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HomeMy WebLinkAbout2829 S Sanford Ave (4)MiTek RE: 38113 - MiTek Industries, Inc. 1801 Massaro Blvd. Tampa, FI 33619 Site Information: Phone: 813/675-1200 Project Customer: MR. HERNANDEZ Project Name: ADDITION Lot/Block: Subdivision: Fax: 813/675-1148 Address: 2829 S. SANFORD AVE. City: SANFORD State: SEMINOLE CO. 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: FBC2004/TP12002 Design Program: MiTek 20/20 6.3 Wind Code: ASCE 7/02 Wind Speed: 120 mph Design Method: User defined Roof Load: 40.0 psf Floor Load: N/A psf This package includes 3 individual, dated 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. No. Seal# Job ID# I Truss Nam Date 1 IT2362573 138113 1 A 9/18/06 IT2362574 138113 1 AG 19/18/06 0 IT2362575 138113 1 BG 19/18/06 J The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Accu-Span. Truss Design Engineer's Name: Zhang, Guo-jie My license renewal date for the state of is February 28, 2007. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. PLANS REVIEWED MY OF SANFORD 1 of 2 Zhang, Guo jie Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 September 18,2006 q russ russType ty y T2362573 38113 A COMMON 6 1 Job Reference (optional) ACCU-SPAN TRUSS, LONGWOOD, FL. 32750, tim 6.300 s Jul 11 2006 MiTek Industries, Inc. Mon Sep 18 09:48:50 2006 Page 1 -2-0-0 6-1-13 i 11-0-0 15-10-3 22-M 24-0-0 r i 2-0-0 6-1-13 4-10-3 4-10-3 6-1-13 2-0-0 Scale = 1:42.3 4x6 = 2.50 Fl2 4 2x4 2x4 i 3 5 2 6 1 ' I 0 3x6 = 9 8 3x6 = 5x6 = 3x4 = 7-9-3 14-2-13 22-M 7-9-3 6-5-10 7-9-3 Plate Offsets X,Y : 9:0-3-0,0-3-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.28 8-9 >907 360 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.46 8-9 >560 240 BCLL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight: 90 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD BOT CHORD 2 X 4 SYP No.2D Installation 1 Stabilizer(s) at 9-4-8 (max) oc. WEBS 2 X 4 SYP No.3 Permanent Structural wood sheathing directly applied or 3-8-7 oc purlins. BOT CHORD Installation 1 Stabilizer(s) at 15-0-0 (max) oc. Permanent Rigid ceiling directly applied or 5-4-15 oc bracing. REACTIONS (lb/size) 2=995/0-8-0, 6=995/0-8-0 Max Horz 2=68(load case 3) Max Uplift2=-637(load case 5), 6=-637(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/24, 2-3=-2788/1510, 3-4=-2480/1264, 4-5=-2480/1265, 5-6=-2788/1510, 6-7=0/24 BOT CHORD 2-9=-1443/2682, 8-9=-933/1927, 6-8=-1386/2682 WEBS 3-9=-379/384, 4-9=-248/612, 4-8=-248/612, 5-8=-379/385 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=6.Opsf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) 'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 637 lb uplift at joint 2 and 637 lb uplift at joint 6. 6) For bracing specified, use MiTek Stabilizer(tm) Truss Bracing System (or Equivalent), attached per The Stabilizer Truss Bracing System Installation Guide. Cross bracing required at each end and at these spacings: TC: Inst. 20-0-0; BC: ; Inst. 20-0-0. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 September 18,200 ® WARMNG - VerVy design parameters and READ MOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU--7473 BEFORE USE. �tGpf Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component. is responsibility of building designer - not truss designer. Bracing shown MiTek is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the B tl 9����(9�' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute,583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols PLATE LOCATION AND ORIENTATION 3/4' 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. -'/16 r e For 4 x 2 orientation, locate plates 0-'h6' 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 width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION InN Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 rY O U o- O P 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: Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 o' O U a O P C 2006 MiTek® All Rights Reserved POWER TO PERFORM.' MiTek Engineering Reference Sheet: MII-7473 A General Safety Notes 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. Q fuss Truss Type Qty Ply T2362574 38113 AG GABLE 1 1 Job Reference (optional) ACCU-SPAN TRUSS, LONGWOOD, FL. 32750, tim 6,300 s Jul 11 2006 MiTek Industries, Inc. Mon Sep 18 09:48:52 2006 Page 1 -2-0-0 11-0-0 22-0-0 24-0-0 2-M 11-M 11-M 2-M Scale = 1:42.3 4x6 = 2.50 12 6 5 7 q 8 3 9 2 10 O 3x4 = 18 17 16 15 14 13 12 3x4 = 5x6 = 22-M 22-M Plate Offsets X Y : 17:0-3-0,0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.24 Vert(LL) -0.01 11 n/r 180 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.00 11 n/r 80 BCLL 10.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2004rrPI2002 (Matrix) Weight: 86lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD BOT CHORD 2 X 4 SYP No.2D Installation 1 Stabilizer(s) at 9-4-8 (max) oc, Except: OTHERS 2 X 4 SYP No.3 15-M oc: 4-5,7-8. Permanent Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=318/22-M, 15=147/22-M, 16=185/22-0-0, 17=66/22-M, 18=359/22-M, 14=185/22-M, 13=66/22-M, 12=359/22-M, 10=318/22-M Max Horz2=68(load case 3) Max Uplift2=-263(load case 5), 15=-40(load case 5), 16=-117(load case 3), 17=-61(load case 5), 18=-205(load case 3), 14=-117(load case 4), 13=-61(load case 6), 12=-205(load case 4), 10=-269(load case 6) Max Grav2=318(load case 1), 15=147(load case 1), 16=190(load case 9), 17=66(load Case 1), 18=360(load case 9), 14=190(load case 10), 13=66(load case 1), 12=360(load case 10), 10=318(load Case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-3=-34/48, 3-4=-25/89, 4-5=-9/102, 5-6=-15/126, 6-7=-15/123, 7-8=-9/90, 8-9=-25/71, 9-10=-34/30, 10-11=0/23 BOT CHORD 2-18=0/64, 17-18=0/64, 16-17=0/64, 15-16=0/64, 14-15=0/64, 13-14=0/64, 12-13=0/64, 10-12=0/64 WEBS 6-15=-111/59, 5-16=-141/140, 4-17=-55/69, 3-18=-261/250, 7-14=-141/140, 8-13=-55/69, 9-12=-261/249 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=6.Opsf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) "This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 2, 40 lb uplift at joint 15, 117 lb uplift at joint 16, 61 lb uplift at joint 17, 205 lb uplift at joint 18, 117 lb uplift at joint 14, 61 lb uplift at joint 13, 205 lb uplift at joint 12 and 269 lb uplift at joint 10. Guo-Jie Zhang, FL Lic #47744 10) For bracing specified, use MiTek Stabilizer(tm) Truss Bracing System (or Equivalent), attached per The Stabilizer Truss Bracing System MiTek Industries, Inc. Installation Guide. Cross bracing required at each end and at these spacings: TC: Inst. 20-0-0. 1801 Massaro Blvd Tampa FIL 619 LOAD CASE(S) Standard FL Cert.# 634 September 18,200 ® WARNING - Verify parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. p RA 01 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols PLATE LOCATION AND ORIENTATION 3/4' 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. -'/16.' For 4 x 2 orientation, locate plates 0-1n6' 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, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. r�!!illk'�i':fl a 4- f?l 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 8 7 6 5 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, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTekO All Rights Reserved �� o iIAam POWER TO PERFORM.- MiTek Engineering Reference Sheet: Mll-7473 t General •al Safety Notes _ 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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 I oint 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. Truss Truss Type Qty Ply T2362575 38113 BG GABLE 1 1 Job Reference (optional) ACCU-SPAN TRUSS, LONGWOOD, FL. 32750, tim 6.300 s Jul 112006 MiTek Industries, Inc. Mon Sep 18 09:48:52 2006 Page 1 i -2-M 4-0-0 2-0-0 4-0-0 S 2x14 11:9.8 3 2.50 12 2 1� 3x4 = 2x4 I 4-0-0 4-M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.00 1 n/r 180 MT20 244/190 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.02 1 n/r 80 BCLL 10.0 * Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2004lrP12002 (Matrix) Weight: 16 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Structural wood sheathing directly applied or 4-M oc purlins, except BOT CHORD 2 X 4 SYP No.2D end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 4=122/4-0-0, 2=308/4-0-0 Max Horz 2=89(load case 3) Max Uplift4=-65(load case 3), 2=-256(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=O/23, 2-3=-31/13, 3-4=-84/84 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-02; 120mph (3-second gust); h=18ft; TCDL=6.Opsf; BCDL=5.Opsf; Category II; Exp B; partially; MWFRS gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Gable requires continuous bottom chord bearing.' 6) Gable studs spaced at 2-0-0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 4 and 256 lb uplift at joint 2. LOAD CASE(S) Standard Guo-Jie Zhang, FL Lic #47744 MiTek Industries, Inc. 1801 Massaro Blvd Tampa FL 33619 FL Cert.#6634 September 18,200 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AID-7473 BEFORE USE. : �gp. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 9�11 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla, DSB-89 and BCSII Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 PLATE LOCATION AND ORIENTATION 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. 1/16 For 4 x 2 orientation, locate plates 0-1i,6' 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 BEARING 0 O U a O Numbering b,tlil,, System r nr=(. SafetyNotes 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 8 7 6 5 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: Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1 : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. n rY O U d O © 2006 MiTek@ All Rights Reserved POWER TO PERFORM. " MiTek Engineering Reference Sheet: MII-7473 Failure to Follow Could Cause Property Damage or Personal Injury l . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. DECEMBER 2005 PIGGYBACK TRUSS CONNECTION DETAIL TAM-PB-150C-REV1 THE FOLLOWING ALTERNATIVES ARE DESIGN WIND SPEED < 150 MPH PERMITTED: MEAN ROOF HEIGHT < 30 FT EXP: B OR C OCCUPANCY CAT: II ATTACH 6X10 MITEK 18 GA. NAIL ON PLATES ENCL. OR PARTIALLY ENCL. BUILD. TO EACH FACE AT EACH TOP CHORD JOINT OF TC, BC WIND DL = 5 PSF WHERE APPLICABLE BASE TRUSS WITH (7) 1.5" GALV. TRUSS NAILS (MIN.) INTO EACH FACE OF EACH CHORD. FOR 7' < Lp 5 8', (8) NAILS REQUIRED. OR USP LSTA 18 (OR EQUIVALENT) (BEND OVER BC OF PIGGYBACK) WITH (5) 10d COMMON (MIN.) EACH SIDE INTO BASE TRUSS FOR 7'lp<8'. (6) 10d COMMON REQUIRED. OR �3 APPLY 12"X12"X1/2" PLYWOOD (OR 7/16" OSB) GUSSET TO EACH FACE AT EACH TC JOINT OF BASE TRUSS WITH (8) 8d COMMON (MIN.) �o FOR 7'<Lp<-8', (9) 8d COMMON REQUIRED. SCAB TO BE CENTERED v ABOUT THIS POINT PIGGYBACK 24" O.C. MAX. BASE TRUSS SCAB (SAME SIZE AND GRADE AS TOP CHORD OF BASE TRUSS) WITH 10d COMM. @ 3" O.C. L=6'IF Lo > 3' L=21-o IF I' <- Lo < 3' L=2' IF Lo < 1' (MIN. 3 NAILS @ PIGGYBACK) NOTE: FOR BASE TRUSS PANEL LENGTH: Lp>4', INTERMEDIATE CONNECTION IS REQUIRED WHICH MAY BE DONE BY USING 8"X8" PLYWOOD GUSSET w/ (4) 8d COMM. NAILS ON EACH CHORD. TPI-2002 ASCE 7-02 FBC-2004 TC (PSF) BC (PSF) DURATION FACTOR SPACING: MIN. GRADE OF LUMBER TC: 2X4 #2 SP MIN. BC: 2X4 #2 SP MIN. LOADING L D 20 20 0 10 CD = 1.6 24" ATTACH EACH PURLIN TO TC OF BASE TRUSS w/2-16d NAILS Lp PANEL LENGTH (TYP.) INTERMEDIATE CONNECTION ® WARHING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED WTER REFERENCE PAGE M-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown A �i ���k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the hb� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Buliding Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols Numbering System & General Safety Notes PLATE LOCATION AND ORIENTATION 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. O'1/16., For 4 x 2 orientation, locate plates 0-1h6' 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, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 O U CL O 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 8 7 6 5 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 ]CC -ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A r) o' O U CL O © 2006 MiTek@ All Rights Reserved POWER TO PERFORM.' MiTek Engineering Reference Sheet: Mll-7473 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. FEBRUARY 28, 2006 7'-0" CORNER SET DETAIL TAM-J7-130C-REV2 DESIGN WIND SPEEDS 130 MPH MEAN ROOF HEIGHTS 30 FT EXP: B OR C OCCUPANCY CAT: II ENCL. OR PARTIALLY ENCL. BUILD. TC, BC WIND DL = 5 PSF WHERE APPLICABLE 12 2.5 - 6.5 F- OVERHANG VARIES CORNERJACKS USE SIMPSON MTS16 OR USP MTW16 OR EQUIVALENT CORNERJACN (TYP) R= +/-530# R=50# 12 PITCH/1.41 9-10-12 LAID IArLC A PARTIAL ROOF LAYOUT 1 TOENAILS MAY BE USED IF REACTION IS LESS THAN THE ALLOWABLE (SEE TABLE BELOW), OTHERWISE ADEQUATE CONNECTION MUST BE USED. ALLOWABLE FORCES OF 16d COMM. TOENAILS NAIL QUANTITY 1 2 3 SHEAR 204# 408# 612# WITHDRAWAL 114# 228# 342# Cd= 1.6 C in, shear = 0,83 C in, withdrawal= 0,67 TPI-2002 ASCE 7-02 FBC-2004 MIN. GRADE OF LUMBER TC: 2X4 SYP #2 BC: 2X4 SYP #2 LOADING L D TC (PSF) 30 10 BC (PSF) 0 10 DURATION FACTOR C d = 1.6 SPACING: 24" R= +/-940# R= +/-940# A UUUCLt t5tVtL UU I (N I tit END OF TC, BC ® WARNING - Verify design parametem and READ NOTES ON THIS AND INCLUDED 6IITEE REFERENCE PAGE MU-7473 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. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the u�u erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCS11 Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols PLATE LOCATION AND ORIENTATION 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. O'1/16" For 4 x 2 orientation, locate plates 0-'i16' 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 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, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. a O U IL O R Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 8 7 3 6 5 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, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A Q rr O U CL O © 2006 MiTekO All Rights Reserved W1 ® o POWER TO PERFORM:" MTek Engineering Reference Sheet: MII-7473 A General Safety Motes 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. FEBRUARY 28, 2006 5'-0" CORNER SET DETAIL TAM-J5-120C-REV2 DESIGN WIND SPEED _< 120 MPH 2'_0" MEAN ROOF HEIGHT < 30 FT (MAX.) EXP: B OR C CORNER JACK (TYP.) OCCUPANCY CAT: II ENCL. OR PARTIALLY ENCL. BUILD. TC, BC WIND DL = 5 PSF WHERE APPLICABLE 5' 0" END JACKS (TYP.) 12 R= +/-330# 2.5 6.5 Y U Q m (3) 16d TOENAILS w V) CORNERJACKS USE SIMPSON MTS16 OR USP MTW16 OR EQUIVELENT OVERHANG VARIES 0 if) R=50# A 12 PITCH/1.41 7-0-13 . .... ■ . - TOENAILS MAY BE USED IF REACTION IS LESS THAN THE ALLOWABLE (SEE TABLE BELOW), OTHERWISE ADEQUATE CONNECTION MUST BE USED. ALLOWABLE FORCES OF 16d COMM. TOENAILS NAIL QUANTITY 1 2 3 SHEAR 204# 408# 612# WITHDRAWAL 114# 228# 342# Cd= 1.6 C in, shear = 0.83 C in, withdrawal= 0,67 TPI-2002 ASCE 7-02 FBC-2004 MIN. GRADE OF LUMBER TC: 2X4 SYP #2 BC: 2X4 SYP #2 LOADING L D TC (PSF) 30 10 BC (PSF) 0 10 DURATION FACTOR C = 1.6 SPACING: d 24" PARTIAL ROOF LAYOUT R= +/-410# R= +/-410# A UUUGLC Ct V CL UU 1 L 1 r1t END OF TC, BC ._...: _.-.. WARHING-Verify deaign, ... �:..:: ..... ..... .. .. ... ::. ..., ., ,. ,. ,....:.. -, ..,. ._.... ...__.. ...,: ,...:,.. ., ,...,_. , ® parameters and BEAD NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU-7473 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. i Applicability of design p Iramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �i]��q� is for lateral support of individual Mb�ividual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the fC erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. Chesterfield, MO 63017 Symbols � Numbering System & General Safety dotes PLATE LOCATION AND ORIENTATION 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. 0'1/1 G For 4 x 2 orientation, locate plates 0-1hd' 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, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. n O U 0- 0 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 8 7 6 5 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, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A r) ac O U a- O © 2006 MiTek@ All Rights Reserved POWER TO PERFORM.- MiTek Engineering Reference Sheet: MII-7473 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. FEBRUARY 28, 2006 1 5'-0" CORNER SET DETAIL TAM-J5-130C-REV2 DESIGN WIND SPEED _< 130 MPH MEAN ROOF HEIGHT S 30 FT EXP: B OR C OCCUPANCY CAT: II 2'-0" ENCL. OR PARTIALLY ENCL. BUILD. (MAX)I TC, BC WIND DL = 5 PSF WHERE APPLICABLE 12 2.5 - 6.5 F— USE SIMPSON MTS16 OR USP MTW16 OR EQUIVALENT 2'-0" (MAX.) I 5'-0" (MAX.) CORNERJACKS USE SIMPSON MTS16 OR USP MTW16 OR EQUIVELENT Y U Q m (3) 16d TOENAILS w 0 R=50# PARTIAL ROOF LAYOUT A 12 R=480# PITCH/1.41 R=480# OVERHANG 7-0-13 VARIES urn �wnv TOENAILS MAY BE USED IF REACTION IS LESS THAN THE ALLOWABLE (SEE TABLE BELOW), OTHERWISE ADEQUATE CONNECTION MUST BE USED. ALLOWABLE FORCES OF 16d COMM. TOENAILS NAIL QUANTITY 1 2 3 SHEAR 204# 408# 612# WITHDRAWAL 114# 228# 342# Cd= 1.6 C in, shear = 0.83 C tn, withdrawal = 0.67 TPI-2002 ASCE 7-02 FBC-2004 MIN. GRADE OF LUMBER TC: 2X4 SYP #2 BC: 2X4 SYP #2 LOADING L D TC (PSF) 30 10 BC (PSF) 0 10 DURATION FACTOR Cd = 1.6 SPACING: 24" A UVUIJ Lt OtV tL I.0 I L I1-1t END OF TC, BC ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 6M-7473 BEFORE USE. ama, ME Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. j� II'' Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M'��e�( erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and III Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols PLATE LOCATION AND ORIENTATION 4-, A_ 1 N, 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. O'1/16 For 4 x 2 orientation, locate plates 0-1i,6' 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, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. O U CL O Lumbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 3 8 7 6 5 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, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTek@ All Rights Reserved POWER TO PERFORM.' MiTek Engineering Reference Sheet: MII-7473 ,& General Safety Notes 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. FEBRUARY 28, 2006 7'-0" CORNER SET DETAIL TAM-J7-120C-REV2 DESIGN WIND SPEEDS 120 MPH 2'-0" (MAX.) MEAN ROOF HEIGHTS 30 FT EXP:BORC OCCUPANCY CAT: II ENCL. OR PARTIALLY ENCL. BUILD. CORNER JACK 7%0" END JACKS TC, BC WIND DL = 5 PSF WHERE APPLICABLE (TYP) (TYP) 12 2.5 - 6.5 � R- +/_500# _USE SIMPSON MTS16 OR USP MTW16 OR EQUIVALENT (3) 16d TOENAILS Y U Q [D W R=50# b i� 2'-0" (MAX.) T-0" (MAX.) CORNERJACKS OVERHANG VARIES 12 PITCH/1.41 USE SIMPSON MTS-16 OR- USP MTW16 OR EQUIVALENT 9-10-12 U10 iAf%V TOENAILS MAY BE USED IF REACTION IS LESS THAN THE ALLOWABLE (SEE TABLE BELOW), OTHERWISE ADEQUATE CONNECTION MUST BE USED. ALLOWABLE FORCES OF 16d COMM. TOENAILS NAIL QUANTITY 1 2 3 SHEAR 204# 408# 612# WITHDRAWAL 114# 228# 342# Cd= 1.6 C tn, shear = 0.83 C in, withdrawal = 0,67 TPI-2002 MIN. GRADE OF LUMBER ASCE 7-02 TC: 2X4 SYP #2 FBC-2004 BC: 2X4 SYP #2 LOADING L D TC (PSF) 30 10 BC (PSF) 0 10 DURATION FACTOR C d = 1.6 SPACING: 24" 14 PARTIAL ROOF LAYOUT 1 R= +/-790# R= +/-790# UVUDLC DCVCL UU I (l1_) 1 NIL END OF TC, BC ® WARNING - Ver jfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE. q� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown '� 7�q M is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofho Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols PLATE LOCATION AND ORIENTATION 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. 0'1/1 S , For 4 x 2 orientation, locate plates 0-'h6' 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, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. O U a- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 8 7 3 6 5 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, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTek@ All Rights Reserved POWER To PERFORM.- MiTek Engineering Reference Sheet: MII-7473 General Safety Notes� 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. FEB 2005 VALLEY SET DETAIL TAM-VAL2-140C REV1 (BEVELED BOTTOM CHORD) OR GIRDER. 12 VALLEY TRUSS (TYP.) F--- 3X4 24" (TYP) 4(3TOE-NAIL VALLEY TO BASE TRUSS WITH ) 16d TOE NAILS. DETAIL A (BASE TRUSSES SHEATHED) NOTE: 1. SECURE VALLEY TRUSS TO BASE TRUSSES PER DETAILS A OR B OR C . 2 BRACE -VALLEY WEBS PER DESIGN DRAWINGS. 3. THIS DETAIL IS ALSO APPLICABLE FOR ENCLOSED/PARTIALLY ENCLOSED BUILDINGS WITH EXP. B. 1L< 150 MPH. MIN. GRADE OF LUMBER TC: 2X4 92 SP BC: 2X4 #2 SP WEBS: 2X4 SP#3 LOADING L D TC (PSF) 20 20 BC (PSF) 0 10 DURATION FACTOR Cp 1.6 SPACING: 24" TPI-2002 ASCE-7/2002 FBC-2004 DRAWN BY ABE CHECKED BY GC =0E---] a a o0 O 00 a MiTek Industries, Inc. DESIGN WIND SPEED 5 140 MPH MEAN ROOF HEIGHT < 30 FEET EXPOSURE:C OCCUPANCY CAT: I I PARTIALLY ENCL. BUILD. PLAN VIEW A TOE -NAIL VALLEY TO BASE TRUSS WITH (3) 16d TOE NAILS. DETAIL B (NO SHEATHING) SECURE VALLEY TRUSS WITH USP RT7. DETAIL C (NO SHEATHING) ® WARNING - Ver(%y design parameters and READ NOTES ON THIS AND INCLUDED AIITER REFERENCE PAGE IW-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown {rj'��w is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Mb� (� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols PLATE LOCATION AND ORIENTATION 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. 0-1u. For 4 x 2 orientation, locate plates 0-1r,6' 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 BEARING O U a- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 8 7 i 6 5 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: Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A output. Use T, I or Eliminator bracing NER-487, NER-561 if indicated. 95110, 84-32, 96-67, ER-3907, 9432A Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. n W O U a_ O R © 2006 MiTek® All Rights Reserved Bel POWER TO PERFORM.' MITek Engineering Reference Sheet: MII-7473 General Safety Notes 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 BCSII I. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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 ANSIAPI 1 Quality Criteria. FEB 2005 1 END GABLE DETAIL I TAM- GAB-120C-Rev 1 'Y * -"L" or'7 -Bracing Refer to Table Below 2x4 Typical 12 Q Varies iE A A Continuous Bearing Stud Size Species and Grade Stud Spacing (in O.C) Maximum Stud Length BUILDING TYPE STUD ONLY 20 L-Brace 2x4 T-Brace 2x4 SPY #3 24 3'-10" 6'-9" 9'-4" E 2x4 SPY #2 24 5'-1 " 9'-0" 12'-4" E 2x4 SPY #21D 24 5%5" 9'-6" 13'-2" E 2x4 SPY #3 24 3'-5" 5'-1 1 " 8'-2" P 2x4 SPY #2 24 4'-6" 7'-1 1 " 10'-1 1 " P 2x4SPY #2D 24 4'-10" 8'-5" 11'-7" P 2x4 SPY#3 16 4'-9" 8'-3" 11'-5" E 2x4 SPY #2 16 6'-3" 1 1'-0" 1 5'-2" E 2x4 SPY #2D 16 6'-3" 1 1'-8" 16'-2" E 2x4 SPY 93 16 4'-2" 7'-3" 10'-0" P 2x4 SPY #2 16 5'-6" 91-8" 13' 4" P 2x4 SPY #2D 16 5'-1 1 " 10'-4" 14'-2" P E- ENCLOSED BUILDING P- PARTIALLY ENCLOSED BUILDING A -A &a_ Stud L-BRACE T-BRACE MIN. GRADE OF LUMBER LOADING L D TC (PSF) 30 10 BC (PSF) 0 10 DURATION FACTOR C v 1.6 TPI-2002 ASCE-7/2002 FBC-2004 DRAWN BY. ABE CHECKED BY: GC DESIGN WIND SPEED = 120 MPH MEAN ROOF HEIGHT <_30 FEET EXPOSURE:C NOTE: 1) BC AND TC SHALL HAVE CONTINUOUS LATERAL SUPPORT FROM ROOF AND CEILING DIAPHRAGMS. 2) 7' & "L" BRACES SPECIFIED ARE THE SAME LUMBER AND GRADE AS STUDS AND MIN. 90% OF THE ENTIRE 3A = STUD LENGTH. ATTACH BRACES TO STUD W/ 10d COMM @ 4" O.C. 3) SEE DETAILS BELOW FOR ADDED NAILING SCHEDULE BETWEEN PLYWOOD (OSB) SIDING AND FRAME MEMBERS AT STUD -CHORDS INTERFACE. OVERALL PLYWOOD (OSB) SIDING NAILING SCHEDULE SHALL BE DESIGNED BY BUILDING DESIGNER OR ENGINEER n21M. OF RECORD. 4) IT IS THE BUILDING ENGINEERS RESPONSIBILITY TO DESIGN THE CONNECTIONS BETWEEN GABLE TRUSS & BEARING WALL BELOW AND TO TRANSFER THE LATERAL LOAD TO PROPER STRUCTURAL ELEMENTS. )D SHEATHING NO NAILS IN PLATE ARE BOT. CHORD (TYP.) TOP CHORD (TYP.) NAILING SCHEDULE @ STUD -CHORD INTERFACE O o �® MiTek Industries, Inc. STUD LEN. (FT) N 8---9 3 9>02 4 12>_15 5 15 >_17 6 APPLY Bd NAIL @ 2" O.C., WITH MIN 1/2" DIA (16GA) WASHER, CLINCHED. N= NAIL NO. @ WEB. M= NAIL NO. @ CHORD, M=2N. ® WARNING - VerVy design parameters and READ NOTES ON TNIS AND INCLUDED hUTEE REFERENCE PAGE MU--7473 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. truss designer. Bracing Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �� MiTek, udu e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,a, .—,.„ra„M- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols Numbering System A\ General Safety Motes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y Failure to Follow Could Cause Property i 4 offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury g Apply plates to both Sides Of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X-bracing, is always required. See BCSI1. 01 „ ' 2. Truss bracing must be designed by an engineer. For �16 1 2 3 wide truss spacing, individual lateral braces themselves - � TOP CHORDS may require bracing, or alternative T, I, or Eliminator � bracing should be considered. � C 1-2 C2-3 WEBS �sq 4 3. Never exceed the design loading shown and never o stack materials on inadequately braced trusses. W . 1 0 u �� 3 ��� 30 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate e = designer, erection supervisor, property owner and plates 0-1i,6' from outside nU.. y'b u () all other interested parties. edge of truss. a_g 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 0 BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. * Plate location details available In MITek 20/20 software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the late P CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is anon -structural consideration and is the width measured perpendicular 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2006 MiTekO 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. iilm�® 18. Use of green or treated lumber may pose unacceptable — environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 0 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. Mi BCSI1: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERFORM., ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 FEB 2006 END GABLE DETAIL I TAM- GAB-13013-Rev 1 "L" or'T" -Bracing Refer to Table Below 2x4 Typical 12 Q Varies A A Continuous Bearing Stud Size Species and Grade Stud Spacing (in O.C) Maximum Stud Length BUILDING TYPE STUD ONLY 2x4 L-Brace 2x4 T-Brace 2x4 SPY 93 24 4'-2" 7'-4" 10'-2" E 2x4 SPY #2 24 5'-7" 9'-10" 13'-6" E 2x4 SPY #2D 24 6'-0" 10'-5" 14'-5" E 2x4 SPY #3 24 3'-8" 6'-6" 9'-0" P 2x4 SPY#2 24 4'-11" 8'-8" 11'-11" P 2x4 SPY #2D 24 5'-3" 9'-2" 12'-8" P 2x4 SPY #3 16 5'-2" 9'-0" 12'-6" E 2x4 SPY #2 16 6'-3" 12'-0" 16'-7" E 2x4 SPY #2D 16 6'-3" 12'-9" 17'-8" E 2x4 SPY #3 16 4'-7" 8'-0" 1 1 '-0" P 2x4 SPY #2 16 6'-1 " 10'-7" 14'-7" P 2x4 SPY #2D 16 6'-3" 1 1'-3" 1 15'-6" P E- ENCLOSED BUILDING P- PARTIALLY ENCLOSED BUILDING A -A K_�___ Stud L-BRACE T-BRACE DESIGN WIND SPEED = 130 MPH MEAN ROOF HEIGHT < 30 FEET EXPOSURE:B NOTE: 1) BC AND TC SHALL HAVE CONTINUOUS LATERAL SUPPORT FROM ROOF AND CEILING DIAPHRAGMS. 2) "T" & "L" BRACES SPECIFIED ARE THE SAME LUMBER AND GRADE AS STUDS AND MIN. 90% OF THE ENTIRE STUD LENGTH. ATTACH BRACES TO STUD W/ 10d COMM 3x4 = @ 4" O.C. 3) SEE DETAILS BELOW FOR ADDED NAILING SCHEDULE BETWEEN PLYWOOD (OSB) SIDING AND FRAME MEMBERS AT STUD -CHORDS INTERFACE. OVERALL PLYWOOD (OSB) SIDING NAILING SCHEDULE SHALL BE DESIGNED BY BUILDING DESIGNER OR ENGINEER OF RECORD. 24" Max 4) IT IS THE BUILDING ENGINEERS RESPONSIBILITY TO DESIGN THE CONNECTIONS BETWEEN GABLE TRUSS & BEARING WALL BELOW AND TO TRANSFER THE LATERAL LOAD TO PROPER STRUCTURAL ELEMENTS. OD SHEATHIN( NO NAILS IN PLATE AF BOT. CHORD (TYP.) TOP CHORD (TYP.) NAILING SCHEDULE @ STUD -CHORD INTERFACE MIN. GRADE OF LUMBER TPI-2002 C 02 FBC-2004-2004 FB LOADING DRAWN BY: ABE TC (PSF) 30 0 BC (PSF) 0 10 CHECKED BY: GC DURATION FACTOR C ff 1.6 MiTek Industries, Inc. STUD LEN. (FT) N 8>_9 2 9>_11 3 11>_14 4 14>_18 5 APPLY 8d NAIL @ 2" O.C., WITH MIN 1/2" DIA (16GA) WASHER, CLINCHED. N- NAIL NO. @ WEB. M= NAIL NO. @ CHORD, M=2N. ® WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ��° MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .awes —.eeronM- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols � Numbering System � & General Safety Notes PLATE LOCATION AND ORIENTATION 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. O'1/16 O For 4 x 2 orientation, locate = plates 0-1h6' from outside CL 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, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 8 7 3 6 5 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, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A O U CL O R © 2006 MiTek@ All Rights Reserved NMI POWER TO PERFORM:" MiTek Engineering Reference Sheet: MII-7473 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. j FEB 2006 END GABLE DETAIL TAM- GAB-12013-Rev 1 M * - "L" or "T' -Bracing Refer to Table Below 2x4 Typical 12 Q Varies iE A A Continuous Bearing Stud Size Species and Grade Stud Spacing (in O.C) Maximum Stud Length BUILDING TYPE STUD ONLY 20 L-Brace 2x4 T-Brace 2x4 SPY #3 24 4'-7" 8'-0" 1 1'-0" E 2x4 SPY #2 24 6'-1" 10'-7" 14'-8" E 2x4 SPY #2D 24 6'-3" 11'-4" 1 5'-7" E 2x4 SPY #3 24 4'-0" 7'-0" 9'-8" P 2x4 SPY #2 24 5'-4" 9'-4" 12'-1 1 " P 2x4 SPY 92D 24 5'-B" 9'-1 1 " 13'-9" P 2x4 SPY #3 16 5'-7" 9'-9" 13'-6" E 2x4 SPY #2 16 6'-3" 13'-0" 17'-11 " E 2x4 SPY #2D 16 6'-3" 13'-10" 19'-1 " E 2x4 SPY#3 16 4'-11" 8'-7" 11'-11" P 2x4 SPY #2 16 6'-3" 1 1'-5" 15'-10" P 2x4 SPY #2D 16 6'.3" 12'-2" 16'-10" P E- ENCLOSED BUILDING P- PARTIALLY ENCLOSED BUILDING A -A &sa_Stud L-BRACE T-BRACE MIN. GRADE OF LUMBER LOADING L D TC (PSF) 30 10 BC (PSF) 0 10 DURATION FACTOR C =D1.6 TPI-2002 ASCE-7/2002 FBC-2004 DRAWN BY ABE CHECKED BY GC DESIGN WIND SPEED = 120 MPH MEAN ROOF HEIGHT s 30 FEET EXPOSURE NOTE: 1) BC AND TC SHALL HAVE CONTINUOUS LATERAL SUPPORT FROM ROOF AND CEILING DIAPHRAGMS. 2) "T" & "L" BRACES SPECIFIED ARE THE SAME LUMBER AND GRADE AS STUDS AND MIN. 90% OF THE ENTIRE STUD LENGTH. ATTACH BRACES TO STUD W/ 10d COMM 3x4 = @ 4" O.C. 3) SEE DETAILS BELOW FOR ADDED NAILING SCHEDULE BETWEEN PLYWOOD (OSB) SIDING AND FRAME MEMBERS AT STUD -CHORDS INTERFACE, OVERALL PLYWOOD (OSB) SIDING NAILING SCHEDULE SHALL BE DESIGNED BY BUILDING DESIGNER OR ENGINEER OF RECORD. n24M. 4) IT IS THE BUILDING ENGINEERS RESPONSIBILITY TO DESIGN THE CONNECTIONS BETWEEN GABLE TRUSS & BEARING WALL BELOW AND TO TRANSFER THE LATERAL LOAD TO PROPER STRUCTURAL ELEMENTS. OD SHEATHING NO NAILS IN PLATE AR BOT. CHORD (TYP.) TOP CHORD (TYP.) NAILING SCHEDULE @ STUD -CHORD INTERFACE O MiTek Industries, Inc. STUD LEN. (FT) N 8 >_ 10 2 10>_13 3 13>_17 4 17 >_20 5 APPLY 8d NAIL @ 2" O.C., WITH MIN 1/2" DIA (I SGA) WASHER, CLINCHED, N= NAIL NO. @ WEB. M= NAIL NO. @ CHORD, M=2N. ® WARNING - Verify design pammeters and READ NOTES ON THIS AND INCLUDED dfTTE% REFERENCE PAGE AM 7473 BEFORE USE. �1Esq Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. YY� Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MOT�� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the tl(e' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1.­­­ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quallty Criteria, DSB-89 and Ill Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols PLATE LOCATION AND ORIENTATION _Il 4A 3/4' 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. 0'1/1 d' For 4 x 2 orientation, locate plates 0-1/16' 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, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 rY O _ U a- O R Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 8 7 3 6 5 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, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTek@ All Rights Reserved a, o POWER TO PERFORM.' MiTek Engineering Reference Sheet: Mll-7473 General Safety Motes 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 BCSII. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. FEB 2006 1 END GABLE DETAIL I TAM- GAB-130C-Rev 1 Stud Size Species and Grade Stud Spacing (in O.C) Maximum Stud Length BUILDING TYPE STUD ONLY 2x4 L-Brace 2x4 T-Brace 2x4 SPY #3 24 3'-7" 6'-3'• 8'-7" E 2x4 SPY#2 24 4'-9" 8'.3" 11'-5" E 2x4 SPY #2D 24 5'-0" 8'-10" 12'-2" E 2x4 SPY #3 24 3'-1 " 5'-6" 7'-7" P 2x4 SPY #2 24 4'-2" 1 7'.3" 10'-1 " P 2x4SPY #2D 24 4'-5 7'-9" 10'-8" P 2x4 SPY #3 16 4'-4" 7'-7" 10'-6" E 2x4 SPY #2 16 5'-10" 10'-2" 14'-0" E 2x4 SPY #2D 16 6'-2" 10'-10" 14'-1 1 " E 2x4 SPY #3 16 3'-10" 6'-B" 9'-3" P 2x4 SPY #2 16 5'-1 " 8'-1 1 " 12'-4" P 2x4 SPY #2D 16 5'-5" 9'-6" 13'-2" P E- ENCLOSED BUILDING P- PARTIALLY ENCLOSED BUILDING A -A K�i�__Stud L-BRACE T-BRACE MIN. GRADE OF LUMBER LOADING L D TC (PSF) 30 10 BC (PSF) 0 10 DURATION FACTOR C 91.6 TPI-2002 ASCE-7/2002 FBC-2004 DRAWN BY: ABE CHECKED BY: GC DESIGN WIND SPEED = 130 MPH MEAN ROOF HEIGHT s 30 FEET EXPOSURE:C NOTE: 1) BC AND TC SHALL HAVE CONTINUOUS LATERAL SUPPORT FROM ROOF AND CEILING DIAPHRAGMS. 2) 'T' & "L" BRACES SPECIFIED ARE THE SAME LUMBER AND GRADE AS STUDS AND MIN. 90% OF THE ENTIRE STUD LENGTH. ATTACH BRACES TO STUD W/ 10d COMM @ 4" O.C. 3) SEE DETAILS BELOW FOR ADDED NAILING SCHEDULE BETWEEN PLYWOOD (OSB) SIDING AND FRAME MEMBERS AT STUD -CHORDS INTERFACE. OVERALL PLYWOOD (OSB) SIDING NAILING SCHEDULE SHALL BE DESIGNED BY BUILDING DESIGNER OR ENGINEER OF RECORD. 4) IT IS THE BUILDING ENGINEERS RESPONSIBILITY TO DESIGN THE CONNECTIONS BETWEEN GABLE TRUSS & BEARING WALL BELOW AND TO TRANSFER THE LATERAL LOAD TO PROPER STRUCTURAL ELEMENTS. _ DD SHEATHING NO NAILS IN PLATE ARE BOT. CHORD (TYP.) TOP CHORD (TYP.) NAILING SCHEDULE @ STUD -CHORD INTERFACE O MTek Industries, Inc. STUD LEN. (FT) N 8>_9 3 9 >_10 4 11 >_12 5 12 >_15 6 APPLY Sol NAIL @ 2" O.C„ WITH MIN 1/2- DIA (16GA) WASHER, CLINCHED. N= NAIL NO. @ WEB. M = NAIL NO. @ CHORD, M = 2N. ® WARNING - Ver(jy design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE AID 7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown {� ��� �' M is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ....... Pa.-: - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Chesterfield, MO 63017 Symbols PLATE LOCATION AND ORIENTATION 3/4' 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. 0'1/1 S For 4 x 2 orientation, locate plates 0-1i,6' 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 BEARING Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 8 7 3 6 5 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: Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 9730, 95-43, 96-31, 96 output. Use T, I or Eliminator bracing NER-487, NER 561 if indicated. 95110, 84-32, 96-67, ER- 907, 9432A Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8, Bracing of Metal Plate Connected Wood Trusses. 0 O U CL O © 2006 MiTekOO All Rights Reserved 0 POWER TO PERFORM.' MITek Engineering Reference Sheet: Mil-7473 A General Safety Motes 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. L 0 T i 4 FOUND 112' IRON ROD a #6300 V � x x � ti xI ai x I e x 0.3' _ x O J W 0 O I FOUND 112' IRON ROD #6300 L O T 5 i S 90.00'00'6/1 6E.00' CHAIN LINK FENCE DN LINE 7.5' UTILITY EASEMENT - ------------- Lo Q L 0 CK OCR x PLANS E�us'T, CoTy 05 Z7--.O" x x 367. I -STORY CONC R •,' N BLOCK RESIDENCE N N #2829 N 387' COVERED 9 g. COVERE3 CONC C�NC :r • EONC . ' CARPORT L D T CONC _ CONCRM 3 RRIGHT-OF-WAY ` PC; _ POINT OF O CURVATURE E® _ FOUND 112" IRON ROD (NO) 0D (UNLESS NOTED e 1. BEARINGS BASED ON THE W: LINE i OF BLOCK C AS BEING NORTH. UNDERGROUND IMPROVE- J MENTS NOT LOCATED. J. SUBJECTTO EASEMENTS AND RES1RlCT70NS OF RECORD. 4. SUBJECT PROPERTY LIES IN ZONE wX m (AREA OF . MINIMAL FLOODING): PER p FLOOD INSURANCE RATE o MAP PANEL NUMBER 120294 0045 E, DATED 4117195 5. DATE OF FIELD SURVEY CAI 1212105 CgNCf DRIVE 627.29, — NQRTH' 62,00' PC +" o EDGE OF PAVEMENT $ a : vQ• S. D AVENUE �a # CENTERt: m OE ® 80' PLATTED RSV BOMRY SURVEY DESCRIPTION. LOT 26, BLOCK "C', WOODMERE PARK 2ND REPLAT AS RECORDED IN PLAT BOOK 13, PAGE 73, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA lel ' l HOMY CMFY: ZOE 12/2/05 MANUEL ALBARRAN THAT THIS SURVEY MEETS THE 1 " = 2G' JOSEFINA HERNANDEZ MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA DABL FINANCIAL D/B/A BOARD OF LAND SURVEYORS /N 05-K655 PARAMOUNT MORTGAGE SERVICES CHAPTER 61 G 17 - 6, FLORIDA MCMAHON & ROZON ADMI TIVE C00 r, SURVEYING AND MAPPING, LLC KAMPF 777LE AND 77 655 W. FULTON STREET GUARANTY CORP. SUITE /9 N IFLORIDA, 32771A COMPANY FL REG LAND,- SURVEYOR #$87 LICENSED BUS/MESS74:�4GURANTY N PHQE 407-328-7201 NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED ' SURVEYOR AND MAPPER tR ALL BEARING WALLS TO BE PLACED -1 L HUS26 PRIOR TO SETTING TRUSSES.. i A. L HGUS26-2 i WALLS SHOWN ARE TO BE BEARING.. _ _ d SPC.HGR CCU SPAN ?407-321-1440 BY: T.H. k:r (, TI CE I I REVIEW ALL SPAN DIMENSIONS—BRG. WALLS ' r,ENIGNEERED DRAWINGS--LOADING--PITCH AND OVER/HANGS r LSIGNED APPROVAL: X JOB NUMBER:38113 DATE: 9-15-06 CUSTOMER: MR. HERNANDEZ JOB NAME: ADDITION PITCH: LOAD:SHINGLES 2.5 ' 0/H: 24" BRG: BLOCK WILLIAM F. STUHRKE, PhD PROFFWO�NAL ENGINEER FLO DA R__GISTRATION #22150 GENERAL NOTES NOTAS GENERALES' Trusses are not marked in any way to identify Los trusses no estan marcados de ningon modo que the frequency or location of temporary bracing. identifique la frecuencia o localization de IDS arriostres Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de manejo, installing and temporary bracing of trusses. instalacion y arriostre temporal de IDS trusses. Vea el II QW Refer to 13CSI 1-03 Guide to Good Practice for BCSI 1-03 Guia de Buena pdaica Data el Manejo Instals ',n Handling, Installing &Bracing of Metal Plate y gr-riostre rle Ina Trums de Madera nrf ct dQ5 n_nr• Connected Wood Tr s for more detailed information. placas de Metalpara Pala mayor information. Truss Design Drawings may specify locations of Los drbu'o a diseno de los; trusses ueden es i' J s d p Dec ficar permanent bracing on individual compression las localizations de IDS arriostres permanentes en IDS "m members. Refer to the BCSI-83 Summary Tile bras individuales en compresion. Vea la hoja r n $heat -Web member PP nook Rrarinq/Web BCSI-B3 Data los arriostres erman nt v r f o d IDS L)a p Reinforcement for more information. All other Miembros secundarios (webs) Para mayor information. El permanent bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del of the Building Designer. Disenador del Edificio. A The consequences of improper handling, installing �y and bracing may be a collapse of the structure, or :1 �►j worse, serious personal injury or death. yt EI resultado de un manejo, instalacion y arriostre madecuados, puede set la caida de la estructura c s+R akin peor, muertos o heridos. Banding and truss plates have sharp edges. Wear agloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen bordes afilados, Use guantes y lentes protectores cuando torte los empaques. HANDLING - MANE,O f=71 A;fnw no more No permea mas •� I than, : of ueflec- dr i pulijacas de Lonbon for y 10 parade., poi cage 10 of spar). pies de trarno. 10, A 10 i smax. �� o' 1 10 E0( ( Pk,k up v _ tics I Lei-@nt de la cuer'a l- 1 tvndles at the superior iris grupos top Cher;;, veiticales de. trusses. ONE WEEK OR LESS MORE THAN ONE WEEK r )( Bundle, s.o.ed on n the ground for one L�J vreek or more should be raised by bioci6rig Fit 8' to 10' of center, Los paquetes alinacenados en la tierra por una semana c ras deben ser elevados con bloques,� cada 8 o 1.0 pies. QFor long tent, storage, cove- bundl s to pre- vent mot ure gain but allow for ventilation. Para a!m,:e-amiento por mayor tiempo, cobra los paquetes Para prevenir a mnento of, hurteda;I peto peimita vent.ilact6n. ® Use special care in Utilice cuidado windy weather or especial en dias near power lines ventosos o cerca de and airports. cables electricos o de aeropuertos Spreader bar for truss bundles \. Check banding Revise Jos empaq es V7( ! prior to moving antes de move, Ins bundles. paquetes de- trusses:. Q Avoid lateral bending. - Evite la flexion lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. /(1 Do not store on No almacene en Ly uneven ground. tierra desigual 11 Y.»' HAND ERECTION - LEVANTAMIENTO A MANO ZTr s . 20'o! Trusses 30' of 1 .- less,slip r t at pear. _\- ? -, ;i^� less, s-Ipport at quarter points.}— it �evante ,,I "_,! Ij Levante de l del Lilco los .. ;/ los cuartos 11 t: sses de 20 l ;I! it de tramo los pies o meno, ---- -Ui_....-.-----J_ Trusses up to 20' � I trusses de 30 pies o menos I E Trusses up to 30' Trusses hasta 20 pies Trusses hasta 30 pies HOISTING - LEVANTAMIENTO f �( Hold each truss in Position with the erection equipment until temporary bracing is installed and LJ truss is fastened to the bea. ing points. Sostenga cada truss en position con Is gr6a hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pico los trusses de mas de 30 pies. T!� Greater than 30' Mas de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO FOR LONGITUD DEL TRUSS Toe -in 60' or less �I Approx.�I truss length Tagline E TRUSSES UP TO 30' TRUSSES HASTA 30 PIES ' TEoe—in Spreader bar 1/2 to Tagline 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreaderbar Attach above or Bader 10' o.o. max. mid -height I L_ Spreader bar 2/3 to f- 3/4 truss length -� Tagline- �_ TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE Q Refer to BCSI-B2 Summary Sheet - Truss Iostalla- _ tisn and Temporary Bracing for more information. Vea el res6merlgC5I-g2 - Instalacion de Trusses / Q Arriostre Temporal information. y Para mayor GDo not walk on unbraced trusses. No camine en trusses sueltos Top Chord Temporary Latera' �i Locate ground braces for first truss directly Bracing (TCTLB ) u in line /. th all rows of top chord temporary lateral bracing. 9 Coloque los arriostres de tierra Para el pnme, truss directan.ente en lines con 4 cada Una de las Nas de arriostres laterales y 2x4 min. temporal e _s de to cuerda superior. Brace first truss well before erection of o 00, additional trusses. BRACING; FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO v10 This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es Para todo trusses excepto trusses de coerdas parale!as 3x2 y 4x2. 1) TOP CHORD - CUERDA SUPERIOR russ Span Top Chord Temporary Lateral Brace (TCTLB) Spacing itud deTramo E Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10'o.c. max. asta 30 pies 10 pies maximo 30' to 45' B' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 60 pies* 4 pies maximo +Consult a Professional Engineer for trusses longer than 60'. *Consulte a Lin ingeniero Para trusses de mas de 60 pies 71 See BCSI-B2 for T(TLB options. . Vea el BCSI-B2 Para las opciones de TCTLB. ,.\�.-:`,`�.` �`ti. ti• ;�,.�,\. Refer to BC I-B 5ummarr$heet . Stable End Frame`- Breci r Vea el �r�"n -_ (� Repeat diaconal braces. LJ @UU6 - Arriostre Repita los arriostres daltrv�sterDrtmal diagonales. de m t€ch9 agt as. Set first five trusses with spacer pieces, then add diagonals. Repeat process on groups of four trusses until all trusses are set Instale Iris cinco primeros trusses con espaciadores, luego Its arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD - CUERDA INFERIOR Lateral braces 2x4xl2' length lapped over two trusses. . Diagonal braces x every 10 truss spaces (20' max.) 10'-15' max. Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS Web members > Diagonal braces _ every 10 truss 10'-15' max. spaces (20' max.) same spacing as bottom chord lateral bracing Some chord and web members not shown for clarity. l DIAGONAL BRACING IS VERY IMPORTANT 06 iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 QRefer to SC5I-67 Maximum lateral brace spacing Summary Sheet 10' o.e. for 3x2 chords - TemDprary and (15, 15' o.c. for 4x2 chords Diagonal braces Permanent 11 dcina 10 ° every 15 truss for Parallel ChordT r y h spaces (30max) Tru5Ec for more w information, Vea el rest, y "m' 'n - y Y: x CSI-B7 - sY- ?, ppfirmanente de The end diagonal `\ trusses dle-LOg ids_ brace for cantilevered Cal Para mayor trusses must be placed Lateral braces information. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION ® Tolerances for Out -of -Plane. - Tole ancias Para Fu is do Plano. ow MaxBow Max Truss Length -► Max.�� . ✓ Bow Length �- Length U Length --► 3/4" 12.5' Max. Bow 9 7/8" 14.6' f 7( Tolerances for j D/50 D (ft.) 1° 16.7' L� Out -of -Plumb. T 1/4', '1' -, 1-1/8" 18.8' Tolelancias Para �' I. i/2" 2' 1-1/4" 2 0 6' Fuera-de-Plomada. a 1-3/8" o° Plumb 3/4" 3' ,bob 1„ 4' 1-1/2" 1-1 /4„ 5' 1-3/4..D/50 max 1-1/2" 6' - 2„ ... 1-3/4" 7' 2„ 8, CONSTRUCTION LOADING - CARGA DE CONSTRUCCION QDo not proceed with construction until ail bracing is securely Maximum Stack Height and properly in place, for Materials on Trusses No proceda con la construction Basta que todos los arriostres esten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to -B4 Summary Sheet - Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 81, Clay Tile 3-4 tiles high BCSI-B4 Carga de Construction Para mayor Information GDo not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuates. Place loads over as many trusses as possible. L� Ccloque las cargas stare tantos trusses Como sea posible. "fL bey''3cfP, Z' Position loads over load bearing walls Colcque las cargas so'nre las Paredes scportantes. ! z - ALTERATIONS - ALTERACIONES / Q Refer to BCSII B 3mmmafy Sibeet - 7�s Damaae,�Pb55P�hi4�Lficatio is and, installation Errors• Vea el restimen BCSI-B5 Danos de russes Modi5Qi:iones en la Clara y Errores de Ins talaci6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibi jo del diseno del truss. Qr Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses ue h n se a .sob ecar ado durance la consrn q 9 st uccion o han side alterados sin u a autorizaci6n previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer NO t acturer and Truss Desi r I n f ne must re o. the fact the Contractor and can or if applicable) are ca- 9 Y a operas ( pp ) Pablo to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are intended to ensure that the overall construction te,chn ques employed will put Boor and roof trusses into place SAFELY, These recommendations for handling, installing and bracing wood tosses are based upon the collective t experience of leading technical h wood truss n nature of Po Lie ca personnel In the dust but must due to the 9 Pe rya responsibilities involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It is not intended that these recommendations be interpreted as superior to any design specification (provided by either an Architect, Engineer, the Building Designer, the Erection/Installation Contractor or otherwise) for handling, installing and bracing wood trusses and it does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erection/Installation Contractor. Thus, the Wood Truss Council of America and the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane * Madison, WI 53719 218 N. Lee St., Ste. 312 * Alexandira, VA 22314 608/274-4849 • www,woodtruss.com - 703/683-1010 • www.tpinst.org ENE EME10,0101 BIWARNLIX17 20050501 ZXyt— C, 1•-.vHl--) 1 Hl_SL t Z=> t• vK U HAV 1 1 Y, U HU FT '•i-' LATERAL LOADS 8" PRECAST 8c PRESTRESSEIn I[-[ 11VTFi S Cam GRAVITY UPLIFT eFb-IT 8F12-iT 8F16-IT 8F20-IT 8F24-IT aF28-IT 8F32-IT LATERAL npE SUS SFS-OB 8F12-05 8F16-0B 8F20-0B aF24-05 SF28-05 SF32-0B LENGTH BF8-I5 SF12-0 SFI6-0 SF20-I5 81=24-I5 SF25-I5 81=32-15 8F8-2T - 6- 0- _ 5_ 3 _ 8U8 8F8 2'-10'(34') PRECAST 2302 3166 4413 6039 _1526 9004 10412 1193b 2121 2616 4101 5332 6569 'Tall 9055 3166 4413 6039 15Z6 9004 10412 11936 2121 2184 3981 5190 6401 1630 8551 2021 2021 3'-6' !42') PRECAST 2302 31313 3311 46se 6001 1315 6630 9941 2165 2289 3260 4231 5219 6204 1192 3166 4413 6039 'T526 9004 10412 11936 2165 2215 3165 41Z5 5091 6061 1036 1251 1251 4'-0' (46') PRECAST 2029 2325 2496 3461 44313 5410 6384 1358 1818 1989 2832 3680 4532 5381 6245 2646 4413 6039 1526 9004 10412 11936 1818 1925 2150 3583 4422 5264 6110 938 938 4'-6' (54') PRECAST 1651 1181 1913 2651 3403 4149 4596 5644 1660 1162 2501 3251 4010 4161 5525 2110 4021 6039 1526 9004 10412 9668 1660 1105 2435 3111 3913 4658 5406 121 121 5'-4' (64')PREGA6T 1184 1223 1301 1809 3311 2826 3336 3846 1393• 1454 2110 2141 3315 4010 4648 1665 2889 5057 6096 5400 6424 1450 1393 1431 2050 2610 3293 3920 4549 —5 505 5'-10'l10') PRECAST 91Z 1000 1059 1414 1889 2304 Z121 3131 1212• 1351 1930 2505 3084 3665 4241 145e 2464 4144 5458 4431 5280 6122 1212 1315 1815 2441 3012) 3583 4151 415 418 PRECAST 931 1255 2101 3263 2146 3358 3911 4585 1141• 1200 1133 2250 2169 3290 31312 1255 2101 3396 5260 1134 8995 6890 1141 1182 1684 2192 2103 3216 3132 101 881 (90')PRECAST 161 1029 1615 2385 1994 2439 2886 3333 959• 912 1475 1914 2354 2191 3240 1029 1615 2610 3839 5596 6613 5041 99m 102e 1466 1901 2351 2191 3245 59I 651 (112') PRECAST 513 632 1049 1469 1210 1482 1154 2021 801• 612 980 1269 1560 1852 2144 168 1212 I818 2544 3469 4030 3121 501 155 1192 1550 1910 2211 2634 454 630 10'-6'C126') PRECAST 456 482 802 1125 915 1122 1328 1535 1Iry • 498 'T93 1021 1261 1456 1131 658 1025 1514 2081 2114 3130 2404 116 611 1039 1389 899 1111 2034 2358 396 493 11'-4' (136') PRECAST 445 598 935 1365 1854 2355 1193 2015 666• 43e 696 1104 1309 1515 598 935 1365 1854 2441 3155 4044 666 535 905 12355 1595 1896 2158 363 556 12'-0'(144*) PRECAST 414 545 564 1254 Ib89 2014 1510 1518 601• 400 631 816 Tool 1186 1312 555 864 1254 1693 2211 2832 3590 631 486 818 1209 1514 1199 2086 340 494 13'-4' (160') PRECAST 362 421 126 1028 1331 1635 1224 1418 500• 340 532 686 841 991 1153 485 148 1016 14 1855 2343 2920 513 409 662 1004 13rc i 1631 1891 302 398 14'-O'(166') PRECAST 338 381 648 919 1190 0 1462 1081 1260 455• 316 493 635 11fi 922 1065 455 1 100 1003 1335 1114 2153 2666 545 315 629 922 1254 1561 1816 286 360 14'-8' (116'1 PRE5TRE55ED NR NR NR NR NR NR NR NR 243 295 d59 591 12� 851 990 465 165 1310 2045 2610 3185 3165 243 352 552 852 1156 1491 1142 N R 351 (l84') PRESTRESSED NR NR NR NR NR NR NR NR 228 215 d30 553 611 801 -925. 420 695 1250 1555 2310 2890 3410 228 329 542 191 1012 1381 1616 N.R. IT-4' (208') PRESTRE55ED NR NR NR NR NR NR NR NR Ise 236 361 464 561 610 114 310 530 950 14010 15W 2200 2600 188 216 449 649 814 1121 g N.R 255 19'-4' (232') PRESTRESSED NR NR NR NR NR NR NR NR 165 201 313 401 4W 518 61 240 400 150 low 1400 1120 2030 165 239 383 550 136 94o Ilbo N.R. 204 21'-4' (256') PRESTRESSED NR NR NR NR NR NR NR NR 145 186 218 356 433 512 183 330 610 940 1340 1150 2110 142 212 33b 411 635 501 .590 gg3 N R 112 22'-0' (264') PRESTRESSED NR NR NR NR NR NR NR NR 140 180 2 88 3 33 41f� 493 568 160 300 510 610 1250 166o 1910 131 205 322 451 6o1 111 94'1 NR 161 24'-0' (288') PRE5TRE55ED N.R. NR NR NR NR NR NR NR 12-1 165 244 515 130 1 240 410 120 I03o 1350 1610 124 186 290 1 405 538 680 533 N.R. 135 •rcn✓ut-c vHLUt =T 25 a rOR GRADE 40 FIELD REBAR Rai 1Z�F?F'f—ACT\A1/ 7'• �C!^�CL^ r'�/•�nrf r rw•-rr-•• e--• - GRAVITY. - ----- UPLIF I LATERAL LENGTH TYPE 5�d16 5WCO-05 5WIO-05 8RF14-05 8WI8-08 EIW22-05 8RF26-05 SRF30-0B 8RF6-IT 5RFIO-IT 8W14-17 SRFI5-IT BW2 -IT 6RF26-IT 5RF30-IT 8w6-I15 8RFI0-15 8RFI4-I15 8RF18-I5 5RF22-I5 SRF26-I5 5R--30-I5 8R%-2T 13RFIO-2T 8RF14-2T 5RFI5-2T 51;U:2::-2T 5RF26-2T 5W30-2T 8RU6 8RF6 4'-4' (52') PRECAST 1489 1591 3053 21382 3954 4929 5904 6860 1244 1513 2 13 3260 4112 1961 5825 1821 3412 4982 6412 1941 9416 10818 1244 1519 2339 3110 4008 4850 5696 S32 932 4'-6' (54') PRECAST 135-I 1449 2182 2114 3600 4481 5375 6264 1192 1501 2311 3121 3941 4156 5511 1102 3412 4982 6412 1941 941ro 10818 1192 1455 2240 3036 3831 4643 5453 853 853 5'-5' (68')PRECAST 185 832 1602 1550 2058 2566 3015 3585 924• 1112 1195 2423 3OS5 3689 4325 1153 2162 4014 6412 6516 5814 6839 924 1 1132 1141 2351 2918 3603 4230 1 501 501 5'-10' CIO') PRECAST 135 115 1500 1449 M24 2400 2816 3352 896• 1138 2 2352 2965 3581 4198 1103 2051 3811 6412 6516 5450 6411 896 1099 1690 2255 2891 3491 4106 d69 469 (aO') PRECAST 822 901 1611 2933 2516 3223 3812 4522 118 882 (513 2042 2513 3101 3642 Sol 1611 2933 4100 r0130 5117 0101 118 956 1468 1981 2509 3035 3563 830 IloO 1'-6' (90') PRECAST 665 'T61 1311 2252 1956 2451 2544 343-3 688 691 325 1510 228.7 2153 - 3227 164 1311 2329 3609 5492 6624 5132 C688 849 1302 1162 2225 2690 3151 110 '341 9'-8' lllb') PRECAST 311 4Z0 834 1253 loll 1342 1614 1886 533• 433 808 1123 1413 I'T04 1995 535 928 1491 2119 2618 3595 2815 533 521 1009 1369 I128 2m86 2450 516 614 T�'PE DE-51GNATION QUANTITY OF 5 REBAR AT BOTTOM OF LINTEL CAVITY ° F- — F • FILLED WITH GROUT / U UNFILLED 4.z o � NOMINAL WIDTH NOMINAL HEIGHT QUANTITY OF 5-5/8'ACTUA REBAR AT TOP 5' NOMINAL WIDTW •FKEDUCE VALUE BY 25 o FOR GRADE 40 FIELD REBAR —5 REBAR AT TOP MIN. (I) REQ'D 1-1/2' CLEAR C1M.U. 5 REBAR AT BOTTOM OF LINTEL CAVITY SOTTOM REINFORCING PROVIDED IN LINTEL (VARIES) , 1" IATERIALS I. r,c precast Ilntels . 3500 pat. 2. rc prestressed lintels . 60o0 psi. . 3. F'c grout . 3000 psi w/ maximum 3/5' aggregate. 4. Concrete masonry units (CMU) per ASTM C50 w/ minimum net area compressive strength - IWO pef. 5. Rebar provided in precast lintel per 45TM A615 Field rebar per ASTM A615 GR40 or GR60. 6. Prestressing strand per ASTM A416 grade- - 210 low relaxation. 1. 1/32 wire per ASTM A510. 8. Mortar per A57M C210 type M or S. NOTE: THIS INFORMATION IS BASED ON THE DATA SUPPLIED BY CAST-CRETE AND IT'S ENGINEERS. WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALE DIMENSIONS. Contractors shall verify and be responsible for dimensions and conditions of the job and Home Design Services, Inc. must be notified in writing of any variation from the dimensions, conditions and specifications appearing l on these plans. LINTEL DESIGNATION f SECTIONS m t: C B 90, m m e B m D QW cog mL�J.". 9 V-71B m ,' m N N .t N , \ m � � � • „• W Q 0 - m m _ Y' tr N�•.. N C C F- W fII m� • ^• m 9 61 \In �q F, In �1 t0 W co 0 e m m v 9M m mill c0 t0 co tiff •. ..... ' . . ` . ffl IIl z C e in al m• `ai. ' `�. e. a 0 m nip �0 C m a w m 0 B m m GENERAL INSTALLATION NOTES I. Provide Full mortar head and bed ,Joints. 2. Shore Filled lintels as required. 3, Installation of lintel must comply with the architectural and/or structural drawings. 4. Lintels are manufactured with 5-1/2' long notches at the ends to accommodate vertical cell reinforcing and grouting. 5. All lintels meet or exceed 1_/360 vertical deflection, except lintels 11'-4' and longer with a nominal height of 8' meet or exceed L/180. 6. Bottom Field added rebar to be located at the bottom of the lintel cavity. 1. 1/32' diameter wire stirrups are welded to the bottom steel For mechanical anchorage. 8. Cast -in -place concrete may be provided In composite lintel in lieu of concrete masonry units. `>i. 5aFa load ratings based on rational design analysis per ACI 318 and ACI 530 SAFE LOAD TABLE NOTES I. All values based on minimum 4' bearing. Exception: Safe loads For unfilled Ilntels must be reduced by 20% IF bearing length Is less than 6-1/2'. Safe loads For -all recessed lintels based on 8' nominal bearing. 2. N.R • Not Rated. 3. Safe loads are total superimposed allowable load on the section specified. 4. Safe loads based on grade 40 or grade 60 field rebar. 5. Additional lateral load capaclty can be obtained by the designer by providing addlonal reinforced masonry above the precast lintel. 6. One '1 rebar may be substituted For two 5 rebars In 8' lintels only. 1. The designer may evaluate concentrated loads From the safe load tables by calculating the maximum resisting moment and shear at d-away From the face of su 8. For composite lintel heights not shown, use saFe load From next lower height. S. All safe loads In units of pounds per Ilnear-foot. I 1 fo'C _ r' �� -*19