" 3.00" 1.76" 1402 1843 3226 6471 None 2 - Trimmer - DF 3.00" 3.00" 1.50" 722 937 1639 3298 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4627 @ 1 1/2" 7875 (3.00") Passed (59%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 3853 @ 10 1/4" 5544 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 6870 @ 2' 8182 Passed (84%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.106 @ 2' 7 3/16" 0.175 Passed (L/595) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.152 @ 2' 7 3/16" 0.262 Passed (L/415) -- 1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level, B10MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 2' 18' 15.0 20.0 35.0 Residential - Living Areas 2 - Point (lb)2' N/A 1350 1800 3150 3 - Uniform (PSF)2' to 5' 3" 4' 15.0 20.0 35.0 Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 11 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 1 piece(s) 5 1/8" x 10 1/2" 24F-V4 DF Glulam • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 3.50" 1.52" 1058 1286 2251 4595 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.52" 1058 1286 2251 4595 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3309 @ 2" 7623 (3.50") Passed (43%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2769 @ 1' 2" 10933 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs) 11278 @ 7' 1 3/4" 21660 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.302 @ 7' 1 3/4" 0.465 Passed (L/554) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.444 @ 7' 1 3/4" 0.698 Passed (L/377) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 3 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 11 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Level, B11MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 14' 3 1/2" 9' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 12 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 3 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 3.50" 1.50" 1063 1286 2251 4600 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 1063 1286 2251 4600 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3314 @ 2" 7809 (3.50") Passed (42%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2812 @ 1' 1" 10898 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 11295 @ 7' 1 3/4" 20312 Passed (56%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.376 @ 7' 1 3/4" 0.465 Passed (L/445) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.554 @ 7' 1 3/4" 0.698 Passed (L/302) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 3 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level, B11_LVLMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Roof Live Snow Loads Location Width (0.90)(non-snow: 1.25)(1.15)Comments 1 - Uniform (PSF)0 to 14' 3 1/2" 9' 15.0 20.0 35.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 13 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.50" 162 596 758 1 1/4" Rim Board 2 - Plate on concrete - SPF 5.50" 4.25" 1.50" 165 743 908 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 752 @ 2" 1673 (2.25") Passed (45%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 824 @ 17' 1/8" 3948 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 4746 @ 11' 3" 8924 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.450 @ 9' 5 3/4" 0.449 Passed (L/479) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.539 @ 9' 5 1/8" 0.898 Passed (L/400) -- 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 9 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level, B12MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 18' 5 1/2" 1' 12.0 40.0 Residential - Living Areas 2 - Point (lb)11' 3" N/A - 600 Forte v5.0, Design Engine: V6.4.0.40 6/2/2016 8:03:32 AM Page 14 of 14 16030.4te Forte Software Operator Brad Crookston Crookston Custom Designs (435) 757-2906 brad@crookstondesigns.com Job Notes Job B0811-16 Truss A1G Truss Type Common Supported Gable Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:18 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-y2bKrMUWm7n2SpKng50BB5aZGJKMTL4e96XCMyzAdF3 Scale = 1:49.8 T1 T1 B1 ST6 ST5 ST4 ST3 ST2ST1 ST5 ST4 ST3 ST2 ST1 HW1 HW1B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 27 26 25 24 23 22 21 20 19 18 17 16 4x4 3x6 3x4 3x6 22-0-0 22-0-0 -1-6-0 1-6-0 11-0-0 11-0-0 22-0-0 11-0-0 23-6-0 1-6-0 0- 7 - 3 7- 1 1 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [14:0-3-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.15 0.09 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 15 15 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 128 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 22-0-0. (lb) - Max Horz2=-131(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16, 14 Max Grav All reactions 250 lb or less at joint(s) 21, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16 except 2=312(LC 1), 14=312(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Corner(3) -1-7-0 to 1-5-0, Exterior(2) 1-5-0 to 11-0-0, Corner(3) 11-0-0 to 14-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16, 14. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B1 Truss Type Common Qty 3 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:19 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-RE9i3iV8XRvv4zvzEoXQkJ6c5iZVChAnOmGmuOzAdF2 Scale = 1:78.2 T2 T2 B1 W4 W3 W2 W1 W3 W2 W1 HW1 HW1 T1 T1 B1B21 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 21 22 4x4 5x6 3x4 3x8 3x4 3x4 5x6 3x4 3x4 5x6 5x6 3x4 8-9-7 8-9-7 17-6-0 8-8-9 26-2-9 8-8-9 35-0-0 8-9-7 -1-6-0 1-6-0 5-10-9 5-10-9 11-8-4 5-9-12 17-6-0 5-9-12 23-3-12 5-9-12 29-1-7 5-9-12 35-0-0 5-10-9 36-6-0 1-6-0 0- 7 - 3 12 - 3 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [5:0-2-0,0-2-4], [7:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.66 0.54 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.22 -0.38 0.10 -0.05 (loc) 10-12 10-12 8 8-10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 188 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-12, 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1917/0-5-8 (min. 0-2-1), 8=1917/0-5-8 (min. 0-2-1) Max Horz2=-209(LC 10) Max Uplift2=-146(LC 12), 8=-146(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-2620/188, 3-15=-2491/213, 3-4=-2331/240, 4-16=-1688/225, 5-16=-1459/249, 5-17=-1459/249, 6-17=-1688/225, 6-7=-2331/240, 7-18=-2491/213, 8-18=-2620/188 BOT CHORD 2-14=-83/2006, 14-19=-12/1689, 19-20=-12/1689, 13-20=-12/1689, 12-13=-12/1689, 11-12=-18/1679, 11-21=-18/1679, 21-22=-18/1679, 10-22=-18/1679, 8-10=-92/1998 WEBS 5-12=-154/1226, 6-12=-698/145, 6-10=-21/473, 7-10=-323/114, 4-12=-698/145, 4-14=-21/473, 3-14=-323/114 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-11-0, Interior(1) 1-11-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=146, 8=146. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B1G Truss Type Common Structural Gable Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:20 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-vQi4G2WmIl1mh7U9nW3fGWfrK6xJx7UwdQ0JQrzAdF1 Scale = 1:79.9 T2 T2 B1 W4 W3 W2 W1 W3 W2 W1 HW1 HW1 ST11 ST12 ST9 ST10 ST8ST6 ST7 ST4 ST5ST3 ST2 ST1 ST11 ST9 T1 B1B212 3 4 5 6 7 8 9 21 20 19 18 17 16 15 14 13 12 11 10 39 40 41 42 43 44 45 46 4x4 3x8 3x4 3x8 3x4 3x4 5x6 3x4 3x4 5x6 4x6 3x4 8-9-7 8-9-7 17-6-0 8-8-9 26-2-9 8-8-9 35-0-0 8-9-7 -1-6-0 1-6-0 5-10-9 5-10-9 11-8-4 5-9-12 17-6-0 5-9-12 23-3-12 5-9-12 29-1-7 5-9-12 35-0-0 5-10-9 36-6-0 1-6-0 0- 7 - 3 12 - 3 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-3-0,0-3-0], [7:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.43 0.44 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.20 -0.33 0.04 -0.04 (loc) 10-12 10-12 8 8-10 l/defl >999 >779 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 265 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-12, 4-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 13-5-8 except (jt=length) 8=0-5-8. (lb) - Max Horz2=-209(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 21 except 17=-202(LC 12), 8=-118(LC 12) Max Grav All reactions 250 lb or less at joint(s) 14, 15, 16, 18, 19, 20, 21 except 2=376(LC 21), 17=1818(LC 1), 8=1413(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-39=-276/197, 3-4=-4/465, 4-40=-808/161, 5-40=-670/184, 5-41=-670/186, 6-41=-808/162, 6-7=-1489/177, 7-42=-1649/151, 8-42=-1779/126 BOT CHORD 16-17=-43/305, 16-43=-43/305, 15-43=-43/305, 14-15=-43/305, 14-44=-43/305, 13-44=-43/305, 12-13=-43/305, 11-12=0/963, 11-45=0/963, 45-46=0/963, 10-46=0/963, 8-10=-41/1323 WEBS 5-12=-84/319, 6-12=-718/146, 6-10=-22/524, 7-10=-348/118, 4-12=0/539, 4-17=-1561/149, 3-17=-429/131 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-11-0, Interior(1) 1-11-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 21 except (jt=lb) 17=202, 8=118. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B2 Truss Type Common Qty 3 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:21 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-NdGSUOXP329dJH2MLDaupkCyZWF?gbd4s4lszHzAdF0 Scale = 1:77.0 T2 T2 B1 W4 W3 W2 W1 W3 W2 W1 HW1 HW1 T1 T3 B1B21 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 18 19 20 21 4x4 5x6 3x4 3x8 3x4 3x4 5x6 3x4 3x4 5x6 5x6 3x4 8-9-7 8-9-7 17-6-0 8-8-9 26-2-9 8-8-9 35-0-0 8-9-7 -1-6-0 1-6-0 5-10-9 5-10-9 11-8-4 5-9-12 17-6-0 5-9-12 23-3-12 5-9-12 29-1-7 5-9-12 35-0-0 5-10-9 0- 7 - 3 12 - 3 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-4], [5:0-2-0,0-2-4], [7:0-3-0,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.66 0.54 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.23 -0.38 0.11 0.05 (loc) 11-13 11-13 8 8-9 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 186 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-11, 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1921/0-5-8 (min. 0-2-1), 8=1758/0-5-8 (min. 0-1-14) Max Horz2=205(LC 11) Max Uplift2=-148(LC 12), 8=-98(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2627/190, 3-14=-2498/215, 3-4=-2338/241, 4-15=-1695/229, 5-15=-1464/250, 5-16=-1465/254, 6-16=-1695/238, 6-7=-2359/260, 7-17=-2468/234, 8-17=-2619/219 BOT CHORD 2-13=-110/2004, 13-18=-36/1686, 18-19=-36/1686, 12-19=-36/1686, 11-12=-36/1686, 10-11=-36/1691, 10-20=-36/1691, 20-21=-36/1691, 9-21=-36/1691, 8-9=-120/2029 WEBS 5-11=-159/1231, 6-11=-709/147, 6-9=-35/495, 7-9=-339/126, 4-11=-698/145, 4-13=-21/473, 3-13=-323/114 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-11-0, Interior(1) 1-11-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=148. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B3 Truss Type Common Qty 4 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:22 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-rpqrhkX1qMHUxQdYvx57Mxk7Hwa7P2nD4kVQVjzAdF? Scale = 1:76.9 T2 T3 B1 W1 W2 W3 W4 W5 W6 W7 HW1 HW2 T1 T4 B3B21 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 18 19 20 21 22 23 4x4 3x4 5x6 3x4 3x4 5x6 3x4 3x8 3x4 3x4 2x4 5x6 4x4 4x4 3x4 8-8-2 8-8-2 17-6-0 8-9-14 25-10-11 8-4-11 34-9-8 8-10-13 -1-6-0 1-6-0 5-10-9 5-10-9 11-8-4 5-9-12 17-6-0 5-9-12 23-2-0 5-8-0 28-10-0 5-8-0 34-9-8 5-11-8 0- 7 - 3 12 - 3 - 3 0- 8 - 1 3 8.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [10:0-3-14,0-0-6] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.66 0.54 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.23 -0.39 0.11 -0.05 (loc) 13-15 13-15 10 2-15 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 192 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std SLIDER Right 2x6 DF 1800F 1.6E 3-6-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1922/0-5-8 (min. 0-2-1), 10=1759/0-5-8 (min. 0-1-14) Max Horz2=205(LC 11) Max Uplift2=-148(LC 12), 10=-98(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2630/189, 3-16=-2500/214, 3-4=-2346/242, 4-17=-1698/230, 5-17=-1560/251, 5-18=-1466/255, 6-18=-1695/231, 6-7=-2184/258, 7-8=-2312/234, 8-19=-2348/234, 9-19=-2464/221, 9-10=-2584/217 BOT CHORD 2-15=-109/2006, 15-20=-36/1687, 20-21=-36/1687, 14-21=-36/1687, 13-14=-36/1687, 12-13=-33/1685, 12-22=-33/1685, 22-23=-33/1685, 11-23=-33/1685, 10-11=-114/2002 WEBS 3-15=-322/114, 4-15=-22/478, 4-13=-698/146, 5-13=-161/1245, 6-13=-712/146, 6-11=-34/465, 8-11=-345/125 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-10-12, Interior(1) 1-10-12 to 17-6-0, Exterior(2) 17-6-0 to 20-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 2=148. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B4 Truss Type COMMON GIRDER Qty 1 Ply 2 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:24 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-nCyb6QZHMzXCAknx0M7bRMqTyjAXtteWY2_XYczAdEz Scale = 1:80.6 T2 T2 B1 W5 W4 W3 W2 W1 W4W3 W2W1 HW2 T1 T3 B3B21 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 25 26 27 3x4 4x6 3x4 4x8 4x8 M18SHS 8x10 4x4 7x8 4x8 3x6 3x6 3x6 3x6 3x4 3x4 3x4 2x4 5x10 M18SHS 4x8 M18SHS 6-0-9 6-0-9 11-9-4 5-8-12 17-6-0 5-8-12 23-2-12 5-8-12 28-11-7 5-8-12 34-9-8 5-10-1 -1-6-0 1-6-0 6-0-9 6-0-9 11-9-4 5-8-12 17-6-0 5-8-12 23-2-12 5-8-12 28-11-7 5-8-12 34-9-8 5-10-1 0- 7 - 3 12 - 3 - 3 0- 8 - 1 3 8.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-0], [3:0-1-12,0-1-8], [5:0-1-12,0-1-8], [7:0-0-12,0-1-12], [9:0-0-12,0-2-0], [10:Edge,0-3-0], [11:0-4-8,0-1-8], [12:0-3-8,0-4-12], [14:0-5-0,0-4-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.65 0.93 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.31 -0.52 0.17 0.10 (loc) 14-16 14-16 10 14-16 l/defl >999 >788 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 467 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T3: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* W5,W3: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr SLIDER Right 2x4 DF 1800F 1.6E or No.1&B 6-8-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14 REACTIONS.(lb/size) 2=6058/0-5-8 (min. 0-3-4), 10=9301/0-5-8 (min. 0-4-15) Max Horz2=205(LC 24) Max Uplift2=-429(LC 8), 10=-594(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9610/627, 3-4=-9420/654, 4-5=-9277/678, 5-6=-8387/666, 6-7=-8384/666, 7-8=-11412/823, 8-9=-11567/799, 9-18=-14029/934, 10-18=-14853/958 BOT CHORD 2-17=-448/7661, 16-17=-448/7661, 16-19=-414/7719, 19-20=-414/7719, 20-21=-414/7719, 15-21=-414/7719, 14-15=-414/7719, 13-14=-534/9495, 13-22=-534/9495, 22-23=-534/9495, 23-24=-534/9495, 12-24=-534/9495, 12-25=-703/11490, 25-26=-703/11490, 11-26=-703/11490, 11-27=-703/11490, 10-27=-703/11490 WEBS 6-14=-640/8615, 7-14=-4549/369, 7-12=-310/5010, 9-12=-2504/211, 9-11=-126/2713, 5-14=-1482/163, 5-16=-61/1299, 3-16=-404/383 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=429, 10=594. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Job B0811-16 Truss B4 Truss Type COMMON GIRDER Qty 1 Ply 2 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:24 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-nCyb6QZHMzXCAknx0M7bRMqTyjAXtteWY2_XYczAdEz NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1172 lb down and 98 lb up at 31-5-4 on top chord, and 1170 lb down and 87 lb up at 13-6-4, 1170 lb down and 87 lb up at 15-5-4, 1176 lb down and 90 lb up at 17-5-4, 1176 lb down and 90 lb up at 19-5-4, 1176 lb down and 90 lb up at 21-5-4, 1176 lb down and 90 lb up at 23-5-4, 1185 lb down and 81 lb up at 25-5-4, and 1185 lb down and 81 lb up at 27-5-4, and 1185 lb down and 81 lb up at 29-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-86, 6-10=-86, 2-10=-16 Concentrated Loads (lb) Vert: 14=-1176(B) 12=-1176(B) 18=-1102(B) 19=-1170(B) 21=-1170(B) 22=-1176(B) 24=-1176(B) 25=-1185(B) 26=-1185(B) 27=-1185(B) Job B0811-16 Truss B5 Truss Type Monopitch Qty 2 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:24 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-nCyb6QZHMzXCAknx0M7bRMqPEjKXtv7WY2_XYczAdEz Scale = 1:55.7 T2 W3 B1 W1 W2 HW1 T1 1 2 3 4 6 5 7 8 5x8 3x4 4x4 3x8 2x4 6-7-7 6-7-7 13-5-8 6-10-1 -1-6-0 1-6-0 6-7-7 6-7-7 13-5-8 6-10-1 0- 7 - 3 9- 6 - 1 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-4-0,0-3-0], [4:Edge,0-3-8], [5:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.95 0.29 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.09 0.01 -0.05 (loc) 5-6 5-6 5 5-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 72 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=259(LC 9) Max Uplift5=-81(LC 9), 2=-73(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-818/63, 3-7=-631/92 BOT CHORD 2-6=-195/541, 5-6=-196/540 WEBS 3-6=0/272, 3-5=-635/140 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 13-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 5) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B6 Truss Type Half Hip Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:25 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-FOWzJlav7Hf2ouM7a3eqzaMZA7g?cUYfmij452zAdEy Scale = 1:55.9 T2 W3 B1 W1 W2 HW1 T1 1 2 3 4 5 7 6 8 93x4 5x10 M18SHS 4x4 3x6 3x4 2x4 6-6-10 6-6-10 13-5-8 6-10-14 -1-6-0 1-6-0 6-6-10 6-6-10 13-0-6 6-5-12 13-5-8 0-5-2 0- 7 - 3 9- 1 - 1 2 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [3:0-1-12,0-1-8], [5:0-1-4,0-2-15], [6:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 1.00 0.28 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.09 0.01 -0.05 (loc) 6-7 6-7 6 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 72 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6, 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 6=653/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=258(LC 9) Max Uplift6=-79(LC 9), 2=-73(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-823/63, 3-8=-534/92, 3-4=-251/104 BOT CHORD 2-7=-197/549, 6-7=-197/549 WEBS 3-7=0/271, 3-6=-635/139 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 13-3-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B7 Truss Type Half Hip Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:26 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-ja4LX5aXtbnvP2xJ8mA3Wnvs6X1LLo_p?LTddUzAdEx Scale = 1:49.3 T1 T2 W5 B1 W1 W2 W3 W4 HW1 1 2 3 4 5 8 7 6 9 10 5x6 3x4 3x4 3x6 3x4 2x4 3x4 5-9-10 5-9-10 11-6-6 5-8-12 13-5-8 1-11-2 -1-6-0 1-6-0 5-9-10 5-9-10 11-6-6 5-8-12 13-5-8 1-11-2 0- 7 - 3 8- 1 - 1 2 8- 3 - 7 8- 1 - 1 2 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [3:0-1-12,0-1-8], [4:0-3-0,0-2-3], [6:0-1-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.48 0.21 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.05 0.01 -0.02 (loc) 2-8 2-8 6 2-8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 88 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 6=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=224(LC 11) Max Uplift6=-80(LC 9), 2=-77(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-844/57, 3-9=-710/82, 3-10=-331/87 BOT CHORD 2-8=-210/570, 7-8=-210/570 WEBS 3-7=-513/124, 4-7=-92/358, 4-6=-681/207 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 11-6-6, Exterior(2) 11-6-6 to 13-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B8 Truss Type Half Hip Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:26 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-ja4LX5aXtbnvP2xJ8mA3WnvsAX?ZLw2p?LTddUzAdEx Scale = 1:43.6 T1 T2 W4 B1 W1 W2 W3 HW1 1 2 3 4 5 7 6 8 9 10 4x4 2x4 3x8 2x4 3x8 3x4 10-0-6 10-0-6 13-5-8 3-5-2 -1-6-0 1-6-0 5-0-10 5-0-10 10-0-6 4-11-12 13-5-8 3-5-2 0- 7 - 3 7- 1 - 1 2 7- 3 - 7 7- 1 - 1 2 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [4:0-2-4,0-1-12], [5:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.47 0.38 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.17 -0.38 0.01 -0.02 (loc) 2-7 2-7 6 2-7 l/defl >929 >416 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 78 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 6=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=197(LC 11) Max Uplift6=-81(LC 9), 2=-80(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-818/90, 3-8=-715/111, 3-9=-455/78, 4-9=-329/99, 4-10=-277/113, 5-10=-281/113, 5-6=-658/148 BOT CHORD 2-7=-230/570 WEBS 3-7=-362/129, 5-7=-157/618 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 10-0-6, Exterior(2) 10-0-6 to 13-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B9 Truss Type Half Hip Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:27 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-CndkkRb9euvm1CWWiUhI3?S?XxMT4OeyE?CB9xzAdEw Scale = 1:37.6 T1 T2 W4 B1 W1 W2 W3 HW1 1 2 3 4 5 7 6 8 9 10 11 4x4 2x4 3x8 2x4 3x8 3x4 8-6-6 8-6-6 13-5-8 4-11-2 -1-6-0 1-6-0 4-3-10 4-3-10 8-6-6 4-2-12 13-5-8 4-11-2 0- 7 - 3 6- 1 - 1 2 6- 3 - 7 6- 1 - 1 2 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [4:0-2-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.63 0.28 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.19 0.01 -0.01 (loc) 2-7 2-7 6 2-7 l/defl >999 >809 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 74 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 6=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=170(LC 11) Max Uplift6=-82(LC 9), 2=-82(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-839/90, 3-8=-743/108, 3-4=-549/103, 4-9=-382/115, 9-10=-383/115, 10-11=-383/114, 5-11=-385/114, 5-6=-623/150 BOT CHORD 2-7=-224/587 WEBS 3-7=-257/105, 5-7=-139/565 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 8-6-6, Exterior(2) 8-6-6 to 12-9-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B10 Truss Type Half Hip Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:28 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-gzB6yncoPC1dfL5iFBCXbC_CcLgspk46TfykiNzAdEv Scale = 1:34.2 T1 T2 W3 B1 W1 W2 HW1 1 2 3 4 6 5 7 8 9 10 11 5x10 M18SHS 4x4 3x4 3x8 2x4 7-0-6 7-0-6 13-5-8 6-5-2 -1-6-0 1-6-0 7-0-6 7-0-6 13-5-8 6-5-2 0- 7 - 3 5- 1 - 1 2 5- 3 - 7 5- 1 - 1 2 8.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-7-4,0-2-4], [4:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.48 0.33 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.11 0.01 -0.03 (loc) 2-6 2-6 5 2-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 65 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W3: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=656/0-5-8 (min. 0-1-8), 2=834/0-5-8 (min. 0-1-8) Max Horz2=142(LC 11) Max Uplift5=-83(LC 9), 2=-84(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-805/69, 7-8=-676/78, 3-8=-646/99, 4-5=-272/63 BOT CHORD 2-6=-162/524, 5-6=-163/520 WEBS 3-6=0/268, 3-5=-606/153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 7-0-6, Exterior(2) 7-0-6 to 11-3-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss B10G Truss Type Half Hip Supported Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:28 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-gzB6yncoPC1dfL5iFBCXbC_HKLlDptj6TfykiNzAdEv Scale = 1:27.9 T1 T2 W1 B1 ST3 ST2 ST1 ST4 ST4 ST4 HW1 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 3x6 4x4 13-5-8 13-5-8 -1-6-0 1-6-0 6-4-8 6-4-8 13-5-8 7-1-0 0- 7 - 3 4- 8 - 8 4- 1 0 - 3 4- 8 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [5:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.18 0.05 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 1 1 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 76 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 13-5-8. (lb) - Max Horz2=130(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 14, 15, 16, 13, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 10, 14, 15, 16, 13, 12, 11 except 2=293(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Corner(3) -1-7-0 to 1-5-0, Exterior(2) 1-5-0 to 6-4-8, Corner(3) 6-4-8 to 9-4-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 14, 15, 16, 13, 12, 11. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss C1 Truss Type Common Qty 3 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:29 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-89lU97dQAW9UGVgupvjm8QXQpk3DYKyFhJhHEpzAdEu Scale = 1:22.2 T1 T2 B1 W1 HW1 HW1 1 2 3 4 5 6 7 8 9 4x4 3x6 2x4 3x6 4-0-0 4-0-0 8-0-0 4-0-0 4-0-0 4-0-0 8-0-0 4-0-0 9-6-0 1-6-0 0- 7 - 3 3- 3 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-0-1], [3:0-3-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.26 0.13 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.00 -0.00 (loc) 1-5 1-5 3 1 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 32 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 3=558/0-3-8 (min. 0-1-8), 1=376/0-3-8 (min. 0-1-8) Max Horz1=-55(LC 10) Max Uplift3=-73(LC 12), 1=-16(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-387/28, 6-7=-307/33, 2-7=-251/41, 2-8=-307/42, 8-9=-361/31, 3-9=-428/29 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 1. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss C1G Truss Type Common Structural Gable Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:30 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-cMJsNTe2xpHLufE4NcE?gd4dm8QmHnCPwzRrmFzAdEt Scale = 1:22.4 T1 T1 B1 W1 HW1 HW1 ST1 ST1 1 2 3 4 5 6 11 12 13 14 4x4 3x6 3x6 2x4 2x4 2x4 2x4 2x4 4-0-0 4-0-0 8-0-0 4-0-0 -1-6-0 1-6-0 4-0-0 4-0-0 8-0-0 4-0-0 9-6-0 1-6-0 0- 7 - 3 3- 3 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [4:0-3-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.18 0.11 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.00 -0.00 (loc) 2-6 2-6 4 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 38 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=542/0-3-8 (min. 0-1-8), 4=542/0-3-8 (min. 0-1-8) Max Horz2=-58(LC 10) Max Uplift2=-67(LC 12), 4=-67(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-400/20, 11-12=-334/24, 3-12=-279/35, 3-13=-279/36, 13-14=-334/24, 4-14=-400/20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Gable studs spaced at 2-0-0 oc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss CR1 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:30 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-cMJsNTe2xpHLufE4NcE?gd4Vj8FUHZkPwzRrmFzAdEt Scale = 1:34.0 T2 W5 B1 B2 B3 W1 W2 W3 W4 HW1 T1 1 2 3 4 5 8 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 5x6 5x6 3x8 M18SHS 5x6 5x6 5x6 3x4 0-0-8 0-0-8 3-11-3 3-10-11 7-3-3 3-4-0 10-0-13 2-9-11 13-2-0 3-1-3 -2-6-0 2-6-0 3-11-3 3-11-3 7-3-3 3-4-0 10-0-13 2-9-11 13-2-0 3-1-3 0- 7 - 3 5- 1 0 - 6 4- 1 0 - 6 1- 0 - 0 4.80 12 3.60 12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [5:0-3-3,Edge], [7:0-3-0,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.70 0.77 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.11 -0.21 0.04 0.05 (loc) 6-7 6-7 6 6-7 l/defl >999 >708 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 65 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W5: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 6=1154/Mechanical, 2=1080/0-8-3 (min. 0-1-8) Max Horz2=147(LC 5) Max Uplift6=-152(LC 5), 2=-166(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1281/77, 9-10=-1197/74, 3-10=-1180/78, 3-11=-1731/159, 11-12=-1689/165, 4-12=-1578/161, 4-13=-251/57 BOT CHORD 2-16=-153/1061, 16-17=-153/1061, 8-17=-153/1061, 8-18=-161/1112, 18-19=-160/1123, 7-19=-154/1126, 7-20=-213/1536, 20-21=-213/1536, 21-22=-213/1536, 6-22=-213/1536 WEBS 3-8=-405/78, 3-7=-72/534, 4-7=-6/494, 4-6=-1527/184 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=152, 2=166. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 41 lb down and 173 lb up at 1-9-14, 47 lb down and 25 lb up at 3-3-4, 45 lb down and 24 lb up at 4-3-14, 113 lb down and 61 lb up at 6-7-4, 82 lb down and 52 lb up at 6-9-14, 128 lb down and 66 lb up at 9-3-14, and 61 lb down and 48 lb up at 9-11-4, and 45 lb down and 33 lb up at 11-9-14 on top chord, and at 1-9-14, 9 lb down at 3-3-4, 8 lb down at 4-3-14, at 6-7-4, 2 lb down at 6-9-14, at 9-3-14, and 235 lb down and 38 lb up at 9-11-4, and 224 lb down and 50 lb up at 11-9-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 Continued on page 2 Job B0811-16 Truss CR1 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:31 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-4YtEapegi7PCWppHxKlEDrcgTYbj00_Y9dAOIizAdEs LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-86, 2-8=-16, 7-8=-16, 6-7=-16 Concentrated Loads (lb) Vert: 9=32(B) 12=-137(F=-100, B=-37) 13=-128(B) 14=-0(F) 21=-235(F) 22=-224(B) Job B0811-16 Truss D1 Truss Type Common Girder Qty 1 Ply 2 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:31 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-4YtEapegi7PCWppHxKlEDrclEYcT09_Y9dAOIizAdEs Scale = 1:27.8 T1 T2 B1 W1 W2 1 2 3 4 5 67 4x4 4x6 3x4 2x4 8x10 3-10-8 3-10-8 12-0-0 8-1-8 3-10-8 3-10-8 6-0-0 2-1-8 12-0-0 6-0-0 13-6-0 1-6-0 0- 7 - 3 4- 7 - 3 0- 7 - 3 8.00 12 Plate Offsets (X,Y)-- [3:0-2-8,0-1-8], [6:0-3-8,0-4-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.33 0.72 0.42 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.10 0.02 0.02 (loc) 1-6 1-6 4 1-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 114 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* W1: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=5236/0-5-8 (min. 0-2-13), 4=2491/0-5-8 (min. 0-1-8) Max Horz1=-76(LC 23) Max Uplift1=-421(LC 8), 4=-240(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6957/581, 2-3=-6564/596, 3-4=-3638/323 BOT CHORD 1-7=-394/5479, 6-7=-394/5479, 4-6=-171/2828 WEBS 2-6=-128/590, 3-6=-495/5955 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc, Except member 6-3 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=421, 4=240. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1699 lb down and 112 lb up at 1-11-4, and 4695 lb down and 452 lb up at 3-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-86, 3-5=-86, 1-4=-16 Continued on page 2 Job B0811-16 Truss D1 Truss Type Common Girder Qty 1 Ply 2 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:31 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-4YtEapegi7PCWppHxKlEDrclEYcT09_Y9dAOIizAdEs LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-4695(B) 7=-1699(B) Job B0811-16 Truss D1G Truss Type Scissor Structural Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:32 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-YkRcn9fITRX37zOTU1GTm29wZy5AlfihNHwyr8zAdEr Scale = 1:28.3 T1 T1 B1 B1 W1 HW1 HW1 ST2ST1 ST2 ST1 1 2 3 4 5 6 7 8 17 18 4x4 4x4 3x4 3x4 5x6 4x4 3x4 3x4 6-0-0 6-0-0 12-0-0 6-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0- 7 - 3 4- 7 - 3 0- 7 - 3 1- 4 - 1 0 8.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-1-1,0-1-11], [6:0-1-1,0-1-11] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.29 0.18 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.06 0.03 -0.01 (loc) 2-8 6-8 6 2-8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 62 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std SLIDER Left 2x4 DF Stud/Std 3-6-10, Right 2x4 DF Stud/Std 3-6-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=747/0-5-8 (min. 0-1-8), 6=747/0-5-8 (min. 0-1-8) Max Horz2=-79(LC 10) Max Uplift2=-77(LC 12), 6=-77(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-981/44, 3-17=-861/55, 3-4=-802/70, 4-5=-802/63, 5-18=-861/48, 6-18=-981/37 BOT CHORD 2-8=0/702, 6-8=0/702 WEBS 4-8=0/447 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss D2 Truss Type COMMON Qty 5 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:32 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-YkRcn9fITRX37zOTU1GTm29tXy2clhAhNHwyr8zAdEr Scale = 1:30.1 T1 T2 B1 HW1 W2 W1 1 2 3 4 5 9 10 3x6 2x4 3x4 4x4 3-10-11 3-10-11 8-0-0 4-1-5 -1-6-0 1-6-0 6-0-0 6-0-0 8-0-0 2-0-0 0- 7 - 3 4- 7 - 3 3- 3 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.48 0.34 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.13 -0.31 0.03 -0.06 (loc) 5-8 5-8 2 5-8 l/defl >750 >305 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 37 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=550/0-5-8 (min. 0-1-8), 5=387/Mechanical Max Horz2=113(LC 11) Max Uplift2=-66(LC 12), 5=-20(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-261/37 WEBS 3-5=-256/89 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 6-0-0, Exterior(2) 6-0-0 to 7-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss E1 Truss Type Scissor Qty 7 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:33 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-0x???VgwEkgwl7zf2loiIGi_?MMRU2ircxfVNazAdEq Scale = 1:30.7 T1 T1 B1 B1 W1 1 2 3 4 5 6 7 8 9 10 4x8 M18SHS 4x4 5x6 4x4 8-0-0 8-0-0 16-0-0 8-0-0 -1-6-0 1-6-0 8-0-0 8-0-0 16-0-0 8-0-0 17-6-0 1-6-0 0- 4 - 3 4- 4 - 3 0- 4 - 3 1- 1 1 - 2 6.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.76 0.50 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.16 -0.32 0.16 0.05 (loc) 4-6 4-6 4 4-6 l/defl >999 >591 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 54 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=948/0-3-8 (min. 0-1-8), 4=948/0-3-8 (min. 0-1-8) Max Horz2=62(LC 11) Max Uplift2=-89(LC 12), 4=-89(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-2098/115, 7-8=-1957/127, 3-8=-1818/143, 3-9=-1818/128, 9-10=-1957/113, 4-10=-2098/100 BOT CHORD 2-6=-45/1815, 4-6=-47/1815 WEBS 3-6=0/1061 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss E1G Truss Type Scissor Structural Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:34 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-U7ZNCqhY?2onNGYscSJxrTE9lligDVy_rbP2v1zAdEp Scale = 1:30.7 T1 T1 B1 B1 W1 ST2 ST1 ST2 ST1 1 2 3 4 5 6 15 16 17 18 4x8 M18SHS 4x4 5x6 4x4 8-0-0 8-0-0 16-0-0 8-0-0 -1-6-0 1-6-0 8-0-0 8-0-0 16-0-0 8-0-0 17-6-0 1-6-0 0- 4 - 3 4- 4 - 3 0- 4 - 3 1- 1 1 - 2 6.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.76 0.50 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.16 -0.32 0.16 0.05 (loc) 4-6 4-6 4 4-6 l/defl >999 >591 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 60 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=948/0-3-8 (min. 0-1-8), 4=948/0-3-8 (min. 0-1-8) Max Horz2=62(LC 11) Max Uplift2=-89(LC 12), 4=-89(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-2098/115, 15-16=-1957/127, 3-16=-1818/143, 3-17=-1818/128, 17-18=-1957/113, 4-18=-2098/100 BOT CHORD 2-6=-45/1815, 4-6=-47/1815 WEBS 3-6=0/1061 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F1 Truss Type Hip Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:34 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-U7ZNCqhY?2onNGYscSJxrTECElgjDRs_rbP2v1zAdEp Scale = 1:56.2 T1 T2 T3 B1 B2 B3W3 W5 W7 W8 W9 W1 W2 W4 W6 T4B4 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 5x6 3x4 3x4 2x4 3x4 4x4 3x8 5x6 3x4 3x4 2x4 4x4 5x14 3x6 3-2-5 3-2-5 5-3-11 2-1-5 6-4-8 1-0-13 14-8-13 8-4-5 23-9-0 9-0-3 3-2-5 3-2-5 5-3-11 2-1-5 6-4-8 1-0-13 11-11-6 5-6-14 17-6-3 5-6-14 23-9-0 6-2-13 25-3-0 1-6-0 7- 1 1 - 1 1 9- 6 - 1 3 0- 4 - 3 4- 2 - 1 2 9- 6 - 1 3 6.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-1-8,0-2-0], [2:0-3-0,0-2-0], [3:0-3-0,0-2-0], [12:0-5-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.53 0.62 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.46 0.32 0.06 (loc) 10-12 10-12 8 10 l/defl >999 >614 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 155 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 2-14, 1-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 15=1186/Mechanical, 8=1352/0-5-8 (min. 0-1-8) Max Horz15=-240(LC 10) Max Uplift15=-71(LC 12), 8=-110(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-430/170, 2-3=-1083/98, 3-4=-1388/126, 4-16=-1372/76, 5-16=-1486/57, 5-6=-2981/158, 6-7=-3089/143, 7-17=-3576/234, 8-17=-3689/213, 1-15=-1151/177 BOT CHORD 14-15=-156/257, 4-12=-352/175, 11-12=0/2365, 10-11=0/2342, 8-10=-124/3269 WEBS 2-14=-1277/0, 2-12=0/1421, 5-12=-1100/180, 5-10=-3/652, 7-10=-511/151, 1-14=-164/908, 12-14=0/634, 3-12=-39/574 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 9-6-9, Interior(1) 9-6-9 to 25-3-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 8=110. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F1G Truss Type Roof Special Supported Gable Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:35 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-zJ6lQAhBmMwe_Q72A9qANhnQg984y3j84F8cRTzAdEo Scale = 1:27.1 W1 T1 B1 ST1 ST2 ST3 1 2 3 4 5 6 10 9 8 7 11 12 9-0-0 9-0-0 10-6-0 1-6-0 4- 1 0 - 3 0- 4 - 3 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.36 0.04 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 6 6 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 43 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 9-0-0. (lb) - Max Horz10=-131(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 5, 9, 8, 7 Max Grav All reactions 250 lb or less at joint(s) 10, 9, 8, 7 except 5=305(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 9-10=-129/278, 8-9=-129/278, 7-8=-129/278, 5-7=-129/278 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 10-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 5, 9, 8, 7. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F2 Truss Type Roof Special Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:35 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-zJ6lQAhBmMwe_Q72A9qANhnNx9?syu584F8cRTzAdEo Scale = 1:59.9 T1 T2 B1 B2 B3 W5 W6 W7 W1 W3 W4 W2 T3B4 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 4x4 3x4 2x4 3x4 5x10 M18SHS 4x4 3x4 3x4 2x4 3x4 4x4 3x6 6-4-8 6-4-8 14-8-13 8-4-5 23-9-0 9-0-3 4-3-0 4-3-0 6-4-8 2-1-8 11-11-6 5-6-14 17-6-3 5-6-14 23-9-0 6-2-13 25-3-0 1-6-0 7- 1 1 - 1 1 10 - 1 - 3 0- 4 - 3 4- 2 - 1 2 6.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-1-4,0-2-0], [11:0-3-4,0-2-8], [13:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.54 0.63 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.23 -0.43 0.29 0.06 (loc) 9 7-9 7 9 l/defl >999 >648 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 137 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 13=1186/Mechanical, 7=1352/0-5-8 (min. 0-1-8) Max Horz13=-246(LC 10) Max Uplift13=-71(LC 12), 7=-110(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1095/70, 14-15=-1022/73, 2-15=-980/82, 2-3=-1353/120, 3-16=-1287/71, 4-16=-1485/61, 4-5=-2981/153, 5-6=-3089/134, 6-17=-3575/230, 7-17=-3688/209, 1-13=-1139/55 BOT CHORD 3-11=-337/94, 10-11=0/2366, 9-10=0/2343, 7-9=-120/3269 WEBS 4-11=-1102/171, 4-9=-5/653, 6-9=-513/154, 11-13=-184/302, 2-11=-57/907, 1-11=-4/1040 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-3-0, Exterior(2) 4-3-0 to 7-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 7=110. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F3 Truss Type Roof Special Qty 4 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:36 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-RVg7dWipXf2VcaiEjtLPwuJX6ZKChLAHIvu9_vzAdEn Scale = 1:59.6 T1 T2 B1 B2 B3 W4 W5 W6 W7 W1 W3 W2 T3B4 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 4x4 3x4 2x4 3x4 4x4 5x10 M18SHS 3x4 3x4 2x4 3x4 4x4 3x6 6-4-8 6-4-8 14-8-13 8-4-5 23-9-0 9-0-3 4-3-0 4-3-0 6-4-8 2-1-8 11-11-6 5-6-14 17-6-3 5-6-14 23-9-0 6-2-13 7- 1 1 - 1 1 10 - 1 - 3 0- 4 - 3 4- 2 - 1 2 6.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-1-4,0-2-0], [10:0-3-4,0-2-8], [12:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.64 0.68 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.48 0.29 0.07 (loc) 7-8 7-8 7 7-8 l/defl >999 >590 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 135 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 12=1192/Mechanical, 7=1192/0-5-8 (min. 0-1-8) Max Horz12=-238(LC 10) Max Uplift12=-74(LC 12), 7=-61(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1100/95, 13-14=-1027/98, 2-14=-985/108, 2-3=-1362/157, 3-15=-1295/107, 4-15=-1492/96, 4-5=-3031/230, 5-6=-3141/210, 6-16=-3637/324, 7-16=-3758/312, 1-12=-1144/79 BOT CHORD 3-10=-340/95, 9-10=-62/2389, 8-9=-71/2367, 7-8=-243/3342 WEBS 2-10=-87/915, 4-10=-1119/175, 4-8=-19/690, 6-8=-538/162, 10-12=-178/286, 1-10=-15/1045 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-3-0, Exterior(2) 4-3-0 to 7-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 7. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F4 Truss Type Roof Special Qty 3 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:37 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-viEVrsjRIzAMEkHRHaseS6siszgRQnQRXZdjWLzAdEm Scale = 1:59.6 T1 T2 B1 B2 B3 W5 W6 W7 W1 W3 W4 W2 T3B4 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 4x4 3x4 3x6 2x4 3x4 5x10 M18SHS 4x4 3x4 3x4 2x4 4x4 3x6 0-9-0 0-9-0 6-4-8 5-7-8 14-8-13 8-4-5 23-9-0 9-0-3 4-3-0 4-3-0 6-4-8 2-1-8 11-11-6 5-6-14 17-6-3 5-6-14 23-9-0 6-2-13 7- 1 1 - 1 1 10 - 1 - 3 0- 4 - 3 4- 2 - 1 2 6.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-1-4,0-2-0], [10:0-3-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.64 0.68 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.48 0.29 0.07 (loc) 7-8 7-8 7 7-8 l/defl >999 >590 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 135 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* B2: 2x4 DF Stud/Std WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 12=1192/Mechanical, 12=1192/Mechanical, 7=1192/0-5-8 (min. 0-1-8) Max Horz12=-238(LC 10) Max Uplift12=-74(LC 12), 7=-61(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1100/95, 13-14=-1027/98, 2-14=-985/108, 2-3=-1362/157, 3-15=-1295/107, 4-15=-1492/96, 4-5=-3031/230, 5-6=-3141/210, 6-16=-3637/324, 7-16=-3758/312, 1-12=-1144/79 BOT CHORD 3-10=-340/95, 9-10=-62/2389, 8-9=-71/2367, 7-8=-243/3342 WEBS 4-10=-1119/175, 4-8=-19/690, 6-8=-538/162, 10-12=-178/286, 2-10=-87/915, 1-10=-15/1045 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-3-0, Exterior(2) 4-3-0 to 7-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 7. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F5 Truss Type Roof Special Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:37 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-viEVrsjRIzAMEkHRHaseS6siazfuQp5RXZdjWLzAdEm Scale = 1:56.0 T1 T2 B1 B2 W2 W3 W4 W5 BL1 W1 T3B3 1 2 3 4 59 8 7 6 11 12 13 14 10 3x4 3x6 5x6 3x4 3x4 3x4 5x8 5x6 3x6 5x6 6-9-0 6-9-0 14-11-1 8-2-1 23-9-0 8-9-15 4-3-0 4-3-0 10-6-6 6-3-6 16-9-11 6-3-6 23-9-0 6-11-5 5- 4 - 1 5 10 - 1 - 3 2- 5 - 6 0- 4 - 3 2- 5 - 6 4- 1 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-3-0], [10:0-1-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.59 0.72 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.51 0.32 0.08 (loc) 5-6 5-6 5 5-6 l/defl >999 >544 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 122 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x6 DF 1800F 1.6E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins. Except: 6-0-0 oc bracing: 1-10 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-10, 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=1188/0-5-8 (min. 0-1-8), 10=1188/Mechanical Max Horz10=-242(LC 10) Max Uplift5=-61(LC 12), 10=-74(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1390/121, 3-13=-1516/110, 3-4=-3194/261, 4-14=-3572/304, 5-14=-3693/289, 9-10=-1188/181 BOT CHORD 8-9=0/703, 7-8=-28/2120, 6-7=-36/2091, 5-6=-219/3275 WEBS 2-8=-8/1439, 3-8=-969/177, 3-6=-87/1015, 4-6=-500/145, 2-9=-1312/199 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 4-3-0, Exterior(2) 4-3-0 to 7-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 10. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F6 Truss Type ROOF SPECIAL Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:38 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-Nuou2Ck33HICrusdrINt?JPuYN0E9GPamDNG2ozAdEl Scale = 1:55.7 T1 T2 B1 B2 W2 W3 W4 W5 BL1 W1 T3B3 1 2 3 4 5 6 10 9 8 7 12 13 14 15 11 3x4 3x6 5x6 3x4 3x4 3x4 5x6 5x6 3x6 5x6 6-9-0 6-9-0 14-11-1 8-2-1 23-9-0 8-9-15 4-3-0 4-3-0 10-6-6 6-3-6 16-9-11 6-3-6 23-9-0 6-11-5 25-3-0 1-6-0 5- 4 - 1 5 10 - 1 - 3 2- 5 - 6 0- 4 - 3 2- 5 - 6 4- 1 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-4], [11:0-1-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.51 0.65 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.47 0.33 0.07 (loc) 7 5-7 5 7 l/defl >999 >597 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 124 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std OTHERS 2x6 DF 1800F 1.6E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. Except: 6-0-0 oc bracing: 1-11 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-11, 2-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=1348/0-5-8 (min. 0-1-8), 11=1182/Mechanical Max Horz11=-250(LC 10) Max Uplift5=-109(LC 12), 11=-72(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-1382/83, 3-14=-1508/72, 3-4=-3137/180, 4-15=-3502/216, 5-15=-3629/192, 10-11=-1182/181 BOT CHORD 9-10=0/711, 8-9=0/2102, 7-8=0/2081, 5-7=-102/3208 WEBS 2-9=0/1430, 3-9=-957/175, 3-7=-81/970, 4-7=-484/139, 2-10=-1305/195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 4-3-0, Exterior(2) 4-3-0 to 7-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 5=109. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F7 Truss Type Roof Special Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:39 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-r4MGGYlhqaQ3T2RpP?u6YXx0UmJCue_j_t6paEzAdEk Scale = 1:69.3 T2 T3 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 T1 T4B2B5 SB1 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 18 19 20 3x6 5x6 3x6 5x6 4x6 5x8 5x6 WB 3x8 3x6 3x4 3x4 3x4 5x6 3x8 M18SHS 5-0-0 5-0-0 5-5-8 0-5-8 12-5-12 7-0-4 22-0-0 9-6-4 30-2-1 8-2-1 39-0-0 8-9-15 -1-6-0 1-6-0 5-5-8 5-5-8 12-5-12 7-0-4 19-6-0 7-0-4 25-9-6 6-3-6 32-0-11 6-3-6 39-0-0 6-11-5 40-6-0 1-6-0 0- 4 - 3 10 - 1 - 3 0- 4 - 3 4- 1 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-3-12,0-1-8], [8:0-3-0,0-3-4], [9:0-0-10,Edge], [13:0-4-0,0-3-0], [15:0-2-4,0-1-8], [16:0-2-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.76 0.86 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.46 -0.80 0.49 0.13 (loc) 11-13 11-13 9 11-13 l/defl >877 >501 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 176 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T4: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 16=2457/0-5-8 (min. 0-2-10), 9=1787/0-5-8 (min. 0-1-13) Max Horz16=157(LC 11) Max Uplift16=-269(LC 12), 9=-126(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-394/777, 3-17=-376/898, 3-4=-2108/56, 4-5=-1972/81, 5-18=-2459/143, 6-18=-2322/158, 6-19=-3174/176, 7-19=-3392/155, 7-8=-4899/278, 8-20=-5241/314, 9-20=-5368/291 BOT CHORD 2-16=-693/418, 15-16=-842/441, 14-15=0/1818, 13-14=0/1837, 12-13=-35/3797, 11-12=-50/3776, 9-11=-203/4790 WEBS 3-16=-2143/315, 3-15=-271/2588, 5-15=-846/184, 5-13=-50/438, 6-13=-5/2107, 7-13=-930/176, 7-11=-60/891, 8-11=-446/130 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 2-4-0, Interior(1) 2-4-0 to 19-6-0, Exterior(2) 19-6-0 to 23-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=269, 9=126. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F8 Truss Type Hip Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:40 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-JHweTulJauYw5B??yjQL4kU83AfYd5JtDXsN7gzAdEj Scale = 1:73.4 T2 T3 T4 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 T1 T5B2B5 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 23 5x8 5x6 3x6 3x6 5x6 3x6 6x12 3x8 M18SHS 3x8 3x4 3x4 3x4 10x10 3x4 3x4 2x4 3x8 M18SHS 5-0-0 5-0-0 5-5-8 0-5-8 11-11-12 6-6-4 18-6-0 6-6-4 20-6-0 2-0-0 22-0-0 1-6-0 30-2-1 8-2-1 39-0-0 8-9-15 -1-6-0 1-6-0 5-5-8 5-5-8 11-11-12 6-6-4 18-6-0 6-6-4 20-6-0 2-0-0 26-5-6 5-11-6 32-4-11 5-11-6 39-0-0 6-7-5 40-6-0 1-6-0 0- 4 - 3 9- 5 - 6 9- 7 - 3 0- 4 - 3 4- 1 - 1 0 9- 5 - 6 6.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-3-0], [5:0-3-0,0-1-12], [6:0-4-8,0-1-0], [10:0-0-10,Edge], [14:0-3-10,0-3-0], [19:0-2-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.96 0.85 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.49 -0.89 0.51 0.14 (loc) 12-14 12-14 10 12-14 l/defl >818 >449 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 191 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W2: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-19,18-19. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 19=2457/0-5-8 (min. 0-2-10), 10=1787/0-5-8 (min. 0-1-13) Max Horz19=148(LC 11) Max Uplift19=-269(LC 12), 10=-126(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-399/794, 3-20=-380/913, 3-4=-1993/112, 4-21=-2416/174, 5-21=-2287/195, 5-6=-2377/211, 6-22=-3385/215, 7-22=-3401/193, 7-8=-4767/302, 8-9=-4880/282, 9-23=-5262/357, 10-23=-5384/335 BOT CHORD 2-19=-709/424, 18-19=-796/443, 17-18=0/1734, 16-17=0/2118, 15-16=0/2126, 14-15=0/2428, 13-14=-122/3910, 12-13=-131/3889, 10-12=-265/4806 WEBS 3-19=-2142/327, 3-18=-284/2461, 4-18=-919/184, 4-17=-49/451, 5-15=-85/988, 6-15=-979/57, 6-14=-28/2093, 7-14=-937/195, 7-12=-21/757, 9-12=-443/129 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 2-4-0, Interior(1) 2-4-0 to 18-6-0, Exterior(2) 18-6-0 to 20-6-0, Interior(1) 26-0-3 to 40-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=269, 10=126. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F9 Truss Type Roof Special Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:41 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-nTU0gEmxLCgnjLaCWQxady1Kna_wMYE0SBbwf7zAdEi Scale = 1:73.4 T2 T3 T4 T5 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11T1 T6B2B5 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 20 21 22 23 24 3x6 5x6 5x6 3x6 5x6 3x6 3x8 M18SHS 2x4 3x6 3x4 3x4 5x8 5x8 3x4 3x4 5x6 3x8 M18SHS 5-0-0 5-0-0 5-5-8 0-5-8 15-10-0 10-4-8 20-10-0 5-0-0 22-0-0 1-2-0 30-2-1 8-2-1 39-0-0 8-9-15 -1-6-0 1-6-0 5-5-8 5-5-8 10-7-12 5-2-4 15-10-0 5-2-4 20-10-0 5-0-0 22-0-0 1-2-0 27-5-6 5-5-6 32-10-11 5-5-6 39-0-0 6-1-5 40-6-0 1-6-0 0- 4 - 3 8- 1 - 6 8- 1 0 - 3 0- 4 - 3 4- 1 - 1 0 8- 1 - 6 6.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-3-0,0-1-12], [7:0-2-12,0-2-0], [10:0-3-0,0-3-0], [11:0-0-10,Edge], [15:0-4-0,0-3-4], [19:0-3-0,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.83 0.84 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.50 -0.90 0.56 0.14 (loc) 13-15 13-15 11 13-15 l/defl >800 >443 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 187 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W8: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-19. WEBS 1 Row at midpt 5-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 19=2457/0-5-8 (min. 0-2-10), 11=1787/0-5-8 (min. 0-1-13) Max Horz19=138(LC 11) Max Uplift19=-269(LC 12), 11=-126(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-417/775, 3-20=-408/891, 3-4=-343/716, 4-5=-332/901, 5-21=-2348/142, 6-21=-2172/159, 6-22=-3194/213, 7-22=-3194/213, 7-8=-3365/204, 8-23=-3346/197, 9-23=-3449/178, 9-10=-4868/291, 10-24=-5264/359, 11-24=-5380/338 BOT CHORD 2-19=-694/440, 18-19=0/1414, 17-18=0/2089, 16-17=0/2105, 15-16=0/3266, 14-15=-137/4068, 13-14=-146/4047, 11-13=-270/4802 WEBS 3-19=-491/134, 5-19=-2978/408, 5-18=-55/772, 6-18=-405/125, 6-16=-106/1463, 7-16=-1221/51, 7-15=-637/123, 8-15=-104/2710, 9-15=-1010/176, 9-13=0/597, 10-13=-443/129 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 2-4-0, Interior(1) 2-4-0 to 15-10-0, Exterior(2) 15-10-0 to 19-8-13, Interior(1) 20-10-0 to 40-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=269, 11=126. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F10 Truss Type Roof Special Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:41 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-nTU0gEmxLCgnjLaCWQxady1Kla_wMYy0SBbwf7zAdEi Scale = 1:73.4 T2 T3 T4 T5 B1 B3 B4 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 T1 T6B2B5 SB1 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 5x8 5x10 M18SHS 5x10 M18SHS 5x6 3x6 5x6 5x6 WB 3x8 M18SHS3x6 4x4 5x8 3x4 3x4 5x6 3x8 M18SHS 5-0-0 5-0-0 5-5-8 0-5-8 13-2-0 7-8-8 18-2-0 5-0-0 22-0-0 3-10-0 30-2-1 8-2-1 39-0-0 8-9-15 -1-6-0 1-6-0 5-5-8 5-5-8 13-2-0 7-8-8 18-2-0 5-0-0 22-0-0 3-10-0 27-5-6 5-5-6 32-10-11 5-5-6 39-0-0 6-1-5 40-6-0 1-6-0 0- 4 - 3 6- 9 - 6 8- 1 0 - 3 0- 4 - 3 4- 1 - 1 0 6- 9 - 6 6.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-3-0], [4:0-5-12,0-1-12], [5:0-4-12,0-2-0], [8:0-3-0,0-3-0], [9:0-0-10,Edge], [13:0-4-0,0-3-4], [16:0-2-4,0-1-8], [17:0-2-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.84 0.84 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.52 -0.95 0.57 0.14 (loc) 11-13 11-13 9 11-13 l/defl >770 >421 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 179 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W2,W7: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 17=2457/0-5-8 (min. 0-2-10), 9=1787/0-5-8 (min. 0-1-13) Max Horz17=138(LC 11) Max Uplift17=-269(LC 12), 9=-126(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-396/750, 3-18=-378/879, 3-19=-2202/136, 4-19=-2054/150, 4-20=-3577/275, 20-21=-3577/275, 5-21=-3577/275, 5-6=-3418/230, 6-22=-3339/237, 7-22=-3444/219, 7-8=-4868/313, 8-23=-5263/381, 9-23=-5379/360 BOT CHORD 2-17=-669/420, 16-17=-757/432, 15-16=-7/1931, 14-15=-90/3620, 13-14=-84/3632, 12-13=-128/4070, 11-12=-137/4049, 9-11=-261/4801 WEBS 3-17=-2149/344, 3-16=-303/2578, 4-16=-819/179, 4-15=-125/2036, 5-15=-1482/114, 5-13=-666/120, 6-13=-106/2598, 7-13=-1029/177, 7-11=0/594, 8-11=-438/129 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 2-4-0, Interior(1) 2-4-0 to 13-2-0, Exterior(2) 13-2-0 to 17-0-13, Interior(1) 18-2-0 to 40-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=269, 9=126. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F11 Truss Type Roof Special Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:42 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-Ff1OuZna6VoeKV9O48Sp99ZUl_KR5_zAhrLTBZzAdEh Scale = 1:61.0 T1 T2 T3 T4 B2 B3 W3 W4 W5 W6 W7 W8 W9 W10 W1 W2 T5 B1 B4 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 20 21 5x6 4x6 3x8 M18SHS 3x8 M18SHS 3x6 4x6 5x10 MT20HS 5x10 M18SHS 3x4 3x4 5x6 2x4 4x6 4x8 M18SHS 5-6-0 5-6-0 10-6-0 5-0-0 17-0-0 6-6-0 25-2-1 8-2-1 34-0-0 8-9-15 5-6-0 5-6-0 10-6-0 5-0-0 17-0-0 6-6-0 22-5-6 5-5-6 27-10-11 5-5-6 34-0-0 6-1-5 35-6-0 1-6-0 2- 1 0 - 3 5- 5 - 6 8- 1 0 - 3 0- 4 - 3 4- 1 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-1-12], [3:0-4-0,0-2-0], [4:0-3-0,0-1-12], [6:0-3-0,0-3-0], [7:0-0-14,Edge], [11:0-5-0,0-3-0], [13:0-2-12,0-2-0], [14:0-2-8,0-1-8], [15:0-2-0,0-0-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.95 0.89 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.60 -1.07 0.70 0.18 (loc) 9-11 9-11 7 9-11 l/defl >676 >379 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS M18SHS Weight: 159 lb FT = 0% GRIP 220/195 165/146 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W4,W7: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 15=1711/0-5-8 (min. 0-1-12), 7=1873/0-5-8 (min. 0-1-15) Max Horz15=-166(LC 10) Max Uplift15=-96(LC 12), 7=-144(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-2289/218, 16-17=-2192/221, 2-17=-2161/230, 2-18=-4697/427, 3-18=-4697/427, 3-19=-3876/288, 4-19=-3754/302, 4-20=-3647/297, 5-20=-3835/281, 5-6=-5214/387, 6-21=-5604/454, 7-21=-5721/433, 1-15=-1684/188 BOT CHORD 13-14=-98/2071, 12-13=-278/4731, 11-12=-266/4746, 10-11=-226/4393, 9-10=-235/4373, 7-9=-357/5111 WEBS 2-14=-895/123, 2-13=-219/3035, 3-13=-1977/194, 3-11=-1302/223, 4-11=-136/2825, 5-11=-1024/161, 5-9=0/585, 6-9=-434/127, 1-14=-145/1953 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-6-9, Interior(1) 3-6-9 to 5-6-0, Exterior(2) 5-6-0 to 8-10-13, Interior(1) 10-6-0 to 35-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 15, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 7=144. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F12 Truss Type Roof Special Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:43 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-ksbn5voCtpwVyfkaerz2iN6fBOgaqV6JvV41j?zAdEg Scale = 1:61.0 T1 T2 T3 T4 B2 B2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W1 W2 T5B1B3 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 5x8 5x10 M18SHS 4x6 3x8 M18SHS 3x8 M18SHS 4x4 4x12 3x4 5x10 M18SHS 3x4 3x4 5x6 2x4 4x4 4x8 M18SHS 2-10-0 2-10-0 7-10-0 5-0-0 17-0-0 9-2-0 25-2-1 8-2-1 34-0-0 8-9-15 2-10-0 2-10-0 7-10-0 5-0-0 12-5-0 4-7-0 17-0-0 4-7-0 22-5-6 5-5-6 27-10-11 5-5-6 34-0-0 6-1-5 35-6-0 1-6-0 2- 1 0 - 3 4- 1 - 6 8- 1 0 - 3 0- 4 - 3 4- 1 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-4-12,0-1-12], [3:0-4-0,0-2-0], [4:0-1-8,0-1-8], [5:0-3-0,0-1-8], [7:0-3-0,0-3-0], [8:0-0-14,Edge], [12:0-5-0,0-3-0], [14:0-5-15,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.90 0.89 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.64 -1.19 0.75 0.19 (loc) 10-12 12-14 8 12-14 l/defl >633 >338 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 160 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W4,W8: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 16=1711/0-5-8 (min. 0-1-12), 8=1873/0-5-8 (min. 0-1-15) Max Horz16=-166(LC 10) Max Uplift16=-96(LC 12), 8=-144(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1455/160, 2-17=-5169/414, 3-17=-5169/414, 3-4=-5656/482, 4-18=-3806/270, 5-18=-3648/286, 5-19=-3723/272, 6-19=-3828/259, 6-7=-5212/376, 7-20=-5596/441, 8-20=-5713/420, 1-16=-1702/169 BOT CHORD 14-15=-51/1400, 13-14=-193/4231, 12-13=-184/4251, 11-12=-208/4407, 10-11=-223/4386, 8-10=-345/5103 WEBS 2-15=-1295/152, 2-14=-284/4096, 3-14=-2924/300, 4-14=-131/1204, 4-12=-908/178, 5-12=-137/2890, 6-12=-1021/172, 6-10=0/575, 7-10=-434/125, 1-15=-148/1652 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-2-13, Interior(1) 6-2-13 to 17-0-0, Exterior(2) 17-0-0 to 20-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 16, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except (jt=lb) 8=144. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F13 Truss Type Roof Special Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:44 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-C299JFoqe72MapJnBYUHFafq0n?NZxQS89qaGRzAdEf Scale = 1:59.6 W1 T1 T2 T3 B2 B3 W2 W3 W4 W5 W6 W7 W8 W9 W10 T4 B1 B4 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 3x6 3x12 4x6 3x8 M18SHS 3x8 M18SHS 5x10 M18SHS 3x6 4x8 M18SHS 3x4 5x10 M18SHS 3x4 3x4 5x6 4x8 M18SHS 5-2-0 5-2-0 11-1-0 5-11-0 17-0-0 5-11-0 25-2-1 8-2-1 34-0-0 8-9-15 5-2-0 5-2-0 11-1-0 5-11-0 17-0-0 5-11-0 22-5-6 5-5-6 27-10-11 5-5-6 34-0-0 6-1-5 35-6-0 1-6-0 2- 9 - 6 8- 1 0 - 3 0- 4 - 3 4- 1 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-2-0], [4:0-3-0,0-1-12], [6:0-3-0,0-3-0], [7:0-0-14,Edge], [11:0-5-0,0-3-0], [14:0-4-8,0-2-8], [15:0-0-0,0-0-13] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.90 0.92 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.71 -1.25 0.84 0.21 (loc) 9-11 9-11 7 9-11 l/defl >572 >324 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 154 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W1,W2,W7: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-14. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 15=1711/0-5-8 (min. 0-1-12), 7=1873/0-5-8 (min. 0-1-15) Max Horz15=-164(LC 10) Max Uplift15=-96(LC 12), 7=-144(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1653/155, 1-16=-5569/428, 2-16=-5565/428, 2-3=-5070/355, 3-17=-3836/250, 4-17=-3720/270, 4-18=-3720/262, 5-18=-3821/247, 5-6=-5217/357, 6-19=-5603/424, 7-19=-5720/403 BOT CHORD 13-14=-328/5461, 12-13=-193/4559, 11-12=-183/4573, 10-11=-199/4398, 9-10=-208/4377, 7-9=-329/5110 WEBS 1-14=-410/5585, 2-14=-2626/249, 2-13=-911/130, 3-13=0/326, 3-11=-1183/177, 4-11=-115/2836, 5-11=-1031/166, 5-9=0/587, 6-9=-432/127 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-6-9, Interior(1) 3-6-9 to 17-0-0, Exterior(2) 17-0-0 to 20-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 15, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 7=144. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F14 Truss Type Scissor Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:44 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-C299JFoqe72MapJnBYUHFafpbn??Z_pS89qaGRzAdEf Scale = 1:60.4 T2 T2 B2 B2 W4 W3 W2 W1 W3 W2 W1T1 T3B1B1 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 4x6 3x8 M18SHS 3x8 M18SHS 5x10 M18SHS 3x4 3x4 5x6 3x4 3x4 5x6 4x8 M18SHS 4x8 M18SHS 8-9-15 8-9-15 17-0-0 8-2-1 25-2-1 8-2-1 34-0-0 8-9-15 6-1-5 6-1-5 11-6-10 5-5-6 17-0-0 5-5-6 22-5-6 5-5-6 27-10-11 5-5-6 34-0-0 6-1-5 35-6-0 1-6-0 0- 4 - 3 8- 1 0 - 3 0- 4 - 3 4- 1 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-0-14,Edge], [2:0-3-0,0-3-0], [4:0-3-0,0-1-12], [6:0-3-0,0-3-0], [7:0-0-14,Edge], [11:0-5-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.99 0.95 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.69 -1.20 0.86 0.20 (loc) 9-11 9-11 7 9-11 l/defl >585 >335 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 142 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W4: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 1-13. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=1706/0-5-8 (min. 0-1-12), 7=1869/0-5-8 (min. 0-1-15) Max Horz1=-131(LC 10) Max Uplift1=-95(LC 12), 7=-144(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-5762/472, 2-14=-5624/484, 2-3=-5242/400, 3-15=-3806/271, 4-15=-3705/284, 4-16=-3705/273, 5-16=-3807/260, 5-6=-5198/373, 6-17=-5584/439, 7-17=-5701/418 BOT CHORD 1-13=-375/5158, 12-13=-210/4380, 11-12=-202/4401, 10-11=-207/4385, 9-10=-221/4364, 7-9=-343/5093 WEBS 4-11=-129/2832, 5-11=-1026/168, 5-9=0/582, 6-9=-433/126, 3-11=-1043/172, 3-13=-26/619, 2-13=-457/152 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-7-9, Interior(1) 3-7-9 to 17-0-0, Exterior(2) 17-0-0 to 20-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 7=144. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F15 Truss Type Common Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:45 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-gEjXWbpSPQADBzuzlG?WnoB15BOHITicNpZ8ouzAdEe Scale = 1:57.7 T2 T2 B1 W3 W2 W1 W2 W1 T1 T3 B1B2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 5x10 M18SHS 5x6 5x10 M18SHS 3x6 4x4 3x8 2x4 2x4 4x4 3x6 8-9-4 8-9-4 17-0-0 8-2-12 25-2-12 8-2-12 34-0-0 8-9-4 8-9-4 8-9-4 17-0-0 8-2-12 25-2-12 8-2-12 34-0-0 8-9-4 35-6-0 1-6-0 0- 4 - 3 8- 1 0 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [1:0-2-8,0-1-8], [2:0-5-0,0-3-0], [4:0-5-0,0-3-0], [5:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.81 0.75 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.47 0.14 0.09 (loc) 1-11 1-11 5 1-11 l/defl >999 >854 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 147 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T1,T3: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9, 2-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=1706/0-5-8 (min. 0-1-13), 5=1869/0-5-8 (min. 0-2-0) Max Horz1=-131(LC 10) Max Uplift1=-95(LC 12), 5=-144(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-3091/257, 2-12=-2939/277, 2-13=-2098/229, 3-13=-1915/256, 3-14=-1914/248, 4-14=-2097/228, 4-15=-2913/258, 5-15=-3070/228 BOT CHORD 1-11=-152/2610, 10-11=-153/2607, 9-10=-153/2607, 8-9=-151/2584, 7-8=-151/2584, 5-7=-149/2587 WEBS 3-9=-61/1058, 4-9=-1021/138, 4-7=0/327, 2-9=-1048/141, 2-11=0/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-7-9, Interior(1) 3-7-9 to 17-0-0, Exterior(2) 17-0-0 to 20-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 5=144. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F16 Truss Type Common Qty 4 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:46 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-8RHvkxq4AkI4p6T9JzWlK?kC8blx1w0lbTJhKKzAdEd Scale = 1:58.4 T2 T2 B1 W3 W2 W1 W2 W1T1 T1 B1B21 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 5x10 M18SHS 5x6 5x10 M18SHS 4x4 4x4 3x8 2x4 2x4 4x4 4x4 8-9-4 8-9-4 17-0-0 8-2-12 25-2-12 8-2-12 34-0-0 8-9-4 -1-6-0 1-6-0 8-9-4 8-9-4 17-0-0 8-2-12 25-2-12 8-2-12 34-0-0 8-9-4 35-6-0 1-6-0 0- 4 - 3 8- 1 0 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-1-8,Edge], [3:0-5-0,0-3-0], [5:0-5-0,0-3-0], [6:0-1-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.79 0.66 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.20 -0.42 0.14 0.07 (loc) 2-12 2-12 6 2-12 l/defl >999 >954 n/a >999 L/d 360 240 n/a 240 PLATES MT20 M18SHS Weight: 149 lb FT = 0% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* T1: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-10, 3-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=1865/0-5-8 (min. 0-2-0), 6=1865/0-5-8 (min. 0-2-0) Max Horz2=133(LC 11) Max Uplift2=-143(LC 12), 6=-143(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-3060/219, 3-13=-2904/249, 3-14=-2089/220, 4-14=-1906/247, 4-15=-1906/247, 5-15=-2089/220, 5-16=-2904/249, 6-16=-3060/219 BOT CHORD 2-12=-124/2579, 11-12=-125/2576, 10-11=-125/2576, 9-10=-142/2576, 8-9=-142/2576, 6-8=-141/2579 WEBS 4-10=-50/1047, 5-10=-1020/136, 5-8=0/327, 3-10=-1020/136, 3-12=0/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-10-0, Interior(1) 1-10-0 to 17-0-0, Exterior(2) 17-0-0 to 20-4-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=143, 6=143. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F17 Truss Type HIP Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:47 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-cdrHxHrix2QxRG2Mth2_sDHKu?2amGzvq72EtmzAdEc Scale = 1:61.8 T2 T3 T4 B1 B3 B4 B3 B5 W1 W2 W3 W4 W3 W5 W6 W7 W8 W9 W10 W11 W12 T1 T5 B2 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 5x10 M18SHS 4x6 4x6 3x6 4x4 4x4 5x6 8x12 MT20HS 5x10 MT20HS 5x6 4x4 2x4 3x8 3x4 6x8 2x4 3x6 3x8 8-6-4 8-6-4 16-6-0 7-11-12 17-6-0 1-0-0 20-1-8 2-7-8 22-1-8 2-0-0 29-6-8 7-5-0 31-6-8 2-0-0 34-0-0 2-5-8 8-6-4 8-6-4 16-6-0 7-11-12 17-6-0 1-0-0 20-1-8 2-7-8 22-1-8 2-0-0 29-6-8 7-5-0 31-6-8 2-0-0 34-0-0 2-5-8 35-6-0 1-6-0 0- 4 - 3 8- 5 - 6 8- 7 - 3 0- 4 - 3 1- 0 - 0 8- 5 - 6 6.00 12 6.00 12 Plate Offsets (X,Y)-- [1:0-2-4,Edge], [2:0-5-0,0-3-0], [4:0-3-0,0-0-12], [5:0-3-1,0-1-8], [13:0-4-12,0-3-4], [14:0-5-4,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.99 0.83 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.34 -0.68 0.30 0.11 (loc) 13-14 13-14 10 13-14 l/defl >999 >595 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS M18SHS Weight: 199 lb FT = 0% GRIP 220/195 165/146 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W11: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-17, 4-17, 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=1706/0-5-8 (min. 0-1-13), 10=1869/0-5-8 (min. 0-2-0) Max Horz1=-127(LC 10) Max Uplift1=-95(LC 12), 10=-144(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-3119/282, 2-20=-2974/302, 2-21=-2149/249, 3-21=-1977/275, 3-4=-1767/275, 4-5=-1959/289, 5-6=-3118/382, 6-7=-3137/307, 7-8=-5536/466, 8-9=-5615/464, 9-22=-3019/254, 10-22=-3099/247 BOT CHORD 1-19=-171/2641, 18-19=-172/2637, 17-18=-172/2637, 16-17=-44/1735, 15-16=-85/1962, 14-15=-92/2150, 13-14=-369/4918, 12-13=-187/2753, 10-12=-181/2608 WEBS 2-19=0/324, 2-17=-1011/155, 3-17=-18/460, 4-17=-161/485, 4-16=-126/591, 5-16=-711/123, 5-15=-830/45, 5-14=-190/2103, 6-14=-570/148, 7-14=-2267/222, 7-13=-15/1078, 9-13=-202/2585, 9-12=-1214/90 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-7-9, Interior(1) 3-7-9 to 16-6-0, Exterior(2) 16-6-0 to 17-6-0 , Interior(1) 22-3-4 to 35-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 10=144. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F18 Truss Type Hip Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:48 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-4pPg8drKiLYo2QdYQOZDPQpXtPNWVkC23nooPDzAdEb Scale = 1:59.8 T1 T2 T3 B1 B3 B4 B3 B5 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11B2 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 18 19 20 21 22 233x6 5x10 M18SHS 6x8 4x4 7x10 M18SHS 5x10 MT20HS 5x6 4x4 3x4 5x6 3x4 5x8 2x4 3x6 3x8 7-2-4 7-2-4 13-10-0 6-7-12 20-1-8 6-3-8 22-1-8 2-0-0 29-6-8 7-5-0 31-6-8 2-0-0 34-0-0 2-5-8 7-2-4 7-2-4 13-10-0 6-7-12 20-2-0 6-4-0 22-1-8 1-11-8 29-6-8 7-5-0 31-6-8 2-0-0 34-0-0 2-5-8 35-6-0 1-6-0 0- 4 - 3 7- 1 - 6 7- 3 - 3 0- 4 - 3 1- 0 - 0 7- 1 - 6 6.00 12 6.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [3:0-5-0,0-1-7], [4:0-4-6,Edge], [7:0-2-0,Edge], [12:0-4-12,0-3-4], [13:0-3-12,0-2-12], [14:0-2-12,0-2-8], [16:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.78 0.84 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.36 -0.66 0.30 0.11 (loc) 12-13 12-13 9 12-13 l/defl >999 >609 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS M18SHS Weight: 174 lb FT = 0% GRIP 220/195 165/146 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std *Except* W10: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 1=1715/Mechanical, 9=1878/0-5-8 (min. 0-2-0) Max Horz1=-108(LC 10) Max Uplift1=-96(LC 12), 9=-145(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-3245/321, 2-17=-3112/336, 2-18=-2451/292, 3-18=-2224/314, 3-19=-2049/319, 19-20=-2049/319, 4-20=-2049/319, 4-5=-3059/428, 5-21=-2995/356, 6-21=-3165/343, 6-7=-5537/531, 7-8=-5617/524, 8-22=-3028/297, 9-22=-3108/296 BOT CHORD 1-16=-219/2779, 15-16=-219/2779, 15-23=-108/2074, 14-23=-108/2074, 13-14=-133/2275, 12-13=-430/4923, 11-12=-223/2757, 9-11=-217/2616 WEBS 2-16=0/266, 2-15=-807/126, 3-15=-4/508, 3-14=-290/261, 4-14=-909/93, 4-13=-217/1961, 5-13=-381/148, 6-13=-2248/242, 6-12=-18/1057, 8-12=-228/2579, 8-11=-1206/93 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-12 to 3-5-9, Interior(1) 3-5-9 to 13-10-0, Exterior(2) 13-10-0 to 24-11-11, Interior(1) 24-11-11 to 35-6-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 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) 1 except (jt=lb) 9=145. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss F19 Truss Type Hip Girder Qty 1 Ply 2 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:49 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-Y0z2MzszTfhfgaBk_64SyeMlEojyEGdCIRXLxfzAdEa Scale = 1:59.3 T1 T2 T3 B1 B3 B4 B3 B5 W1 W2 W3 W4 W5 W6 W5 W7 W8 W10 W11 W12 W13 W14 W15 B21 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 23 24 25 26 27 284x6 5x6 5x6 5x6 7x8 7x10 MT20HS 6x8 3x8 3x4 7x8 3x4 3x8 2x4 3x8 6x8 3x4 3x4 3x4 3x6 6-0-4 6-0-4 11-2-0 5-1-12 15-7-12 4-5-12 20-1-8 4-5-12 22-1-8 2-0-0 22-10-0 0-8-8 26-2-4 3-4-4 29-6-8 3-4-4 31-6-8 2-0-0 34-0-0 2-5-8 6-0-4 6-0-4 11-2-0 5-1-12 15-7-12 4-5-12 20-1-8 4-5-12 22-10-0 2-8-8 26-2-4 3-4-4 29-6-8 3-4-4 31-6-8 2-0-0 34-0-0 2-5-8 35-6-0 1-6-0 0- 4 - 3 5- 9 - 6 5- 1 1 - 3 0- 4 - 3 1- 0 - 0 5- 9 - 6 6.00 12 6.00 12 Plate Offsets (X,Y)-- [1:0-1-4,0-0-3], [3:0-3-0,0-1-12], [6:0-3-0,0-1-12], [8:0-1-12,0-1-8], [9:0-2-4,0-1-8], [12:0-4-0,0-4-0], [13:0-4-8,0-5-0], [15:0-3-8,0-4-4], [16:0-3-12,0-5-0], [17:0-2-12,0-3-4], [20:0-4-0,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.61 0.90 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.36 -0.59 0.25 0.14 (loc) 16 16 10 16 l/defl >999 >681 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT20HS Weight: 422 lb FT = 0% GRIP 220/195 165/146 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* W14: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=4711/Mechanical, 10=4072/0-5-8 (min. 0-2-3) Max Horz1=-88(LC 23) Max Uplift1=-436(LC 8), 10=-453(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9310/899, 2-3=-7653/825, 3-21=-7623/881, 4-21=-7628/881, 4-5=-7625/880, 5-6=-8345/965, 6-7=-9148/1038, 7-8=-10482/1130, 8-9=-13633/1390, 9-10=-7930/794 BOT CHORD 1-22=-734/8239, 22-23=-734/8239, 20-23=-734/8239, 20-24=-734/8239, 24-25=-734/8239, 19-25=-734/8239, 19-26=-605/6741, 26-27=-605/6741, 18-27=-605/6741, 18-28=-733/7511, 17-28=-733/7512, 16-17=-795/8103, 15-16=-787/8102, 14-15=-911/9361, 13-14=-1152/11883, 12-13=-666/7114, 10-12=-651/6928 WEBS 2-20=-31/1160, 2-19=-1691/146, 3-19=-148/1913, 3-18=-202/1580, 4-18=-498/72, 5-18=-13/345, 5-17=-2495/248, 5-16=-197/2040, 6-16=-166/1550, 6-15=-264/2427, 7-15=-1573/155, 7-14=-104/1433, 8-14=-2710/259, 8-13=-182/2269, 9-13=-562/5595, 9-12=-2805/299 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=436, 10=453. Continued on page 2 Job B0811-16 Truss F19 Truss Type Hip Girder Qty 1 Ply 2 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:49 2016 Page 2 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-Y0z2MzszTfhfgaBk_64SyeMlEojyEGdCIRXLxfzAdEa NOTES- 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 371 lb down and 36 lb up at 1-11-4, 371 lb down and 36 lb up at 3-11-4, 371 lb down and 36 lb up at 5-11-4, 371 lb down and 36 lb up at 7-11-4, 371 lb down and 36 lb up at 9-11-4, 371 lb down and 64 lb up at 11-11-4, 371 lb down and 64 lb up at 13-11-4, 371 lb down and 64 lb up at 15-11-4, 371 lb down and 64 lb up at 17-11-4, 371 lb down and 64 lb up at 20-1-8, and 354 lb down and 65 lb up at 22-1-8, and 1128 lb down and 179 lb up at 22-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-86, 3-6=-86, 6-11=-86, 1-17=-16, 16-17=-16, 13-16=-16, 12-13=-16, 10-12=-16 Concentrated Loads (lb) Vert: 17=-371(F) 16=-354(F) 20=-371(F) 18=-371(F) 15=-1128(F) 22=-371(F) 23=-371(F) 24=-371(F) 25=-371(F) 26=-371(F) 27=-371(F) 28=-371(F) Job B0811-16 Truss J1 Truss Type Jack-Open Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:50 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-0CWQZJtbEzpVIkmwYpbhUrv12CG5zrELW4HvT5zAdEZ Scale = 1:10.6 T1 B1 HW1 1 2 3 44x4 1-1-2 1-1-2 -1-6-0 1-6-0 1-1-2 1-1-2 0- 7 - 3 1- 3 - 1 5 0- 1 0 - 1 1 1- 3 - 1 5 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.16 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 2 2 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 7 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 1-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 3=-65/Mechanical, 2=303/0-5-8 (min. 0-1-8), 4=8/Mechanical Max Horz2=49(LC 12) Max Uplift3=-65(LC 1), 2=-77(LC 12) Max Grav3=25(LC 12), 2=303(LC 1), 4=19(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss J2 Truss Type Jack-Open Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:50 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-0CWQZJtbEzpVIkmwYpbhUrv0RCGhzrELW4HvT5zAdEZ Scale = 1:15.6 T1 B1 HW1 1 2 5 3 4 4x4 2-5-8 2-5-8 -1-6-0 1-6-0 2-7-2 2-7-2 0- 7 - 3 2- 3 - 1 5 2- 3 - 2 1- 1 0 - 1 1 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.20 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 2-4 2-4 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 11 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 3=38/Mechanical, 2=334/0-5-8 (min. 0-1-8), 4=18/Mechanical Max Horz2=71(LC 12) Max Uplift3=-18(LC 9), 2=-57(LC 12) Max Grav3=40(LC 17), 2=334(LC 1), 4=41(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 2-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss J3 Truss Type Jack-Open Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:51 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-VO4oneuD?GxMvuL76X6w13RBBcchiI3Ulk0S0YzAdEY Scale = 1:20.5 T1 B1 B2 HW1 W1 1 2 3 6 7 4 5 4x4 4x4 2x4 2-5-8 2-5-8 4-1-2 1-7-10 -1-6-0 1-6-0 2-5-8 2-5-8 4-1-2 1-7-10 0- 7 - 3 3- 3 - 1 5 2- 6 - 2 2- 1 0 - 1 1 0- 9 - 1 3 8.00 12 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.20 0.05 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.05 -0.03 -0.03 (loc) 6 6 5 6 l/defl >999 >960 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 18 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 4=144/Mechanical, 2=387/0-5-8 (min. 0-1-8), 5=13/Mechanical Max Horz2=93(LC 12) Max Uplift4=-30(LC 12), 2=-45(LC 12) Max Grav4=144(LC 1), 2=387(LC 1), 5=28(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 4-0-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss J4 Truss Type Jack-Open Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:51 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-VO4oneuD?GxMvuL76X6w13RAEcbKiHKUlk0S0YzAdEY Scale = 1:25.3 T1 B1 B2 B3 HW1 W1 W3 W2 1 2 3 4 8 7 9 5 6 3x6 4x4 4x4 3x4 2x4 2-5-8 2-5-8 4-5-8 2-0-0 5-7-2 1-1-10 -1-6-0 1-6-0 2-5-8 2-5-8 4-5-8 2-0-0 5-7-2 1-1-10 0- 7 - 3 4- 3 - 1 5 3- 3 - 1 5 3- 1 0 - 1 1 1- 0 - 0 8.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [3:0-1-12,0-1-8], [7:0-2-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.26 0.07 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.05 0.01 0.01 (loc) 7 7 6 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 28 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=235/Mechanical, 2=453/0-5-8 (min. 0-1-8), 6=9/Mechanical Max Horz2=116(LC 12) Max Uplift5=-43(LC 12), 2=-38(LC 12) Max Grav5=235(LC 1), 2=453(LC 1), 6=19(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-313/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 5-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss J5 Truss Type Jack-Open Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:52 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-zaeA__vrma3DX2wJfEd9ZG_Mw0xkRkPe_Om?Y_zAdEX Scale = 1:30.1 T1 B1 B2 B3 HW1 W1 W3 W2 W4 1 2 3 4 9 8 7 10 11 5 6 3x6 4x4 4x4 3x4 3x4 2x4 2-5-8 2-5-8 4-5-8 2-0-0 7-1-2 2-7-10 -1-6-0 1-6-0 2-5-8 2-5-8 4-5-8 2-0-0 7-1-2 2-7-10 0- 7 - 3 5- 3 - 1 5 4- 3 - 1 5 4- 1 0 - 1 1 1- 0 - 0 8.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [3:0-1-12,0-1-8], [4:0-1-12,0-1-8], [8:0-2-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.20 0.12 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.00 0.00 (loc) 7-8 7-8 6 8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 37 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=83/Mechanical, 2=523/0-5-8 (min. 0-1-8), 6=243/Mechanical Max Horz2=139(LC 12) Max Uplift5=-23(LC 12), 2=-33(LC 12), 6=-30(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-397/0, 3-10=-329/0, 3-11=-319/0, 4-11=-288/7 BOT CHORD 8-9=-98/252 WEBS 4-7=-339/116 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 7-0-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 6. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss JA1 Truss Type Jack-Open Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:52 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-zaeA__vrma3DX2wJfEd9ZG_NA0ysRlje_Om?Y_zAdEX Scale = 1:13.4 T1 B1 1 2 5 6 3 4 2x4 3-1-12 3-1-12 -1-6-0 1-6-0 3-1-12 3-1-12 0- 4 - 3 1- 1 1 - 1 1- 6 - 6 1- 1 1 - 1 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.18 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.00 0.00 (loc) 2-4 2-4 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 11 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 3=74/Mechanical, 2=348/0-5-8 (min. 0-1-8), 4=23/Mechanical Max Horz2=61(LC 12) Max Uplift3=-15(LC 9), 2=-62(LC 12) Max Grav3=74(LC 1), 2=348(LC 1), 4=51(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 3-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss JA2 Truss Type Jack-Open Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:53 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-RnCZCKvTXuB49BVVDx9O6UXV2QI5ABWnC2VZ4QzAdEW Scale = 1:19.8 T1 B1 B2 B3 W1 W3 W2 1 2 3 4 8 7 9 5 6 2x4 4x4 4x4 3x4 2x4 2-5-8 2-5-8 4-1-8 1-8-0 5-9-12 1-8-4 -1-6-0 1-6-0 2-5-8 2-5-8 4-1-8 1-8-0 5-9-12 1-8-4 0- 4 - 3 3- 3 - 1 2- 5 - 1 2- 1 0 - 6 0- 1 0 - 0 6.00 12 6.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.37 0.05 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.09 0.02 0.03 (loc) 7 7 6 7 l/defl >999 >727 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 25 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=243/Mechanical, 2=461/0-5-8 (min. 0-1-8), 6=13/Mechanical Max Horz2=91(LC 12) Max Uplift5=-31(LC 12), 2=-54(LC 12) Max Grav5=243(LC 1), 2=461(LC 1), 6=29(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-391/36, 3-9=-310/44 BOT CHORD 2-8=-136/284, 7-8=-144/308 WEBS 3-7=-253/121 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 5-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss JA3 Truss Type Jack-Open Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:53 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-RnCZCKvTXuB49BVVDx9O6UXXkQF3A9gnC2VZ4QzAdEW Scale = 1:25.9 T1 B1 B2 B3 W1 W3 W2 W4 1 2 3 4 9 8 7 10 11 5 6 2x4 4x4 4x4 3x4 3x4 3x4 2-5-8 2-5-8 4-5-8 2-0-0 8-5-12 4-0-4 -1-6-0 1-6-0 2-5-8 2-5-8 4-5-8 2-0-0 8-5-12 4-0-4 0- 4 - 3 4- 7 - 1 3- 7 - 1 4- 2 - 6 1- 0 - 0 6.00 12 6.00 12 Plate Offsets (X,Y)-- [8:0-2-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.19 0.24 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.06 0.01 0.01 (loc) 7-8 7-8 6 7-8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 38 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 5=139/Mechanical, 2=589/0-5-8 (min. 0-1-8), 6=262/Mechanical Max Horz2=121(LC 12) Max Uplift5=-31(LC 12), 2=-51(LC 12), 6=-12(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-591/0, 3-10=-511/0, 3-11=-779/110, 4-11=-708/112 BOT CHORD 2-9=-110/441, 8-9=-116/475, 7-8=-199/657 WEBS 4-8=-25/263, 3-8=-100/267, 4-7=-706/213 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 1-5-3, Interior(1) 1-5-3 to 8-5-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 6. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss LAY01 Truss Type Lay-In Gable Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:54 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-vzmxPgw5HBJxmL4infgdfh3lqpdtvfSxRiF6cszAdEV Scale = 1:31.0 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 3x4 4x4 3x4 11-5-8 11-5-8 5-8-12 5-8-12 11-5-8 5-8-12 5- 2 - 0 10.82 12 LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.04 0.02 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 52 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 11-5-8. (lb) - Max Horz1=-82(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 11, 12, 9, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10, 11, 12, 9, 8 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-4-9 to 3-4-9, Interior(1) 3-4-9 to 5-8-12, Exterior(2) 5-8-12 to 8-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 11, 12, 9, 8. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss LAY02 Truss Type Lay-In Gable Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:55 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-N9KJc0xj2VRoOVfuLMBsBvcwaDzve6f4gM_g9JzAdEU Scale = 1:78.5 T2 T3 B1 B3 ST4 ST3 ST3 ST3 ST3 ST2ST1 T1 B21 23 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 3x4 4x4 3x4 3x4 3x4 3x4 4-7-5 4-7-5 16-6-6 11-11-2 14-2-12 14-2-12 16-6-6 2-3-10 12 - 9 - 1 5 8- 8 - 1 4 10.82 12 10.82 12 Plate Offsets (X,Y)-- [10:0-3-9,Edge], [17:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.04 0.03 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 88 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-16. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 16-6-6. (lb) - Max Horz1=239(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 10, 1, 17, 12, 13, 14, 16, 18, 19 Max Grav All reactions 250 lb or less at joint(s) 10, 1, 17, 11, 12, 13, 14, 16, 18, 19 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-272/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-4-9 to 3-4-9, Interior(1) 3-4-9 to 14-2-12, Exterior(2) 14-2-12 to 16-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10, 11, 12, 13, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 1, 17, 12, 13, 14, 16, 18, 19. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10, 11, 12, 13, 14, 16. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss LAY03 Truss Type Lay-In Gable Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:55 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-N9KJc0xj2VRoOVfuLMBsBvcoaDz5e4Z4gM_g9JzAdEU Scale = 1:53.5 T1 W1 B1 ST3 ST2 ST11 2 3 4 5 9 8 7 6 6-11-5 6-11-5 10 - 4 - 3 17.89 12 Plate Offsets (X,Y)-- [1:0-2-3,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.56 0.02 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 54 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 6-11-5. (lb) - Max Horz1=266(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 9 except 1=-253(LC 10), 6=-137(LC 11), 7=-115(LC 12), 8=-116(LC 12) Max Grav All reactions 250 lb or less at joint(s) 6, 8, 9 except 1=315(LC 9), 7=253(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-806/683, 2-3=-650/563, 3-4=-452/412 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Corner(3) 0-3-4 to 4-6-3, Exterior(2) 4-6-3 to 6-9-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are 2x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 1=253, 6=137, 7=115, 8=116. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss M1 Truss Type Jack-Closed Qty 1 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:56 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-rMuhqMyMpoZf0fE4u4i5k6814dIrNXlEv0kDhlzAdET Scale = 1:35.2 T1 W5 B1 B2 B3 W1 W2 W3 W4 HW1 1 2 3 4 5 8 7 6 9 10 2x4 3x4 3x6 4x4 4x4 3x4 3x4 2-5-8 2-5-8 4-5-8 2-0-0 8-0-0 3-6-8 -1-6-0 1-6-0 2-5-8 2-5-8 4-5-8 2-0-0 8-0-0 3-6-8 0- 7 - 3 5- 1 1 - 3 4- 1 1 - 3 1- 0 - 0 8.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-1], [3:0-1-12,0-1-8], [4:0-1-12,0-1-8], [7:0-2-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.32 0.11 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.01 0.00 (loc) 6-7 6-7 6 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 46 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 6=370/Mechanical, 2=563/0-5-8 (min. 0-1-8) Max Horz2=148(LC 9) Max Uplift6=-49(LC 9), 2=-65(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-453/26, 3-9=-347/36, 3-10=-415/47, 4-10=-328/55 BOT CHORD 2-8=-140/262, 7-8=-152/290, 6-7=-157/320 WEBS 4-6=-395/142 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 7-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job B0811-16 Truss M2 Truss Type JACK-CLOSED Qty 5 Ply 1 Thompson6/1(ID)RP Job Reference (optional) Run: 8.010 s Apr 7 2016 Print: 8.010 s Apr 7 2016 MiTek Industries, Inc. Wed Jun 01 13:34:57 2016 Page 1 Snake River Truss & Components, Idaho Falls, ID 83401, Robin Pettingill ID:qDhxIhIJRdIe8a?HjJKtiQzAdw1-JYR31iy_a6hWdppHSnDKGKh971bJ6zTN7gTmDBzAdES Scale = 1:35.7 T1 W2 B1 W1 HW1 1 2 3 4 5 9 2x4 3x6 3x4 2x4 8-0-0 8-0-0 -1-6-0 1-6-0 3-10-11 3-10-11 8-0-0 4-1-5 0- 7 - 3 5- 1 1 - 3 8.00 12 Plate Offsets (X,Y)-- [2:0-2-4,0-0-3] LOADING (psf) TCLL TCDL BCLL BCDL 35.0 8.0 0.0 * 8.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.49 0.29 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.21 0.01 -0.01 (loc) 5-8 5-8 2 5-8 l/defl >951 >439 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 41 lb FT = 0% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size) 2=550/0-5-8 (min. 0-1-8), 5=387/Mechanical Max Horz2=161(LC 11) Max Uplift2=-59(LC 12), 5=-48(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-392/71, 3-9=-268/85 BOT CHORD 2-5=-158/295 WEBS 3-5=-356/129 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 7-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Permit Inspection Summary Permit Status of (Open) as of Report Date: 12/19/2016 8:57 am Permit Details Permit Number: 16-00395 653 S 4th E - SFR 653 S 4th E Building - Single Family Residence Permit Issued Date: 06/27/2016 Permit Inspection Statistics 21Total Inspections Completed: 16Total Inspections Passed: Inspection Pass Rate 76.19% Permit Inspection History *Refer to Individual Inspection Report for more Details Building Inspection Type 07/18/2016PassTed DyeResidential Footing Inspection ufer ground on north side of garage.Inspector Comments: 07/19/2016PassTed DyeFoundation Inspection 08/29/2016FailTed DyeSheeting --The hold downs according to Simpson should be nailed with 16d Sinker nails. Remove short nails and replace with 16d sinkers. Inspector Comments: 08/30/2016PassTed DyeSheeting Correction made.Inspector Comments: 09/20/2016FailTed DyeResidential Framing/Structure Inspection Please make correction the call for a reinspection.Inspector Comments: 09/21/2016PassTed DyeResidential Framing/Structure Inspection 09/26/2016PassTed DyeResidential Insulation Inspection 09/30/2016FailTed DyeResidential Sheetrock/Drywall Inspection Smoke detector missing near bottom of stairs. Not sure it was covered up or just missed. Inspector Comments: 10/26/2016PassTed DyeSidewalk Inspection 12/08/2016PassBret StoddardResidential Building Final 12/08/2016PassTed DyeResidential Sheetrock/Drywall Inspection Electrical Inspection Type 09/21/2016PassBret StoddardResidential Electrical Service Inspection 09/21/2016PassBret StoddardElectrical Rough-in SFR-A,R,B, MFR-A,R 12/07/2016FailBret StoddardResidential Electrical Final Inspection 12/08/2016FailBret StoddardResidential Electrical Final Inspection 12/08/2016PassBret StoddardResidential Electrical Final Inspection Page 1 of 2 (Continued) Permit Details Permit Number: 16-00395 653 S 4th E - SFR 653 S 4th E Building - Single Family Residence Permit Status of (Open) as of Report Date: 12/19/2016 8:57 am Permit Inspection Summary Mechanical Inspection Type 12/07/2016PassDon AllenHVAC Final Inspection 12/08/2016PassDon AllenHVAC Rough-in Good to cover the mechanical roough inInspector Comments: Plumbing Inspection Type 08/11/2016PassDon AllenPlumbing Water Good to cover the water line will look at the water meter at the final of the home for final grade Inspector Comments: 08/11/2016PassDon AllenPlumbing Sewer Good to cover the sewer lineInspector Comments: 12/07/2016PassDon AllenPlumbing Final Inspection Page 2 of 2 Inspection Ticket Residential Electrical Final Inspection on 12/07/2016: FAIL Permit Number: 16-00395Permit Details Building - Single Family Residence Permit Issued Date: 06/27/2016 Final Inspections Required Residential Building Final Residential Electrical Final Inspection 653 S 4th E 653 S 4th E - SFR Inspection Details brets@rexburg.org Inspected By: Bret Stoddard Residential Electrical Final Inspection on 12/07/2016: FAIL D ESCRIPTIO N CO MMEN TS STATUS Arc-fault circuit-interrupter (AFCI) protection on bedroom circuits. 210.12 Lights in basement south east bedroom not AFCI protected. FAIL Approved for a Final and C.O.Light in basement closet near living room over shelving, A/C unit must have a max 25A OCPD-30A installed, please call for a re-inspect when ready. FAIL Positioning of boxes intended to be flush with combustible and noncombustible finished surfaces. 314.20 COMPLETED Gaps around boxes in walls. 314.21 COMPLETED Polarity of devices and luminaires. 200.10(B), 200.11, 410.23, 406.9 COMPLETED Proper use of connectors and fittings and for protection of cables. 300.15 COMPLETED Unused openings in boxes and other enclosures are closed. 110.12, 314.17(A), 312.5(A) COMPLETED Bushings or equivalent protection for cables entering boxes and other enclosures. 300.4(F), 314.17, 314.42 COMPLETED Installation of listed equipment for compliance with manufacturer’s instructions. 110.3(B) COMPLETED Disconnecting means on both permanently connected and cord- and plug-connected appliances. Article 422 Part III COMPLETED Circuits for mechanical equipment have correct conductor size and overcurrent protection. Articles 422, 424, 430, and 440 COMPLETED Spacing of receptacles for walls and countertops, including islands and peninsulas. 210.52(A) and (C) COMPLETED Countertop receptacles are provided with GFCI protection. 210.8(A)(6) COMPLETED Page 1 of 2 (Continued) Permit Number: 16-00395 D ESCRIPTIO N CO MMEN TS STATUS Properly sized circuits are provided for specific kitchen appliances, such as dishwashers, disposals, ranges, cooktops, trash compactors, and the like. 210.23, 422.10 COMPLETED Bathroom receptacles are GFCI protected. 210.8(A)(1) COMPLETED Clearances between luminaires and storage spaces if luminaires are installed. 410.8 COMPLETED Proper receptacle ratings based on branch-circuit ratings, including receptacles for electric dryers. 210.21, 210.24, 250.140 COMPLETED GFCI protection at laundry sink locations within 6’. 210.8(A)(7) COMPLETED At least one receptacle outlet is provided in unfinished basement areas in addition to any receptacles installed for laundry equipment and is GFCI protected. 210.52(G), 210.8(A)(5) COMPLETED Receptacle outlet is provided for servicing mechanical equipment. 210.63 COMPLETED Wall-switch-controlled lighting outlet or a lighting outlet containing a switch is provided at the entrance to equipment requiring servicing. 210.70(A)(3) COMPLETED Outdoor receptacles are GFCI protected unless they are not readily accessible and are supplied by circuits for deicing or snow-melting equipment(GFPE required otherwise with a disconnecting means-breaker lock). 210.8(A)(3), 426.28, 426.50(A) COMPLETED Proper identification of all overcurrent devices and disconnects. 110.22, 230.70(B), 408.4 COMPLETED Open spaces in panelboard fronts. 110.12 COMPLETED Doorbell and other Class 2 wiring and transformers are located in appropriate places (not in service equipment or panelboards). 312.8, 725.54 COMPLETED Page 2 of 2 PERMIT FEE SUMMARY Community Development Department PO Box 280 Rexburg, ID 83440 Phone (208)359-3020 | Fax (208)359-3022 Inspection Hotline (208)372-2344 Date Printed:6/23/2016 APPLICAN T D ETAILS PRO JECT D ETAILS PERMIT D ETAILS Name:Project:Permit #: Address:Permit Type: City, ST, Zip:Address: Phone: 16-00395 BLD-SFR SDH Construction 1825 Midway Ave 653 S 4th E - SFR 653 S 4th E 208-821-4707 Ammon, ID 83406 DATE BILLED FEE CODE FEE CODE DESCRIPTION RECEIPT CODE BILLED AMOUNT BALANCE PAID E-4500SQFT Electrical Residential 3501 - 4500 sq ft $325.00ELP06/23/2016 $0.00 M-3500SQFT Mechanical Residential 3500 sq. ft.$260.00MP06/03/2016 $0.00 P-3500SQFT Plumbing Residenital 2501 to 3500 sq ft $260.00PLBPT06/03/2016 $0.00 R-FIRE Residential Fire Impact Fee $280.00FIFDV06/03/2016 $0.00 R-PARKS Residential Parks Impact Fee $1,030.00PKIFDV06/03/2016 $0.00 R-PLANRVW Residential - Plan Review Fee $217.00BLPC06/03/2016 $0.00 R-POLICE Residential Police Impact Fee $150.00PIF06/03/2016 $0.00 R-SEWER R-Sewer Connection Fee $1,550.00WWCCON06/03/2016 $0.00 R-STREETS Residential Streets Impact Fee $1,160.00SIF06/03/2016 $0.00 R-WATER R-Water Connection Fee $1,745.00WCCON06/03/2016 $0.00 VB-BLDPERM Building Permit - VB Anycode material $2,167.00BP06/03/2016 $500.00 WM-3/4"RAD 3/4" Water Meter Radio Read $460.00WMTPRT06/03/2016 $0.00 TOTALS $9,604.00 CURRENT BALANCE DUE $9,104.00 $500.00 Make all checks payable to City of Rexburg PO Box 280 Rexburg, ID 83440 Please contact the Building Department at (208)372-2341 for further questions about this permit fee summary *If you are making payment with a check via mail, please attach a copy of this document to ensure the payment is properly applied* **This document is a summary of deposits, fees, and payments associated with the permit identified above** 1