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HomeMy WebLinkAboutTRUSSLumber design values'are in•accordance with ANSI/TPI 1 section 6.3 These truss designs rely on. lumber values established by others. ® MANNED MiTeke BY r, n RE: 74826 - CALLEJO `' MiTek USA, Inc. Site information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: CHAD LAWSON Project Name: CALLEJO Model: Lot/.Block: 'Subdivision: Address: 1.87.07 TRANQUILITY BASE LANE City ST LUC'IE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 4 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date 1. IT127543561A 12/15/17 12__IT12754357 1 B 1 12/15/17 1 13 1 T12754358 1 DGE 1 12/15/17 1 14 1 T12754359 1 SDGE 1 12/15/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. RECEIVED JAN 2 9 2018 ST. Lucle county, Permitting • . ..... ,,,,�tttt a ►��i ,. , . ...:: `�� OAP • , • - ��� =-0 :�- ?� '. E OF i��sS;�NALt� % 1111111 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 15,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply CALLEJO T12754356 74826 A Scissor 7 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL -1-0-0 1 4-9 B.iau s 5ep io zui i Mi I ex industries, Inc. Fri Doc io t2:4i:07 zu i r rage r 1-0-0 4x4 = Scale = 1:34.6 4x5 % 4x5 zzzz LOADING (psf) SPACING- 2-0-0 CSI. DEFL-. in (loc) I/defl Ud TCLL 20-0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) -0.12 8-11 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.27 8-11 >763 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(GT) 0.19 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.13 8 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=855/0-8-0, 6=855/0-8-0 Max Horz 2=-258(LC 10) Max Uplift 2=-515(LC 12), 6=-515(LC 12) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2772/1234, 3-4=-2087/830, 4-5— 2088/814, 5-6=-2796/1256 BOT CHORD 2-8=-947/2420, 6-8=-992/2448 WEBS 4-8= 547/1657, 5-8=-744/531, 3-8=-755/537 PLATES GRIP MT20 244/190 Weight: 80 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-4-5 oc bracing. NOTES- 1), Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-14 to 1-11-2, Interior(1) 1-11-2 to 8-8-0, Exterior(2) 8-8-0 to 11-8-0 zone;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) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=515,6=515. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld 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, se0ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CALLEJO T12754357 74826 B Scissor 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.i a0 5 oep l o 20 r / im I eN a uuSt les, II0.J. n, uec; i u .w aUo I D:I HyZe7H Iox6YxvxQxZegiYy8mwS-VirCtT6NU 15gZd?V_v_UsI leZn46w5U21QiJ3GyBjGu 1-0-0 6.6-0 13.0-0 14-0.0 1-0-0 6-6-0 6-6-0 1-0-0 45 = 4x5 % 4x5 6.6-0 Scale = 1:27.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.04 6-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.11 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.06 4 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Wind(LL) 0.06 6-9 >999 240 Weight: 53lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=660/0-8-0, 4=660/0-8-0 Max Horz 2=-201(LC 10) Max Uplift 2= 410(LC 12), 4=-410(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1654/688, 3-4=-1652/669 BOT CHORD 2-6=-421/1381, 4-6— 423/1382 WEBS 3-6=-274/1031 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18f; B=45ft; L=24f; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-14 to 1-11-2, Intedor(1) 1-11-2 to 6-6-0, Extedor(2) 6-6-0 to 9-6-0 zone;C-C for members and forces & MW FRS 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) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=410, 4=410. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent 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, seeANSI/iPi 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CALLEJO T12754358 74826 DGE Common Supported Gable 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 12:41:10 2017 Page 1 I D:I HyZe7HIox6YxvxQxZegiYy8mwS-zuPb4p7? FcDXBnaiXcVj PEruyBURfdmB_4StbjyejGt -1-0-0 1-8-12 1- -8 6-6-0 11-1-8 11-3-4 13.0.0 14-0-0 1-0-0 4-7-8 4-7-8 0- - 21-0-0 I 44 = 4x8 II ID IJ 4 IJ I 4x8 11 3x4 = 3x4 = Scale = 1:26.7 Io 13-0-0 Plate Offsets (X,Y)-- [2:0-3-8,Edge], f2:0-1-9,Edgel, [10:0-3-8,Edge], [10:0-1-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) , Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 10 n/r 120 MT20 2441190 TCDL 15.0 Lumber IDOL 1.25 BC 0.02 Vert(CT) -0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S Weight: 64lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0. (lb) - Max Horz 2=-185(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2= 167(LC 12), 10=-167(LC 12), 15— 149(LC 12), 16=-126(LC 12), 13=-149(LC 12), 12=-126(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 10, 14, 15, 16, 13, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-16=-290/210, 8-12= 286/208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-1-0-14 to 1-11-2, Exterior(2) 1-11-2 to 6-6-0, Comer(3) 6-6-0 to 9-6-0 zone;C-C for members and forces & MW FRS 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 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 2, 167 lb uplift at joint 10, 149 lb uplift at joint 15, 126 lb uplift at joint 16, 149 lb uplift at joint 13 and 126 lb uplift at joint 12. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 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 Indlvdual 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, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CALLEJO T12754359 74826 SDGE Roof Special Structural Gable 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Dec 15 12:41:11 2017 Page 1 I D:I HyZe7HIox6YxvxQxZegiYy8mwS-R4zzl98d?vLOox9u5K1 yxSNxBbg UO_rLCkBQ79y8jGs 2.6-4 -1-0-0 1-B-12 1- -8 5-0-0 6-8-0 15-5-8 1 -4 17-4-0 18.4-0 1-0-0 1-6-12 0-1-12 2-5-12 3-8-0 6-9-8 0- - 2 1-B-12 1-0-0 0-7.12 4x6 11 Scale=1:37.7 1 4x8 11 4•UU 11 Z 12 11 5x10 = 3x4 = 5x8 = 2.6.4 1-8-12 1-10.8 S0_0 10-10-0 i 15-5-8 _ 11 -4 17-4-0 1-8-12 0-1-12 2.5.12 5-10-0 4-7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.10 10-28 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.22 10-28 >678 240 BCLL N. ' Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20 10-28 >750 240 PLATES GRIP MT20 244/190 Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 8-10. OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-0-0 except (jt=length) 8=0-6-0. (lb) - Max Horz 2=-243(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2= 183(LC 12), 8=-408(LC 12), 11=-357(LC 12), 12=-329(LC 3) Max Grav All reactions 250 lb or less at joint(s) 2, 2 except 8=538(LC 18), 11=1355(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=0/359, 4-5— 29/819, 5-6=-634/420, 6-8=-591/352 BOT CHORD 2-12=-268/92, 11-12=-268/92, 10-11= 892/226, 8-10= 120/429 WEBS 4-11=-561/111, 5-11=-1082/399, 5-10— 298/1187, 4-12=0/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1811; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-14 to 1-11-2, Interior(1) 1-11-2 to 8-8-0, Exterior(2) 8-8-0 to 11-8-0 zone;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/fPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 2, 408 lb uplift at joint 8, 357 lb uplift at joint 11, 329 lb uplift at joint 12 and 183 lb uplift at joint 2. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,111-7473 rev. 101032015 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 MiT®k' 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'h d' For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION NNiont I Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (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. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS 0 O U n- O 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, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 • N Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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 bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 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/rPI 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 nonstructural 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 of 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.