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038-070-014 (2)
r 1045 Twin View Blvd. Redding, CA 96003 (530) 244-6335 (530) 244-1890 fax RECEIVED S'2a07 TRS p►WD XSSOC1ATES TRUSS ENGINEERING PACKAGE ICC RESEARCH REPORT NO. ESR — 131 l & ESR -1988 IN STRICT ACCORDANCE WITH U.B.C, 1.B.C, I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST REVISION INSPECTED BY: ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION, INC. MITEK USA INC. Quality Systems Management / National Testing 250 KLUG CIR P.O. Box 3426 Corona, CA 92880 Gillette, WY 82717-3426 (951) 245-9525 Office & Fax (307) 685-6331 (951) 273-0040 fax REVIEWED JOB NAME Garage Addition 0%jOR CODE COMPLIANCE JOB # 171570 BV�TE G��VIS1ON OCT 2 3 2017 V " VB AND ASSOCIATES LOCATION: Durham CUSTOMER: Fred Stol B 17-2087 B-4/PC I P 038-070-01.4 SEPT C, 2017 PRI GAR/BREEZEWAY I' 1 { II 1 0 1 _ F I , I r i i I. i I. if 4-00-00 6107-00 i' r A3 IA2 ....__... �2 N r I I I �A2_ l L 0 -2 o A2 '. 1 A2 -- v A2 A2 Al 26-00-00 { �I I WILDER: ,,I PLACEMENT ONLY. REFER TOR" 3tolp, Fred CALCULATIONS AND ENGINEERING �ROIECI TIRE: STRUCTURAL DRAWING FOR ALL FURTHER INFORMATION. BUILDING Gara e Addl(IOfI RESPONSIBLE IBLE FOR ALLONON TRUSS RD oa NP: TO TRUSS CONNECTIONS. BUILDING '1045 Twin View Blvd. 71570 DESIGNERIENGINEER OF RECORD TO REVIEW AND APPROVE OF ALLRedding, CA 96003 Durham DESIGNS PRIOR TO CONSTRUCTION. P 530.244-6335 F 530-244-18! AS ftu,s eIe PI N, el MEEN'S LUMBER AND HARDWARE. AU d ip. — -11--W d nRI I -k -d OV MEER'S LUMBER AND HARDWARE. Job Truss Truss Type Cly Ply Garage Addition (loc) I/defl Ud TCLL 20.0 K3636873 171570 Al Common Supported Gable 1 1 n/r 180 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Tue Sep 05 17:12:28 2017 Page 1 ID:bW?_9EYvMk9v91Vbh3WUByPWPh-F?6excMigP5TFgVGHDPPYO?P 1 BFKZu5vOdRWIOygcgn -5-M13-0-0 26-0-0 _ _ r 30-0-0 5-0-0 13-0-0 13-0-0 4-0-0 6.00 12 4x6 = 11 12 13 Scale = 1:56.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.08 22 n/r 180 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(CT) -0.18 22 n/r 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 21 n/a n/a BCDL 10.0 Code IBC2015fTP12014 Matrix -S Wind(LL) 0.02 22 n/r 120 LUMBER - TOP CHORD * 2x6 DF SS BOT CHORD 2X4 DF No.1&Btr G OTHERS 2X4 DF No. 1&BtrG 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 REACTIONS. All bearings 26-0-0. (lb) - Max Horz 2= 153(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 32, 33, 34, 35, 37, 29, 28, 27, 26, 25 except 2=-436(LC 12), 38=-178(LC 12), 39=-31O(LC 1), 24=-119(LC 12), 23=-116(LC 1), 21 =-31 O(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 31, 32, 33, 34, 35, 37, 30, 29, 28, 27, 26, 25, 24, 23 except 2=738(LC 1), 38=280(LC 21), 39=351 (LC 12), 21=556(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 13-14=-83/264 WEBS 4-38=-226/271, 3-39=-500/291, 20-23=-282/125 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=26ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -5-0-0 to -2-0-0, Exterior(2) -2-0-0 to 13-0-0, Corner(3) 13-0-0 to 16-0-0 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 1-4-0 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 32, 33, 34, 35, 37, 29, 28, 27, 26, 25 except Qt=1b) 2=436, 38=178, 39=310, 24=119, 23=116,21=310. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. PLATES GRIP MT20 220/195 Weight: 198 Ib FT = 20% Q S: 6:332 ,.—W-6/301201.8 September 6,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Garage Addition 1.15 TCDL 10.0Lumber DOL 1.15 K3636874 171570 A2 Common 11 1 Code IBC2015/TPI2014 n/a n/a Matrix -AS Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Tue Sep 05 17:12:29 2017 Page 1 I D:bW?_9E YvMk9v91Vbh3WUByP WPh-kBgO8yNKRjDK1_4Srwxe5cXXgaYhl ll3cHA3PSygcgm 5-0-0 4 4-0 8-8-0 13-0-0 17.4-0 _ _ _ _ 21-8-0 26-0-0 30-0-0 5-0-0 4-4-0 4-4-0 r 4.4-0 4-4-0 4-01 Scale = 1:56.1 5x8 = 6.00 12 6-6-0 13-0-0 19.6-0 26-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2015/TPI2014 LUMBER - TOP CHORD 2X6 DF No.1 G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF No. 1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) DEFL. 2 = 1350/0-3-8 8 = 1270/0-3-8 Max Horz -0.05 11-12 2 = 153(LC 11) Max Uplift Vert(CT) 2 _ -313(LC 12) 8 = -263(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1541/154, 3-4=-1432/164, 4-5=-1127/193,5-6=-1125/207, 6-7=-1493/164, 7-8=-1628/162 BOT CHORD 2-12=0/1259, 11-12=0/1215, 10-11=-19/1234, 8-10=-42/1363 WEBS 5=11=-77/712, 6-11=-418/127, 6-10=0/296, 4-11=-392/117.4-12=0/274 NOTES - 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/deft Lid TC 0.60 Vert(LL) -0.05 11-12 >999 240 BC 0.33 Vert(CT) -0.17 11-12 >999 180 WB 0.21 Horz(CT) 0.06 8 n/a n/a Matrix -AS 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=26ft; eave=4ft; Cal. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -5-0-0 to -2-0-0, Interior(1) -2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0 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 noncwncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=313, 8=263. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. PLATES GRIP MT20 220/1.95 Weight: 165 Ib FT = 20% Ia September 6,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i•� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Oly Ply Garage Addition TCLL 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.01 1 n/r 120 MT20 220/195 K3636875 171570 A3 Monopitch Supported Gable 1 1 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code ISC2015ITP12014 Job Reference (optional) meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Tue Sep 05 17:12:30 2017 Page 1 ID:bW?_9EYvMkMlVbh3WUByPWPh-COEPMHNzC1LBV8eePeStdp4jS zglomCrxwcxuygcgl 4-0-0 6-7-0 Scale = 1:29.2 6-7-0 6-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.01 1 n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.05 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code ISC2015ITP12014 Matrix -S Weight: 46 Ib FT = 20% LUMBER - TOP CHORD 2X6 DF No.1 G BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF No. 1&BtrG OTHERS 2X4 DF No. 1&Btr G BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. All bearings 6-6-15. (lb) - Max Horz 2= 148(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 7, 8 except 2=-307(LC 12), 10=-149(LC 1), 9=-112(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 7, 10, 9, 8 except 2=569(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-525/201, 4-9=-191/300 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -4-0-0 to -1-0-0 , Exterior(2) -1-0-0 to 6-5-4 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) 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 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable studs spaced at 1-4-0 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 8 except (jt=1b) 2=307, 10=149, 9=112. 9) Non Standard bearing condition. Review required. S `6:332 (P. 6130/201:8 September 6,2017 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate (his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 171570 Garage Addition The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K3636873 thru K3636875 My license renewal date for the state of California is June 30, 2018. 8. 6'3-$.2' EXP 6130/2018 September 6,2017 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. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/ " Center plate on joint unless x, y I I 4 indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury offsets are Dimensions are in ft -in -sixteenths: 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 SCSI. 0-11611 c1-2 c273 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 4 wide truss spacing, CA WEBS c� may require bracing, or alternative Tor I 7 p bracing should be considered. 3. Never exceed the design loading shown and never ds�' U stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�-e cs cs s F designer, erection supervisor, property owner and plates 0- ",d' 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. connectorlates. P 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 Software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content 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 width measured perpendicular 4 x 4 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 t0 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 in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings Occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. -� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPl1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood TfUSS Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. . ® _ ® is not sufficient. SCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS FM 11-WEBBRACE 0� \R� a�aa 0 00 0 00 a MiTek USA, Inc. GINEE �a 0 A MiTek Affiliate MiTek USA, Inc. Page 1 of 1 .Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) BRACE 24"O.C. 48"O.C. 72" O.C. BAY SIZE BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-0" 1610 1886 1886 2829 3143 3143 4715 2358' 2358 3536 1886 1886 2829 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE 12'-0" 1342 1572 1572 2358 4715 7074 14'4" 1150 1347 1347 2021 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943943 1414 D .Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER - TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) ? - oFESS/pN �fiR�C( q�F o S 6332 EXP. 6/30/2018 ' s � q December 21.2016 me 1116�n1a i� S¢ Q�fh�)(s � )j R8M$3rYWA'A/PB' W2UDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131 N2.5-) FOR 1x4 BRACES, 2.10d (0.131'k 3-) FOR 2x3 and 2x4 BRACES, AND 3.10d (0.131^x3) FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES, 2.10d (0.131'x3) NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131'x3") FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. v—.sbcinduslry.com and—1pinsl.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER - TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) ? - oFESS/pN �fiR�C( q�F o S 6332 EXP. 6/30/2018 ' s � q December 21.2016 me 1116�n1a i� S¢ Q�fh�)(s � )j R8M$3rYWA'A/PB' W2UDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 T -BRACE / I -BRACE DETAIL MII - T -BRACE 00 baa O 00 O OO a MiTek USA, Inc.(I ��J a D E. B a Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d (0.131" X 3") 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WE Nails Nails Nails Web VVCU I -Brace MiTek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (') T -Brace 1 x4 (*) I -Brace 2x6 1x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace Brace Size for Two -Ply Truss T -Brace / I -Brace must be same species and grade (or better) as web member. (") NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IN race 1IICC / I _ ;&WARNING -Verify doslgn parameters end READ NOTES UNT - 4 rev.. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a INas system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace T -Brace / I -Brace must be same species and grade (or better) as web member. (") NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IN race 1IICC / I _ ;&WARNING -Verify doslgn parameters end READ NOTES UNT - 4 rev.. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a INas system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 AUGUST 1, 2016 L -BRACE DETAIL MII - L -BRACE �0 a�aa 0 00 0 00 U MiTek USA, Inc. yman A MiTek Affiliate Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131" X 3") 8" o.c. 2x4, 6, or 8 16d (0.131" X 3.5") 8" D.C. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WE Nails MiTek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. Web L -Brace Size for One -Ply Truss *" DIRECT SUBSTITUTION NOT APLICABLE S 15332 m 111 (P.'6130/2018 M, L -Brace Size _,7„ *' " for Two -Ply Truss 0F�AL1F Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 1x4 *** 2x6 1x6 *** 2x8 2x8 *** *" DIRECT SUBSTITUTION NOT APLICABLE S 15332 m 111 (P.'6130/2018 M, L -Brace Size _,7„ *' " for Two -Ply Truss 0F�AL1F Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 *** 2x6 2x6 *** 2x8 2x8 *** "' DIRECT SUBSTITUTION NOT APLICABLE December 21,2016 WP6916n1,4S tltergr5po .nQior��i b uy a.cEB�ry��1347N6TMy N l %SEK 144 R WPAGE MH -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possibte personal injury and property damage. For general guidance regarding the I. brication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE 0 00 o leo a MiTek USA, Inc. EX ° a G [fl A MiTek Affiliate Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS *** REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. 01 MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE A\ MINIMUM WEB GRADE OF #3 Nails / Section Detail ® Scab -Brace Web MiTek USA, Inc. Page 1 of 1 December 21,2016 A&WgRNINGvWe8ee7grhparartbi�nMgVE/gS�fv�`JDyr61Lq�IrfE1(QPi�F2f(��PA�RIICW. �OJ/I075 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 Standard Gable End Detail Mll-GE130-SP 00 ® MiTek USA, Inc. Page 1 of 2 V I uu a MiTek USA, Inc. Vmlo A MiTek Affiliate DIAGONAL BRACE 4'-0" O.C. MAX Typical _x4 L -Brace Nailed To 2x Verticals W/10d Nails spaced 6" o.c. Vertical Stud oz SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud (4) - 16d Nails 1,-K\ \ \ \ DIAGONAL DUAGO 16d Nails Spaced 6" o.c. (2) - 10d Nails into 2x6 2x6 Stud or 2x4 No.2 of better \Typical Horizontal Brace x4 Nailed To 2x_ Verticals 2tud SECTION A -A w/(4) -10d Nails 12 Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5) - 10d NAILS. ** (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD 3x4 = SHEATHING TO 2x4 STD SPF BLOCK * - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-13 BY SPIB/ALSC. 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") Roof Sheathing 24" Ma 1-4 Max. Diag. Brace at 1/3 points if needed ;I); Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall (2)-1T X NAILS/ (2) - 10d NAILS jruss s @ 24" o.c. �j tl / 2x6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) S 6332 (R. 6/301201:8 December 21,2016 UU%!WN (�I- LUAI� C9 t�ASt : 1.[iU (j� I( N (/Jt- BKA(:INLi IAR � Et,U JN MWt•K� IS //LL AR ING-7/ar I esf ramerer"ndREA0. O O IS No. NCWDED-MITEK- NC RAG _M11_74 J-rev_10/011201 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ii�•YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB -89 and SCSI Building Component 250 Wug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No. 3 / Stu 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 2x4 SP No. 3 / Stu 16" O.C. 3-8-0 3-10-4 5-5-6 7-4-1 11-0-1 2x4 SP No. 3/ Stu 24" O.C. 1 3-0-10 3-1-12 4-5-6 1 6-1-5 9 1-15 ;I); Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall (2)-1T X NAILS/ (2) - 10d NAILS jruss s @ 24" o.c. �j tl / 2x6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) S 6332 (R. 6/301201:8 December 21,2016 UU%!WN (�I- LUAI� C9 t�ASt : 1.[iU (j� I( N (/Jt- BKA(:INLi IAR � Et,U JN MWt•K� IS //LL AR ING-7/ar I esf ramerer"ndREA0. O O IS No. NCWDED-MITEK- NC RAG _M11_74 J-rev_10/011201 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ii�•YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB -89 and SCSI Building Component 250 Wug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 LATERAL TOE -NAIL DETAIL MII-TOENAIL MiTek USA, Inc. Page 1 of 1 NOTES: . TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0 0o AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 0 00 2, THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH 1. �JLUn AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. u 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. YmUfl SQUARECUT A MiTekARili.tc SIDE VIEW SIDE VIEW • (2x4) (2x3) 3 NAILS 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5) NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE I----+ FAR SIDE NEAR SIDE l FAR SIDE December 21,2016 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S O .131 .88.1 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 J 162 118.3 108.3 93.9 91.9 80.2 ri .128 84.1 65.3 57.0 Z O J 131 88.1 80.6 69.9 68.4 59.7 in .148 106.6 97.6 84.7 82.8 72.3 N Cl) 0 .120 73.9 67.6 58.7 57.4 50.1 p 128 84.1 76.9 66.7 65.3 57.0 J c 131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5) NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE I----+ FAR SIDE NEAR SIDE l FAR SIDE December 21,2016 GENERAL NOTES NOTES GENERALES TAam tle r.s mYlmd m Ay ear m meaW ae lm man m eah °.a:m a nty6t aeb ae rt.mMgabom, deenpaMy conal leAAN[ .bdlAeblmeebp�d/r• anadba(sIb9Y rd m.ed Peat} Pob Pe r ey e*&." de -74, a.kD%MMtC W IY eM blv'WB10. mdMOnq YW bmPavry� arveai sdmtlrrit naebde YMrbme taraYa ab b'ddra dmasla lalerm DGSI-nMnm trmazc lb dddb 0[Ft-o_aro-�-� rtiw. Mu= -b ase. d -OW ldmP.Da. PMa m7radtvamdlp']Sl Thio O.'Vl D..*W mer ne* Iaatlmo d la dblN It dbef DamAPad bwMIea b Mb b bwade trbyn sIOMaI Pts melbas We, m'me Km. I.- an b aMmba owdfatr tr1 mac Ib b eJ'^ Ile men Ydmmtlbl- N eller Paeaam Ao Icron ACII-AF•• pn am mbmiP$ 9 desgl b me mnemmlb d m, wnbg n�m�mmlm�o taavv�s s deag •� xAaNTNr, the tatmaaDlme d myrwD Aramcawnor 7baml:,pedDe mlSeb a eraeC salla penial mbry deem. iA0('ERTNYGfO2bWamanmvnp Ei� •i +": --- NU - b+nbmblN P.e� rcDwa rArmad i 11 dmredbpe*scpPdba6 aDWv.v s `, � � . Dent AvlfM Pnaemc S {'•�aylM .er '�LrDamc deadmarb de nvAw r, c•*�L. bndlep ab h 6Dq beAe m evotl as alndbmnes aW Wmmb M OemRl pl[etltm ede�egC tlld tya me. bmWtend hmd Mur wsbq Mm m. arinwdl"'Rx M"We d am Re ata]m Afll�aas/dt AOetr•P0.'. eN,'a'dX bs Dl6m YpreesfbAvW PermwL Ihee aanw��op�aevw DUMC eE tuna A, cs(tc�su,e trsrruatuax spe0,1 a b PA4ea es cv n wle/y wedlea ksw+mm .— pare\v aadr Ald<Rbsa aM Yrymv- de aa[pemc SDIdBdLr Car for truss HANDLING -••- MANETQ _ O O' ®Awe bb W'&' . erbYriEtrl wed. ©ur waw nD- RreAatw paPbds ClmOng ab RYdsq Pa•. brerrta-e The aspam. b nspvebb b eplpmetA bmaMme rmMep, esbemg erE smfe me magic a enpbdm uwvd m,aer m men aYeue m Pran'd am.ge e oervahh lbebmQaeAEbdde .jT '*s .. d..• rent � �m+atsm e p arta A{aapmidmAp Lai deme aey bebNaWW?/O>y ode pwvW • me d°ed daby a.mm Ilewedy b aM.d cam de YPa ae/ry. D ma.e ab b bond (a mon comae we.'k Pma odsa dMsat Ctl�esveah de wade d deerASPD.AIrOmfaPed mv® W (ocl tar er®yams .eampLumaAsmm 1. .' "-�, d rAm n Apdmmimmdb rseb dkeAemabeye9b Ppamm�0rYaw tubmtrr.avy{b�M Abp,r/rbalN q/iladadbNrdebp. DOND7cmnn rw.aw• nun 1 atrwr...rro ldpanartw tacA m � lb maa,mdbPad tun le.rea, magi a1e`b"R011'!d dnbu!. bb6b m peas mm m..Mra.reA F -'`m}, na era:epeAvmm.Peade m nnaax aaYs trPaadmpev wobD.baar.mebre ' Rdbm /af•�bma. edm waaanwe _ -.`�. peAYEemAiWlnq ora Fbsa aaead _.,, w rrt� amtppn.wnMrATs n,bacF bd. sDe d naMP r reem,.ap a tr mese HOISTIMG AND P)ACENENTOP TRUSS BUNDLES RL'LUIMENOACIDNES /NRA LEVANIIAR PAQLYETLS OE TRUSSES p oDN+a•ermade ebw MAdempelP4. (Si afYEAem trrtlrymRa WEN. mmdW we ps ehda Pan bwa:rnPrRAm A Yah RR p*d-y be udb brayed ' copdead maulwm m) Ab upmm im ((1 endd pdudd beanwm b(7.1M) lbeO4aR MD LR pambbbalOedtw WAAML/6 Pa rept ary kvO APPaIs'/ amd dDA mn�wmdd (fE7 m7ero le. MIdna (U)m} LQ mature w"m Was W4. PdM rWAS dftYai d.LeiRpmbbbue0edmpdndptdl AtU7TRTLN.Ta (}ILIIn)AW PerWd dud Pe® dA%gwb -dPemr Amb Ytu�>LP olmel�ya� Nabasa-n,ab ay aee\mwePd• 0 H.mbrs WWlnmmdaam'aa We'd4 a Deno 4 b aAsd. swab ANh a)' mOa'Pa-AI>b4AYPelnel 4mmonwPPCJd'r Uen k 16Fa b mean am Prsba a pwdA tut W plpxe dumsd tub APbbPEfA9 Aafd 6OyDea6 ba�de{vaffbs/py Tlembc APka h HmI,odawW bmar d %W ! mads 4r. nacvaP. Aaeb ba/e�L mmaatPrdM MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES AECOMWAACONESPARA LEVANTAR TRUSSIFINO VIDUALa 81y([y7.3Y:TO. oVe Pl*-P*1 Rale Pa vn d-ap me mal Blaoa nsab A�rndpmPaa trees Pa\b ma.er mmawreraA �• reaf� Ieuars asesA anNN 71CR� � ^beatls a ) nes�aw.anru�y �b t. e.Aeewr. nM reeeoe ar�.ro scrwm.I ) 9J lWd eAA mm m paeans Mm ae natlal aAArleM until bw ew' �e�y Deas ramrE bYRad ta[d metrm6tAYeedmPe OarYa path ' S�Oeam wanPtPosrP»aa�aaPde tAth awbmmAetln roa✓lnrotldab . aecYsryetr tsMbsbdJYd mm esd asprmbn bsAwamc INSTALLATION OF SINGLE TRUSSES BY HAND a ECOMMEWDA C C MNE 9 OE LEVAKrAmnwm OE nun3rS mozvypUALE5 j PDA L4 MANO 3 (61 mJ a �ANa1 L�Vftdftftw (9.1 m) a Im. ARga( d upmm im Pel m(9.1.)- PAda pans fr u]m l4(1l]eN- �a 6P 8] m bDeme (<Tmaewmm-►' Il'—"d.—A. -0. Thinwmm it �e� �0 Tlembc APka h maabi� 1e�1 e3D plc TEMPORARY RESTRAINT & BRACING RESTRICCION YARRIOSTRE TEMPORAL 0Ed m/rm _ra mea bbmx0at Top Osd rem �A W. d msrgrar/L5Y-mP Ps. tae dMmdse IRRLCCRdApl.Iedd t"J Ian20a.ed aNe bll'Y blm Mmid/P 7R frlp@� MM el ore dWe dud wm%a M WvM -aft aeY b Ce coni mtwe} mtpx kaAmbme 4 Lmr/ PNa dpPrb OnodeaMe ntenfidtutwMwM. Lfea by �neIIRelsl� berdaYabaA4a "SP aaa Pdoav mm+ree} � DD oar weA on abela mea be- a_' e- beemd a_apWnmm oARwyudl � . 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