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HomeMy WebLinkAboutB17-2087 038-070-0141045 Twin View Blvd. Redding, CA 96003 (530) 244-6335 RECEIVED (530) 244-1890 fax 28 2017 TRB AND ASSOCIATES TRUSS ENGINEERING PACKAGE ICC RESEARCH REPORT NO. ESR— 1311 & ESR -1988 IN STRICT ACCORDANCE WITH U.B.C, I.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 ��G 0���� (951) 273-0040 fax REVIEWS FOR CODE JOB NAME Garage Additiol COMPL IANCE OCT 2 3 2017 JOB # 171570 TRE AIV®ASS®CIATES LOCATION: Durham � CUSTOMER: Fred Stolp B17 -2U87 B-4/PC1038-070-01 4 n SEPT 6, 2017 PRI GAR/BREEZEWAY O 'NOSS BUILDER: PLACEMENT DNLV. REFER TO TRUSS Stolp, Fred CALCULATIONS AND ENGINEERING PROJECT PRE: STRUCTURAL DRAWING FOR ALL FORTNER INFORMATION. BUILDING Gar' a Addition DESIGNEWENGINEER OF RECORD JOB No: RESPONSIBLE FOR ALL NON -TRUSS G TO TRUSS CONNECTIONS. BUILDING 1045 Twin View Blvd. 171570 DESIGNERIENGINEER OF RECORD TO REUIE W AND APPROVE OF ALL Redding, CA 96003 Durham DESIGNS PRIOR TO CONSTRUCTION. D 530.244-6335 F 530.244-1890 AD Eevgll DIA plp lly DI MEEH'S LUMBER AND HARDWARE. ADD 4.1 a WD • W wk 4 not laMitabE by MEEK'S LUMBER AND HARDWARE. I i t j f: i i 4-00-00 6 07-00 i I A3 C) f o o's I I I I I I� A2 ,I I I , o I2 N Iz° A2 iA2 i4 I ' + t , 26-00-00 'NOSS BUILDER: PLACEMENT DNLV. REFER TO TRUSS Stolp, Fred CALCULATIONS AND ENGINEERING PROJECT PRE: STRUCTURAL DRAWING FOR ALL FORTNER INFORMATION. BUILDING Gar' a Addition DESIGNEWENGINEER OF RECORD JOB No: RESPONSIBLE FOR ALL NON -TRUSS G TO TRUSS CONNECTIONS. BUILDING 1045 Twin View Blvd. 171570 DESIGNERIENGINEER OF RECORD TO REUIE W AND APPROVE OF ALL Redding, CA 96003 Durham DESIGNS PRIOR TO CONSTRUCTION. D 530.244-6335 F 530.244-1890 AD Eevgll DIA plp lly DI MEEH'S LUMBER AND HARDWARE. ADD 4.1 a WD • W wk 4 not laMitabE by MEEK'S LUMBER AND HARDWARE. I i t j f: i i 4-00-00 6 07-00 i I A3 C) Job Truss Truss Type Qty Ply Garage Addition (loc) I/deft L/d TCLL 20.0 Plate Grip DOL K3636873 171570 Al Common Supported Gable 1 1 180 TCDL 10.0Lumber DOL 1.15 BC 0.15 Vert(CT) 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?P1 BFKZu5vOdRWtOygcgn -5-M13-0-0 26-0-0 30.0-0 5-0-0 13-0-0 13-0-0 't -0 6.00 12 4x6 = 11 12 13 Scale = 1:56.1 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.08 22 n/r 180 TCDL 10.0Lumber 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 ISC2015/TP12014 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 OF No. 1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 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=-31O(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 Gt=lb) 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% S. (P. 6/30/201.8 September 6,2017 '& RNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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 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 ANSIITPIl 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 I19 0 aF Job Truss Truss Type Qty Ply Garage Addition 1.15 TCDL 10.0 Lumber DOL 1.15 K3636874 171570 A2 Common 11 1 Code IBC2015/TPI2014 n/a n/a Matrix -AS Job Reference o tional meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Tue Sep 05 17:12:29 2017 Page 1 ID:b W?_9EYvM k9v91Vbh3 WUByP WPh-kBgO8yNK RjDKt_4Srwxe5cXXgaYh 1113cHA3PSygcgm -5-0-0 4-4-0 8-8-0 13-M 17-4-0 21-8-0 26-0-0 30-0-0 5-0-0 4-4-0 4-4-0 4-4-0 4-4-0 4-4-0 4-4-0 4-0-0 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 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2015/TPI2014 LUMBER - TOP CHORD 2X6 DF No.t G BOT CHORD 2X4 DF No.t&BtrG WEBS 2X4 DF No. 1&BtrG BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD 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. TOPCHORD 2-3=-1541/154, 3-4=-1432/164, 4-5=-1127/193, 5-6=-1125/207, 6-7=-1493/164, 7-8=-1628/162 BOTCHORD 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/defl L/d 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; VuI1=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; 8=45ft; L=26ft; eave=oft; Cat. 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 nonconcurrent 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 atjoint(s) except Qt=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 220/195 Weight: 165 Ib FT = 20% i19 0 September 6,2017 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 properly incorporate this design into the overall ••�.YY 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 ANSIITPl1 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 Job Truss Truss Type Qty PlyGarage Addition Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.01 1 n/r 120 MT20 220/195 TCDL 10.0 K3636875 171570 A3 Monopilch Supported Gable 1 1 WB 0.04 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -S Job Reference o tional meeks lumber, redding 8.010 s Aug 11 2017 MiTek Industries, Inc. Tue Sep 05 17:12:30 2017 Page 1 ID:bW?_9EYvMk9v9IVbh3WUByPWPh-COEPMHNzC1LBV8eePeStdp4jS zglomCrxwcxuygegI 4-0-0 6-7-0 Scale = 1:29.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl 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 IBC2015/TP12014 Matrix -S Weight: 46 Ib FT = 20% LUMBER - TOP CHORD 2X6 DF No.1 G BQT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF No. 1&Btr G 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. II; 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. n a IF, 6/307207:8 September 6,2017 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 ty�• 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 0 MiTek' 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. -8.03332. 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 I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION —► 4-13/" Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11611 For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings <�1:6 (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 Of O U a 0 H 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 0 bracing should be considered. of O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building I— designer, erection supervisor, property owner and all other interested parties. 8 7 6 5 I 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved Qa ;,eke MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. AUGUST 1, 2016 WEB BRACING RECOMMENDATIONS MII-WEBBRACE DD baa o Imo a MiTek USA, Inc. '�e Mffiliata .Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ml IeK USA, Inc. rage 1 Of -1 ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) A BRACE 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE 24"O.C. MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 48"O.C. 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d 72" O.C. BAY SIZE A BRACING MATERIAL TYPE B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-0" 1610 1886 FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT 1886 2829 3143 3143 2358 2356 1886 1886 4715 3536 2829 DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 12'-0" 1342 1572 1572 2358 4715 7074 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'-0" 8941048 1048 1572 3143 4715 20'-0" 805 943 943 1414 .Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24*0.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 sun be required for the stabnlry CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) �oS 6332 I *\ 'EXP. 6130/2018' /* / December 21,2016 me tNpRN11�: ypn ywsrg�Qi�j��iMs attdRC�)S ROM1 O1V T%054NB'INcSUDED MITEK REFERENCE PAGE M11.7473 rov. 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 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 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 (OF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131"x2.5) FOR 1 x4 BRACES, 2-10d (0.131N 3") FOR 2x3 and 2x4 BRACES, AND 3-i0d (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 20 and 2x4 LATERAL BRACES, AND 3-10d (0.131"x3-) FOR 2.6 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—.sbcindustry.com and w vApinst.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*0.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 sun be required for the stabnlry CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) �oS 6332 I *\ 'EXP. 6130/2018' /* / December 21,2016 me tNpRN11�: ypn ywsrg�Qi�j��iMs attdRC�)S ROM1 O1V T%054NB'INcSUDED MITEK REFERENCE PAGE M11.7473 rov. 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 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 AUGUST 1, 2016 T -BRACE / I-BRACE,DETAIL MII - T -BRACE a�aaa 0 00 0 00 a MiTek USA, Inc. '91DO Vote: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. gote: 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 1 x4 or 1 x6 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 vvCu Nails Web I -Brace Nails MiTek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (*) T -Brace 1 x4 (*) I -Brace 2x6 1 x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -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, 1x4 or 1x6 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 IIIICC 1 01-11 / I _ 1 -- lk'WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE A111.7473 rev. 1010312015 BEFOR 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 andlor 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 ANSI/TPl1 Quality Criteria, DSB89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 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, 1x4 or 1x6 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 IIIICC 1 01-11 / I _ 1 -- lk'WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE A111.7473 rev. 1010312015 BEFOR 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 andlor 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 ANSI/TPl1 Quality Criteria, DSB89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 AUGUST 1, 2016 L -BRACE DETAIL MII - L -BRACE F --i= ® MiTek USA, Inc. Page 1 of 1 baa 0 00 0 00 a MiTek USA, Inc. wmaa 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" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WE I<IM 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'6332 M (P.'6/30/2018 L -Brace Size *' for Two -Ply Truss 'FOF:CAUF4r Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 *** 2x6 1x6 *** 2x8 M. *** "' DIRECT SUBSTITUTION NOT APLICABLE S'6332 M (P.'6/30/2018 L -Brace Size *' for Two -Ply Truss 'FOF:CAUF4r 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 Jwhdnw lltegr5ryr wnate�gn6 �7✓ r69���X1131Af)T7JG19 f ElCRNFEREW�PAGEMII.7d73rev.1010312015BEFOREUSE. 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 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 ANSIITPII 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 SCAB -BRACE DETAIL MII-SCAB-BRACE 00 aaaa 0 00 0 00 a MiTek USA, Inc. YMM10 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 [-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS (5-F-1 Od (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. 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 WARNINGSWcAVa �AA191'lb,iZ--AaBleS-S �fvoyN'a2dl d�Ar�it� fr r CdA f1 b�il/OJ/20/5 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 fabrica'ion ,storage. delivery, erection and bracing of trusses and truss systems, see ANSI1TPII 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 M117GE130-SP MiTek USA, Inc. Pape 1 of 2 `1 V iaa a MiTek USA, Inc. ym�mml A MiTek Affiliate DIAGONAL BRACE Typical _x4 L -Brace Nailed To 2x Verticals W/10d Nails spaced 6" D.C. Vertical Stud \� M*�'��'Oz SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Vertical Stud (4) - 16d Nails \ \ \ \ DIAGONAL waArF 16d Nails Spaced 6" D.C. (2) - 10d Nails into 2x6 2x6 Stud or 2x4 No.2 of better \Typical Horizontal Brace Nailed To 2x Verticals SECTION A -A 2x4 tud 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 t,,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 L/240. 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" Max 1 1'-3" 11 Diag. Brace at 1/3 points if needed Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 1 -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. ,X MEAN ROOF HEIGHT = 30 FEET TEGORY II BUILDING POSURE B or C CE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall (2)-1 I X NAILS/ (2) - 10d NAILS \ �/TrusslgSO, 24" o.c. k /j II g � \ / 2x6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d / NAILS AND ATTACHED / TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE 6 (SEE SECTION A -A) S 6-x312 (P-6130/20.1.6 December 21,2016 DURATI�N �F L�AI� INCREASE :1.60 IDCF�NNE TION QF BRA&ING I,SRBASED��1 MWFR$ G IAV AR ING ar r _1,!, gn paremeter"rid-READ-N S -ON- !S -AND- NCLUDE MIZEK- EFE NC AGE M147d rev.-f0/07f201 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 ANSIRPI1 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 it> 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 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 1 -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. ,X MEAN ROOF HEIGHT = 30 FEET TEGORY II BUILDING POSURE B or C CE 7-98, ASCE 7-02, ASCE 7-05 130 MPH End Wall (2)-1 I X NAILS/ (2) - 10d NAILS \ �/TrusslgSO, 24" o.c. k /j II g � \ / 2x6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d / NAILS AND ATTACHED / TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE 6 (SEE SECTION A -A) S 6-x312 (P-6130/20.1.6 December 21,2016 DURATI�N �F L�AI� INCREASE :1.60 IDCF�NNE TION QF BRA&ING I,SRBASED��1 MWFR$ G IAV AR ING ar r _1,!, gn paremeter"rid-READ-N S -ON- !S -AND- NCLUDE MIZEK- EFE NC AGE M147d rev.-f0/07f201 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor 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 ANSIRPI1 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 it> AUGUST 1, 2016 LATERAL TOE -NAIL DETAIL MII-TOENAIL 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 NEAR SIDE NEAR SIDE - -- ----i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2X6) 4 NAILS NEAR SIDE ---I FAR SIDE NEAR SIDE --- ----I FAR SIDE SIDE VIEW /2x31 / MiTek USA, Inc. Page 1 of 1 NOTES:1.. I SP TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER a oo AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. a 00 n 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH 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. ymam SQUARE CUT A MiTek Affiliate SIDE VIEW SIDE VIEW 93.5 (2x4) (20) 74.2 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 NEAR SIDE NEAR SIDE - -- ----i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2X6) 4 NAILS NEAR SIDE ---I FAR SIDE NEAR SIDE --- ----I FAR SIDE SIDE VIEW /2x31 / TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. I 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 .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 O .128 84.1 76,9 66.7 65.3 57.0 J o .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 NEAR SIDE NEAR SIDE - -- ----i FAR SIDE NEAR SIDE FAR SIDE SIDE VIEW (2X6) 4 NAILS NEAR SIDE ---I FAR SIDE NEAR SIDE --- ----I FAR SIDE SIDE VIEW /2x31 / -' � - • _ . _ _ .:..Si k..e; p�:.'=�s�J'-�;f-� r •„�.�:i,�4 �,..:�.r�r�triP. _ _.. __.._. _ .. _ ._.. _ . _ "Q � � �7: �e we ye a eeEhe ,9 � '-1's � sl I�•aaa E lid 14. ZE 9=� Ell In Q �� 9 roll 6 o�BIy EEaY P 65 SgF $ gg b 6 a air 4 Piz :3 1 ,Y q"Lr •B $ p3 �b� j it es tl� : Y§• li $a,$ � 8 � � p E � � � n� a� a� I 7 � � ff$€ j�¢ •Cads gg �e Hli g R mad - 13 . d . lei KOH UP: a d 8 ° b � ® he m Ago Z Z s