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HomeMy WebLinkAboutAPROVED REVISION, TRUSS T26325984.77075 - REPAIR ENG6904 Parke East Blvd. Tampa, FL 33610-4115 MiTek USA, Inc. RE: 77075 - STROKE Design Code: FBC2020/TPI2014 Wind Code: ASCE 7-16 Wind Speed: 170 mph Roof Load: 37.0 psf Design Program: MiTek 20/20 8.4 1 of 1 This package includes 3 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Floor Load: N/A psf Site Information: Lot/Block: 8 Customer Info: JM Reid Construction Project Name: Stroke Model: . Subdivision: . Address: 10511 Oakridge Court, . State: FLCity: Fort Pierce Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: December 22,2021 Lee, Julius 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: Lee, Julius My license renewal date for the state of Florida is February 28, 2023. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 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 or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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. No.Seal#Truss Name 1 T26325984 D5 Date 12/22/212T26325985D612/22/213T26325986D712/22/21 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 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 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 available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 T26325984 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Dec 20 08:55:32 2021 Page 1 ID:DfEM8kiICgwtEJLsy7mjw5yQvaD-Gt06IUkjvvudUDR5BiROqAGyZmtG0f08APJWw0y776P Job 77075 Truss D5 Truss Type HIP Qty 1 Ply 1 STROKE Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Scale = 1:80.7 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 24 25 26 27 28 29 30 31 32 33 5x8 5x8 3x6 3x6 5x6 5x6 3x5 3x8 3x4 3x6 4x8 6x8 3x4 3x4 3x6 3x5 0-9-8 0-9-8 0-9-8 7-7-0 6-9-8 14-11-4 7-4-4 20-6-12 5-7-8 26-2-4 5-7-8 33-7-4 7-5-0 39-0-14 5-5-10 45-2-4 6-1-6 7-7-0 7-7-0 14-11-4 7-4-4 20-6-12 5-7-8 26-2-4 5-7-8 33-7-4 7-5-0 39-0-14 5-5-10 45-2-4 6-1-6 47-2-4 2-0-0 1-8-98-3-10-4-18-3-15.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-3-4], [3:0-5-12,0-2-8], [5:0-5-12,0-2-8], [9:0-0-2,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.69 0.35 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.11 -0.21 0.02 0.13 (loc) 17-18 17-18 12 11-23 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 271 lb FT = 20% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-12,1-19: 2x6 SP No.2 [PSA] BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-17, 3-15, 6-14 REACTIONS.(lb/size)19=1129/0-7-4, 12=1917/0-8-0, 9=331/0-8-0 Max Horz 19=-277(LC 10) Max Uplift 19=-721(LC 12), 12=-1524(LC 12), 9=-555(LC 12) Max Grav 19=1329(LC 17), 12=2114(LC 2), 9=366(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-1652/982, 2-24=-1552/994, 2-25=-1468/967, 3-25=-1399/981, 3-26=-1196/920, 26-27=-1196/920, 4-27=-1196/920, 4-28=-1196/920, 5-28=-1196/920, 5-29=-872/598, 6-29=-940/585, 6-7=-548/597, 7-8=-564/513, 8-30=-159/689, 9-30=-170/673, 19-20=-1225/811, 1-20=-780/569 BOT CHORD 18-19=-556/463, 17-18=-628/1674, 16-17=-404/1462, 16-31=-404/1462, 15-31=-404/1462, 15-32=-49/890, 14-32=-49/890, 13-14=-503/816, 12-13=-503/816, 11-12=-507/110, 11-33=-507/110, 9-33=-507/110 WEBS 2-18=-237/303, 2-17=-262/277, 3-17=-113/417, 4-15=-334/342, 5-15=-534/773, 5-14=-572/599, 6-14=-979/1485, 6-12=-1636/1374, 8-12=-569/1429, 8-11=-754/228, 18-20=-1095/1940 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 14-11-4, Exterior(2R) 14-11-4 to 19-2-3, Interior(1) 19-2-3 to 26-2-4, Exterior(2R) 26-2-4 to 30-5-3, Interior(1) 30-5-3 to 47-2-4 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 20.0psf 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721 lb uplift at joint 19, 1524 lb uplift at joint 12 and 555 lb uplift at joint 9. 3-0-0 INSTALL 2 X 6 SP NO.2 CUT TO FIT TIGHT. REPAIR: STUB TRUSS AS SHOWN. 1 UNIT ABE THIS REPAIR IS ALSO APPLICABLE TO DRAWING NUMBER(S): T26325985-D6 AND T26325986-D7. FOR ALL LUMBER, PLATES, ETC. NOT SHOWN, REFER TO THE ABOVE DRAWING NUMBER(S). LOAD CASE(S) Standard 18-20=-1095/1940 ATTACH 5/8" PLYWOOD OR OSB GUSSET (19/32" RATED SHEATHING 40/20 EXP 1) TO EACH FACE OF TRUSS WITH (0.131" X 2.5" MIN.) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 X 3'S - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED @ 4" O.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" O.C. SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. FYIRepair revised. They used 5/8" plywood instead of 3/4"Thank you.Abe This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. December 22,2021 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 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 available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job 77075 Truss D6 Truss Type HIP Qty 1 Ply 1 STROKE Job Reference (optional) T26325985 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Dec 20 08:55:36 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:DfEM8kiICgwtEJLsy7mjw5yQvaD-9eGd8rnEy8O3zqksQYWK_0RguNDiyZUk50Hj3oy776L Scale = 1:81.1 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 25 26 27 28 29 30 31 32 33 34 35 3x6 5x8 5x6 5x6 3x6 3x6 3x5 3x5 3x5 3x5 3x5 3x8 3x5 6x10 3x5 3x4 4x5 3x6 4x5 5-10-1 5-10-1 11-4-11 5-6-9 16-11-4 5-6-9 24-2-4 7-3-0 33-7-4 9-5-0 39-0-14 5-5-10 45-2-4 6-1-6 5-10-1 5-10-1 11-4-11 5-6-9 16-11-4 5-6-9 24-2-4 7-3-0 28-10-12 4-8-8 33-7-4 4-8-8 39-0-14 5-5-10 45-2-4 6-1-6 47-2-4 2-0-0 2-0-69-1-10-4-19-1-15.00 12 Plate Offsets (X,Y)-- [5:0-5-12,0-2-8], [6:0-3-0,0-2-4], [8:0-2-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.48 0.49 0.63 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.24 -0.39 0.04 0.13 (loc) 14-16 14-16 14 13-24 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 278 lb FT = 20% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 9-14: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-17, 5-16, 6-16, 7-14 REACTIONS. (size)21=0-7-4, 14=0-8-0, 11=0-8-0 Max Horz 21=-311(LC 10) Max Uplift 21=-737(LC 12), 14=-1566(LC 12), 11=-539(LC 12) Max Grav 21=1392(LC 17), 14=2184(LC 2), 11=376(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1799/1043, 2-4=-1785/1119, 4-5=-1417/991, 5-6=-977/741, 6-7=-1093/741, 7-9=-497/558, 9-10=-640/566, 10-11=-201/658, 1-21=-1297/825 BOT CHORD 20-21=-258/349, 19-20=-709/1842, 17-19=-606/1801, 16-17=-346/1448, 14-16=0/615, 13-14=-485/141, 11-13=-485/141 WEBS 2-20=-293/302, 4-19=-44/253, 4-17=-552/421, 5-17=-290/661, 5-16=-572/409, 7-16=-416/813, 7-14=-1691/1310, 9-14=-287/340, 10-14=-558/1500, 10-13=-757/203, 1-20=-868/1609 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 16-11-4, Exterior(2R) 16-11-4 to 21-2-3, Interior(1) 21-2-3 to 24-2-4, Exterior(2R) 24-2-4 to 28-5-3, Interior(1) 28-5-3 to 47-2-4 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 20.0psf 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=737, 14=1566, 11=539. 1 UNIT ABE This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. December 22,2021 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 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 available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6904 Parke East Blvd. Tampa, FL 36610 Job 77075 Truss D7 Truss Type HIP Qty 1 Ply 1 STROKE Job Reference (optional) T26325986 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Dec 20 08:55:38 2021 Page 1 Chambers Truss, Fort Pierce, FL - 34982, ID:DfEM8kiICgwtEJLsy7mjw5yQvaD-51NNZXpUUlfnC8uFYzYo4RW_NBxPQR10YKmq8gy776J Scale = 1:81.1 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 26 27 28 29 30 31 3x6 5x8 5x6 3x6 3x6 3x6 3x5 3x5 3x5 3x5 3x5 3x8 3x5 3x6 4x8 6x8 3x5 3x4 4x6 3x6 4x5 6-6-1 6-6-1 12-8-11 6-2-9 18-11-4 6-2-9 22-2-4 3-3-0 27-10-12 5-8-8 33-7-4 5-8-8 39-0-14 5-5-10 45-2-4 6-1-6 6-6-1 6-6-1 12-8-11 6-2-9 18-11-4 6-2-9 22-2-4 3-3-0 27-10-12 5-8-8 33-7-4 5-8-8 39-0-14 5-5-10 45-2-4 6-1-6 47-2-4 2-0-0 2-0-69-11-10-4-19-11-15.00 12 Plate Offsets (X,Y)-- [5:0-5-12,0-2-8], [6:0-3-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.25 1.25 YES FBC2020/TPI2014 CSI. TC BC WB Matrix-MS 0.54 0.35 0.76 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.11 -0.18 0.03 0.13 (loc) 18-20 18-20 14 13-25 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 294 lb FT = 20% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 9-14: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-18, 5-17, 9-16 REACTIONS. (size)22=0-7-4, 14=0-8-0, 11=0-8-0 Max Horz 22=-340(LC 10) Max Uplift 22=-742(LC 12), 14=-1546(LC 12), 11=-554(LC 12) Max Grav 22=1362(LC 17), 14=2132(LC 2), 11=384(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1801/1071, 2-4=-1681/1101, 4-5=-1223/920, 5-6=-963/834, 6-7=-1093/838, 7-9=-805/510, 9-10=-587/592, 10-11=-228/694, 1-22=-1256/828 BOT CHORD 21-22=-285/387, 20-21=-725/1860, 18-20=-565/1719, 17-18=-229/1246, 16-17=-12/760, 14-16=-505/839, 13-14=-514/166, 11-13=-514/166 WEBS 2-21=-243/281, 4-20=-79/367, 4-18=-721/525, 5-18=-351/700, 5-17=-521/329, 6-17=-88/253, 7-17=-294/512, 7-16=-748/747, 9-16=-1031/1495, 9-14=-1682/1343, 10-14=-613/1476, 10-13=-741/245, 1-21=-864/1573 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-11-4, Exterior(2E) 18-11-4 to 22-2-4, Exterior(2R) 22-2-4 to 26-5-3, Interior(1) 26-5-3 to 47-2-4 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 20.0psf 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=742, 14=1546, 11=554. 1 UNIT ABE This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. December 22,2021 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.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 stack 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/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.21.The design does not take into account any dynamic or other loads other than those expressly stated.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.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.6-4-8WEBSTrusses 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.dimensions shown in ft-in-sixteenths