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Plans (438) IMS1 Zee ( ` - 003/mit gos `P � MiTekk MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: POLYGON PATIO COVERS OFFICE COPY The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2778518 thru K2778519 My license renewal date for the state of Oregon is December 31,2017. REVISION <JO PROft, 74GINE4\, 89200PE <- 0 O Y 14 2-° P-E- '`g$R R 11-. - January 23,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-47) 62 3-5=1-233) 167 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-97) 82 3-4=( -7) 3 LOADING TC LATERAL SUPPORT 6= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' BC LATERAL SUPPORT G= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" -80/ 453V -32/ 968 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.438" l 7-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" 'r '' SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4.00 2 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" M-1.5,3 4 Design conforms to main windforce-resisting 3 system and componentsand cladding criteria. iWind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6,e End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. N M-3x4 M-1.5x3 7-02-04 0-03-12 y y y 1-00 7-06 cktD PR 0GI NEF9 N �p2 9200PE JOB NAME : POLYGON PATIO COVERS - P2 4400111 Scale: 0.5695 t� - Wt ARNINGS: O. heNOTsb unless otherwise ,OREGON 4(/� Truss: P 2 Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is for an intl itlual end Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 4 incorporation of component is the responsibility of the building designer. < '44' q 1 4 2° �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at v 4 1 a the responsibility of the erector.Additional permanent bracing of 2'o c.and at 10'o c.respectively unless braced throughout their length by DATE: 1/23/2017 the overall structuress the responsibility of the building tlesigner continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �R17/ :111..\'' �` 3.2x Impact bridging or lateral bracing required where shown«* w SEQ. : K2 7 7 8 518 4 No Nad should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are far"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the a Design ssa assumes NII bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2017 Fabrication,handling,shipment and installation of components. ry 8.This design byisfumishedsubject tothe limitatiansset forh '.Design haal°meaadod anbae thifageia russea January 23,2 17 8.Plates shell be boated on both Laces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate see of plate in inches. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #163TR LOAD DURATION INCREASE= 1.15 1-2=( 0) 36 2-5=(-97) 62 3-5=(-233) 167 BC: 2x4 KDDF #l&NTR SPACED 24.0" S.C. 2-3=(-97) 82 WEBS: 2x9 KEEP STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -80/ 453V -32/ 965 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) 5-1.524 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. J • ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.438" 7-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" ` SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX BORIS. LL DEFL = 0.001" @ 7'- 2.2" 4.00 MAX BORIS. TL DEFL = 0.001" @ 7'- 2.2" M-1.5x3 4 Design conforms to main windforce-resisting M-3x5 S -/ system and components and cladding criteria. Wind: 190 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed forwind loads M-1.519 N in the plane of the truss only. 11co y o Truss designed for 4x2 outlookers. 2x4 let-ins N of the s and grade as structural top M-315 chord. Insuretightfit at each end of let-in. di Outlookers must be cut with care and are permissible at inlet board areas only. uz 1 III I 2 «+ 5 0 M-3x4 M-1.523 k y l 7-02-04 0-03-12 J' b ci 1-00 7-06 <0�ti0PRQ1 4r :9200PE 9r' JOB NAME : POLYGON PATIO COVERS - P1 �'� Scale: 0.5695li CC t� WARNINGS: GENERAL NOTES, unless otherwise noted: YOREGON �lti Truss: P 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran individual and Warnings before construction commences. building component Applicability of design parameters and proper , w 2P.\ � 2 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. </r� 14 Additional temporary bracing to insure stability construction 2.Design assumes the top and bottom chords to be laterally braced al 3. �✓ '4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at iQ o.c.respectively unless braced throughout their length by MFR R 1 LL � DATE: 1/23/2017 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K2778519 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any convener* and are for•dry condition"nruse. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wetlge if EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and installation of components. ].Design assumes adequate drainage is provided. January 23,2017 6.This design is furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in BC51,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/4' Center plate on joint unless x,y P y offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. 14 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �'y1fi r 2. Truss bracing must be designed by an engineer.For hi wide truss spacing,individual lateral braces themselves pmay require bracing,or alternative Tor I .. p bracing should be considered. ■-� st4.3. Never excoceed thofe esignloadingdesignshon anbuildingd never ackProvidematerialspiesoninadequatelytruss bracedwthetrusses.OOO thids to For 4 x 2 orientation,locate cl-8 C6-7 C5-6F— designer,erection supervisor,property owner and plates 0- ',e'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 ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSITTPI 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 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 by symbol shown and/Or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 05/2012 NDS 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, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I 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. ■ N 0 reaction section indicates joint MI.1 111 III MN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. illii 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, 1 ,1 i ■e k 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 1