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HomeMy WebLinkAboutTRUSSif M1I� MiTek' RE: 504287 - Davenport Residence Lumber design alues.are in accordance with.ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: Bobby Davenport Project Name: Davenport Residence Model: Lot/Block: 35 Subdivision: Ocean Resorts Address: 5295 Compass Cove Place City: St. Lucie County State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: MBV Engineering Inc. License #; 61000 Address: 1835 20th Street City: Vero Beach State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 5 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 6,1G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.. (tea. Se I Truss Name I Date 1V I T 921698 I T01 1 /10/18 � _ .r�T12921699 1 T01GE 1 1/10/18 1 1 �. ` I T12921700 I T02 1 1 /10/18 14 1 T1 2921701 1 T03G E 1 1 /10/18 15 1 T12921702 1 T04G 1 1 /10/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file referefice; purpose only, and was not taken into account in the preparation of �jle CO�� these designs: MiTek has not independently verified the applicability of the des' parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 39380 ��..• STATE OF : 4U 11111 . Thomas A. Mani PE No.39380 Mliek USA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Date: January 10,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply Davenport Residence [ T12921698 504287 Tot Common ' . 8 1 Job Reference (optional) ribbetts Lumber Co, Palm Bay, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 10 09:22:55 2018 Page 1 I D:AUL6QTwnHg8Hcb36anpvl vyDQ?v-J_FBhnCKoMV35ripohVS3h6eL_I3oS3E? Ez22Szwock -1-0-0 7-0-8 13-0-0 17-11-4 19-0-0 1-0-0 7-0-8 5-11-8 4-11-4 1-0-12 Scale: 3/8"=1' 5x8 = 6x6 = 9-4-6 17-11-4 9-4-6 8-6-14 Plate Offsets (X Y)-- f2'0-2-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.12 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.33 7-8 >650 240 BCIAC 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -MS Wind(LL) 0.11 8-11 >999 240 Weight: 80lb FT=20% LUMBER- BRACING- TOP.CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=730/0-8-0, 7=70610-7-4 Max Harz 2=190(LC 11) Max Uplift 2=-497(LC 12), 7=-499(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1621/1192, 3-4— 1243/861, 5-7=-223/371 BOT CHORD 2-8= 1276/1540, 7-8=-585/694 WEBS 3-8=-469/560, 4-8= 313/679, 4-7=-740/653 Structural wood sheathing directly applied or 4-4-8 oc puffins, except end verticals. Rigid ceiling directly applied or 5-1-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4111; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0 zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 2 and 499 Ib uplift at joint 7. ® WARNING - VeNfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. R' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ®` a Inrss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Davenport Residence T12921699 504287 T01 GE Common Supported Gable . 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL a.i uu s 5ep io zui I Nn I etc mausmes, inc. vvea jail r u ue:zcoo zu i o rage i ID:AUL6QTwnHg8Hcb36anpvl vyDQ?v-n BpZu6CyYfdwj? HOMOOhcvfvmOGKX?sOEtjbbuzwocj 1.0-0 13.0-0 18-0-0 19-0-0 1-0-0 13-0-0 5-0-0 1-0-0 44 = 3x4 = 21 20 Scale: 3/8"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 12 ntr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(fL) -0.00 12 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 13 n/a n/a BCDL■ 10.0 Code FBC2014fFP12007 Matrix-S Weight: 83lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT Q'IORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 18-0-0. (lb) - Max Horz 2=189(LC 11) Max Uplift All uplift 100 Ito or less at joint(s) 16, 18, 19, 20,14 except 13=-186(LC 12), 2= 157(LC 12), 17=-103(LC 12), 21=-121(LC 12), 15=-107(LC 12) Max Grav All reactions 250 lb or less at joint(s) 13, 2, 16, 17, 18, 19, 20, 21, 15, 14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-13— 106/313 WEBS 7-17=-117/314, 3-21= 149/288, 9-15=-122/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 13-0-0, Comer(3) 13-0-0 to 16-0-0 zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 18, 19, 20, 14 except Qt=lb) 13=186, 2=157, 17=103, 21=121, 15=107. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Davenport Residence ' T12921700 504287 T02 Common 4 1 Job Reference (optional) Fibbetts Lumber Cc, Palm Bay, FL 8.130 S Sep 15 2017 MI I eK inaustries, ine. vvea Jan1 U U922:b/ 2U16 Pagel ID:AUL6QTwnHgBHcb36anpvlvyDQ7v-FNNx6SDaJzlnL9rCv5Xw96BysnQLGPSXTXS97Kzwoci 1-0-0 7-0-8 13.0-0 18-11-8 26-0-0 27-0-0, 1-0 00 7-0-8 5-11-8 5-11-8 7-0-8 1-0-0 46 = 3.00 F12 Scale = 1:44.9 3x6 = 5x6 = 3x4 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.24 8-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.59 8-9 >531 240 BCLL• 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.11 6 rVa. n/a BCDL 10.0 Code FBC2014fTPI2007 Matrix -MS Wind(LL) 0.38 8-9 >824 240 LUMBER- TOP,rrHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1016/0-8-0, 6=1016/0-8-0 Max Horz 2=-69(LC 10) Max Uplift 2=-672(LC 12), 6=-672(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-26B9/1981, 3-4=-2378/1695, 4-5=-2378/1695, 5-6=-2689/1980 BOT CHORD 2-9=-1818/2572, 8-9= 1189/1772, 6-8= 1835/2572 WEBS 4-8=-338/669, 5-6=-418/499, 4-9=-338/669, 3-9=-418/499 26-0-0 9-0-5 PLATES GRIP MT20 244/190 Weight: 104 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-3-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=261t; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 2=67216=672. ® WARNING- Verily desl9n parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Davenport Residence T12921701 504287 T03GE Monopitch Supported Gable 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm bay, FL 1.0-0-0 8.130 s Sep 15 2017 Mi I eK Industries, Inc. We0 Jan 10 09:22:58 2U18 t-age 1 1 D:AUL6QTwnHg8Hcb36anpvl vyDQ?v-jZwKJoEC4HteyJQOTp29hKkFvBxs? uchiBCifnzwoch 8 7 6 3x4 = 2x4 11 2x4 11 2x4 11 Scale = 1:16.6 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ved(TL) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 6 n/a n/a BCDL■ 10.0 Code FBC2014/fP12007 Matrix-S Weight:31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOTGiHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 8-0-0. (lb) - Max Horz 2=76(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 6, 2, 7, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft L=24ft; eave=2ft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 7-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 7, 8. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N.. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply Davenport Residence T12921702 504287 T04G Common Girder 1 n G Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 10 09:22:59 2018 Page 1 I D:AU L60TwnHg8Hcb36anpvl vyDO?v-BmUiXBFgra?VaS?b l W ZOEXHOsb9J kJ l gwrxGBDzwocg 1-0-0 7-0-8 13-0-0 18-11-8 26-0-0 , 27-0-0, 1-0-0 7-0-8 5-11-8 5-11-8 7-0-8 1-0-0 �1 6 3x4 = 3.00 F12 2x4 11 4x4 = Sx12 = Scale = 1:44.9 v Im a 2x4 11 3x4 = 26-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.20 9-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.39 9-10 >809 240 BCL� 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) 0.17 9-10 >999 240 LUMBER- BRACING- TOP40HORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 *Except` 4-9: 2x8 SP No.2 REACTIONS. (lb/size) 2=641/0-8-0, 6=641/0-8-0 Max Hori 2=69(LC 7) Max Uplift 2=-244(LC 8), 6=-244(LC 8) Max Grav 2=1144(LC 3), 6=1144(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3435/206, 3-4=-2817/466, 4-5=-2817/466, 5-6=-3435/206 BOT CHORD 2-10_ 100/3313, 9-1 0=-1 00/3313, 8-9=-100/3313, 6-8=-100/3313 WEBS 4-9=-225/728, 5-9=-11051522, 3-9= 1105/522 PLATES GRIP MT20 244/190 Weight: 225lb Ff =20% Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=2611; eave=4ft; Cat. II; Exp D; Encl., GCpj=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt=lb) 2=244, 6=244. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 575 lb down and 1030 lb up at 13-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 64, 4-7=-64, 11-14— 20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component- not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional�A temporary and permanent bracing TeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IM fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Davenport Residence T12921702 504287 T04G Common Girder 1 2 Job Reference (optional) ribbetts Lumber Co, Palm Bay, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Jan 10 09:22:59 2018 Page 2 I D:AU L6QTwnHg8Hcb36anpv 1 vyDQ?v-BmUiX8Fgra?VaS?b1 W ZOEXHOsb9JkJ 1 gwrxGBDzwocg LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=1030(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 11-14= 20 Concentrated Loads (lb) Vert: 4=629(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-24, 4-7= 24, 11-14=-40 Concentrated Loads (lb) Vert: 4=-575(F) 4) Dead+ 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=75, 2-4=40, 4-6=24, 6-7=12, 11-14=12 Horz: 1-2=-93, 2-4=-59, 4-6=43, 6-7=30 Concentrated Loads (lb) Vert: 4=-575(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=12, 2-4=24, 4-6=40, 6-7=75, 11-14=-12 Horz: 1-2=-30, 2-4=-43, 4-6=59, 6-7=93 Concentrated Loads (lb) Vert: 4= 575(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-13, 2-4=-26, 4-6=-6, 6-7=6, 11-14=-20 Horz: 1-2=-11, 2-4=2, 4-6=18, 6-7=30 Concentrated Loads (lb) Vert: 4=-575(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=6, 2-4=-6, 4-6 =-26, 6-7=-13, 11-14=-20 Horz: 1-2= 30, 2-4=-18, 4-6=-2, 6-7=11 Concentrated Loads (lb) Vert: 4=-575(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Ur1`orm Loads (plf) Vert: 1-2=81, 2-4=47, 4-6=47, 6-7=81, 11-14=-12 Horz: 1-2=-100, 2-4=-65, 4-6=65, 6-7=100 Concentrated Loads (lb) Vert: 4= 575(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=46, 2-4=12, 4-6=12, 6-7=46, 11-14= 12 Horz: 1-2= 64, 2-4= 30, 4-6=30, 6-7=64 Concentrated Loads (lb) Vert: 4=-575(F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-13, 2-4=-26, 4-6=-26, 6-7=-13, 11-14=-20 Horz: 1-2= 11, 2-4=2, 4-6=-2, 6-7=11 Concentrated Loads (lb) Vert: 4=-575(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1:60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-13, 2-4= 26, 4-6= 26, 6-7=-13, 11-14=-20 Horz: 1-2= 11, 2-4=2, 4-6-2, 6-7=11 Concentrated Loads (lb) Vert: 4=-575(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-4=-24, 4-7=-24, 11-14=-20 Concentrated Loads (lb) Vert: 4= 575(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-46, 2-4= 55, 4-6=-41, 6-7=-31, 11-14=-20 Horz: 1-2=-8, 2-4=1, 4-6=13, 6-7=23 Concentrated Loads (lb) Vert: 4=629(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-31, 2-4= 41, 4-6- 55, 6-7=-46, 11-14= 20 Horz: 1-2= 23, 2-4=-13, 4-6- 1, 6-7=8 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {�� M! iT ek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Davenport Residence T12921702 504287 T04G Common Girder I 1 G n Job Reference (optional) Tibbetts Lumber Co, Palm Hay, FL 8.130 s Sep 15 2017 MI I eK Industries, Inc. Wed Jan 10 09:22:59 2018 Page 3 ID:AUL6QTwnHg8Hcb36anpvivyDQ?v-BmUiX8Fgra?VaS?bi W ZOEXHOsb9JkJ1 gwrxGBDzwocg LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=629(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-46, 2-4=-55, 4-6=-55, 6-7=-46, 11-14=-20 Harz: 1-2=-8, 2-4=1, 4-6=-1, 6-7=8 Concentrated Loads (lb) Vert: 4=629(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-46, 2-4=-55, 4-6= 55, 6-7=-46, 11-14=-20 Horz: 1-2=-S, 2-4=1, 4-6=-1, 6-7=8 Concentrated Loads (lb) Vert: 4=629(F) 17) 1 st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 64, 4-7= 24, 11-14=-20 Concentrated Loads (lb) Vert: 4=1030(F) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 24, 4-7=-64, 11-14=-20 Concentrated Loads (lb) Vert: 4=1 030(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-7=-24, 11-14=-20 Concentrated Loads (lb) Vert: 4=629(F) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-24, 4-7=-54, 11-14=-20 Concentrated Loads (lb) ■ Vert:4=629(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. R' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not �`J a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols 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. - I - For 4 x 2 orientation, locate plates 0-1ab" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MlTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 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, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI t section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MlTeko MITek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locaflons 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 I W. 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. t i Packaged by Internet Send Version 1.2.122 Sent by Geoffrey Duggan (gduggan) Sent on: 1/10/2018 10:22:37 AM Copyright @ 1992-2003 MiTek Holdings, Inc. For Account Number M12705 Name Geoffrey Duggan Company Tibbetts Lumber Co Address 2820 Kirby Circle City Palm Bay, FL Telephone # (321)409-9800 Fax # (321)409-9803 Number of copies=3 Email=geoffrey.duggan@tibbettsiumber.com Delivery methods=lnternet,Mail Total number of copies=6 Name Roccou Company MBV Engineering Addressi 1835 20th St Address2 City Vero Beach, Florida - 32960, Telephone # 772-569-0035 Fax # Number of copies=3 Delivery Methods=Mail States=FL [Address i] Number of copies=3 CoverLetterCopies=3 [Address2] Number of copies=3 CoverLetterCopies=3 <PDFReturnPath/> <TREReturnPath/> Jobs Section 1,"\504287" ------------ Request hand signed seals for St Lucie County Job type=Seals File Copy Illlllllll, IIIIII-® • , Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 504287 - Davenport Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Bobby Davenport Project Name: Davenport Residence Model: Lot/Block: 35 Subdivision: Ocean Resorts Address: 5295 Compass Cove Place City: St. Lucie County State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: MBV Engineering Inc. License #: 61000 Address: 1835 20th Street City: Vero Beach State: Florida General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014ITP12007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 5 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date 1 1 T12921698 1 TO 1/10/18 2' I T12921699 1 T01 GE 1 1 /10/18 13 I T12921700 I T02 1 1 /10/18 14 1 T12921701 I T03GE 1 1/10/18 15 1 T12921702 1 T046 1 1 /10/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and:that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. �% O . • 39380 �•.. STA E OF .�44J ,00 Sp N AL E�C� ,. /It1111tt Thomas A. Albani PE No.39360 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 10,2018 Albani, Thomas 1 of 1 Job Truss Truss Type City Ply Davenport Residence , + T12921698 504287 T01 Common 8 1 Job Reference (optional) ribbetts Lumber Co, Palm Bay, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 10 09:22:55 2018 Page 1 ID:AUL6QTwnHg8Hcb36anpvivyDQ?v-J_FBhnCKoMV35ripohVS3h6eL_I3oS3E?Ez22Szwock 13-0-0 17-11-4 19-0-0 5-11-8 4-11.4 ' 1-0-12 5x8 = Scale: 3/8'=1' 3x4 = 3x4 = i 6x6 = 9-4-6 8-6-14 Plate Offsets (X Y)-- f2:0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.12 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.33 7-8 >650 240 BCLt 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Wind(LL) 0.11 8-11 >999 240 Weight: 801b FT=20% LUMBER- BRACING- TOP;£HORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=730/0-8-0, 7=706/0-7-4 Max Horz 2=190(LC 11) Max Uplift 2= 497(LC 12), 7=-499(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1621/1192, 3-4_ 1243/861, 5-7= 223/371 BOT CHORD 2-8= 1276/1540, 7-8=-585/694 WEBS 3-8=-469/560, 4-8= 313/679, 4-7=-740/653 Structural wood sheathing directly applied or 4-4-8 oc pudins, except end verticals. Rigid ceiling directly applied or 5-1-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0 zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 2 and 499 lb uplift at joint 7. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system. Before use, the building designer must verify the applicab0lty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Davenport Residence T12921699 504287 T01 GE Common Supported Gable 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8.130 s Sep 15 2017 MITeK Industries, Inc. Wed Jan 10 09:22:56 2018 rage 1 I D:AUL6QTwnHg8Hcb36anpvl vyDQ?v-nBpZu6CyYfdwj? HOMOOhcvfvmOGKX?sOEtjbbuzwocj -1-0-0 13-0-0 18-0-0 19-0-0 1-0-0 13-0-0 5.0-0 1-0.0 Scale: 3/8'=1' 4x4 = v m N 3x4 = 21 20 19 18 17 16 15 14 13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 12 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 12 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 13 n/a n/a BCDL• 10.0 Code FBC2014/TP12007 Matrix-S Weight: 83lb FT=20% LUIVIBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT GiORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 18-0-0. (lb) - Max Horz 2=189(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 16, 18, 19, 20, 14 except 13=-186(LC 12), 2= 157(LC 12), 17=-103(LC 12), 21=-121(LC 12), 15=-107(LC 12) Max Grav All reactions 250lb or less atjoint(s) 13, 2, 16, 17, 18, 19, 20, 21, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-13=-106/313 WEBS 7-17=-117/314, 3-21= 149/288, 9-15_ 122/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft eave=2ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 13-0-0, Cdrner(3) 13-0-0 to 16-0-0 zone; cantilever left and right exposed ; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 18,19, 20, 14 except Qt=lb) 13=186, 2=157, 17=103, 21=121, 15=107. ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekb connectors. This design is based only upon parameters shown. and is for an individual building component, not �' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing r�I� MiT ek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Davenport Residence • T12921700 604287 T02 Common 4 1 �JcbReferene (optional) ribbetts Lumber Co, Palm Bay, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Jan 10 09:22:57 2018 Page 1 ID:AUL6QTwnHgSHcb36anpvivyDQ?v-FNNx6SDaJzlnL9rCv5Xw96BysnQLGPSXTXS97Kzwoci 1-0-0 7-0-8 13-0-0 18-11-8 26-0-0 27-0-0 1-0-0 7-0-8 5-11-8 5-11-8 7-0-8 1-0-0 �1 6 4x6 = 3.00 F12 Scale = 1:44.9 3x6 = 5x6 = 3x4 = 3x6 = 9-0.5 i 16-11-11 26-0-0 9-0.5 7-11-5 9-0-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.66 Vert(LL) -0.24 8-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.59 8-9 >531 240 BCLL• 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.11 6 Na n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Wind(LL) 0.38 8-9 >824 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1016/0-8-0, 6=1016/0-8-0 Max Horz 2=-69(LC 10) Max Uplift 2=-672(LC 12), 6= 672(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2689/1981, 3-4=-2378/1695, 4-5= 2378/1695, 5-6-2689/1980 BOT CHORD 2-9=-1818/2572, 8-9= 1189/1772, 6-8=-1835/2572 WEBS 4-8=-338/669, 5-8=-418/499, 4-9=-338/669, 3-9= 418/499 PLATES GRIP MT20 244/190 Weight: 104 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 16-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *.This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0'wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=672, 6=672. a I6 6 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPIi Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Davenport Residence • T12921701 504287 T03GE Monopitch Supported Gable 1 1 Job Reference (optional) ribbetts Lumber Co, Palm Bay, FL a.T su s Sep to 201 I mu i eK muusures, mu. vveu ,,an iv ua.ec.00 �u l o rage ID:AUL6QTwnHgBHcb36anpvlvyDQ?v-jZwKJoEC4HteyJQOTp29hKkFvBxs?uchiBCifnzwoch -1-0-0 8-0-0 1-0-0 8-0-0 Scale = 1:16.6 2x4 If 5 8 7 6 3x4 = 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 6 n/a n/a BCDL- 10.0 Code FBC2014fTP12007 Matrix-S Weight:31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT QHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 8-0-0. (lb) - Max Harz 2=76(LC 12) Max Uplift All uplift 100 Ib or less at joints) 6, 2, 7, 8 Max Grav All reactions 250 lb or less at joints) 6, 2, 7, 8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=2fh Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 7-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 7, 8. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nA MiT ek, is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Davenport Residence T12921702 604287 T04G Common Girder 1 2 Job Reference o tional Tibbetts Lumber Co, Palm Bay, FL 8.130 s 6ep 1 b 2011 MI I eK Industries, Inc. wea dan i u ua:zrba zui is rage i ID:AUL6QTwnHg8Hcb36anpvlvyDQ?v-BmUiX8Fgra?VaS?b1 WZOEXHOsb9JkJIgwrxGBDzwocg 1-0-0 7-0-8 13-0-0 18-11-8 26-0-0 127-0-0, 1-0 00 7-0-8 5-11-8 5-11-8 7-0-8 4x4 = 3.00 F12 3x4 = 2x4 II 5x12 L 2x4 II 7-0-8 13-0-0 - 18-11-8 7-0-8 5-11-8 5-11-8 Plate Offsets (X,Y)-- f9:0-6-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.20 9-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.39 9-10 >809 240 BCLL- 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.09 6 Na n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MS Wind(LL) 0.17 9-10 >999 240 LUMBER - TOP QHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 `Except` 4-9: 2x8 SP No.2 REACTIONS. (lb/size) 2=641/0-8-0, 6=641/0-8-0 Max Horz 2=69(LC 7) Max Uplift 2=-244(LC 8), 6=-244(LC 8) Max Grav 2=1144(LC 3), 6=1144(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3435/206, 3-4=-2817/466, 4-5=-2817/466, 5-6=-3435/206 BOT CHORD 2-10=-100/3313, 9-10=-100/3313, 8-9= 100/3313, 6-8=-100/3313 WEBS 4-9=-225/728, 5-9=-1105/522, 3-9= 1105/522 Scale = 1:44.9 3x4 = PLATES GRIP MT20 244/190 Weight: 225 lb FT = 20 BRACING - TOP CHORD , Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=26ft; eave=oft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable, of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=244,6=244. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 1 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 575 lb down and 1030 lb up at 13-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-64, 4-7=-64, 11-14= 20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 278 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Davenport Residence T12921702 504287 T04G Common Girder 1 n G Job Reference (optional) I Melts Lumber Go, Halm LSay , FL o. i Ov a jj i o cv i r rvu .. ­. .. v tea.. k% ID:AUL6QTwnHg8Hcb36anpvlvyDQ?v-BmUiXBFgra?VaS?bl WZOEXHOsb9JkJ 1 gwrxGBDzwocg LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=1030(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 4-7=-54, 11-14=-20 Concentrated Loads (lb) Vert:4=629(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-24, 4-7=-24, 11-14=-40 Concentrated Loads (lb) Vert: 4= 575(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=75, 2-4=40, 4-6=24, 6-7=12, 11-14= 12 Horz: 1-2=-93, 2-4= 59, 4-6=43, 6-7=30 Concentrated Loads (lb) Vert: 4=-575(F) 5) Dead + 0.6 MWFRS; Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=12, 2-4=24, 4-6=40, 6-7=75, 11-14= 12 Horz: 1-2- 30, 2-4=-43, 4-6=59, 6-7=93 Concentrated Loads (lb) Vert: 4= 575(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2= 13, 2-4=-26, 4-6=-6, 6-7=6, 11-14=-20 Horz: 1-2= 11, 2-4=2, 4-6=18, 6-7=30 Concentrated Loads (Ib) Vert: 4= 575(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=6, 2-4= 6, 4-6= 26, 6-7=-13, 11-14= 20 • Horz: 1-2=-30, 2-4= 18, 4-6= 2, 6-7=11 Concentrated Loads (lb) Vert: 4=-575(F) 8) Dead+ 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=81, 2-4=47, 4-6=47, 6-7=81, 11-14=-12 Horz: 1-2=-100, 2-4= 65, 4-6=65, 6-7=100 Concentrated Loads (lb) Vert: 4=-575(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=46, 2-4=12, 4-6=12, 6-7=46, 11-14= 12 Horz: 1-2=-64, 2-4=-30, 4-6=30, 6-7=64 Concentrated Loads (Ib) Vert: 4=-575(F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-13, 2-4=-26, 4-6=-26, 6-7=-13, 11-14= 20 Horz: 1-2=-11, 2-4=2, 4-6- 2, 6-7=11 Concentrated Loads (lb) Vert: 4=-575(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-13, 2-4= 26, 4-6=-26; 6-7=-13, 11-14= 20 Horz: 1-2=-11, 2-4=2, 4-6- 2, 6-7=11 Concentrated Loads (lb) Vert: 4=-575(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-4= 24, 4-7= 24, 11-14=-20 Concentrated Loads (lb) Vert: 4=-575(F) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-46, 2-4=-55, 4-6=-41, 6-7=-31, 11-14=-20 Horz: 1-2=-8, 2-4=1, 4-6=13, 6-7=23 Concentrated Loads (lb) Vert:4=629(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2= 31, 2-4= 41, 4-6=-55, 6-7= 46, 11-14= 20 Horz: 1-2=-23, 2-4= 13, 4-6= 1, 6-7=8 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ek° 9 V �f! i AT Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ' Safety Information available from -Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Davenport Residence ' T12921702 504287 T04G Common Girder 1 e� G Job Reference. o tional Tibbetts Lumber Co, Palm Bay, FL ts.1 au 5 oep 10 eu i r ivn r ere muubuieb, mu. "eu dull iv va.cc.oa <o i o U. Q ID:AUL6QTwnHg8Hcb36anpvlvyDQ?v-BmUiXBFgra?VaS?bl W ZOEXHOsbgJkJ 1 gwrxGBDzwocg LOAD CASE(S) Standard Concentrated Loads (lb) Vert:4=629(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. (nt) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 46, 2-4= 55, 4-6=-55, 6-7=-46, 11-14=-20 Horz: 1-2=-8, 2-4=1, 4-6= 1, 6-7=8 Concentrated Loads (lb) Vert: 4=629(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-46, 2-4=-55, 4-6=-55, 6-7=-46, 11-14=-20 Harz: 1-2=-8, 2-4=1, 4-6= 1, 6-7=8 Concentrated Loads (lb) Vert: 4=629(F) 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-64, 4-7=-24, 11-14=-20 Concentrated Loads (lb) Vert: 4=1 030(F) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 24, 4-7=-64, 11-14=-20 Concentrated Loads (lb) Vert: 4=1030(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 4-7=-24, 11-14= 20 Concentrated Loads (Ib) Vert: 4=629(F) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-24, 4-7=-54, 11-14=-20 Concentrated Loads (lb) Vert: 4=629(F) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall truss building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Symbols Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1d' - -I- For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in M7ek 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 ME Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS r) C O U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/T'PI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed -by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 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%attime 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.