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HomeMy WebLinkAboutTRUSS ENGINEERING CRITERIA AND DESIGN LOADSAiTeko RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: Wynne Development Corp Project Name: M11412 SCANNED Lot/Block: Subdivision: . [BY Address: unknown 1% Lu (�-- OWN City: St Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7 Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 T13708831 j2 4/6/18 2 T13708832 i4 4/6/18 3 T13708833 16 4/6/18 4 T13708834 18 4/6/18 5 T13708835 1a8 4/6/18 6 T13708836 kj8 4/6/18 7 T13708837 kla8 4/6/18 8 T13708820 a 4/6/18 9 T13708821 a1 416/18 10 T13708822 a2 4/6/18 11 T13708823 a3 4/6/18 12 T13708824 a4 4/6/18 13 T13708825 a5 4/6/18 14 T13708826 ata 4/6/18 15 T13708827 atb 4/6/18 16 T13708828 ate 4/6/18 17 T13708829 bha 4/6/18 18 T13708830 gra 4/6/18 he truss drawing(s) referenced above have been prepared by FILE COPY j MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. ��russ Design Engineer's Name: Finn, Walter y license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification (that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., Toads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek 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 ANSIYTPI 1, Chapter 2. P. .•O••`CE . ��i •, s • �SF ��' No 22839 t STATE OF :4U l �!/ '0•�.4 O R IOP• N=06 ��• 118111111111 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 April 6,2018 1 of 1 Finn, Walter I Job lil Truss Truss Type Qty Ply CARLTON 299 , T13708831 M11412 J2 MONO TRUSS 8 1 Job Reference o tional 11 i russ, inc., 1-on tierce, rL o. I OU . I Ial I I ... � —.' 1 1. - — - ...,.. . I D:kFvnsnOwY4l9Zh0_nM3lc6yIJ9g-Eful EE_plx_3S6tHDeCVXag4AAgxEFQsLr?2gRzTU2R 1-0-0 4 3x4 = LOADI da (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL j 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.00 7 >999 240 TOP C' ORD 2x4 SP No.3 BOT CHORD 2x4 SP NO.3 Scale =1:7.8 PLATES GRIP MT20 244/190 Weight: 8 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT NS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 12) Max Uplift 3= 27(LC 12), 2=-136(LC 12), 4— 3(LC 9) Max Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORC (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTE 1) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=1211; 8=59ft L=36ft; eave=5ft; Cat. 11; E C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions sho 'I ; Lumber DOL=1.60 plate grip DOL=1.60 2) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thtruss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f between the bottom chord and any other members. 4) Refe to girder(s) for truss to truss connections. 5) Proyde mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 a1 3 lb uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ©� t.RHING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. Ilgn valid for Use arty with hdlle'kc connectors. Ttds design Is based only Upon parameters snowh, and Is for an Individual bueding component, not ' a t ss system. Before use, the building designer must verlry the applicablliry of design parameters and properly Incorporate lhls design Into the overall b' ding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing �A T I V l l�k� Is ¢ ways required for sTablll and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fa IcaTlon storage, delivery, erection and bracing of trusses and truss systems, seeANS!/IPII CualCyCrBerla, DS8 89 and BCS/ Bu➢ding Component 6904 Parke East Blvd. Safely lntorma/bnavallable fr.m Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 ' T13708832 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) I 1 russ, Inc., I -on Fierce, I-L 1-0-0 8 o."'a mat 11 cv,o ,vu, an u,u— I —,„�. ,„r,V. �.. .. ...y., I D:kFvnsnOwY419ZhO_nM3lc6yIJ9g-A20Vfw?3pYEnhQ 1 gK3Fzc?vNa_I Ii9w9o9U9vKzTU2P 4-0-0 4-0-0 3x4 = 4 Scale = 1:11.1 4-0-0 LOADING Iu (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 Code F602017/TPI2014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 14Ito FT=20% LUMB11��RD BRACING - TOP CRD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT C 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. S. (lb/size) 3=87/Mechanical, 2=20410-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2= 159(LC 12), 4=-7(1-C 12) Max Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Winll ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft Cat. II; EC; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10-4 zone;C-C for me ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This' ° ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thl 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 f between the bottom chord and any other members. 4) Refe � to girder(s) for truss to truss connections. 5) Pro " e mechanical connection (by others) of truss to bearing plate capable of withstanding 77Ib uplift at joint 3, 159 lb uplift at joint 2 an' 7 lb uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. De' gn valid for use only with MITeW connectors. This design is based only upon parameters shown, and Is for on Individual building component, not W1, a t system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is 'Ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f i ficallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 QualityCdleda, DSO-89 and BCS/ Building Component 6904 Parke East Blvd. Shcely /nloona8onovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 � T13708833 M11412 J6 MONO TRUSS 8 1 Job Reference (optional). I cuss, Inc., r-OR Fierce, r-L F ID:kFvnsnOwY419Zh0V nGlo6ylJ9g-fEattGOh.MeJacsunmC9CSYhOWfRc9J 1 pDiRmzTU20 6-0-0 - 1 Scale = 1:14.3 3x4 = 4 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017lfP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMBE TOP C ORD 2x4 SP M 30 BOT C ORD 2x4 SP 1\10.3 (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3= 129(LC 12), 2_ 192(LC 12), 4= e(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 zone;C-C for me , yers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Thin ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thl ' 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 I", between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Pro de mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at joint , and 8 lb uplift at joint 4. Walter P. Finn PE No.22839 Mirek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® 6RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE De gn valld for use only with MlTe'10 connectors. This design Is based only upon parameters shown, and Is for an individual building component, riot a tl(rss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is cl,ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa storage, lllllivery, erection and of trusses and truss systems. QualityrBeAo, DSO-09 and SCSI BuOdtrrg Component 6904 Parke East Blvd. Ify Infolmoflona a(Icallion, te, 218 N. Lee Street, Suite 312. AAeNS/pPa1 able from Truss Plate Institung Z 314 Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 ' T13708834 M11412 JB MONO TRUSS 11 1 Job Reference (optional) r nn .. n•nn 7n10 Dann 1 unamuel� III ID:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-3pFOV13atnIDA1 LRZvJvmr4?ube2ezvljnSM25zTU2L -1-0_0 8-0-0 tJSS, Ilia., 1-0ro-0ll 8'0'0 0 3x4 � 4 Scale=1:17.4 Plate Of et. (X Y)-- (2.0-3-14 0-1-8j LOADI ! II (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TILL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Veft(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT = 20% TOP C ' ORD 2x4 SP M 30 BOT C 6RD 2x4 SP M 30 (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Win'j ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft', L=36ft; eave=5fh Cat. II; E. C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 zone;C-C for me ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This' � ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thl 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 fi between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Pro a mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint'' and 13 lb uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 0 ARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. De'1gr1 vaild fot use only with 6AITek'0connectors. This design Is based only Upon parameters shown, and Is for an Individual building component, not at bd system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ding design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is c fa prevent 6Nays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the (Icailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualityCrIteda, DS"P and SCSI Building Component 6904 Parke East Blvd. Sch ety informaHonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 �i T73708835 M11412 JAB MONO TRUSS 11 1 Job Reference optional) I russ, Inc., rorr rlerCe, rL o. i ou o iviai i i — i v rvu i cn a ivuau,��, a — . , -- — I D:kFvnsnOwY419Zh0_nM31c6y1J9g-XOpOid3Ce4t4oBwd7cg6J2cA7?zcNQ9uyRBwaXzTU2K -1-0-0 7-1 0-0 1-0-0 7-10-0 0 3x4 = 4 Scale=1:17.2 7-10-0 7-10-0 Plate Offsets X,Y -- 2:0-1-14,Ed e LOADI G (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT = 20% II LUMBER- BRACING - TOP C, PRD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT C I ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACT IONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4= 13(LC 12) I Max Gram 3=191(1-0 17), 2=342(LC 1), 4=138(LC 3) FORC „ . (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Win I ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; 8=591t L=36111; eave=5ft; Cat. II; E' C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 7-8-4 zone;C-C for me ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thl truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f between the bottom chord and any other members. 4) Refc'I �to girder(s) for truss to truss connections. 5) Provie mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at joint . and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®!�ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MlfEK REFERANCE PAGE MI47473 rev. 10/03/2015 BEFORE USE. Qe^ gn veld for use only with MITek-V connectors. This design Is based only upon parameters shown, and Is for an krdlvlduol building component, hot a trss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu I Ing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is C ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fat Icatiom storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Quality Criteria, DSB-89 and BCSI BullI Component 6904 Parke East Blvd. _ tylntormaBonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CAR ON 299 T13708836 M11412 KJ8 MONO TRUSS 2 1 Job Reference (optional) I russ, Inc., run rMICe, rL-- ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-TOx97J5SAi7ol V40E1tcOTicPpjDrFFBPIgOfQzTU21 150 i 727 2.83 12 3x4 12 3 11 I I I 10 I 2 13 14 6 15 2x3 II i 3x4 = 727 7-2-7 LOADI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.21 Vert(LL) -0.05 6-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 TOP C' ORD 2x4 SP M 30 BOT CH ORD 2x4 SP M 30 WEBS 2x4 SP No.3 I REACT NS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5= 118(LC 8) FORC S. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-866/230 BOT C ORD 2-6=-234/833, 5-6=-234/833 W EBS Ij 3-6=0/287, 3-5= 913/257 4-0-9 Scale* 3x4 = 5 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft Cat. Il; E' C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' Thy'kf 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 between the bottom chord and any other members. 4) Refto girder(s) for truss to truss connections. 5) Proe mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187lb uplift at joint and 118 lb uplift at joint 5. 6) Hari er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11;0, 39 lb down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down and' 43 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 lb down and, 8 lb up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb u ,at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In t di LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). it LOAD � ASE(S) Standard 1) Deai + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unif rm Loads (plf) Vert: 1-4= 54, 5-7= 20 cop rentrated Loads (lb) Vert: 10=80(F=40, B=40) ll=-2(F=-1, B=-1) 12=-83(F= 42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) 1 Walter P. Finn PE No.22838 MjTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® �I1�ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGE MII-7473 rev. 10/03l2015 BEFORE USE. ' a t system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall g valld for use only won MIT 1, connectors. This design Is based only upon parameters shown, and Is for an Individual bu ding component, not b ding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` Is ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Is fa, Icatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANS&711 CualOy Cifeda, DSB-89 and BCSI 00ding Component 6904 Parke East Blvd. ylnformationivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iI Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T13708837 M 11412 KJA8 MONO TRUSS �Qty 2 1 Job Reference (optional) O —-11-11—i— Inn c.i A n na•Qn•/1r: 9/11 R r�aro 1 Cnamoer I russ, Inc., rorr t-Ierce, M �. . 1 1a, �� ,,, �.,, �, ,,,,,, , ,, ,,,,, __ . _ . I D: kFvnsnOwY419Zh0_nM3lc6ylJ9g-uzd Hm L7KTdV NuyobwAQJ06J6n01 D2b9d5jvhGlzTU2F -1-5-0 6-10-0 11-0-3 1-5-0 6-10-0 4-2-3 Scale = 1:19.9 4 i 12 2.83 FIT 3x4 3 11 10 2 13 14 6 15 5 2x3 II 3x4 = 3x4 = I 6-10-0 11-0-3 6-10-0 4-2-3 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP . TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 fl/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 43lb FT=20% LUMBER- BRACING - &D TOP C BOT C 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. )RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS', 2x4 SP No.3 REACT; )NS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4= 107(LC 8), 2=-321(LC 8), 5= 202(LC 5) FORC S. (Ib) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CI�IORD 2-3=-846/526 BOT CI ORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTE 1) Win I ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` Thi 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 I between the bottom chord and any other members. 4) Ref to girder(s) for truss to truss connections. 5) ProIle mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 4, 321 Ib uplift at joinand 202 Ib uplift at joint 5. 6) Hanr(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 58 lb up at 2-1, 39 lb down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down and 43 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 lb do ' and 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 39 lb down and 14 lb up a 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In th LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD ^MSE(S) Standard 1) Dea J + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unif rm Loads (pif) � 11 Vert: 1-4=-54, 5-7=-20 Con entrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B= 25) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®; ARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE ' De fl gn voild for use only with MilekV connectors. This design Is based only Upon parameters shown• and is for an individual bo ding component, Not a j Uss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f i 6catlon, storage, delivery, erection and bracing of trusses and Truss systems, seeANSVW11 OualltyCritedo, DSO-49 and BCS1 Bugding Component 6904 Parke East Blvd. SW61`yfntolmatlomvallabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 n, Job Truss Truss Type Qty Ply CARLTON 299 I T13708820 M11412 A SPECIAL 1 1 Job Reference (optional) a Inn s Mar 11 2018 MiTek Indmstrias. Inn- Fri Ant 6 0929:39 2018 Paae 1 Chamoer IrU55, nro., run riercu, r� .,...._.-..._. .. __._..... _._...--------•..--- ----, I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-AnU456oOgK5C9pEOq? R_QPi K_7MkDFVfuOslopzTU2g 1-0- 8-6-0 10-0 13-8-0 19.5-3 26-2-0 28-9-4 36-0-0 7-0- -0- 8-6-0 1-4-0 3-10-0 5-9-3 6-8-13 2-7-4 7-2-12 0- i Scale=1:63.0 it 5x12 MTiBHS = 5x8 = 4x5 = 4x6 = 4x5 = 4.00 F12 3x6 \\ 3 4 24 255 6 7 26 27 8 3x4 9 It 23 28 n 7S14 2 13 12 10 11 n rn ,l IC6 0 7x8 MT18HS = o ' 16 15 4x4 = 3x4 = x6 = 3x4 = 5x8 = 2.00 F12 4x10 zz I - 24-6-0 26-2-0 36-0-0 9-10-0 13-8-0 19 5-3 9-10-0 3-10-0 5-9 3 5-0-13 1-8-0 9-10-0 Plate Oi ets X,Y -- 2:0-0-2,Ed e , 4:0-5-4,0-2-8 , 6:0-3-0,Ed e , 8:0-9-0,0-2-8 , 10:0-2-10,Ed e , 15:0-1-12,0-2-12 LOADI i (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP , TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT18HS 2441190 BCLL 0.0 Rep Stress incr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT = 20% LUMBE BRACING - TOP C 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied. I bRD 1 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT C' ORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACT NS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max Horz 2=-119(LC 10) i Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C RD 2-3= 3338/2212, 3-4=-3134/2132, 4-5= 3441/2388, 5-7= 5141/3470, 7-8=-6766/4392, ill8-9=-5629/3608, 9-10= 5945/3856 BOT C ORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13=-3301/5421, 10-12=-3593/5659 WEBS 3-16=-527/480,4-16=-413/669,4-15= 535f785,5-15=-975f733,5-14=-1198/1876, 7-14_ 851/667, 7-13= 962/1695, 8-13= 1260/1909, 8-12= 45/349, 9-12= 319/328 NOTE 1) Unb�anced roof live loads have been considered for this design. 2) Win .l ASCE 7-10; Vii65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedoii -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for me ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro' lie adequate drainage to prevent water ponding. 4) All (i tes are MT20 plates unless otherwise indicated. 5) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` Th 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 f, between the bottom chord and any other members. 7) Bea' ng at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify cap ' ity of bearing surface. 8) Pro de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2= .6.10=846, Walter P. Finn PE No.22839 M!Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 At1ding RMING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE PAGE MII-T4T3 rev. 10/03&015 BEFORE USE. ' Dvalid for use only with M[Tek9 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• isys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the faatlon, storage, delivery, erection and bracing of Trusses and truss systems, seeA1USUlPII Cual9yCiffedd, DSB 89 and ACS/ Bugdll�g Component 6904 Parke East BNd. Slntotmationavallable from Truss Plate Institute, 218 N. Lee Meet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708821 M11412 Al SPECIAL 1 1 Job Reference (optional) I VU55, IM., rerL rmiue, rL 8-6-0 6-9.4 rY419Zh0_nm3lc6yIJ9g-ez2SISp1 beD3mypbOiyDzdFasXixyoLo7gclLFzTU2f 28-9-4 36-0-0 $ 4-7-4 7-2-12 -0- Scale=1:63.0 5x6 = 3x8 = 5x6 = 4.00 12 4 22 5 23 6 3x4 II 3x4 3 7 21 24 I 8 9 7x8 MT18HS = 10 I'I 0 14 12 3x4 11 3x4 I I 13 x6 = 1 3x4 = 5x6 = 2.0012 4x10 I I 8-6-0 13-8-0 18-7-4 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 4-11-4 5-10-12 43-4 7-2-12 Plate Of ets X,Y -- 2:0-0-2,Ed e , 8:0-2-10,Ed e , 13:0-3-0,0-3-0 LOADI (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.80 11 >541 240 Weight: 163lb FT=20% LUMBEIII - BRACING - TOP C DRD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purtins. BOT C' pRD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 TOP C BOT C WEBS (ib/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8= 846(LC 12) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/192115-6=-4830/3137, 6-7=-5353/3403, 7-8= 5962/3751 2-14=-1935/3141, 13-14=-1610/2666, 12-13— 2399/3926, 11-12=-2400/3924, 10-11=-3499/5680,8-10=-349215669 3-14=-404/391, 4-14=-507/777, 4-13= 151/409, 5-13=-1376/890, 5-11= 557/1048, 6-11=-849/1449, 7-11=-641/463 1) Unb anted roof live loads have been considered for this design. 2) Win ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=59ft; L=36ft; eave=5ft; Cat. II; E� Ip C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for me hers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro' �ie adequate drainage to prevent water ponding. 4) All pates are MT20 plates unless otherwise indicated. 5) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` Th s 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 I between the bottom chord and any other members. 7) Bea, I'pg at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap, ,City of bearing surface. 8) Pro 1,�e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=8, .8=846. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®I i YARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE ' De, n vaiId for use only with MITe' cohnectors. This design IS based only upon parameters shown, and is for an IndlvlWd bullding component, not a '' system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate This design Into The overall bu ing design. &acing Ind(cated Is to prevent buckling of Individual Truss web and/or chord members only. Additional Temporary and permanent bracing MiTek Is ways fa �catlon, required for slabilfty and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, dall very, erection and bracing of Trusses and truss systems, seeANSUIPII CuaIByCtBerla, DSB89 and BCSr BuOd(ng Componen/ 6904 Parke East BNd. Sa�%j9, iy /n/ormaHonavolloble from Truss PIaTe Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job II Truss Truss Type Ply CARLTON 299 T73708822 M11412 i A2 SPECIAL �Qty 1 1 Job Reference (optional) I cuss, Inc., r-on rierce, rL 8-6-0 8-6-0 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-79cgWogfMxLw0 OnyQTSVgniAx2HhCxyMKLsthzTU2e 18-0-0 22-2-0 24-6-0 28-9-4 36-0-0 37-0-p 4-2-0 4-2-0 2-4-0 4-3-4 7-2-12 0-d 5x6 = 5x6 = 3x4 = 4.00 F12 4 5 6 46 7 3x4 3x4 3 8 22 23 1s 3x4 11 14 5x8 = 2.00 12 12 13 11 3x10 = 3x4 11 7x8 MT18HS = Scale = 1:63.0 4x10 = 8-6.0 13-8-0 22-2-0 24-6-0 28-9-4 36-0-0 8-6.0 5-2-0 8-6-0 2-4-0 4-3-4 7-2-12 Plate Olfsets X,Y -- 2:0-0-6,Edge], 9:0-2-10,Edge] LOADI,IG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vett(CT) -1.03 11-12 >419 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 n/a n/a BCDL 10.0 Code FB02017fFP12014 Matrix -MS Wind(LL) 0.77 11-12 >564 240 Weight: 167lb FT=20% LUMB IT- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACT ONS. (lb/size) 2=1386/0-8-0, 9=138610-8-0 Max Harz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9= 846(LC 12) FORCE (ib) -Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-7=-3698/2365, 7-8= 5359/3351, 8-9= 5963/3683 BOT C, ORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14= 1826/3099, 12-13=-3016/5125, 11-12=-3433/5679, 9-11=-342615669 WEBS, 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-916/581, 5-13=-261/668, 6-13= 588/1003, 7-13=-2219/1408, 7-12_ 1137/1893, 8-12= 628/443 NOTE - 1) Lin 'glanced roof live loads have been considered for this design. 2) Wing: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=5911; L=36ft; eave=5ft; Cat. II; E��" C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for merry ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro lde adequate drainage to prevent water ponding. 4) All p tes are MT20 plates unless otherwise indicated. 5) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` Th I 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 between the bottom chord and any other members. 7) Bea ng at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap ity of bearing surface. 8) Pro ;de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=8. 6. 9=846. Walter P. Finn PE No.22639 Wrek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 Date: I April 6,2018 A I RIVING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mr1-7473 rev. f0/03/2015 BEFORE USE. Al ' gn valid for use only with b11Tekb connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a tfm system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall b6 (ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW is ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa b icallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSbIPII GualltyCdleda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. SCtety lntonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708823 M11412 I A3 SPECIAL 1 1 Job Reference o tional I russ, Inc., t-on: coerce, r•L Scale: 3/16°=1' 4.00 12 5x6 = 5x6 = i 4 5 5x6 5x8 6 5x6 WB-- 3 3x4 7 8 v n 22 23 2 13 12 7x8MTIBHS= 11 9 t1061 10 o 4x8 y 3x4 II o 1s 14 3x4 11 5x6 = 4x10 36 = 2.00 12 8.6.0 13-8-0 20-2-0 24-6-0 28-9-4 36-0-0 8.6.0 5-2-0 6-_6 4-4.0 4-3-4 7-2-12 Plate O(,sets X, - 2:0-1-2,Edge], 3:0-4-0 0-3-0 , 7:03-0,Ed e , 9:0-2-10 Edge] LOADI (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 167lb FT=20% LUMB - BRACING - TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pudins. BOT C ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS III 2x4 SP No.3 WEBS 1 Row at mjdpt 6-13 OTHE 2x4 SP No.3 REACT DNS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Harz 2=185(LC 11) Max Uplift 2=-846(LC 12), 9= 846(LC 12) FORC S. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP Ci ORD 2-3= 3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6= 2968/1899, 6-8=-5371/3290, 8-9= 5960/3616 BOT Ci ORD 2-15=-1886/3159,14-15=-1886/3153,13-14=134312432,12-13=-2958/5146, 11-12=-3368/5675,9-11= 3362/5666 WEBS! 3-15=0/306, 3-14=-866/626, 4-13=-285/671, 5-13= 379/702, 6-13=-2706/1659, 6-12=-1094/1946, 8-12= 611/435 1) Unb anced roof live loads have been considered for this design. 2) Win,ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft L=36ft; eave=5ft Cat. II; E, C. EnCI., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1 0-0 to 2 7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for me ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro a adequate drainage to prevent water ponding. 4) All p tes are MT20 plates unless otherwise indicated. 5) This russ has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` Thl 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 II between the bottom chord and any other members. 7) Bea /rg at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap tty of bearing surface. 8) Pro de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2= .�, 9=846. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 6,2018 A ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev, 10103=5 BEFORE USE. ° in valld for use only with MITek8 connectors. This design Is based only upoh parameters shown, and Is for on Individual building component, hot a t rss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu ling design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW ISC VaYS required for stablltty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the taf � catlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CoalltyCrtlerla, DSO-89 and SCSI BuHdbw Component 6904 Parke East Blvd. So ty Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Ii 1 Truss Truss Type Oty Ply CARLTON 299 T13708824 M11412 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:43 2018 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-3YkbxUrvtYbddOYA3rWwaFt5Olir93vFpegzxazTU2c 1-0- 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 7-0- 0- 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 0- j Scale: 3/16"=l' i I 4.00 i2 5x6 = 6 3x4 i24 25 5x6 3x6 5 5x6 W B 7 3x4 % 4 8 3x4 3 9 23 26 6 13 'i 10 11 or 1 212 7x8 MT18HS = Im 14 3x4 11 d 16 15 3x12 = 3x5 = 1 I 3x4 11 5x8 = 2.00 F12 4x10 = 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 5-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 Plate Of ets X,Y -- 2:0-1-2,Ed e , 8:0-3-O,Ed e , 10:0-2-10,Ed e , 15:0-2-12,0-3-0 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170lb FT=20% LUMBE BRACING - TOP C � ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT C' RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS I 2x4 SP No.3 WEBS 1 Row at micipt 7-14 I REACT NS. (lb/size) 2=1386/0-8-0, 10=138610-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CI- RD 2-3=-3361/2183, 3-5=-2660/1831, 5-6= 2458/1735, 6-7= 2481/1719, 7-9= 5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-1931/3146, 15-16=-193113146, 14-15=-1489/2515, 13-14=-3185/5191, 12-13=-3510/5666,10-12= 3504/5656 WEBS 3-16=01315, 3-15=-799/546, 5-14=-344/260, 6-14— 731/1202, 7-14=-3120/2048, 7-13=-1130/1972, 9-13=-559/376 1) Unb �anced roof live loads have been considered for this design. 2) Win,1 ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5fh Cat. II; E, p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All p lites are MT20 plates unless otherwise indicated. 4) This cuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` Thi truss has been designed for a live load of 20.Ops/ on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f between the bottom chord and any other members. 6) Bean g at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify cape ity of bearing surface. 7) Prov�lIide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=84 3. 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE De valld for use only with MITeI<V connectors. This design Is based only upon parameters shown, and Is for on Individual Iwltding component, not a t butIng ss system. Before use, the building designer must vedty The appllcablllty of design parameters and properly Incorporate this design Into the overall design. Bractng Indicated is to buckling of Indlvldual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is prevent ays required for sTabllity and To prevent collapse wBh pass ble personal InJury and property damage. For general guidance regarding the fatSa dtetla, DSB-89 and BCS18uRd0rg Component 6904 Parke East Blvd. fy Inlorma/blpvallable from Truss Plate Ins iltute, 218NLee Street, Sulfe 31 Al a a� VGA 2 4 Tampa, FL 33610 Job I Truss Truss Type Qty Ply CARLTON 299 T13708825 M11412 A5 SPECIAL 7 1 Job Reference (optional) Iru5s, I la., rUlr rlel UU, rL I 6-6-0 ... -...... ..�-""'_.....___-..__...... ........ ., 'hO nM31c6vIJ9a-Xklz8DsXesiUFa7MdY197TPG8834uW402HaWUOzTU2b Scale = 1:61.9 4.00 12 5x6 = 6 i 3x4 25 56 x 24 3x6 5 5x6 WB 7 3x4 % 4 8 3x4 3 9 23 26 i 21 13 10 11 tO 1 17 : 14 7x8 MT18HS = 12 3x4 I' Im o O 16 15 4x10 = x5 = 3x4 II 5x8 = I 2.00 12 WO= i 8.6-0 13-8-0 1B-0-0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 Plate Of ets X,Y -- 2:0-1-2,Ed el, 8:0-3-0,Ed e , 10:0-2-10,Ed e , 15:0-2-12,03-0 LOADI (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL j 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT = 20% LUMBEu - BRACING - TOP Cl-ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT C ' RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS p 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHER 2x4 SP No.3 REACT NS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Harz 2=-208(LC 10) Max Uplift 2— 846(LC 12), 10=-846(LC 12) FORCE (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP C �,ORD 2-3= 3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713. 7-9= 5407/3513, CORD 9-10=-5950/3764 BOT 2-16=-1931/3146, 15-16= 1931/3146, 14-15=-1489/2515, 13-14=-3184/5190, 12-13= 3510/5666,10-12=-3504/5656 WEBS 3-16=01315, 3-15— 799/546, 5-14=-355/272, 6-14=-743/1219, 7-14=-3134/2058, 7-13= 1130/1972, 9-13=-560/375 1) Unblanced roof live loads have been considered for this design. 2) WinI ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=59ft L=3611; eave=5ft; Cat. II; E';;)1SC; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7 6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All pi �tes are MT20 plates unless otherwise indicated. 4) This 1russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thi 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 I between the bottom chord and any other members. 6) Bea ng at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify cap �ity of bearing surface. 7) Pro, �III a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=8 13. 10=846. Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa Fl. 33810 Date: April 6,2018 ® ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Dlays t, vald fot use only with M1Tek � connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ats system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa, acation, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/IP11 QuarByCtHeft DSB-09 and BCS18u®dhtg Component 6904 Parke East Blvd. Sa%ptyrnformatfoncivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job I Truss Truss Type City Ply CARLTON 299 T13708826 M11412 ATA COMMON 7 1 Job Reference (optional) o iCA Iuss, Inc., rorc rierce, rL ,..,. ..... _...__ ..._....... - - - - I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-?xrLM9t9PAsLtkhYBFYOggySsYTMd2oXGxJ3OTzTU2a 811 13-10-2 18-0-0 22-1-14 27-10-15 36-0-0 57-0-Q 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 4 -0-0 Scale=1:61.0 4.00 FIT Sx6 = 6 3x4 11 3x4 1111 5 2526 2721817 3x6 � 3x6 3x4 4 8 3x4 3 9 24 I 29 II 10 11 12 Ic, 17 16 15 30 31 14 13 12 O 3x4 11 4x6 3x8 = 3x8 = 4x6 3x4 11 3x8 = 3-10-2 Plate OIllsets X,Y -- 8-1-1 5-9-1 2:0-8-6,0-0-8 , 10:0-8-6,0-0-8 B-3-12 LOADI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ver1I -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 n/a n1a BCDL 10.0 Code FB02017fTP12014 Matrix -MS Wind(LL) 0.34 14-15 >999 240 Weight: 172lb FT=20% LUMB I R- •BRACING - TOP C FORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins. BOT C RD 2x4 SP 130 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS i[ 2x4 SIP No.3 REACT ONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Harz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORC (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6= 2817/1766, 6-7= 2817/1766, 7-9=-2824/1651, 9-10=-3544/2053 BOT ClORD 2-17=-1812/3323, 15-17=-1812/3323, 14-15=-997/2104, 12-14= 1826/3323, 10-12=-1826/3323 WEBSi 1 6-14=-569/1002, 7-14=-299/279, 9-14= 783/581, 9-12=01271, 6-15= 569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 NOTE ' 1) Unb lanced roof live loads have been considered for this design. 2) Win - ASCE 7-10, Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=59ft; L=36ft; eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-01 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7 zone;C-C for members and forces i£ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100. Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any Other live loads. 5) ` Th 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 willi between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Pro de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 611 2=7 6, 10=796. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® ARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE. ' ' I De vaild for use only with MITek8 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a 1 ,Ign is system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu Ing design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!TeW Is Ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa[Ication, storage, delivery, erection and bracing of trusses and truss systems, seeANSLapir CualoyCifieda, DS"9 and BCSI WWI Componanf 6904 Parke East Blvd. Sa tylnfomiatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708827 M11412 ATB COMMON 1 1 Job Reference (optional) i russ, inc., r-on vierce, r-L 25 011 13x5 = LOADI "G (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 8-1 3x6 3x4 % 4 3 �1 18 3x4 11 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress incr YES Code FBC2017frP12014 - I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-T7PjZVuoAT_C UtGIIz3dCuUg5ytxMTuhVb3dYvzTU2Z 22-1-14 27-10-15 } 36-0.0 37-0-0 4-1-14 5-9-1 8-1-1 -0-0 Scale=1:60.9 4.00 12 5x6 = 6 3x4 11 3x4 11 5 26 27 28 297 3x6 8 3x4 9 30 Im 0 17 16 15 31 32 14 i3 12 3x6 = 6x8 = 6x8 = 34 = 3x4 11 3x5 = 1-3-14' 6-8-0 0-3-14 5-9-1 CSI. DEFL. in (loc) I/deft Ud TC 0.37 Vert(LL) -0.1018-21 >999 360 BC 0.40 Vert(CT) -0.2218-21 >844 240 WB 0.68 Horz(CT) 0.02 15 n/a n/a Matrix -MS Wind(LL) 0.1518-21 >999 240 BRACING - PLATES GRIP MT20 244/190 Weight: 172 lb FT = 20% TOP CflI',ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CFIORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACT ONS. All bearings 0-8-0. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORC S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3=- 1 239f757, 3-5= 437/333, 5-6=-432/448, 6-7=-272f/73, 7-9=-376f778, 9-10=-334/220 BOT C ORD 2-18=-587/1178, 16-18= 587/1178, 12-14= 188/281, 10-12=-188/281 WEBS li 6-14=-1096/683, 7-14=-303/281, 9-14=-8531614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=-16/332 1) Unb''� anced roof live loads have been considered for this design. 2) Wintlr ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--1.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. Il; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7, zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100: 31b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This {russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . Th! 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 j between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Pro e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2=413, 14=866, 10=240. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®i AAN/NG - Verily design parameters and READ NOTES ON THISAND INCLUDED MlTEK REFERANCE PAGE MO.7473 rev. 10/032015 BEFORE USE. De a f, gn valid for use ohly with N111ek� connectors. Shis design {s used orfy upon parameters shown, and is for an IndiWdual bultding component, hot ss system. Before use, The building designer must verify the appllcabIDty of design parameters and properly Incorporate ihls design info The overall design. to ng Bracing indicated Is prevent buckling of Indlvldual Truss web and/or chord members only. Additional temporary and perrnanenT bracing MiTek° is q'I�vays required for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the cn, rtl®rfa, DSB-89 and BCSI BuOd/ng Component OA 2 Suite Blvd. Salbty ln/otmaaNapvalloble from Truss Plate Ins Iltute, 2 B Nam. Lee Street. 31 gAeNS!/IPIoi 114 Tampa, FL 33610 Job Truss Truss Type Qry Ply Ply CA 299 III T13708828 M11412 ATC COMMON 1 1 _ Job Reference o tional Chamber; Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:48 2018 Page 1 I D:kFvnsnOwY419ZhO—nM3lc6yIJ9g-P W XU—Bv2i5EwkBQ7sO55HJaObmYPgNO—zvYkdozTU2X 1-0- 8-1-1 13-10-2 18-0.0 22-1-14 27-10-15 36-0-0 7-0- 1-0- 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 0- i Scale=1:60.9 4.00 FIT 5x6 = 6 3x4 11 3x4 11 26 27 28297 3x6 5 3x6 3x4 4 8 3x4 zzz- 3 9 30 25 N1 10 11 N o 18 17 16 1514 32 14 13 12 3x4 11 3x6 = 6x8 _ 6x8 = 3x6 = 3x4 11 36 13x5 = 8-1-1 1110-2 15-2-0 22-1-14 22 -7 27-10-15 36-0-0 8-1-1 5-9-1 1-3-14 6-11-14 0-0-9 5-8-8 8-1-1 LOADI 1 a (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172lb FT=20% LUMB 1 BRACING - TOP C' RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 11 BOTCH ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS III 2x4 SP No.3 WEBS 1 Row at midpt 6-14 Max Horz 2= 208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2= 433(LC 12), 14=-866(LC 12), 10= 240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCE . (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C it ORD 2-3= 1239l757, 3-5— 437/333, 5-6_ 432/448, 6-7= 272/773, 7-9=-376/778, 9-10= 334/220 BOT C ORD 2-18= 587/1178, 16-18— 587/1178, 12-14= 188/281, 10-12=-188/281 WEBSIII 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16= 890/616, 3-18_ 16/332 1) Unb 41anced roof live loads have been considered for this design. 2) Win, ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--1.2psf: BCDL--3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21- n113 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 10dOlb AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thi 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 11E between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Prop de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s),15 except Qt=lb) 2=4 3, 14=866, 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8834 69D4 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A ,I��'ARN/NG -Verity design paramefers and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE Ign valid for use only with Mrfek8 connectors. This design is based only upon parameters shown, and Is for an Individual buHding component, hot a f issss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bu ding design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Icatiom storage, delivery, erection and bracing of trusses and truss systems, seeANSU1FII GualdyCdledo, DSB-89 and SCSI BuIldhig Component 6904 Parke East Blvd. etvIntannafonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Ply CARLTON 299 T13708829 M11412 BHA COMMON �Oty 1 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 8-0.0 8.130 5 Mar 11 2018 Ivll 1 eK a IUUSI ICJ, Inc. r1I pr v - aye ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-MufEPbdEiUezVaW_pBZNkfGaZCNIFUHQDI ghgzTU2V 16-0-0 24-0-0 14-0-0 15.6.0 18-0.0 20-0-0 22-0-02 -10- 5 28-0-0 36-0-0 7-0- 2.0-0 1-6-0 -6- 2-0-0 2-0-0 2-0-0 0-10.15 4-0-0 B-0-0 1.0-0 1-1-1 5x6 = 12 14 Scale: 3/16°=1' 28 26 2b - zJ 3x6 II 4x6 — 6x8 — 6x8 = 3x6 11 3x5 = 3x6 = 3x6 = 8-0-0 22-1 2 t2 N I6 O Plate Of sets X,Y -- 2:0-0-2,Edge], 3:0-3-8,Ed e , 11:0-3-0,0-3-0, 20:0-3-8,Ed e , 21:0-2-8,Edge], 25.0-3-8,0-3-0 LOADI IG (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code F802017/rP12014 Matrix -MS Wind(LL) 0.20 28-31 >909 240 Weight: 208 lb FT = 20% LUMBFIR- TOP C 'ORD 2x4 SP M 30 BOT CORD 2x4 SP M 30 WEBS I 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at mjdpt 20-25 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 NS. All bearings 0-8-0 except (jt=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-583(LC 8), 26=-1557(LC 8), 2q=-1259(LC 8), 21=-455(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) FORCETS. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C,ORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213/718, 4-6=-213/718, 6-8= 213/718, 8-10=-213/718, 10-11= 213/718, 11-13= 213/718, 13-15=-213/718, 15-17=-213/718, 17-19=-87/610, 19-20= 87/610, 3-5=199/422, 5-7=-112/391, 7-9=-33/344, 12-14=0/257, 16-1 8=-67/301,18-20=-206/363 BOT C1 ORD 2-28=-971/2236126-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23= 569/1344 WEBS 8-26=-1333/1008, 17-25=-9797756, 3-28=-419/1254, 3-26=-3236/1698, 20-23=-458/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7=-307/241, 15-16=-462/372, 18-19=-497/418 1) Unb � lanced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59fh L=36ft; eave=5ft; Cat. II; E , C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Pro de adequate drainage to prevent water ponding. 4) All Prat tes are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Thl truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ` Ttitruss 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 11�t between the bottom chord and any other members. 8) Pro;Ide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at join '6, 1259 lb uplift at joint 25 and 455 lb uplift at joint 21. 9) Gir r carries hip end with 8-0-0 end setback. 10) Gr phical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) H�,ger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28 0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the re onsibility of others. 12) In e LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 I ® ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 101032016 BEFORE USE. Th's design Is based upon and Is for an Individual bu'ding component not Ign vald for use only with MIT ek connectors. only parameters shown, a I system. Before use., the building designer must verify the appllcablll y of design parameters and properly Incorporate this design Into the overall b' IdIng 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 thefat So bf V Inlormoffano acaflon. storage. lllllabie from Truss Plate Institute. 218, erection and bracing of �N.. Lee Street, Suite 312. Ales and truss systems, exandra, VOA 2314.r@erla DSB 89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T13708829 M11412 BHA COMMON �Qty 1 1 Job Reference (optional). I russ, Inc., t-ort Fierce, t-L ID:kFvnsnOwY4l9Zh0_nM31c6yiJ9g-MufEPtKIEIUezVaW_pBZNkfGaZCNiFUHQDI ghgzTU2V LOAD C 'SE(S) Standard 1) Dead j Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (pit) Vert: 1-3=-54, 20-22=-54, 28-29= 20, 23-28=-47(F=-27), 23-32= 20, 3-12=-126(F=-72), 12-20=-126(F= 72) Conc Crated Loads (lb) Vert: 28=-641(F) 23= 641(F) 0 i.RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. 1010312015 BEFORE USE. gn vaild for use only udih NSITet:®cohhectors. this design Is based oniy upoh paramefers shown, and Is (or an lhdlvtdual bu6'ding component, not suss b system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall' I�ding design. &acing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent ways required For stability and to prevent collapse with possible personal In and property damage. For general guidance regarding the fd ricalion, storage, delivery, erection and bracing of trusses and Truss systems, se-ANS//IPII OualMyCtgerla DSB�9 and SCSI But<dingCompon®n1 Parke East S6"inlotmalloravallable from buss Plate Institute, 2" N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Tam 0 Job Truss Truss Type Qty Ply T13708830 M11412 GRA HIP 1 1 �CARITON299 Job Reference (optional) cnamoei Is I russ, mo., Fon Fierce, t-L 11-O 7-10-0 tl�4.00FI2 Q7-10-0 5x8 MT18HS 3 0= 15 3x4 11 I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-mTKN 1 uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUl?zTU2S 22-4-0 28-2-0 36-0-0 4-4-0 5-10-0 7-10-0 i-0- 3x4 [I 5x8 = 22 23 24 25 4 26 27 5 28 34 14 13 35 36 37 38 4x6 = 6x12 = 5-10-0 Scale=1:61.9 3x4 II 5x8 MT18HS= 629 30 31 32 33 7 a 6 N 9 N Io 12 39 11 40 10 6x12 = 4x6 = 3x4 II 3x5 = LOADI G (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 LUMBP) BRACING - TOP Cf -ORD 2x4 SP M 30 TOP CHORD BOT C IORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 `Except` WEBS 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C i ORD 2-3=-369/211, 3-4= 1158/2051, 4-5= 1158/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981 /1789 BOT C ORD 2-15=-196/311, 13-15= 201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10= 1578/2786 WEBS 3-15=-181/648, 3-13=-2568/1568, 4-13=-640/587, 5-13— 2900/1855, 5-12= 1172/2196, I 6-12=-611/569, 7-12=-558/375, 7-10— 184/651 36-0-0 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 161 lb FT = 20% Structural wood sheathing directly applied or 3-4-6 oc puffins. Rigid ceiling directly applied or 5-7-0 oc bracing. 1 Row at midpt 3-13, 5-13 1) Unb anced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36fh eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Pro ^de adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Thi liruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' Tt 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 ill between the bottom chord and any other members. 7) Pro, Ide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107lb uplift at join 3 and 799 lb uplift at joint 8. 8) Han er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-1 'J0, 103 lb down and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb do and 170 lb up at 16-0-12, 103 lb down and 170 lb Lip at 18-0-12, 103 lb down and 170 lb up at 19-11-4, 103 lb down and 170 It u at 21-11-4, 103 lb down and 170 lb up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137lb down and 301 lb up at -2-0 on top chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10 I1 12, 77 lb down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 Ib' Up at 18-0-12, 77 lb down and 1 lb up at 19-11-4, 77 Ito down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb do and 1 lb up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The esign/selection of such connection device(s) is the responsibility of others. 9) In t LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASEISI Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert $634 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ©I DDDettlgn ARNING - V.Hfydeslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. valid for use only with MITekb connectors. This design Is based only upon parameters shown, and Is for an Individual buSding component, hot �- ' a It' system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bu ltling design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is fa ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the '(Icatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSU II OualSyCrlt®da, DSO-69 and SCSI Suad/ng Component 6904 Parke East Blvd. Sal otylntormoHoaavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 n Job Truss Truss Type Qty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL o. i ou a rviai 1 1 cu i o rvu i en a, USu goo, u,c. , � � �,r� ., �., ,., ,.y„ I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-mTKN 1 uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUl?zTU2S LOAD C, kSE(S) Standard 1) Dead i"I Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor"i Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9= 54, 16-19=-20 Conc traced Loads (Ib) Vert: 3=-1 37(B) 5=-103(B) 7=-137(B) 14=-49(B) 15=-389(B) 1 0=-389(B) 11 =-49(B) 22=-103(B) 24=-103(B) 26=-103(B) 27=-103(B) 28=-103(B) 29= 103(B) j� 31=-103(B) 33=-103(B) 34— 49(B) 35=-49(B) 36=-49(B) 37=-49(B) 38= 49(B) 39=-49(B) 40=-49(B) '��j!_ AR - Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII.7473 rev. f0/03/20f5 BEFORE USE' vdld for use with tv11TeR^� connectors. iPds design Is based only upon parameters shown, and {s for a7 Indiviaual tw�ding component not gn only asystem. Before use, the bullding designer must verity the applicablllfy of design parameters and properly incorporate this design Into The overall Ilding design. Bracing Indicated Is to prevent buckling of Individual Truss web and/orchord members only. Additional temporary and permanent bracing MiTek' Is Iways required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNd. f ricaTlon storage, delivery, erection and bracing of Trusses and truss systems, seeANS//IPI/ GuaI Crff®fia DSB49 and BCSI BuBd/ng Component Sa fv lnformafbtrtvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22",. 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 ff-In-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-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 BCSI. 0-2 c2-3 2. Truss bracing must be designed by an engineer, For lateral braces themselves WEBS 4 wide truss spacing, individual Tor I o\\,- may require bracing, or alternative 0 „ 3 p bracing should be considered. = U 31 A �J o S. Never exceed The design loading shown and never Inadequately braced trusses. a�° () stack materials on a 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c� 3 a�� cs6 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-'/0 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 JO/NTSARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint 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 detarls available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 1945 at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE 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 4 ESR-131 1, 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. the length parallel to slots. 11, Plate type, size, orientation and location dimensions 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 indicated design. output, Use T or I bracing spacing on if indicated. Lumber design values are in accordance with ANSI/TPI 1 I 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15, Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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 ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss ConStruCtian, is not sufficient. DSB-89: Design Standard for Bracing. -_ --- B_C31: BwLdlpg_Component Safe Information, - - — - 20. Design assumes manufacture in accordance with — - -Guide to Goo - rac rce or Hann ; -- Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015