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17C-022 (2) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 s " Center plate on joint unless x y 6-4-8 dimensions shown in ft -in- sixteenths Failure to Follow Could Cause Property /4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury Min Dimensions are in ft -in- sixteenths. 111141 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 1 2. Truss bracing must be designed by an engineer. For 0 ' /16 „ 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. F O O 3. Never exceed the design loading shown and never U = stack materials on inadequately braced trusses. U ,C2 4. Provide copies of this truss design to the building C7 -8 C6 -7 C5 -6 For 4 x 2 orientation, locate � — designer, erection supervisor, property owner and plates 0 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 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 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 -131 1, 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 b S mbol shown and /or SYP represents current /old values as published specified. �/ y y by AWC in the 2005/2012 NDS by text in the bracing section of the SPp represents SPIB proposed values as provided 13. Top chords must be sheathed or purlins provided at Output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 spacing indicated on design. if indicated. SP represents ALSC approved /new values with effective date of June 1, 2012 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING (2x4 No 2 and lower grades and smaller sizes), or less, if no ceiling is installed, unless otherwise noted. and all MSR /MEL grades 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MrrekO All Rights Reserved approval of an engineer. ■� reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. an OMR 18. Use of green or treated lumber may pose unacceptable r environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI /TPI1: 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 DSB-89: Design Standard for Bracing. is not sufficient. im . 1 . k g BCSI: Building Component Safety Design 20. Desi n assumes manufacture in accordance with Guide to Good Practice for Handling, a ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII -7473 rev. 01/18/2012 Job Truss Truss Type Qty Ply HOGAN / DOUG GOODNOW 1.5 UNITS 119138577 27634 Z1 ATTIC TRUSS 17 1 CMK 1 OF 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 a Aug 25 2011 MiTek Industries, Inc. Wed Jun 06 11:05:38 2012 Page 1 ID: nnIEBxrN7FlOndxwXSITHzDOIu- F6MHg2hxfcCMr2gcbQqwGyAgUF9sLtkOR21 nLFz9Ogh -1-'3-9 7 -2-6 1 13 -0-12 1 16 -9 -1 19 -2 -8 1 21 -7 -15 1 24 -0-_ 8 25-4 31 -2 -10 1 33 -10-0 1 38 -5 -0 39 -5 0 0-0 7-2-6 5-10-6 3 -8 -5 2 -5 -7 2 -5 -7 2-4 -9 3 -1 5 -10-6 2 -7-6 4 -7-0 0 APPLY 2X8X6' SPF No.2 SCAB(S) TO EACH FACE OF TRUSS CENTERED ON SPLICE. ATTACH WITH 10d (3" X 0.131 ") NAILS PER THE FOLLOWING NAIL SCHEDULE: Scale = 1:75.0 REPAIR: 2 x 8'S - 3 ROWS: SPACED @ 0 -4 -0 O.C. CREATE OPENING IN TRUSS AS SHOWN STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0 -2 -0 O.0 SPACING IN THE MAIN MEMBER. USE A MIN. 0 -3 -0 MEMBER END DISTANCE. 7.00 12 4x9 PI 4x9 = CUT RUSS AS SHOWN DO N OT HEADER TO ADJACENT TRUSSES. 4x9 II 18 5 r� 7 r<�, 19 8 ALL HEADERS TO EXTEND TO BEARING WALLS. 4 6x9 = 20 4 '11 21 8x9 i 8x9 WB 3_ 9 :1 7 �.iI 10 17 ALL HEADERS /HANGERS /B • RINGS BY OTHERS ----is. :t 22 012 11 21 7 1A. M11.11111 11 111.11=0 MIIMWA , ,;; Iii ii g...- p1:2 • 5x8 = 16 15 14 13 5x8 = 3x6 11 8x9 = ATTACH 2X4 SPF NO.2 TO ONE FACE OF TRUSS WITH A CLUSTER OF (3) 10d (3" X 0.131 ") NAILS IN EACH ALIGNING MEMBER 1 5 -7-0 1 -2.6 12 -11 -4 13 1 19 -2 -8 1 23 -7 -0 125 -4-41 31 -2 -10 1 33 -10 -0 1 38 -5-0 1 5 -7 -0 1 -7-6 5 -8 -14 0-T-8 6 -1 -12 4-4-8 1 -9-4 5-10-6 2 -7-6 4 -7-0 Plate Offsets (X,Y): [2:0- 2- 8,0 -2 -8], [3:0- 4- 4,0 -4 -8], [4:0- 7- 12,Edge], [5:0- 4- 8,0- 1 -12], [6:0- 4- 8,Edge[, [7:0- 4- 8,0- 1 -12], [9:0- 2- 8,0 -4 -8], [10:0- 3- 0,0- 1 -12], [11:0- 2- 8,0 -2 -8], [15:0- 3- 0,0 -1 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.36 Vert(LL) -0.15 14 -15 >808 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.18 14 -15 >696 180 TCDL 10.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.08 13 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 247 Ib FT = 10% LUMBER BRACING TOP CHORD 2 X 8 SYP DSS *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. [PS] 1- 3,9 -12: 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: BOT CHORD 2 X 8 SYP DSS *Except* 6 -0 -0 oc bracing: 14 -15. 14 -15: 2 X 10 SYP DSS WEBS 1 Row at midpt 4 -15 WEBS 2 X 4 SPF Stud *Except* 4- 15,5 -7: 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS All bearings 0 -5 -8 except (jt= length) 14= Mechanical, 13= Mechanical. (Ib) - Max Horz 2=- 332(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=- 243(LC 9), 15=- 139(LC 8), 11=- 113(LC 10), 10=- 262(LC 10) Max Gray All reactions 250 Ib or less atjoint(s) 13 except 2= 833(LC 2), 15= 1782(LC 3), 14= 810(LC 14), 11= 259(LC 2), 10= 829(LC 16), 8= 1428(LC 16) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -17 =- 826/286, 3 -17 =- 638/307, 3-4 =- 203/392, 4 -18 =- 390/290, 5- 18=- 148/299, 5-6 =- 628/57, 6 -7 =- 695/87, 7 -19 =- 315/302, 8 -19 =- 378/293, 8- 20= 0/337, 20 -21 =- 19/266 BOT CHORD 2 -16 =- 170/535, 15 -16 =- 172/528 WEBS 4 -15 =- 1112/158, 3 -15 =- 656/222, 5 -7 =- 119/603 NOTES (17) 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone and � OF 4,74,,,, C -C Automatic zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber �� 90 DOL =1.33 plate grip DOL =1.33 �r <P 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct =1.1 o XUEGANG 3) Unbalanced snow Toads have been considered for this design. " LIU (1s 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof Toad of 38.5 psf on overhangs STRUCTURAL non - concurrent with other live loads. NO. 43283 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. -a 9 9 4 4` 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. �'.r . G /ST ERN G�� 7) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide S g /ONA1 will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 Ib uplift at joint 2, 139 Ib uplift at joint 15, 113 Ib uplift at joint 11 and 262 Ib uplift at joint 10. Y<VVVil 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10, 8. June 6,2012 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and � y � t U W Nrr - Verify design parameters and READ NOTES ON ME AND INCLUDED M1TEK REFERENCE PAGE MTI-7473 BEFORE USE Design valid for use only with MiTek connectors. This design 8 based only upon parameters shown, and is for an individual building component. l ' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 8 the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI /TPI1 Quality Criteria, DSB -89 and BCSI Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 tf Southern Pine (SP or SPp) lumber is specified. the design values are those effective 064)1/2012 by ALSC or proposed by SPIES. r (F?C Ep - 075/7 MiTek$ MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017 -5746 314- 434 -1200 Re: 27634 n HOGAN / DOUG GOODNOW l V Q S G GGG��� The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Truss Engineering, Corp.. Pages or sheets covered by this seal: 119138577 thru I19138577 My license renewal date for the state of Massachusetts is June 30, 2012. Lumber design values are in accordance with ANSI /TPI 1 section 6.3 These truss designs rely on lumber values established by others. ©FryA XUEGANG LIU STRUCTURAL NO. 43283 -°-90 � 6 /STE ?, SS/OVAL ENC' ' y vvvi V AA June 6,2012 Liu, Xuegang The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI 1.