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HomeMy WebLinkAboutTRUSS PAPERWORK® Lumber design'�values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ;•warn. ' r RE: 506346 - 506.346 BSE.2208 Cortez Blvd MiTek USA, fric. _ Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: BSE Construction Group Project Name: - Model: - Lot/Block: - Subdivision: - Address: 2208 Cortez blvd, - City: Fort Pierce State: FL Name iAddress and License # of Structural Engineer of Record, If there is one, for the buildingACANNE® Name License #: E3y Address: Ofeu61S Q. State: County Gene lal Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof )•I oad: 37.0 psf Floor Load: N/A psf This package includes 29 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# I Truss Name I Date No. I Seal# I Truss Name I Date 1 1 T14647359 1 CJ1 7/24/18 118 1 T14647376 H8 7/24/18 12 1 T14647360 I CJ1 P 1 7/24/18 119 1 T14647377 1 H9P 1 7/24/18 1 13 1 T14647361 1 CJ3 1 7/24/18 120 1 T14647378 1 HJ 1 1 7/24/18 1 14 1 T14647362 1 CJ3P 1 7/24/18 121 1 T1 4647379 1 HJ2P 1 7/24/18 1 15 1 T14647363 1 CJ5 1 7/24/18 122 1 T14647380 1 HJ3 1 7/24/18 16 1 T1 4647364 1 CJ5P 1 7/24/18 123 I T14647381 I J1 1 7/24/18 1 7 I T14647365 J EJ 1 1 7/24/18 124 I T14647382 I T1 1 7/24/18 18 1 114647366 J EJ2 1 7/24/18 125 I T14647383 I T2 1 7/24/18 1 19 I T14647367 J EJ3 1 7/24/18 126 I T14647384 I T3 1 7/24/18 1 110 1 T14647368 1 EAP 1 7/24/18 127 I T14647385 I T4 1 7/24/18 11 I T14647369 1 H 1 1 7/24/18 128 I T14647386 I T5P 1 7/24/18 112 1 T14647370 1 H2 1 7/24/18 129 I T14647387 I T6P 1 7/24/18 1 113 1 T14647371 1 H3 1 7/24/18 114 1 T1 4647372 1 H4 1 7/24118 115 1 T14647373 1 H5 1 7/24/18 116 1 T14647374 1 H6 1 7/24/18 117 1 T14647375 1 H7 1 7/24118 The, t � s;; ,rawing(s) referenced above have been prepared by MiTek USA, -Vic t' nder my direct supervision based on the parameters n Prowed `'•�hibbetts Lumber Com an =Palm Bay. 1.Truss Design Engineer's Name: Albani, Thomas y 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 jurisdictions) 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. FILE COPY ,,A. ``��II ullii���r E IV No 39380 * A2 r r --o: cc= r - ' ST *0..' 4/ 1Z %S�ONA1-'� J%o I Ilnn1 Thomas A. Albanl PE No.39380 MITek'USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 Albani, Thomas 1 of 1 I Job Truss Truss Type Oty Ply 506346 BSE 2208 Cortez Blvd T14647359 506346 CJ1 Corner Jack 6 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s may 24 20i 8 mu 1 etc uruusmes, rrrc. ! ue du1 � 1U:G4:4C 4V 16 rage i I D:u3NlJAW IbJNxidi_obxDUYyzmgc-GnAYJxDglquCJuP9yPZYtXL8n5eeW l eoW MT W skyutr3 -1-0-0 1-0-0 1-0-0 1-0-0 0 v 6 3x4 = Scale =1:6.5 1-0-0 1-0-0 LOADING (psf) SPACING-. 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL F.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 5lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-7-10, 4=1/Mechanical Max Horz 2=56(LC 12) Max Uplift 3= 5(LC 9), 2=-128(LC 12) Max Gram 3=11(LC 17), 2=118(LC 1), 4=19(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mplq,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=Oft; Cat. II; Exp C; IIEncl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` 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 betiveen the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3 and 128 lb uplift at joint 2. °°,'PS, A®1AI,��1° . �. ENS•-.'9,L. No 39380 a + s i 441 Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design validq, for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual bolding component not Before the building designer the design Incorporate this design Into the �� at systeO. use, must verify applicability of parameters and property overall buliding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1►I� T Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IYAQ i��° fabrication, ✓:forage, delivery, erection and bracing of trusses and truss systems, seeANSWil Gua/ByCdtella, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety /nlom7a/lanovailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506346 BSE 2208 Cortez Blvd T14647360 506346 CJ1P Corner Jack 2 t Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 24 10:24:43 2018 Page 1 I D:u3NIJAW IbJNxldi_obxDUYyzmgc-k_kwW H DT2803w2_LW 64n P8uJXv_tFUtxkOD4PAyutr2 -1-0-0 1-0-0 1-0-0 1-0-0 o� 6 0 4 6 3x4 = Scale =1:6.5 1-0-0 LOADING (p9f) SPACING- 2-0-0 CS1. DEFL. in ([cc) I/defl Ud PLATES GRIP TCLL 20!0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 5 >999 180 BCLL 0i0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 rUa n/a BCDL 160 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 5Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS.( (lb/size) 3=9/Mechanical, 2=118/0-7-10, 4=1/Mechanical Max Horz 2=56(LC 12) Max Uplift 3=-5(LC 9), 2=-128(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=19(LC 12) FORCES. (Ili) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: I E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=Oft Cat. II; Exp Q End., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss qas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for 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. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 Ito uplift at joint 3 and 128 lb uplift at joint 2. ,I `�e��19{1111//1�A A No 39380 'oCC AX- Thomas A. Albanl PE No.39380 MfTek USA, Inc. FIL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: .luly 94-901 R Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid f r use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not � at isssysfem5efore 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 �/l OW IYC Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, sooANSUM11 QualityCdleft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Infolmclfonovallabie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 506346 BSE 2208 Cortez Blvd T14647361 506346 I CJ3 Corner Jack 6 1 i Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 2410:24:43 2018 Page 1 I D:u3NIJAW I bJ Nxidi_obxDUYyzmgc-k_kwW HDT2803w2_LW 64nP6uJXVzRFUtxkOD4PAyutr2 1-0-0 3-0-0 J 1.0-0 3-0-0 n N Scale=1:10.8 2x4 = 3-0-0 3-0-0 Plate Offsets (X Y)-- (2:0-0-2 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 240 BCLL OA Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1010 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 Weight:11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD .2 12x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.I (lb/size) 3=64/Mechanical, 2=172/0-7-10, 4=35/Mechanical Max Horz 2=100(LC 12) Max Uplift 3=-53(1_C 12), 2= 123(LC 12) Max Grav 3=66(LC 17), 2=172(LC 1), 4=50(LC 3) FORCES. (i I) -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 C; Encl., GCpl=0.18; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 2-11-4 zone;C-C for members aid forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to giraer(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3 and 123 lb uplift at �1�0►►Old joint 2. A. ' ���� �� •' � G E N S ' e'9,��is No 3.9380 F :�W: '4��5 f�N'AU Thomas A. Alban[ PE No.39380 MfTek USA, Inc, Fl Gert 6634 6904 Parke East Blvd. Tampa R 33610 Date: July 24,2018 Q WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1--7473 rev. 1010312015 BEFORE USE. Deslgn valid f ruse 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 deslg .Bracing Indicated Isto prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Rn itlloTekO is always requ red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, sl9rage, delivery, erection and bracing of trusses and truss systems, seeAAFSVWII CuardyCAlerla, DS9.89 and BCSI Bu9ding Component 6904 Parke East Blvd. Safety fntannoBan3vailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647362 506346 CJ3P Corner Jack 2 1 Job Reference (optional) Fibbetts Lumber Company, Palm Bay, FL - 32905, • -1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20�0 Plate Grip DOL 1.25 TC 0.22 TCDL 7!0 Lumber DOL 1.25 BC 0.23 BCLL 01.0 ' Rep Stress Incr YES WB 0.00 BCDL 1010 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 8.22U s May 24 2018 Mi I ek Industries, Inc. I ue Jul 24 1 O:24:44 2018 rage 1 ID:u3NIJAW IbJNxldi_obxDUYyzmgc-DAHJkcE5pR8wYCZX3pboyMQTYvHw_x75zgydxcyutrl 3-0-0 3-0-0 Scale=1:10.8 3-0-0 3-0-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.02 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.I (lb/size) 3=64/Mechanical, 2=172/0-7-10, 4=35/Mechanical Max Harz 2=100(LC 12) Max Uplift 3= 64(LC 12), 2— 179(LC 12), 4=-41(LC 9) Max Grav 3=64(LC 1), 2=172(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 2-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss t as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girtler(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3, 179 lb uplift at joint 2 and 41 Ibiuplift at joint 4. ,, .♦ �• DENS 0 No 39380 iO N A' E���. Thomas A. Marl PE No.39380 Mn'ek USA, Inc. R. Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: ® WARNING- VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid f r use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �� a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' Is always required for stab4lity 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, seeANSU1P11 QualltyCrBeda, DS"9 and BCSI BuldhV Component 6904 Parke East Bid. Safety rntonn6fla tovailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job j Truss Truss Type Oty Ply 506346 BSE 2208 Cortez Blvd T14647363 506346 CJ5 Corner Jack 4 1 Job Reference (optional) I IDDDIIS LUmDer Company, calm bay, rL - JZUUb, tr.zzu S May z4 zul o Ivll I eK Inuubtrles, rrlu. I ue dui e,+ I u;e,+:'4o eu r o rage i I D:u3NIJAW lbJ Nxldi_obxDUYyzmgc-hMrhxyFjalGmAM7jdX6FVZzYXJY3jONECKiAT3yutrO 1-0-0 5-0-0 1.0-0 5-0-0 S r Scale=1:14.9 3x4 = 5-0-0 LOADING (paf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20 O Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.13 4-7 >444 240 MT20 244/190 TCDL 7jO Lumber DOL 1.25 BC 0.56 Vert(CT) -0.06 4-7 >999 240 BCLL 010 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1010 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=242/0-7-10, 4=62/Mechanical Max Harz 2=144(LC 12) Max Uplift 3=-11 S(LC 12), 2=-236(LC 12), 4=-75(LC 12) Max Grav 3=115(LC 1), 2=242(LC 1), 4=88(LC 3) i FORCES. (Iti) - 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=4ft; Cat. II; Exp C; E�1cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girLler(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 3, 236 lb uplift at joint 2 and 75 lb uplift at joint 4. %%J11111111®llllll op,S A. q4e�''� s�� .Z•� ..... E N S ' `� %��. Fes••, / i No 39380 . 4U p R � O• ��,%� Thomas A. Albanl PE No.39380 MlTek USA, Inc. R. Cert 6634 69M Parke East Blvd. Tampa FL 33610 Date: h tht OA 91`11 S1 ® WARNING -I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors. )his design Is based only upon parameters shown, and Is for an Individual building component, not a muss system) Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, seeANSU1Ptt QualityCdteda, DSB-89 and BCS1 BoBding Component 6904 Parke East Blvd. Safety fnfoun, Monavallabie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 506346 BSE 2208 Cortez Blvd T14647364 506346 CJ5P Corner Jack 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 2018 MI I eK Industries, Inc. I ue Ju1 24 10:24:46 2018 Page 1 ID:u3NIJAW IbJNxidi_obxDUYyzmgc-hMrhxyFjalGmAM7jdX6FVZzYXJY3jONECKiAT3yutrO 11-0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20!0 Plate Grip DOL 1.25 TC 0.59 TCDL 7I0 Lumber DOL 1.25 BC 0.56 BCLL 0 Rep Stress Incr YES WB 0.00 BCDL 10 Code FBC2017lTPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No2 Scale=1:14.9 5-0-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.13 4-7 >444 240 MT20 244/190 Vert(CT) -0.06 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.I (lb/size) 3=115/Mechanical, 2=242/0-7-10, 4=62/Mechanical I Max Horz 2=144(LC 12) Max Uplift 3= 118(LC 12), 2=-236(LC 12), 4=-75(LC 12) Max Grav 3=115(LC 1), 2=242(LC 1), 4=88(LC 3) FORCES. (Ib) -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=4511; L=24ft; eave=4ft; Cat. Ii; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss I)as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` 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. 4) Refer to girtler(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 3, 236 Ito uplift at joint 2 and 75 lb uplift at joint 4. . I ae�1iB111A!/1��, A.:q�e�''� ENS;•,°�ji, No 39380 44/ . 'i'0F . O R C? ���s`SI't`O N Al E %% Thomas k Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 6 1 OA r)11-14 ® WARNING J Verify design parameters and READ NOTES ON THIS AND INCLUDED 6117EK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. � Design valid ipr use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not a tRM 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 MOW 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, seeANSN1P11 Qualify Ci feria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sarety/nfo"Plii6 lovallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 506346 BSE 2208 Cortez Blvd T14647365 506346 EJ1 Jack -Open 10 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 2410:24:46 2018 Page 1 I D:u3NIJAW IbJ Nxidi_obxDUYyzmgc-9ZP391 GLL30dnW iwBEeU 1 nW frirSSrdOQ_Rk?Vyutr? 1-0-0 7-0-0 1-0-0 7-0-0 3x4 = o o CO N Scale=1:19.8 Plate Offsets (X Y)-- [2:0-1-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.10 4-7 >823 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.22 4-7 >372 240 BCLL 0 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 4-7 >452 240 Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 12x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.! (lb/size) 3=165/Mechanical, 2=315/0-7-10, 4=87/Mechanical Max Harz 2=189(LC 12) i Max Uplift 3=-149(LC 12), 2=-162(LC 12) Max Grav 3=170(LC 17), 2=315(LC 1), 4=125(LC 3) FORCES. (IJ) -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=loft; Cat. II; Exp iC; 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 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss Ihas 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. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 3 and 162 lb uplift at`vAAe®� joint 2. ��O�v.P.. � A- .. . ` ENS No 39380 r 0N,ALE;;•• Thomas A. Afbarif PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 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. building design. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is To buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' Is always required prevent for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANS&?PI1 Aua/MyCriteda, DSO-89 and BCSI BUMd V Component Safety InfoancRonavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Bivd T14647366 506346 EJ2 Jack -Open 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 24 10:24:47 2018 Page 1 ID:u3NlJAWIbJNxldi_obxDUYyzmgc-dlzRMeGz6MW UPgH6ly9ja_27X6LpBHtXfeBHYxyutr -1-0-0 1-0-5 1-0-0 1-0-5 N 0 O 3x4 = Scale = 1:6.6 1-0-5 1-0-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC ` 0.18 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 5 >999 180 BCLL 0!0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 1010 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS., (lb/size) 3=9/Mechanical, 2=118/0-7-10, 4=1/Mechanical Max Harz 2=57(LC 12) Max Uplift 3= 5(LC 9), 2=-127(LC 12) Max Grav 3=12(LC 17), 2=118(LC 1), 4=18(LC 12) 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=Oft; Cat. 11; Exp C; Enci., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _�as 3) • This truss been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girtler(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3 and 127 lb uplift at joint 2.A. `�,►►►►11 i➢/���,, ENS No 39380 s � Thomas A. Albalil PE No.39380 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid fqr use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not tot a miss system Before use, the building designer must verily 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, st§rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CuaI1/yClHerla, DSO-89 and SCSI BaUd/ng Component 6904 Parke East Blvd. Safety /ntonna8onavailoble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506346 BSE 2208 Cortez Blvd T14647367 506346 EJ3 Jack -Open 4 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 2016 MI I eK Inaustrles, Inc. I ue jut z4 1 U:24:4t5 2U1 t5 rage 1 1 D:U3NIJAWIbJNxidi_obxDUYyzmgc-5xXpZ_HbtgeLl psi Ifgy6Cb7gW eawk7gulwr3Nyutgz 1-0.0 4-0-0 1-0-0 4-0-0 2x4 = Scale=1:12.8 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.27 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.02 4-7 >999 240 BOLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.;0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.03 4-7 >999 240 Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.' (lb/size) 3=90/Mechanical, 2=207/0-7-10, 4=49/Mechanical I Max Horz 2=122(LC 12) Max Uplift 3=-78(LC 12), 2=-131(LC 12) Max Grav 3=93(LC 17), 2=207(LC 1), 4=69(LC 3) FORCES. (Iti) - 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=Oft; Cat. II; Exp C; Eocl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This trusslhas 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. 4) Refer to gir6er(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 3 and 131 lb uplift at joint 2. -I •I ON q4 .��0 G q �� • � ENS' •�ji No 39380 OR N ,.S10N A' 1G�%%% Thomas A. Albani PE No.39380 MITek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: r..i..nn nAio ® WARNING - VerIfy design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGEMII-7473 rev. 10103&015 BEFORE USE. Design valid f r use only with MITek@) connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss ?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 ��g T Itll01ek° 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, seeAAISVW11 CualilyCr/ferla, DSB-89 and BCS/ Bagdng Component 6904 Parke East Blvd. Safety ►nfalma/Aonavailabte from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647368 506346 EJ4P Jack -Open 4 1 Job Reference (optional) Tibbetts Lumber Company, I _ I Halm bay, t-L - 32905, 13.22U S May 24 GU1 S MI I eK Inaustrles, Inc. I ue Jui z4 1 U:z4:4t3 zU1 t3 rage 1 I D:u3NIJAW IbJNxldi_obxDUYyzmgc-5xXp4-HbtgeL1 pslIfgy6Cb4BWbSwk7gulwr3Nyutgz -1-0-0 6-7-0 1-0-0 3x4 = 6-7-0 Scale=1:19.0 Plate Offsets (X Y)-- f2.0-0-10Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.30 4-7 >262 240 MT20 244/190 TCDL 7-0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.14 4-7 >578 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 1010 Code FBC2017ITP12014 Matrix -MS Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP SS BOT CHORD I 2x4 SP SS 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. REACTIONS! (lb/size) 3=155/Mechanical, 2=299/0-7-10, 4=82/Mechanical Max Horz 2=180(LC 12) Max Uplift 3=-159(L'C 12), 2=-283(LC 12), 4= 1OO(LC 12) Max Grav 3=155(LC 1), 2=299(LC 1), 4=118(LC 3) 1 FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASdE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; 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 6-6-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 3, 283 lb uplift at joint 2 and 100 lb uplift at joint 4. PS' AEN p�A����°� O fey ��ii No 39380 10 (Z nnn` Thomas A: Albani PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev 1010312015 BEFORE USE Design valid fpr use only with MITek(D 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 appllcabilify 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 MOW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII CualllyCmetla, DSB-a9 and BC91 Building Component 6904 Parke East Blvd. Safety lnfomlotionavaliabie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647369 506346 H1 Hip Girder 1 1 Job Reference (optional) Tibbetts Lumoer company, Palm bay, t-L - 3zau5, a.zzu 5 May 44 zul n Nu I eK Ina1.151fles, Inc. I ue Jul Z4 I u:z4au zu IC raye I ID:u3NIJAWIbJNxidi_obxDUYyzmgc-1 Kfa_gJsPHv3G7ohQ4iQCdgMVKABOSIzLcPx7Gyutgx •r1-0-0, 4-2-12 , 7-0-0 12-7-3 19-0-13 24-8-0 27-5-4 31-8-0 ,32-8-Q 1-0-0 4-2-12 2-9-4 5-7-3 6-5-10 5.7-3 2-9-4 4-2-12 1-0-0 Scale =1:54.8 6X8 MT20HS — NAILED NAILED Special c nn NAILED 2x4 11 5x8 = 6x8 MT20HS = NAILED NAILED NAILED NAILED NAILED NAILED 0 0 14 31 32 1333 34 35 3612 37 38 11 4x8 6x12 MT20HS = NAILED 4x12 = NAILED NAILED 2x4 II NAILED NAILED 6x12 MT20HS = 4x8 = Special NAILED NAILED NAILED Special Plate Offsets (X Y)-- f2'0-0-0 0-0-4) I4:0-4-0 0-2-21 17:0-4-0 0-2-21 19:0-0-0 0-0-4t 111:0-5-12 0-3-41 LOADING (p I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20j0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.46 12-13 >831 360 MT20 244/190 TCDL 7f0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.89 12-13 >427 240 MT20HS 187/143 BCLL 0i0 ' Rep Stress Incr NO WB 0.79 Horz(CT) 0.23 9 n/a n/a BCDL 1010 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.64 12-13 >598 240 Weight: 166lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD 4-7: 2x6 SP DSS BOT CHORD 2x4 SP SS WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (lb/size) 2=2447/0-7-10, 9=2473/0-7-10 Max Horz 2=106(LC 7) Max Uplift 2=-1271(LC 8), 9=-1308(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5674/2873, 3-4=-5528/2803, 4-5=-7298/3638, 5-6=-7294/3634, 6-7=-5173/2714, 7-8=-5603/2901, 8-9= 5736/2961 BOT CHORD 2-14=-2549/5192, 13-14= 2434/5094, 12-13=-3460/7265, 11-12=-3460/7265, 9-11= 2628/5248 WEBS 4-14=-219/654, 4-13=-1146/2545, 5-13=-818/690, 6-12=0/516, 6-11=-2404/1053, 7-11= 705/1696, 3-14=-266/270, 8-11= 263/275 Structural wood sheathing directly applied or 1-11-14 oc puffins, except 2-0-0 oc purfins (2-11-0 max.): 4-7. Rigid ceiling directly applied or 3-7-0 oc bracing. 1 Row at midpt 6-11 NOTES- 1) Unbalanced roof Ifve 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=7ft Cat. II; Exp C; Ef tcl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss hlas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss lhas 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 b4tween the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1271 lb uplift at joint 2 and 130E lb uplift at joint 9. l 8) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s)lor other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 330 lb up at 24-8-0 on top chord, and 384 lb down and 267 lb up at 7-0-0, and 384 lb down and 267lb up at 24-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Rodf Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=54, 15-18=-20 A- f lll�o�I ;,e, �P •E N A`e 2 No 39380 � * r r ; X Z LIJ OR'iE�C� �. �8111111111" Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE Design valid fqqr use only with MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not �� La a hues systernmfore 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 MiTeie" 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, seeANSUIm/I QualityCrueda, DSBd9 and BCSI Building Component 6904 Parke East Blvd. Safety fnfonncHanovdIable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647369 506346 H1 Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 2410:24:50 2018 Page 2 ID:u3NIJAWIbJNxldi_obxDUYyzmgc-1 Kfa_gJsPHv3G7ohQ4iQCdgMVKABOSIzLcPx7Gyutgx LOAD CASE(S) Standard Concentrated Loads (lb) I r Vert: 4=-111(F) 7=-159(F) 14= 384(F) I I= 384(F) 21=-111(F) 22= 111(F) 23� 111(F) 25=-111(F) 26=-111(F) 28=-111(F) 29=-111(F) 30=-111(F) 31=-67(F) 32= 67(F) 33=-67(F) 34=-67(F) 35-67(F) 36=-67(F) 37=-67(F) 38=-67(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMll-7473 rev. 10/03/2015 BEFORE USE. Design valid f r 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. Addlllonal Temporary and permanent bracing McTeW 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, seeANSUIPII OualflyCill DSB-89 and SCSI Bul/dhv Component 6904 Parke East Blvd. Safety lntomraHonovailahle from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506346 BSE 2208 Cortez Blvd T14647370 506346 H2 Hip 1 1 Job Reference (optional) ribb 4x4 3x8 = 3x8 = 31-8-0 44 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1ldefl Ud PLATES GRIP TCLL 20!0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.19 11 >999 360 MT20 244/190 TCDL 7iO Lumber DOL 1.25 BC 0.82 Vert(CT) -0.36 11-12 >999 240 BCLL 010 Rep Stress lncr YES WB 0.74 Horz(CT) 0.12 8 n/a n/a BCDL 10[0 Code FBC2017/rP]2014 Matrix -MS Wind(LL) 0.25 11 >999 240 Weight:151 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc pudins, except BOT CHORDI 2x4 SP No.2 2-0-0 oc puriins (3-5-1 max.): 4-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. I REACTIONS. (lb/size) 2=1226/0-7-10, 8=1226/0-7-10 Max Harz 2=132(LC 11) Max Uplift 2— 600(LC 12), 8=-600(LC 12) FORCES. (Ib) Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2551/1616, 3-4= 2258/1380, 4-5=-2019/1330, 5-6=-2019/1330, 6-7= 2258/1380, 7-8= 2551/1616 BOT CHORD 2-12=-1395/2335, 11-12— 1355/2517, 10-11 =-1 355/2517, 8-10— 1406/2335 WEBS 3-12= 344/372, 4-12= 223/579, 5-12=-680/397, 5-10— 680/397, 6-10=-223/579, 7-10— 344/372 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=9fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 22-8-0, Exterior(2) 22-8-0 to 27-0-5, Interior(1) 27-0-5 to 32-8-0 zone;C-C for members and forces & MW FR$ for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss Has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trusslhas 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2 and 600 lb uplift at joint 8. • 7) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ,`%"%11111111111.4 Op.S A 41 44e�f�� ♦���+ . D E N,9 o No 39380 � � r r ; X Z • •,�-1/0NAk- ��J���• Thomas,. Alban) PE No.39380 MITek USA, Inc. R- Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ® WARNING - IVerify design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. building �� Design valid fbr use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual 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 �p Is to event lwwiith oIndividual truss fand/or chord only.rs Additional permanentand bracing Is 'WI �deqgneBffor M� le W stability and to prevndicated ent nt collapse personal njbr general g idancce regarding the ury and property damage. fabrlcatlon, storage. delivery, erection and bracing of trusses and truss systems, seeANSU7PI1 CUa111yCICeda, DSB-89 and SCSI Bu9ding Component 6904 Parke East Blvd. Safety/ntonnaHonovallable from Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506346 BSE 2208 Cortez Blvd T14647371 506346 H3 Hip 1 1 Job Reference (optional) Tibbetts 3x4 — 2x4 II 5x8 = 20-8-0 5x8 = 2x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.29 11-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.63 11-12 >601 240 BCLL 6.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.11 8 n/a n/a BCDL 10i0 i Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.21 11-12 >999 240 Weight: 155lb FT=20% LUMBER- BRACING - TOP CHORD! 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, BOT CHORD! 2x4 SP No.2 except WEBS 2x4 SP No.2 2-0-0 oc pudins (4-1-14 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.1 (lb/size) 2=1226/0-7-10, 8=1226/0-7-10 Max Horz 2=159(LC 11) Max Uplift 2=-600(LC 12), 8=-600(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORDi 2-3=-2539/1523, 3-4= 2084/1278, 4-5=-1843/1239, 5-6= 1843/1239, 6-7= 2084/1278, 7-8=-2539/1523 BOT CHORD 2-13=-1300/2312, 12-13=-1300/2312, 11-12_ 1061/1997, 10-11=-1312/2312, 8-10=-1312/2312 WEBS 3-12=-515/422, 4-12= 226/538, 5-12=-331/255, 5-11= 331/255, 6-11= 226/538, 7-11=-516/422 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=451t; L=24ft eave=loft; Cat. II; ExpIC; 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 11-0-0, Extedor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 20-8-0, Extedor(2) 20-8-0 to 24-10-15, Interior(1) 24-10-15 to 32-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss Has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60D lb uplift at joint 2 and 600 lb uplift at joint 8. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,e�,�e)i01i611111�s' op,S A. 'q46'-I'. ,tee • ,.�GENS .'92's � � . • �. F '. / ,ice No 39380 ;X_ i •. •��< i� S • OR '• C? ems° g4S,o N A Thomas A. Albanl PE No.39380 Welk USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid f r 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 appiicabillty 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 MiTeV 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, seeANSVIVII CUaiOyCrCeda, DSO-89 and BCS18uQdtrrg Component 6904 Parke East Blvd. Safety InfonnaRonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type City Ply 506346 BSE 2208 Cortez Blvd T14647372 506346 H4 Hip 1 1 Job Reference o tional ribbetts Lumber Company, Palm Bay, FL - 32905, ;1 0 JX4 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 24 10:24:54 2018 Page 1 xidi_obxD UYyzmgc-w5u4q 1 M MT W PVIkKSfwnMMTr43xZN KLdZGEN9G1 yutgt 24-10-2 31-8-0 ?2-8- 6 -2-2 6-9-1411-0-0 5x6 = Sx6 = 3-0-0 18-8-0 24-10-2 , 31-8-0 Scale =1:54.8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.15 10-11 >999 360 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.29 10-11 >999 240 BCLL 010 Rep Stress Incr YES WB 0.51 Horz(CT) 0.10 7 n/a n/a BCDL . 1010 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.20 10-11 >999 240 Weight: 154lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=1226/0-7-10, 7=1226/0-7-10 Max Horz 2=185(LC 11) Max Uplift 2=-600(LC 12), 7= 600(LC 12) FORCES. (1) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD' 2-3=-2496/1455, 3-4= 1897/1192, 4-5= 1664/1176, 5-6=-1892/1189, 6-7=-2496/1455 BOT CHORD I 2-12=-1226/2267, 11-12= 1226/2267, 10-11=-802/1662, 9-10_ 1237/2267, 1 7-9=-1237/2267 WEBS 1 3-12=0/261, 3-11— 669/464, 4-11=-131/441, 5-1 0=-1 44/441, 6-10=-673/466, 6-9=0/263 Structural wood sheathing directly applied or 3-2-15 oc puffins, except 2-0-0 oc pudins (3-11-4 max.): 4-5. Rigid ceiling directly applied or 5-2-3 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=12ft; Cat. 11; Exp IC; 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 17-2-15, Interior(1) 17-2-15 to 18-8-0, Exterior(2) 18-8-0 to 22-10-15, Interior(1) 22-10-15 to 32-8-0 zone;C-C for members and forces 8r MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trusslhas 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb. uplift at joint 2 and 600 lb uplift at joint 7. ' .7) Graphical pI rlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Iv 0 ��• 0, �GE111S'.,'9��i� No 39380 41 * e 4 F R % Thomas A. Alban[ PE No.39380 Mrrek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date. July 24,2018 Q WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10103/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Indivlduai building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, sldrage, delivery, erection and bracing of trusses and Truss systems, seeANS&7PI1 Qua/HyOffedd, DSB-89 and BCSI BuidIng Component 6904 Parke East Blvd. Safety InfolmcBonavaiiable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 506346 BSE 2208 Cortez Blvd T14647373 506346 H5 Hip 1 1 Job Reference (optional) tibbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 2410:24:55 2018 Page 1 ID:u3NIJAW IbJNxldi_obxDUYyzmgc-OIST1 NN_EgXMMuueDdibvgODnLuK3iBiVu7ipTyutgs •r1-0-0, 7-9-14 15-0-0 16-8-0 , 23-10-2 1 31-8-0 32-8-q 7-9-14 ;1 0 7-2-2 5x6 = 16-8-0 5x6 = Scale=1:54.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 26.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.19 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.34 9-10 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.88 Horz(CT) 0.10 7 n/a n/a BCDL 10'0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.20 9-18 >999 240 Weight: 150lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc pudins, BOT CHORD] 20 SP No.2 except WEBS 20 SP No.2 2-0-0 oc purfins (4-7-5 max.); 4-5. BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. REACTIONS! (lb/size) 2=1226/0-7-10, 7=1226/0-7-10 Max Horz 2=212(LC 11) Max Uplift 2=-600(LC 12), 7— 600(LC 12) FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORDI 2-3=-2444/1353, 3-4= 1717/1061, 4-5= 1485/1034, 5-6=-1706/1057, 6-7= 2445/1352 BOT CHORDI 2-12=-1121/2213, 11-12= 1121/2213, 10-11=-626/1485, 9-10= 1132/2214, 7-9= 1132/2214 WEBS 3-12=0/321, 3-11=-836/554, 4-11=-200/418, 5-10— 197/417, 6-10— 845/555, 6-9=0/325 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=loft; Cat. II; Exp!C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 20-10-15, Interior(1) 20-10-15 to 32-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide,adequate drainage to prevent water ponding. 4) This truss tias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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 be-rtween the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2 and 600 lb uplift at joint 7. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. le �� •ram GE1VS' .'9 's • No 39380 • * r • • F • .0�,0�s •• O R 1.O. o .,41ill ON Ai E%%�o Thomas A. Albaril PE No.39380 MITek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev, 10/03/2015 BEFORE USE. Design valid f r use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not �• a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualityCr9eda, DSB-89 and SCSI SuUdIng Component 6904 Parke East Blvd. Saloty WormbUonovallable from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 506346 BSE 2208 Cortez Blvd T74647374 506346 �1 H6 Hip 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, r1-0-Q I 7-3-14 1-0 00 1 7-3-14 �1 0 7-3-14 6.zzu s may 'L4'LUT 8 MI I eK Inousirles, inc. rue Jul 24 r 024ar cv i o rage r 1 D:u3NIJAW IbJNAdi_obxDUYyzmgc-KgaDS30FIRn3cC21 K2K3_5TaG8aWXft?yCcptMyutg( 94-4-2 31-8-0 32-8.0 3-8-0 5x6 = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.15 10-11 >999 360 TCDL 71.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.2811-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.10 7 n/a n/a BCDL 10; 0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.19 10-11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORDI 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=1226/0-7-10, 7=1226/0-7-10 Max Horz 2=-198(LC 10) Max Uplift 2=-600(LC 12), 7= 600(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2473/1414, 3-4= 1803/1129, 4-5=-1571/1119, 5-6=-1794/1123, 6-7= 2473/1413 BOT CHORD 2-12=-1183/2243, 11-12= 1183/2243, 10-11=-723/1569, 9-10=-1194/2243, 7-9=-1194/2243 WEBS 3-12=0/297, 3-11=-745/502, 4-11=-158/421, 5-10= 185/422, 6-10=-752/505, 6-9=0/299 Scale=1:54.8 PLATES GRIP MT20 244/190 Weight: 157 lb FT = 20% Structural wood sheathing directly applied or 3-1-8 oc purlins, except 2-0-0 oc purins (4-7-8 max.): 4-5. Rigid ceiling directly applied or 5-2-13 oc bracing. NOTES- 1) Unbalancetl 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=24fh eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-0-0, Exterior(2) 14-0-0 to 21-10-15, Interior(1) 21-10-15 to 32-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide,adequate drainage to prevent water ponding. 4) This truss t)as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2 and 600 lb uplift at joint 7. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .2.. DENS No 39380 �X N.A1-E"10` �#filll1110 Thomas A. Albanl PE No.39380 MITek USA, Inc: Fl- Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: July 24,2018 ® WARNING I Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid fpr use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an IndlNdual building component not the building designer the design Incorporate this design Into the a miss system Before use., must verify applicability of parameters and properly overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek' 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, socANSI/1P11 QualityCdtedd, DSB-89 and BCSI Bufld/ng Component 6904 Parke East Blvd. Safety infolmaHon-wallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tarrpa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647375 506346 H7 Hip 1 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, t3.zzu s may z4 20i 6 Mi r eK rriuu5rrre5, Inu. I ue dul 44 rv;4-00 GV I O rayn i I D:u3NIJAW IbJNxidi_obxD UYyzmgc-os8bgPPtW lvwDMdDumrlW JOm?YxkGBm9BsLMPoyutgp r1 0 6-3-14 12-0-0 19-8-0 25-4-2 31-8-0 32-8-q -0 6-3-14 5-8-2 7-8-0 5-8-2 6-3-14 1-0-0 5x6 = 5x6 = ;1 0 Scale=1:54.8 LOADING (ppf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.16 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.37 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 i Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.19 10-11 >999 240 Weight: 153lb FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puriins, except 4-5: 2x4 SP SS 2-0-0 oc pudins (4-1-5 max.): 4-5. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-12 oc bracing. WEBS I 2x4SPNo.2 WEBS 1 Row atmidpt 4-10 REACTIONS: (lb/size) 2=1226/0-7-10, 7=122610-7-10 Max Horz 2=172(LC 11) Max Uplift 2=-600(LC 12), 7=-600(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2515/1485, 3-4=-1997/1246, 4-5=-1766/1224, 5-6— 1991/1242, 6-7=-2515/1484 BOT CHORD 2-12=-1258/2286, 11-12=-1258/2286, 10-11=-875/1764, 9-10=-1269/2286, 7-9= 1269/2286 WEBS 3-11=-580/421, 4-11=-100/460, 5-10— 101/460, 6-10= 585/423 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511t; B=45111; L=24111; eave=5ft; Cat. II; Exp C; 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 12-0-0, Extedor(2) 12-0-0 to 16-2-15, Interior(1) 16-2-15 to 19-8-0, Exterior(2) 19-8-0 to 23-10-15, Interior(1) 23-10-15 to 32-8-0 zone;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss equate been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2 and 600 lb uplift at joint 7. 7) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. pPG• A • q4eoi� ENS . '9� . de No 39380 r, W'o44/ Thomas A. Alban[ PE No.39380 Mffek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 A WARNING Design valid r Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. laV312015 BEFORE USE. 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}, building design. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall tracing Indicated Is to buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek7 Is always required prevent 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, seeANSYWII Quality Ci fedo, DS049 and 8CS1 Buffeting Component 6904 Parke East Blvd. Safety/nfanhaltonavoliabie from Truss Plate Insillute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647376 506346 H8 Hip 1 1 Job Reference o tional ribbetts Lumber Company, Palm Bay, FL - 32905, qI 0 46 10-0-0 5x6 = 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 2410:24:59 2018 Page 1 I D:u3NIJAW IbJ Nxldi_obxDUYyzmgc-G3hztlQVH21 nrW CQSTNX3W YypyDR?cp1QW 5wyFyutgo 21-8-0 26-4-2 1 31-8-0 a2-84 5-10-0 4.8.2 5-3-14 1-0 00 3x8 = 5x6 = 12 11 1u 3x8 = 5x6 = 3x8 = Scale=1:54.8 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20�0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.21 12-15 >999 360 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.47 12-15 >809 240 BCLL 00 Rep Stress Incr YES WB 0.45 Horz(CT) 0.11 8 n/a n/a BCDL 100 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.23 11 >999 240 Weight: 153lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (3-10-5 max.): 4-6. WEBS j 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.I (lb/size) 2=1226/0-7-10, 8=1226/0-7-10 Max Horz 2= 146(LC 10) Max Uplift 2= 600(LC 12), 8=-600(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD I 2-3= 2521/1590, 3-4=-2173/1325, 4-5=-1933/1284, 5-6=-1933/1284, 6-7= 2173/1325, 7-8— 2521/1590 BOT CHORD 2-12=-1365/2308, 11-12=-1186/2241, 10-11=-1186/2241, 8-10= 1377/2308 WEBS 3-12=-408/415, 4-12=-217/562, 5-12= 495/301, 5-10= 495/301, 6-10=-217/562, 7-10— 409/415 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=24fh eave=3ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-0-0, Exterior(2) 10-0-0 to 14-2-15, Interior(1) 14-2-15 to 21-8-0, Extehor(2) 21-8-0 to 25-10-15, Interior(1) 25-10-15 to 32-8-0 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss his been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2 and 600 lb uplift at joint S. 1 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 0 ,,�09tlllil►���s EfVs• No 39380 ��Wo •,iota •.,<•0 R %'o G� ♦,. ONAk- Thomas A. Albanl PE No.39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Nate: July 24,2018 -- WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE b1I1--7473 rev. 1010312015 BEFORE USE �� Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. �efore 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. Addillonal temporary and permanent bracing MOW Is always rec ulied 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, seeANSMII QUaIByCrItede, DSB-89 and SCSI BUIIdIng Component 6904 Parke East Blvd. Safety fnfonngNotfavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 606346 BSE 2-208 Cortez Blvd T14647377 506346 H9P Half Hip 1 1 Job Reference (optional) I IbbettS Lumber Company, Nalm tray, t-L - �zau5, V.. ,ay . ID:u3NIJAW IbJNxldi_obxDUYyzmgc-IFFM55Q72M9eTgnc?Aumck58gLiJkaaReAgTUhyutqn -1-0-0 4-11-3 6-7-0 1-0-0 4-11-3 1-7-13 4x4 = 3x4 = Scale=1:16.7 4-11-3 1-7-2 0-0'11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 26.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.07 7-10 >999 240 MT20 244/190 TCDL Z.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.03 7-10 >999 240 BCLL 6.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 i Code FBC20171TP12014 Matrix -MS Weight: 28lb FT=20% LUMBER CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD, 2x4 SP No.2 2-0-0 oc pudins: 3-4. WEBS , 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. REACTIONS (lb/size) 4=10/Mechanical, 2=299/0-7-10, 5=227/Mechanical Max Horz 2=145(LC 12) Max Uplift 4=-21(LC 8), 2= 296(LC 12), 5=-243(LC 12) Max Gram 4=31(LC 22), 2=299(LC 1), 5=227(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD, 2-3=-247/476 BOT CHORDS 2-7=-536/198, 6-7=-497/186 WEBS ! 3-7=-569/213, 3-6=-342/914 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; 13=4511t; L=2411; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-3, Exterior(2) 4-11-3 to 6-6-4 zoned porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide M uate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Refer to girlder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 4, 296 lb uplift at joint 2 and 243 lb uplift at joint 5. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ,`10111111111111'e `� �p,S No 3.9380 � r r X.. V ..*E, `,� /111111 Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 A WARNING J Design valid Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE Ir use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not the building designer the design Incorporate this design Into the a truss system), building design. Before use, must verify applicability of parameters and property overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always required fabrication. storage, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of Trusses and truss systems, seeANSUIPI1 AualGyCrlfedd, DSB-89 and BCSI BaQding Component 6904 Parke East Blvd. Safety lnformalorlavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647378 506346 HJ1 Diagonal Hip Girder 2 1 i Job Reference o tional ribbetts Lumber Company, Palm Bay, FL - 32905, 6.220 S May 24 2V76 MI I eK mtlustries, Inc. I ue Jul 24 i V:'Lb:UI 2ul tl rage i ID:u3NIJAW IbJNxldi_obxDUYyzmgc-DRpklQRlpgHV4pMoZuP?8xdJel?2TY9btga107yutgm 1-s-o 5-2-9 9-10-1 1-5-0 5-2-9 4-7-6 2x4 = NAILED NAILED NAILED Scale=1:20.6 5-2-9 9-5-1 9.10.1 i9-9-5 5-2-9 4-2-8 10441 0-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deff Ud PLATES GRIP TCLL 20!0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.12 6-7 >949 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.09 6-7 >999 240 BCLL 0�0 ' Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL 1010 Code FBC2017ITP12014 Matrix -MS Weight:41 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 CHORD, 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-10 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=124/Mechanical, 2=489/0-10-7, 5=345/Mechanical Max Horz 2=189(LC 8) Max Uplift 4� 129(LC 8), 2= 331(LC 8), 5=-258(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3= 902/564 BOT CHORD; 2-7=-646/848, 6-7= 646/848 WEBS 3-7=-106/298, 3-6=-906/690 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=Oft; Cat. II; Exp C; Ei-icl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss tias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) • This trusshas 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. 4) Refer to girtler(s) for truss to truss connections. ,1�1t1 gl1 iII 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 4, 331 lb uplift at oP$ A. �e joint 2 apd ?r58 lb uplift at joint 5. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.146"x3.25") toe -nails per NDS gu(dlines. �� ��, . • • • • • • �i� •. �� G E N SF•; `,,``Z 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). NO 39380 LOAD CASE(S) Standard = 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 + Concentrated Loads (lb) Vert: 12=-2(F=-1, B=-1) 13=-78(1`=-39, B=-39) 14=7(F=3, B=3) 15= 17(F=-9, B— 9) 16=-68(F= 34, B— 34) �0 Q •�,•=�v; �iF• #4�,� OO ��•• �. �R N AL E�C� % ss� Thomas A. Albani PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGEMO-7473 rev. 10/03/2015 BEFORE USE. Design valid fdr use only with MITekb connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss sysfem.113etore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desigp. 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, seeANS&7p11 CualflyClOed d DSO-69 and BCS1 BuIrdmg Component 6904 Parke East Blvd. Safety N(onnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647379 506346 HJ2P Diagonal Hip Girder 1 1 Job Reference (optional) Tibbetts i Company, Palm Bay, FL - 32905, 8.220 s May 24 20 16 rvu i en uiuusuies, aic. I ua auI 4� 1 W:�U:va a age ID:u3NIJAW IbJNxldi_obxDUYyzmgc-heN6VmSNazPMi7)Q7bwEh9AUQ9MKCOFk6UJaZZyutgl -1-5-0 4-11-0 9-3-0 1.5-0 4-11-0 4-3-15 2x4 = 4-11-0 9-3-0 4-11-0 4-3-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0,09 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 1 2x4 SP N0.2 (lb/size) 4=125/Mechanical, 2=460/0-10-7, 5=329/Mechanical Max Horz 2=179(LC 8) Max Uplift 4= 131(LC 8), 2=-467(LC 8), 5=-356(LC 8) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-823/756 BOT CHORQ 2-7= 811/773, 6-7= 8111773 WEBS 3-7=-216/266, 3-6=-824/864 Scale =1:20.2 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD, Rigid ceiling directly applied or 6-1-1 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=Oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DO 1.60 2) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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 bet en the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Providemechanicai connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 467 lb uplift at joint 2 and 356 lb uplift at joint 5. 6) "NAILED" indicates 3-10d (0.148")ff") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAB (S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vprt: 1-4= 54, 5-8= 20 Concentrated Loads (lb) Vert: 12= 2(F= 1, 13 -1) 13=-78(F=-39, B=-39) 14=7(F=3, B=3) 15— 17(F=-9, B=-9) 16=-68(F=-34, B=-34) PSI A-E NJ eA°���i' e e • No 3.9380 ..-p; XZ �441 .I ll i 1111 Thomas A. Albanl PE No.39380 MfTek USA, Inc. Fl- Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid', for use only with MiTek® connectors. this design is based only upon parameters shown, and is for an individual building component, not � a truss syste , 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 g� 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, seeANSWI1 Quality CtCedQ, DSO-89 and SCSI Building Component 6904 Parke Easi Blvd. Safety Intolmallonovailable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647380 506346 HJ3 Diagonal Hip Girder 1 1 Job Reference (optional) Tibbetts Company, Palm Bay, FL - 32905, 8.220 s May 24 2018 MiTek Industries, Inc. I ue JUI 24 10:25:04 2018 F'age 1 I D:u3N IJAW IbJNxldi_obxDUYyzmgc-dOVswSUe6bf4xH4N EoyimaFsyz5ng_L1 ZoohdSyutgj 1-5-0 3-1-1 5-7-2 1-5-0 3-1-1 2-6-1 3x4 = I ri e LOADING (lisf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 6-9 >999 360 TCDL 7.o Lumber DOL 1.25 BC 0.28 Vert(CT) -0.05 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.02 6-9 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS I 2x4 SP No.2 (lb/size) 4=60/Mechanical, 2=291/0-10-7, 5=150/Mechanical Max Horz 2=122(LC 8) Max Uplift 4=-61(LC 8), 2=-196(LC 8), 5� 29(LC 8) Max Grav 4=60(LC 1), 2=293(LC 25), 5=169(LC 26) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORq 2-3=-372/112 BOT CHORD 2-6=-159/341 WEBS 1 3-6=-361/169 Scale=1:13.6 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=8ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 4, 196 lb uplift at joint 2 and 29 lb uplift at joint 5. 6) "NAILED" indicates 3-10d (0.148"xX) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the 1-04D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE (S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 11=-4(F=-2, B=-2) 12=7(F=3, B=3) 13=-17(F=-9, B=-9) GEIV No 39380 e � � O �i F R O ♦ %% Thomas A. Albalif PE No:39380 MITak;USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mli-7473 rev. f0/03120f5 BEFORE USE Design valld Ifor use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not m a truss systerp. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW 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, seeANSWI f ADa/By Cilleda, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety InfoniraHonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd T14647381 506346 J1 Diagonal Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 zui a Mir etc inau5uies, Inc. 1 ue Jul 24 10:45:05 401 O rage 1 I D:u3NIJAW IbJNxidi_obxDUYyzmgc-5D3F8oUGtuoxZRfZokTxJnoOXMUePQKBoRYE9uyutgi -1-5-0 0-11-14 1-4-11 1-5-0 0-11-14 0-4-13 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 5 >999 360 TCDL �/.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO2 (lb/size) 2=167/0-10-7, 4=0/Mechanical, 3=1 1 /Mechanical Max Horz 2=56(LC 12) Max Uplift 2=-181(LC 12), 3=-4(LC 9) Max Grav 2=167(LC 1), 4=25(LC 12), 3=13(LC 17) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp C; MW FRS f 2) This truss 3) ` This true Will fit bet% 4) Refer tog 5) Provide m joint 3. Scale = 1:6.5 v V 0 PLATES GRIP MT20 244/190 Weight: 7 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. :E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. =ncl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) zone; porch left exposed;C-C for members and forces & x reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 Teen the bottom chord and any other members. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 2 and 4 lb uplift at o 0111 PS,11111A11 A°J°°'° �E N No 39380 s 4,0"R .• e N.AL 1111111111 Thomas A. Mani PE N09360 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. -- Design valid for use only with MI1ek8 connectors. This design is based only upon parameters shown, and is for an individual building component not �� a truss system. building design. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required fabrication, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANS&7PII QualBy CiBedd, DSB-69 and SCSI BuBdhlg Component 6904 Parke East Blvd. Sofety/nfoifnaffonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 506346 BSE 2208 Cortez Blvd T14647382 506346 T1 Common 4 1 Job Reference (optional) I IDD911s Lumoer company, raim tray, I-L - azaao, r1-0-0 8-2-14 1-0-0 8-2-14 6x6 i 3 .16 `�1 2 0 44 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO WEBS , y�Y ��, ID:u3NIJAW IbJNxldi_obxDUYyzmgc-ZPddLBVueCwoBbEmMR?Ar?L3QmbN8n5K15HniLyutgh -0 23-5-2 31-8-0 32-8-q Q 7-7-2 8-2-14 i P. 01 Scale=1:54.0 4x6 = 5.00 FIT 4 17 18 6x6 5 19 6 7 10 9 20 21 8 ffd 5x8 = 5x8 = 4x4 = 10-9-4 20-10-12 31-8-0 10-9-4 10-1-7 10-9-4 (X Y)-- f3:0-3-0 Edge1 [5:0-3-0 Edgel f8:0-4-0 0-3-41 [9:0-4-0,0-3-41 ;f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP .0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.40 8-9 >951 360 MT20 244/190 .0 Lumber DOL 1.25 BC • 0.98 Vert(CT) -0.58 8-9 >660 240 .0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.07 6 n/a n/a .0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.27 e-15 >999 240 Weight: 138lb FT=20% BRACING- 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. 2x4 SP SS 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-9: 2x4 SP No.2 2x4 SP No.2 (lb/size) 2=1226/0-7-10, 6=1226/0-7-10 Max Horz 2=222(LC 11) Max Uplift 2=-600(LC 12), 6=-600(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2364/1267, 3-4=-2109/1180, 4-5— 2109/1180, 5-6=-2364/1267 BOT CHORD 2-9=-1018/2193, 8-9=-553/1406; 6-8=-1042/2141 WEBS 4-8_ 335/864, 5-8= 475/475, 4-9=-335/864, 3-9= 475/475 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=lift; Cat. II; Exp C; Encl., GCp[=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-10-0, Exterior(2) 15-10-0 toi 18-10-0, Inter[or(1) 18-10-0 to 32-8-0 zone;C-C for members and forces K MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss Ihas 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, with BCDL = 10.Opsf. 5) Provide rstechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2 and 600 lb uplift at joint 6. ,Ne1' PS, A- q4, r* �% 0 G �e No 39380 s s • F !y° SS • • ...... '�� Vie` s Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 114I1.7473 rev. 1010312015 BEFORE USE. Design valldlfor use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss systerp, building design. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always reduired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. �iorage, delivery, erection and bracing of trusses and truss systems, seeANSW11 QualifyCiffeda, DSB-89 and BCS1 Bufiding Component 6904 Parke East Blvd. Safety intonpatlonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job TrLISS Truss Type aty Ply 506346 BSE 2208 Cortez Blvd T14647383 506346 T2 Roof Special 1 1 i Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.220 s May 24 2uT a Mt t ek inausines, Inc. I ue jui 24 i u:zo:ur zui n rage i 1D:u3NIJAW IbJNxldi_obxDUYyzmgc-1 bA?ZUW W PW2fokpyw9W POCtG9AzKtCzTFl1 LEnyutgg r1-0-q' 5-4-2 10-0-8 12-1-0 17-10-8 23-8-0 31-8-0 32-8-0 1-0-0 5-4-2 4-8.6 2-0-8 5-9-8 5-9-8 8-0-0 1-0-0 4x6 11 17T.riti7 M 5x6 = 3x8 = 5x8 = Scale=1:55.7 T Iq 0 3x4 = 5x8 = 5x6 = 3x4 = 4x4 = 3x4 = 6-4-6 1 12-1-0 1 17-10-8 , 23-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.22 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.4211-12 >902 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.31 11-12 >999 ' 240 Weight: 151 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP. CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except 7-9: 2x4 SP SS 2-0-0 oc pudins (3-1-5 max.): 5-7. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-0-9 or bracing. WEBS I 2x4 SP No.2 REACTIONS. (lb/size) 2=1226/0-7-10, 8=1226/0-7-10 Max Horz 2=-146(LC 10) Max Uplift 2=-600(LC 12), 8=-600(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2561/2230, 3-4=-2459/2221, 4-5=-2775/2531, 5-6=-2603/2342, 6-7= 2126/2025, I 7-8=-2403/2040 BOT CHORD 2-13=-1906/2335, 12-13=-1408/1906, 11-12=-2095/2747, 10-11=-2095/2747, 8-10= 1688/2149 WEBS 3-13=-275/454, 4-13=-456/496, 4-12=-1344/1570, 5-12=-1232/1235, 6-12= 291/115, 6-10=-714/587, 7-10= 278/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,�1►mid ' 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. `�%�^1iPg A. q Ai� II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 10-0-8, Comer(3) 10-0-8 to ,�> 0 • • • • • • �e �i, 12-1-0, Exterior(2) 12-1-0 to 23-8-0, Comer(3) 23-8-0 to 26-8-0, Extedor(2) 26-8-0 to 32-8-0 zone;C-C for members and forces & e G E N S ••.'9 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �, ' •\ •'. L� ,i 3) Provide adequate drainage to prevent water ponding. NO 39380 4) This truss' has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This KISS 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. e 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2 and 600 lb uplift at &C Z joint 8. : F 4/ Z 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. R O •. ♦ �. t 94f: 0 N' Ca . fill I Thomas A. Albany PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: `WIMAK ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10YO312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a fruss 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 61/ioTW 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, seeANSWII QualityCiBerla, DSB-69and SCSI Building Component 6904 Parke East Blvd. Safety intonnafionavailable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 606346 BSE 2208 Cortez Blvd I T14647364 506346 I T3 Roof Special 1 1 Job Reference (optional) I iDDens LumDer company, ralm bay, t-L - azaua, 0 0-q 4-7-6 8-7-0 11-6-0 1 to 1 4-7-6 3-11-10 2-11-0 ea'\ecr 5x6 = 4 . L. 5x6 = c 6-3-3 Scale=1:55.7 to O m 07 0 [n 4a 4x4 — 3x8 = 3x4 = 5x6 = 6x8 = 2x4 I] 3x4 — 8-7-0 11-6-0 1 14-1-0 19-4-13 25-8-0 31-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.30 15-18 >760 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.22 15-18 >999 240 BCLL 6.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) -0.03 12 n/a n/a BCDL 10.0 i Code FBC2017/TPI2014 Matrix -MS Weight: 155lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc pudins (6-0-0 max.): 4-5, 6-8. WEBS . 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-6-2 oc bracing. REACTIONS. (lb/size) 2=672/0-7-10, 12=1408/0-7-10, 9=371/0-7-10 Max Harz 2=-127(LC 10) Max Uplift 2=-687(LC 12), 12=-1091(LC 12), 9=-162(LC 12) Max Grav 2=672(LC 1), 12=1408(LC 1), 9=416(LC 18) i FORCES. Qb) -max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 16B/1 997, 3-4= 863/1558, 4-5=-744/1499, 5-6= 683/1290, 6-7= 815/610, : 7-8=-785/584, 8-9=-501/112 BOT CHORD 2-15=-1757/1066, 14-15=-849/606, 13-14=-898/547, 12-13=-882/542, 11-12=0/399, 9-11=0/409 WEBS 3-15=-351/690, 4-15=-398/212, 5-15= 422/262, 6-13=-304/166, 6-12=-1286/2209, 7-12=-367/432, 8-12= 931/1089, 8-11=0/268 NOTES- I 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 C„ Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 8-7-0, Corner(3) 8-7-0 to 14-1-0, Etiterior(2) 14-1-0 to 25-8-0, Comer(3) 25-8-0 to 28-8-0, Extedor(2) 28-8-0 to 32-8-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 687 lb uplift at joint 2, 1091 lb uplift at joint 12 and 162 lb uplift at joint 9. 7) Graphicallpurlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. o PS � A. q4 —*,fi .Z.� %GEN-9 No 39380 XZ P41/ ♦ '••..t °j�n r i n a►t� Thomas A. Albanl PE No.39380 MITek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 I ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-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 deign, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stabliity 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, seeANSVWII CualByCrlferl6, DSB-89 and BCSI BuBd/ng Component 6904 Parke East Blvd. Safety Infarinallonavdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type aty Ply 506346 BSE 2208 Cortez Blvd T14647385 506346 T4 Roof Special Girder 1 1 Job Reference o tional I iDDeUS Lumber Company, valm tray, I-L - azaaD, - -,,,ay I D:u3NIJAW IbJNxldi_obxDUYyzmgc-_IlzAXmx71 N22zL1 ZYtTdzbe_IOL4kmj3W Sltyutge r1 0 Qi 6-7-0 13-6-0 16-1-0 19-4-13 23-6-7 27-8-0 31-8-0 92-8-q 1-0-0 ; 6-7-0 6-11-0 2-7-0 3-3-13 4-1-9 4-1-9 4-0-0 1-0-0 a Ca a Scale=1:55.7 0 NAILED NAILED 6x8 = NAILED 5.00 F12 NAILED NAILED 7x8 — NAILED NAILED NAILED NAILED NAILED 3 0� oe x noa _ _ r" 33 34 35 36 " 37 " 38 'J 39 40 41 '` 42 43 .. 3x6 = 2x4 II NAILED NAILED 4x8 = 5x6 = 3x6 II Sx8 = NAILED 2x4 II 3x4 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6-7-0 13-6-0 16-1-0 19-4-13 23-6-7 27-8-0 31-8-0 6-7-0 6-11-0 2-7-0 3-3-13 4-1-9 4-1-9 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.39 15-16 >601 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.28 15-16 >825 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) -0.05 13 n/a n/a BCDL 10.0 I Code FBC2017/TP12014 Matrix -MS Weight: 164 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x6 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, 1-3,8-10: 2x4 SP No.2 except BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc puffins (4-3-14 max.): 3-4, 5-8. 1 2-14: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 4-1-13 oc bracing. WEBS ' 2x4 SP No.2 REACTIONS. (lb/size) 2=1239/0-7-10, 13=2653/0-7-10, 9=452/0-7-10 Max Horz 2=-100(LC 6) Max Uplift 2=-1326(LC 8), 13= 2279(LC 8), 9=-139(LC 8) Max Grav 2=1239(LC 1), 13=2653(LC 1), 9=508(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2588/2749, 3-4— 1807/2082, 4-5— 1940/2199, 5-6= 1144/1455, 6-7=-630/74, 7-8=-631/76, 8-9= 869/6 BOT CHORD 2-16=-2416/2335, 15-16=-2380/2303, 14-15=-1335/1144, 13-14=-1246/1176, 12-13=-1532/1428, 11-12=0/745, 9-11=0/768 WEBS 3-16=-688/699, 3-15= 592/518, 4-15= 249/321, 5-15= 741/847, 5-14— 1095/1137, 6-14=-2833/2696, 6-13=-2364/2083, 6-12=-856/1651, 8-12=-638/585, 8-11=-15/296 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=241t; eave=3fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOLT 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1326 lb uplift at joint 2, 2279 lb uplift at joint 13 and 139 lb uplift at joint 9. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. •8) "NAILED'I indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 300 lb down and 330 lb up at 6-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 e�o�o�p,S A•• •,q���s��i ��� .r .• �GENg ® No 39380 i rr 0 � s s •. Thomas A. Albanl PE No.39380 MITek USA, Inc. R- Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111II-7473 rev, 1010312015 BEFORE USE Design vall' for use orgy with MITek® connectors. This design Is based ody upon parameters shown, and Is for an individual building component, not �� a iruss syste building de . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Ign. Bracing Indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always re, lulred for stability and To prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Ouo!IT Crlleda, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Solxty Intotmollonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22 14. Tampa, FL 33610 Job Truss. Truss Type ally Ply 506346 BSE 2208 Cortez Blvd T14647385 506346 T4 Roof Special Girder 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, a.zzu s May 24 zu i a rvu r eK Irlaubuleb, MU. I ue Ju1 �� 1 V.LV. 1 V GV 10 rayc c I D:u3NIJAWIbJNxidi_obxDUYyzmgc-SAs8BVYOiRQDgCYXbH36orVmON5d4X_wyjF?r6yutgd LOAD CASE(S) Standard Uniform Loads (plf) 4 t,4 Vert: 1-3= 54, 3-4� 54, 4-5=-54, 5-8=-54, 8-10=-54, 17-20=-20 Concentrated Loads (lb) Vert: 3= 49(B) 16=-300(B) 6= 61(B) 11=-122(B) 23=-101(B) 24=-101(B) 25= 101(B) 26=-101(B) 28=26(B) 29=-36(B) 30=-36(B) 32=-36(B) 33= 62(B) 34=-62(B) 35=-62(B) 36=-62(B) 37— 207(B) 38=-141(B) 39� 101(B) 40— 29(B) 41= 29(B) 42= 29(B) 43=-29(B) 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ME a fnrss syste)n. building de§lgn. Before e. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall us Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon.lstorage, delivery, erection and bracing of trusses and truss systems, seeANSU1p11 AuafByCidmfa, DSO-69 and BCS190ding Component 6904 Parke East Blvd. Safety hiformatfonavatlable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type city Ply 506346 BSE 2208 Cortez Blvd T14647386 506346 T5P Roof Special Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 6.220 5 May 24 2016 IVII 1 eR Ir1Uu5111tl5, 111u. 1 um Jul G' i u. . 1 v cv 1 v ray= I D:u3NIJAW IbJ Nxldi_obxDUYyzmgc-SAs8BVYOi RQDgCYXbH36OrVsON2P4h1 wyj F?r6yutgd -1-0-0 1-0-5 3-7-5 6-7-0 1-0-0 1-0-5 2-7-0 2-11-11 LOADING (psf) TCLL 20.0 TCDL 17.0 BCLL 0.0 ` BCDL 1,0.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS ! 2x4 SP No.2 2x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017[TP12014 Scale=1:15.1 6-7-0 CSI. DEFL. in (loc) I/clef] Lid PLATES GRIP TC 0.39 Vert(LL) 0.28 7-8 >276 240 MT20 244/190 BC 0.65 Vert(CT) -0.23 7-8 >346 240 WB 0.03 Horz(CT) 0.05 5 n/a n/a Matrix -MS Weight: 23lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 2-0-0 oc puriins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=115/Mechanical, 2=293/0-7-10, 6=1 21 /Mechanical Max Horz 2=122(LC 8) Max Uplift 5= 114(LC 8), 2= 271(LC 8), 6= 123(LC 8) Max Grav 5=115(LC 1), 2=293(LC 1), 6=122(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I 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=Oft; Cat. II; Exp C;Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` 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. 6) Refer to•girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 5, 271 lb uplift at joint 2 and 123 lb uplift at joint 6. 8) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 32 lb up at 1-0-5 on top chord, and 100 lb down and 8 lb up at 1-0-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • 10) In the LpAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 6-9=-20 Concentrated Loads (lb) Vert: 8=8(B) `���eeeeelt►►re�i A.• q�e�i,. ® No 39380 'XZ A . wv�) sI '•...:..•• G ,0 N AL fill III Thomas A. Albanl PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: July 24,2018 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev. 1010=015 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 nor � a truss systdm. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual lass web and/or chord members only. Additional temporary and permanent bracing 6VIiTeW 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, seeANSIWil Qualify Cdled o DSB-89 and SCSI BuUdlrtg Component 6904 Parke East Blvd. Safety fnfoimaf/onovailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506346 BSE 2208 Cortez Blvd r T14647387 506346 T6P Roof Special 1 1 Job Reference (optional) ribbetts Lumber Company Palm Bay, FL - 32905, 3x4 = 2-11-3 'i A1v 4 ts.zzu s May 24 zul C ivii T ek Industries, Inc. r ue Jur 24 i v:co: i i cu r o raga i 4x]di_obxDUYyzmgc-wNQW OrZi SkY4HM7j9_aLY223onPEp6r3AN?YNYyutgc 5-6-3 6-7-0 2-7-0 1-0-13 5-6-3 Scale=1:14.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2D.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.09 7-8 >866 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.04 7-8 >999 240 BCLL b.0 Rep Stress [nor YES WB 0.19 Horz(CT) 0.01 5 n/a n/a BCDL 1b.o i Code FBC2017/TP12014 Matrix -MS Weight: 29lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP. CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP N0.2 2-0-0 oc pudins (6-0-0 max.): 3-4. WEBS I 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. REACTIONS. (lb/size) 5=76/Mechanical, 2=299/0-7-10, 6=1 6 1 /Mechanical Max Horz 2=122(LC 12) Max Uplift 5=-79(LC 12), 2=-303(LC 12), 6=-160(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-408/1008 BOT CHORD 2-8=-1031/355, 7-8=-973/339 WEBS 3-8=-504/178, 3-7=-371/1079 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 8=45ft; L=24fh eave=2ft; Cat. 11; Exp C; IEncl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-6-4 zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • 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. 6) Refer to g[rder(s)for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 5, 303 lb uplift at joint 2 and 160 lb uplift at joint 6. 8) Graphical[ purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I A. �` •T� • •' G E N 3 • � de No 39380 :X r�Fs•• • O F1 1 •�,,� SRONALE%%' '11 n 11 n 1'1�� Thomas A. Alban[ PE No.39380 MITek USA, Inc. IL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE Design vail for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a In= syste . Before use, the building designer must verify the appilcab0tty of design parameters and properly Incorporate this design Into the overall building of fgn. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addllional temporary and permanent bracing MOW prevent Is always r ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon,l storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 Cua/CyClBedd, DSB-89 and SCSI Bu8dIng Component 6904 Parke East Blvd. sofety/nformaBonavailoble from Truss Plate Institute.218 N. Lee Street Suite 312, Alexandria. VA22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3�° Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. 1 ci-z cza 2. Truss bracing must be designed by an engineer. For WEBS 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I T c0 p �� bracing should be considered. U 3 �� O 3. Never exceed the design loading shown and never inadequately braced trusses. astack materials on O2 a- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 c6a alr6 0 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-110 from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This Symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MiTek20120 CHORDS AND WEBS ARE IDENTffED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERSAETTERS 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 X ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to _ • to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. v the length parallel to slots. 11. Plate type, size, orientation and location dimensions i Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design, if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® 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. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards. Nil- ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss COnStfUCtion, —Bracing. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for -- - -- Q -- —__ - __' BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. ` Installing & Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015