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Plans (34) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN =5'- 71.5" !COND. 2: Designchecked for net(-5psf) uplift at 24 "oc spacing. TC: 204 DF #1&BTR LORD DURATION INCREASE = 1.15 BC: 204 DF #S&BTR SPACED 24.D" O.C. Design conforms to main windforce-resisting system and componentsand cladding criteria. TC LATERAL SUPPORT += 12"00. UON. LOADING BC LATERAL SUPPORT <=12"00. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF Wind: 140 mph, h=21.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 45.0 PSF load duration factor=l.6, Truss designed for wind loads LL= 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL --- REQUIREMENTS OF IBC 2015 AND SRC 2015 NOT BEING MET. Gable end truss on continuous bearing wall UON. 1-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (complete specifications. F. 12-11-15 12-11-15 f -- -- --- — — -- -.. f 2 12 IIM-4K4 3.98 I3.58 3,- N N ri ..--•--- f ' M « i I 0 = M-3x5(S) 0 M-3x4 M-3x9 - 0 PROF 8-11-07 17-00-07 __...- c A -�_._3 00 y _._ 25-11-19 _._ ,>;.7 3-00 3-00�—��" ... 17 ' 89200PE r JOB NAME : 19081- BRETT TREVOR - A2 Scale: 0.2787 L /e 11. tr WARNINGS: G.ThRALNOTEb, unless on the parameters OREGON Lv 1.Builder and erection contractor should be advised of all General Notes 1.This tlesign is based only upon the parameters shown and is for an individual A_ A Truss: A2 and Warnings before construction commences. building component.Applicability of deagn parameters and proper G "✓/A '�O�VV�c `A, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /O '.1 14 �+ 3 Additional temporary bracing N insure stability during construction 2.Design assumes the lop and bol chords N be laterally braced at ca'‘'.- is � is the responsibility of the erecter.Additional permanent bracing of 2'o.c.and at 15 o.c.respectively unless braced throughout their length by r DATE: 10/20/2016 the overall structure is the res bit' of the building des' cotinuousshging or suchasacing reuired plywood ogre sho n+-, well(BC). R�"�. pons' dY 9 9^er� 3.2x lmpac[bddging or lateral bracing required where shown++ SE x2 4 8 9 5 2 9 4.No load should be applied N any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. 4'' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are N be used in a noncorrosive environment, design loads be applied N any component. and are for"dry condition.'of use. TRANS ID: LINK 5.CompuTrushas nocontrol warentlessumesno esponsbiltyfor the 6.Desgnnassumesfull bearing atall supports shown.Shim orwedge if EXPIRES: 12/31/2017 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 20,2016 6 This design is furnished subjectto the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINJcCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. f. 9.Digits indicate size of plate in inches 1 MiTek USA,Inc./CompuTms Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-2311,ESR-1988(Mitek) This design prepared from computer input bylel JP LUMBER SPECIFICATIONS TRUSS SPAN 25'- 11.9" IBC 2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TO: 2x9 DF 2900E LOAD DURATION INCREASE = 1.15 1- 2=( 0) 113 2- 8=(-330) 2453 3- 8=(-986) 244 BC: 2x9 OF #1&BTR SPACED 24.0" O.C. 2- 3=(-2665) 429 8- 9=(-185) 1621 8- 9=( -97) 790 WEBS: 2x4 DF STAND 3- 9=(-2329) 357 9- 6=(-368) 2453 4- 9-( -97) 740 LOADING 4- 5=(-2324) 356 9- 5=(-986) 293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PSF 5- 6=(-2665) 429 BC LATERAL SUPPORT <- 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 113 TOTAL LOAD= 45.0 POP OVERHANGS: 36.0" 36.0" LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -191/ 1530V -66/ 66H 5.50" 2.45 DF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 25'- 11.9" -191/ 1530V 0/ OH 5.50" 2.45 DF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.202" @ -3'- 0.0" Allowed= 0.300" MAX TL CREEP DEFL= -0.254" @ -3'- 0.0" Allowed= 0.400" MAX LL DEFL = -0.120" @ 8'- 11.4" Allowed= 1.254" MAX TL CREEP DEFL = -0.310" @ 8'- 11.4" Allowed= 1.672" MAX LL DEFL = 0.202" @ 28'- 11.9" Allowed= 0.300" MAX TL CREEP DEFL= -0.254" @ 28'- 11.9" Allowed= 0.400" MAX HORIZ. LL DEFL= 0.039" @ 25'- 6.4" MAX HORIZ. TL DEFL= 0.070" @ 25'- 6.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12-11-15 12-11-15 Truss designed for wind loads f -------- 1" - in the plane of the truss only. 6-11-02 6-00-13 6-00-13 6-11-02 12 12 3.98 C M-4X6 3.98 4.0" 1 M-1.5x3 / '\ \ M-1.5x3 i \ _.____. (-Ic 6 fig co l - M-3x6 80.25" M-3x4 M-3x6 - M M-5x8(S) yy Eo PRaF b 8-11-07 8-01-01 e-11-o� .1 1C. GINEF�siO2 1.4 3-00 25-11-14 3-00 89200PE 17_..... JOB NAME : 19081- BRETT TREVOR - Al 1!"‹.10' Scale: 0.2162 • �� [;. WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 OREGON 44 Truss: A I and Warnings before construction commences. building component.Applicability of design parameters and proper 2.214 compression web braces must be installed where shown 0. incorporation of component is the responsibility of the building designer. G<0�'Iy 14 A0 ��Ix � 0 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom asschobraced to be laterally brand at Y L by M the responsibility of the erector.Additional permanent bracing of onto.and at 10 hin respectivelycawood s (TC)andl their length), �/.�`R t 1.-\.- and �{� ntinuous sheathing lateral l b plywood required a where sand/or drywall(BC). C,Oil DATE: 10/20/2016 the overall structure b the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing requked where shorn++ SE K2 4 8 9 5 3 0 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4• ' 5.W surrres trusses are to be used in a non-corroarve environment fasteners are complete and at no time should any bads greater than elan as TRANS I D• LINK design loads be applied to any component. end are or"dry condttbn''a use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim w wedge NEXPIRES: 12/31/2017 fabrication.handling,shipmentand installation of components. 7.Design assumes adequate drainage is provided. October 20,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be boated an both faces of truss,and placed so their center TPINtTCA In BC51,copies of which will be furnished upon request. litres coincide with joint ranter Anes. 9.Digits indicate size of plata in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For bash connector plate design values see FSR-1311,ESR-1988(MiTek) ►S - Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 3/4" Centerplate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property y I (Drawings not to scale) Damage or Personal Injury offsets are indicated. 9 J rY MMDimensions are in ft-in-sixteenths. li4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS illEIIIIIIIIMEEIE 2. Truss bracing must be designed by an engineer.For O'IL1fi 1\11111104211rai LI wide ss spa ,invidlatal aces themelves may require bracing,ordialternativeual Tor I _ p shown and never 3. Never exceed the design loading shobracing should be considered. F ipa stack materials oncinginadequately braercedbrtrusses. p 4. Providetrucopies of this truss design to the building s For 4 x 2 orientation,locate c7-8 C6-7 C5-6 F designer,erection supervisor,property owner and plates 0- ''id from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIJTPI 1. connectorlates. THE LEFT. P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that /� Indicated bysymbol shown and/or SYP represents values as published specified. �/ y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 411k=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Ell= 4fr 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/1711: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTeks 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 25'-11 7/8" .[ 3.98/12 3.98/12 ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS BRETT TREVOR 10/20/16 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER Pa fU umber 19081-BRETT TREVOR INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 1 / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO w t}M P A N Y REVIEW AND APPROVE OF ALL IM, S DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. TIGARD,OR 3/16"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.