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Home My WebLink AboutTRUSS PAPERWORK - 9-24-18L, �.)er design values are in accordance v, ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. M�iTe k� FTL 01 RE: 1$228 - 205 40TH ST MiTek USA, Inc. Site I formation: 6904 Parke East Blvd. Cust�mer Info: GENTILLE CORP Tampa, FL 33610-4115 Project Name: 205 40TH ST Model: Lot/ *k: Subdivision: �0ANN90 Addr ss: 205 40TH ST sy City: ORT ST LUCIE State: FL Q W& County Nam� Address and License # of Structural Engineer of Record, If there is one, for the building. Nam License License #: Addr'ss: City: i State: Gen', al Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special 11 Loa {ng Conditions): Desi n Code: FBC2017/TP12014 Design Program: MiTek 20/20 8'.1 Win Code: ASCE 7-10 [All HeighH Wind Speed: 160 mph Roof1Load: 37.0 psf Floor Load: N/A psf This:,rms ackage includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. WithT,y seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conf to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T14228282 A 6/6/18 2 T14228283 1 Al 6/6/18 3 T14228284 1 A2 6/6/18 4 T14228285 1 A3 6/6/18 5 1 T14228286 I B 6/6/18 6 ill T14228287 I GRA 6/6/18 7 1 T14228288 I GRB 6/6/18 8 I T14228289 J1 6/6/18 9 ! T14228290 J3 8/6/18 10 IIIT14228291IJ5 6/6/18 11 !! T14228292 J7 6/6/18 12 T14228293 1 JA7 6/6/18 13 T14228294 I KJ7 1 6/6/18 14 III T142282951 V4 1 6/6/18 1 15 ill T14228296 1 V8 6/6/18 16 1! T14228297 1 V12 6/6/18 ECE VED S€P 61), 4 "]9' ST, Lucie County, Permitting The tt'lss drawing(s) referenced above have been prepared by MiTek USA; Inc. under my direct supervision based on the parameters proviled by Chambers Truss. Trus Design Engineer's Name: Albani, Thomas My li ense renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that th'' engineer named is licensed in the jurisdiction(s) identified and that the design' comply with ANSI/TPI 1. These designs are based upon parameters shown) e.g., loads, supports, dimensions, shapes and design codes), which were given t MiTek. Any project specific information included is for MiTek's customers file ref Fence purpose only, and was not taken into account in the preparation of these d signs. MiTek has not independently verified the applicability of the design param4I ers or the designs for any particular building. Before use, the building designer should erify applicability of design parameters and properly incorporate these designs into thE'overall building design per ANSI/TPI 1, Chapter 2. `��` U Ill /0j S A A<e JI.- . q '. NS• 2i �� F ' ``,,'�� 39380 0 S TAT E OF : AA/ E�% ��IIIIl11�,, Thomas A. All PE No.39360 Ill USA, Inc. Fl. 0ert 6634 6904 Parke East Blvd. Tampa Fl- 33610 Date: June 6,2018 Albani, Thomas 1 of 1 Job Truss Truss Type - Qty Ply 205 40TH eT. T14228282 75228 A HIP .,2 1 Job Reference (optional) unamoers I r •s, Inc., t-on tierce, rL 1-0-0 6-10.14 1-0-0 6-10-14 4.00 12 i ,n 1 2 L 2x3 \\ 3 4x4 = 4 12 3x8 = 3x4 = 19 5 0.10U 5 Mar 11 eU 10 IVII I eK InUVSrr1eS, Ina. 9VeU dun 0 VOZO:ZO ev 10 raye i ID:Ag7W ImVQtR?GW4hgmjSAslyj2le-JvvGcW IMhS8G?7ghyui5Llee4alQmgNiQ3Nlknz939v 17-4-0 19-5-2 26-4-0 27-4-0, 4-2-0 2-1-2 6-10-14 1-0-0, 4x4 = 20 6 2x3 7 Scale = 1:46.2 m Ch 8 9 t2 Io 3x5 = 9-0-0 17-4-0 26-4-0 9-0-0 8-4-0 9-0-0 Plate Offsets (X Y)-- 12:0-1-10 Edgel f8:0-1-10 Edgel LOADING (p f) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.14 12-15 >999 360 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.32 12-15 >973 240 BCLL 0 ' Rep Stress Incr YES WB 0.22 Horz(CT) 0.07 8 n/a n/a BCDL 1 0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.18 12-15 >999 240 Weight: 114 lb FT = 20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc pudins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS! (lb/size) 2=1028/0-8-0, 8=1028/0-8-0 Max Horz 2=-88(LC 6) Max Uplift 2=-590(LC 8), 8=-590(LC 8) FORCES. ( I) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE 2-3=-2329/1250, 3-4=-2071/1119, 4-5=-1950/1075, 5-6=-1950/1075, 6-7=-2071/1119, 7-8=-2329/1250 BOT CHOR 2-12=-1086/2182, 10-12_ 1033/2123, 8-1 0=-1 086/2182 WEBS 3-12=-364/296, 4-12= 277/568, 5-12=-320/183, 5-10=-320/183, 6-10=-277/568, 7-10=-364/296 NOTES- 1) Unbalanc 2) Wind: AS 11; Exp C; 3) Provide a 4) This truss 5) ' This tru: Will fit bet 6) Provide n joint 8. roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12111; B=47fh L=26ft; eave=oft; Cat. 1cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 quate drainage to prevent water ponding. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 en the bottom chord and any other members. ;hanical connection (by others) of truss to bearing plate capable of withstanding 590 lb uplift at joint 2 and 590 lb uplift at Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WARNI J G - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design v c d for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not �� a lft sy$'.h m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building sign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �m T AtlA� 8e�' Is always ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlo; , storage, delivery, erection and bracing of trusses and truss systems, seeAtlSUIPII GualByCtftda, DSB-69 and SCSI BuIlding Component 6904 Parke East Blvd. Safety In. mnoflonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 205 40TH cT , T14228283 75228 Al HIP 2 1 Job Reference (optional) L,namoers i fuss, mc., r-ori Tierce, rL 7-7-2 4.00 12 n1 2 6 O. IOU O IVIQI I I — 10 IVII I VN II IUU-I I—, II ' ae. I D:Ag7W ImVOtR?GW4hgmjSAslyj2le-o5TepsJ_SIG7dHFtVbDKuVAp3_5NHLufj7rHEz939u 11-0-0 15-4-0 18-8-14 , 26-4-0 27-4-0, 3-4-14 4.4.0 3-4-14 7-7-2 Scale = 1:46.2 4x8 = 4x4 = 4 5 3x4 j 3x4 3 6 t2 cn 7 8 jc? 13 12 11 10 9 0 2x3 II 3x4 = 3x6 = 3x8 = 2x3 11 3x4 = 11-0-0 15-4-0 188-14 26-4-0 3-4-14 4-4 0 T14 7-7-2 Plate Offsets X Y -- 2:0-2-6 Ede 4:0-5-4 0-2-0 7:0-2-6 Ed e LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20: Plate Grip DOL 1.25 TC 0.37 Vert(ILL) -0.12 13-16 >999 360 MT20 244/190 TCDL 7: Lumber DOL 1.25 BC 0.50 Vert(CT) -0.26 13-16 >999 240 BCLL 0A Rep Stress Incr YES WB 0.23 Horz(CT) 0.07 7 n/a n/a BCDL 101 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 13-16 >999 240 Weight: 120lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-10-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1028/0-8-0, 7=1028/0-8-0 Max Horz 2=106(LC 7) Max Uplift 2=-590(LC 8), 7=-590(LC 8) FORCES. (it) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2320/1223, 3-4=-1808/1016, 4-5=-1689/984, 5-6= 1810/1016, 6-7=-2319/1223 BOT CHORD 2-13= 1053/2164, 12-13— 1053/2164, 10-12=-759/1687, 9-10=-1052/2164, 7-9=-1052/2164 WEBS 3-13=0/261, 3-12= 614/370, 4-12=-186/401, 5-1 0=-1 86/402, 6-10=-613/370, 6-9=0/260 NOTES- 1) Unbalance I roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=47ft; L=26ft; eave=4tt; Cat. II; Exp C; E 1. cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide aduate drainage to prevent water ponding. 4) This truss,i been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit betw n the bottom chord and any other members. 6) Provide mehanical connection (by others) of truss to bearing plate capable of withstanding 590 lb uplift at joint 2 and 590 lb uplift at joint 7. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WARNIN II - Verily desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0=015 BEFORE USE. Design vall for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss cyst Before use, the building designer mast verity the applicability of design parameters and properly Incorporate flits design into the overall building cl Ign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing wired MiTek" Is always re 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, seeANSVW11 CUa/ByCrBeda, DSB•69 and BCSI BuIld/ng Component 6904 Parke East Blvd. Safety Into, afton3vailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 205 40TH �T T14228284 752-28 A2 COMMON 2 1 Job Reference (optional) tinamDers i rus , mc., ron rierce, r-L 1-0-0 6-11-14 1-0-0 6-11-14 o, i�� a iviai i i eu io ini i en ,iiuwu,w, ,, ,�. vvcu uw, v vu.cu.�a �v,� , ayc I D:Ag7 W I mVQtR?GW 4hgmjSAsiyj2le-o5TepsJ_SIG7d HFtVbD KuVAgQ_5fVGkufj7rH Ez939u 19-4-2 26-4-0 27-4-0, 4x4 = 4 Scale =1:46.2 4.00 12 2x3 \\ 2x3 3 I 5 ni 2 I 6 7 7 � Im 6 10 9 8 i 3x4 = 3x6 = 3x4 = 3x4 = 4= I i 8-9-11 17-6-5 26-4-0 8-9-11 8-8-10 8-9-11 Plate Offsets Y - 2:0-2-2 0-0-0 6:0-2-2 0-0-0 LOADING (p') SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20, Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.13 10-13 >999 360 MT20 244/190 TCDL 7 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.28 10-13 >999 240 BCLL 0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.06 6 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 10-13 >999 240 Weight: 110lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-11-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1028/0-8-0, 6=1028/0-8-0 Max Horz 2= 124(LC 6) I Max Uplift 2=-590(LC 8), 6= 590(LC 8) FORCES. (I) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2352/1265, 3-4=-2116/1153, 4-5=-2116/1153, 5-6— 2352/1265 BOT CHORD 2-1 0=-1 103/2205, 8-10= 648/1462, 6-8=-1103/2205 WEBS 4-8=-3251715, 5-8=-408/355, 4-10— 325/715, 3-10=-408/355 NOTES 1) Unbalanc roof live loads have been considered for this design. 2) Wind: AS iE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=47ft; L=26ft; eave=4ft; Cat. Il; Exp C; ncl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This trus 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 beh, en the bottom chord and any other members. 5) Provide m ' chanical connection (by others) of truss to bearing plate capable of withstanding 590 lb uplift at joint 2 and 590 lb uplift at joint 6. II Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 0634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WARN G - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mr1-7473 rev, 1010312015 BEFORE USE ' Design v' Ind for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual ixIDtling component, not a trtrss s gym. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building sign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing �;T�,�" h always) 2qulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiqq storage, delivery, erection and bracing of trusses and truss systems, seeANSM7P11 Qua/ByCllleft DSB�9 and BCSI Building Component Intormotlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type _ Qty Ply 205 40TH �T i T14228285 75228 A3 COMMON 5 1 Job Reference (optional) cnamoers I rusI , Inc., tort werce, I-L 1.0-0 6-11-14 1-0-0 n1 2 4.00 F12 8-9-11 ts.13u s mar 11 zu1 a Iv0 I eK mausmes, inc. vvea sun o uo:eo:3u eu I o rage i i D:Ag7W ImVQtR?GW 4hgmjSAsiyj2ie-GI101 CJcD30_FRp43J kZRjj?AORuEjyl tNsOpgz939t 13-2-0 19-4-2 26-4-0 27-4-0 6-2-2 6-2-2 6-11-14 1-0-0 4x4 = 4 3 3\\ \\ `\\\ 253 10 9 3x4 = 3x6 = LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20, Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.13 10-13 >999 360 TCDL 7 Lumber DOL 1.25 BC, 0.50 Vert(CT) -0.28 10-13 >999 240 BCLL 0. Rep Stress Incr YES WB 0.27 Horz(CT) 0.06 6 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 10-13 >999 240 LUMBER- BRACING- Scale = 1:45.4 6 7 Io 3x4 = PLATES GRIP MT20 244/190 Weight: 110 lb FT = 20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-11-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1028/0-8-0, 6=1028/0-8-0 Max Horz 2=-124(LC 6) Max Uplift 2= 590(LC 8), 6=-590(1-C 8) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2352/1265, 3-4=-2113/1152, 4-5=-2113/1152, 5-6=-2352/1265 BOT CHORD I 2-10=-110312205, 8-10= 642/1453, 6-8— 1103/2205 WEBS i 4-8=-330/720, 5-8=-415/360, 4-10=-330/720, 3-10=-415/360 NOTES- 1) Unbalance 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=3.Opsf; h=121t; B=47ft; L=26ft; eave=oft; Cat. II; Exp C; I cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss (as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This trus 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 betty en the bottom chord and any other members. 5) Provide m hanical connection (by others) of truss to bearing plate capable of withstanding 590 lb uplift at joint 2 and 590 lb uplift at joint 6. k Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WARNI G - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design vat 61 for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syst � . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building d . ign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �;'�k- is always r' ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlo storage, delivery, erection and bracing of trusses and truss systems, seeANSI17P11 QualityCtBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /n!„jmaHoaavailable from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ,- Oty Ply 205 40TH T14228286 75228 B COMMON(,---,, Job Reference (optional) cnamoers I ruse, Inc., MR. rieice, rL 4.00 12 I D:Ag7W ImVOtR?GW 4hgmjSAslyj2le-kUbOEXKE_N W rsbOGdOFozwG9_opl zCRB61 cyL6z939s 15-0-0 7-6-0 4x5 = 2 Scale = 1:24.3 � 3 1 I� m 0 LJ 3x4 — 2x3J 11 _ 3x4 — 7-6-0 7-6-0 Plate Offsets Y)-- 1:0-2-0 Ede 3:0-2-0 Edge] 11 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >999 360 MT20 244/190 TCDL 7: Lumber DOL 1.25 BC 0.38 Vert(CT) -0.18 4-7 >999 240 BCLL 0, Rep Stress Incr YES WB 0.13 Horz(CT) 0.02 3 n/a n/a BCDL 10, Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.11 4-7 >999 240 Weight: 49lb FT=20% LUMBER- BRACING - TOP CHORD 2.4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=55510-3-8, 3=555/0-3-8 Max Horz 1=66(LC 7) Max Uplift 1=-294(LC 8), 3= 294(LC 8) FORCES. (It Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1060/560, 2-3=-1060/560 BOT CHORD 1-4=-451/968, 3-4=-451/968 WEBS 2-4=-34/344 NOTES- 1) Unbalance 2) Wind: ASC II; Exp C; E 3) This truss 1 4) ' This truss will fit betw 5) Provide mi joint 3. roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12f; B=47ft; L=26ft; eave=4ft Cat. cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 an the bottom chord and any other members. hanical connection (by others) of truss to bearing plate capable of withstanding 294 Ito uplift at joint 1 and 294 lb uplift at Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 e Q WARNII�Y - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 r v. 1010312015 BEFORE USE Design volt for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot a truss syst. building d . Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall i Ign. Bracing Indicated Is to buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing p�•� Is always rE prevent julred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IVA� eIC fabrlcaTlon storage, delivery, erection and bracing of trusses and Truss systems, seeANSYWII QualifyCtfetfa, DSB-69 and BCSI Building Component 6904 Parke East Blvd. "A It r,nto aBonavallable from Truss Plate Institute, 218 N. Lee street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type _� Qty Ply 205 40TH FT / + T14228287 75228 GRA HIP I 2 1 " Job Reference (optional) ....,:____ � o 1qn � KAnr 11 OMn MiTek industries Inc Wed .Iun R 08:2R•39 Pint Pang 1 unamuersnuns, Wed mc., rvn riewe, r� ... ..... .. ...... .. �.. ... ......... ...___...__, .._. --�� - -- — -- - ID:Ag7WImVQtR?GW4hgmjSAslyj2le-Cg8mStLslgeiUlzSBkn1 WBoB4B1OiZCKLhLVtZz939r 1-0-0 7-0.0 13-2-0 19-4-0 26-4-0 27-4-0 1-0-0 7-0-0 6-2-0 6-2-0 7-0-0 i Scale=1:46.2 5x8 MT11= 2x3 II 5x8 MT18HSM = L3 17 18 4 19 20 5 I n N 6 ur1 2 7 jM o � 10 21 22 9 23 24 8 2x3 11 5x8 MT18HS = 2x3 11 3x8 — 3x8 I l 7-0-0 13-2-0 19-4-0 26-4-0 7-0-0 6-2-0 6-2-0 7-0-0 Plate Offsets Y -- 2:0-0-10 0-0-0 , 3:0-5-4 0-2-8 5:0-5-4 0-2-8 6;0-0-10 0-0-0 9;0-4-0 0-3-0 LOADING (p I) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TIC 0.90 Vert(LL) -0.36 9 >866 360 MT20 244/190 TCDL 7 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.68 9-10 >465 240 MT18HS 244/190 BCLL 0 1 Rep Stress Incr NO WB 0.55 Horz(CT) 0.16 6 n/a n/a BCDL 10' Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.51 9 >624 240 Weight: 110lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-5-10 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS, (lb/size) 2=1937/0-6-0, 6=1937/0-8-0 Max Harz 2=-70(LC 6) 1 Max Uplift 2=-1122(LC 8), 6=-1122(LC 8) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5180/2874, 3-4=-6055/3438, 4-5= 6055/3438, 5-6— 5180/2874 BOT CHORD 2-10=-2621/4865, 9-10= 2633/4906, 8-9=-2633/4906, 6-8=-2621/4865 WEBS 3-10=-197/664, 3-9=-698/1385, 4-9= 669/585, 5-9=-698/1344, 5-8=-197/664 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=47ft L=26ft; eave=4ft; Cat. 11; Exp C; cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ae equate drainage to prevent water ponding. 4) All plates111 a MT20 plates unless otherwise indicated. 5) This trusas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truhas 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 fit been the bottom chord and any other members. 7) Provide hanical connection (by others) of truss to bearing plate capable of withstanding 1122 lb uplift at joint 2 and 1122 lb uplift at joint 6 8) Hanger(sr other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 274 lb up at 7-0-0, 87down and 144 lb up at 9-0-12, 87 lb down and 144 lb up at 11-0-12, 87 lb down and 144 lb up at 13-2-0, 87 lb down and 144 I �p at 15-3-4, and 87 lb down and 144 lb up at 17-3-4, and 183 lb down and 285 lb up at 19-4-0 on top chord, and 464 lb down and 571b up at 7-0-0, 621b down and 4 Ib up at 9-0-12, 62 Ib down and 4 Ib up at 11-0-12, 62 Ib down and 4 Ib up at 13-2-0, 62 b down and 4 Ib up at 15-3-4, and 62 Ib down and 4 Ib up at 17-3-4, and 464 Ib down and 257 Ib up at 19-3-4 on bottom chord. Th design/selection of such connection devjce(s) is the responsibility of others. 9) In the LO CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS S) Standard 1) Dead + R • of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lads (pit) V, rt: 1-3=-54, 3-5= 54, 5-7— 54, 11-14— 20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WARNI G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. i Design v c d for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot a truss sys building m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall sign. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Add(Tional temporary and permanent bracing MiTeV is always fabrlcatl qulred 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, seeANSMI► Quality CrIlefla, DSB-89 and SCSI BuUdLv Component 6904 Parke East Blvd. Safety Inj mlallonavallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type _ Qty Ply 205 40TF'; / T14228287 75228 GRA HIP 1, •2 1 Job Reference (optional) Chambers Trus , Inc., Fort Pierce, FL 8.130 s Mar 11 2Ulb MI I eK Industries, Inc. Wed Jun b ut3:Zb:JG 2u1ts rage 2 ID:Ag7WImVQtR?GW4hgmjSAslyj2le,Cg8mStLslgeiUlzSBk6l W8oB4B1 OiZCKLhLVtZz939r LOAD CASE( Standard Concentrat, Loads (lb) Ve , 3= 126(B) 5=-126(B) 10=-464(B) 9=-40(B)4=-87(B) 8= 464(B) 17=-87(B) 18=-87(B)19=-87(B) 20= 87(B) 21= 40(B) 22=-40(B) 23=-40(B) 24=-40(B) ® WARNlff G -Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MIF7473 rev. f0/0311015 BEFORE USE. Design up for use only with MII connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �a Id a truss s m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building ✓;sign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �/� T GY9S !�k" Is aiwaysqulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcatl storage, delivery, erection and bracing of trusses and truss systems, seeAArSUIPII CualOyCreeft DSB-89 and SCSI Bundling Component 6904 Parke East Blvd. Safety Iq QrmatIonavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type - Qty Ply 205 40TV , ( I T14228288 75228 GRB HIP 4 1 ` Job Reference (optional) lindrnUeib I lubp, Inu., rVrl rlel oe, — 2 of� ID:Ag7WImVQtR?GW4hgmjSAslyj2le-gti9fDMVW_mZ6uYekRIG2LLT7bR1 R5AUaL53Q?z939q 8-0-0 , 15-0-0 , 16-0-0 , Scale=1:27.7 4x5 = 4x5 = 3 4 4.00 12 N 5 6 lc? 0 I 8 7 3x5 = 2x3 II 2x3 II 3x5 = 7-0-0 8-0-0 15-0-0 7-0-0 I) 1-0-0 7-0-0 LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20 Q Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.13 7-14 >999 360 MT20 2441190 TCDL 7 iQ Lumber DOL 1.25 BC 0.60 Vert(CT) -0.23 7-14 >785 240 BCLL 0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.05 5 n/a n/a BCDL 100 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.14 7-14 >999 240 Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 12x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1199/0-3-8, 5=1199/0-3-8 Max Harz 2=-70(LC 6) Max Uplift 2= 719(LC 8), 5=-719(LC 8) FORCES. (I) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3= 2874/1626, 3-4=-2723/1602, 4-5=-2874/1626 BOT CHORD' 2-8=-1436/2688, 7-8=-1449/2723, 5-7=-1436/2688 WEBS 3-8— 226/642, 4-7=-226/642 NOTES 1) Unbalancep roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=47ft; L=26ft; eave=4ft; Cat. II; Exp C; ncl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a quate drainage to prevent water ponding. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This trus 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 fit be en the bottom chord and any other members. 6) Provide tn' chanical connection (by others) of truss to bearing plate capable of withstanding 719 lb uplift at joint 2 and 719 lb uplift at joint 5. 11 7) Hanger(s)i r other connection device(s) shall be provided sufficient to support concentrated load(s) 183 lb down and 285 lb up at 7-0-0, and ii83 lb down and 285 lb up at 8-0-0 on top chord, and 464 lb down and 257 lb up at 7-0-0, and 464 lb down and 257 lb up at 7-1114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOf>,�7 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 + R Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ILs (plf) V 1-3— 54, 3-4=-54, 4-6=-54, 9-12=-20 Concentr pd Loads (lb) V',rt: 3=-126(F) 4=-126(F) 8=-464(F) 7= 464(F) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WARNI Design VJ0 G - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. for use 0 with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysm. y Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building sign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {�/� T Ltl&� e V Is always ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlo I storage, delivery, erection and bracing of trusses and Truss systems, seeANSUIPII GdalByCdleda, DSB-09 and BCSI BuIldIng Component 6904 Parke East Blvd. Safety In Onnallonavailable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type �\ Qty Ply 205 40TI-',"- , T14228289 75228 it MONO TRI', 12 1 ` Job Reference (optional) cnamoers i ru: mc., rorrrieuce, rL ... 11— ..--... I - — - , -I- , I D:Ag7W ImVQtR?GW 4hgmjSAslyj2le-83GXtZM7H I uQk27ri9pVbZul5?vYAbEdo?gcyRz939p -1-0-0 1-0-0 1-0-0 1-0-0 4 3x4 = 1-0-0 LOADING (p °f) SPACING- 2-0-0 CSI. DEFL. in (loc) Weill Ud TCLL 2 O Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 5 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.00 Vert(CT) -0.00 5 >999 240 BCLL 0 ` Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 1 � 0 Code FBC2017fTP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHOR 2x4 SP M 30 BOT CHOR 2x4 SP M 30 (lb/size) 3=10/Mechanical, 2=118/0-8-0, 4=-1/Mechanical Max Horz 2=45(LC 6) Max Uplift 3=-4(LC 5), 2=-131(LC 8). 4=-1(LC 1) Max Grav 3=11(LC 13), 2=118(LC 1), 4=19(LC 8) FORCES. (10) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp C; 2) This trust 3) ` This tru will fit bet 4) Refer to r 5) Provide n and 1 lb t Scale = 1:6.1 m r; 6 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. kE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=47ft; L=26ft eave=4ft; Cat. :ncl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 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 een the bottom chord and any other members. 'der(s) for truss to truss connections. )chanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 131 lb uplift at joint 2 ,lift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design v Ild for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sy em. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buliding esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nn pA T OY@f eW Is alwa 'f equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatl „ L storage, delivery, erection and bracing of trusses and truss systems, seeANSYWII QuaNyCrflerla, DSO-89 and SCSI BuIVIng Component 6904 Parke East Blvd. Sa/ety14(ormallonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type ._ Qty Ply 205 40TH -- � � �I T14228290 75228 J3 MONO TR - i -12 1 Job Reference (optional) Chambers Trus Inc., Fort Pierce, FL 8J 30 s Mar i i zui a Mi i ek inuusmes, inu. Wou .run O vu.Zv.JO — 1 D f QUtl I D:Ag7W ImVQtR?GW 4hgmjSAslyj2le-cFgv4vNi2b0 HLCi 1 ssKk8mQwmPFlv2Tm 1 fa9Utz9390 7_0_0 3-0-0 1-0-0 3-0-0 Scale = 1:9.4 3x4 = LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2 J� Pjate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL AP Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 4-7 >999 240 BCLL 0{P Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10,0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 11 lb FT=20% LUMBER - TOP CHORD111 2x4 SP M 30 BOT CHORDI 2x4 SP M 30 REACTIONS (lb/size) 3=61/Mechanical, 2=169/0-8-0, 4=35/Mechanical Max Harz 2=78(LC 8) Max Uplift 3=-48(LC 8), 2=-135(LC 8), 4=-3(LC 8) Max Grav 3=61(LC 1), 2=169(LC 1), 4=48(LC 3) FORCES. (Ip) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: AS E 7-10, VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=47ft; L=26ft; eave=oft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This trus ' 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 g der(s) for truss to truss connections. 5) Provide M'chanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 3, 135 lb uplift at joint 2 and 3 Ibl: plift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WARNII G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design v lid for use only wlih MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss s em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building estgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is alwa equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricati Safety /nt'oanatlanovaliabie , storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pl1 QualityCdfedo, DSB-89 and BCSI Bullding Component from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa. FL 33610 Job 75228 j Truss J5 Truss Type'- � MONO TR(_ � city 12 Ply 1 205 40TN -- •, T14228291 Job Reference (optional) GnamDerS I rus,S, Inc., rorr coerce, rL 1-0-0 0 ID:Ag7W ImVQtR?GW4hgmjSAslyj2le-5SOHHFONpveezMHDQZrzg_z3gpaAeVjwGJJjOKz939n 5-0-0 5-0-0 Scale = 1:12.7 4 3x4 = LOADING (p,'0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 2 0 Plate Grip DC 1.25 TC 0.15 Vert(LL) -0.02 4-7 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.04 4-7 >999 240 BCLL ¢0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10 0 Code FBC2017/fP12014 Matrix -MP Wind(LL) 0.03 4-7 >999 240 LUMBER - TOP CHOR 2x4 SP M 30 BOT CHOR 2x4 SP M 30 (lb/size) 3=112/Mechanical, 2=239/0-8-0, 4=62/Mechanical Max Horz 2=114(LC 8) Max Uplift 3= 95(LC 8), 2=-162(LC 8), 4=-7(LC 8) Max Grav 3=112(LC 1), 2=239(LC 1), 4=85(LC 3) FORCES. (1,�) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp C; 2) This truss 3) ` This tru will fit bet 4) Refer to c 5) Provide n 2 and 7 It PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. 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=3.Opsf; h=12ft; B=47ft; L=26ft; eave=4ft; Cat. ncl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Pas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1has 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 een the bottom chord and any other members. der(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 3, 162 lb uplift at joint uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 WAR G -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE Design v Ild for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss s building tem. 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. Additional temporary and permanent bracing MiTek' is alway,, esign. prevent equlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricate n, storage, delivery, erection and bracing of trusses and truss systems, seeANSUiPII QualityCrBeft DSB-89 and BCSi BulldhV Component 6904 Parke East Blvd. Solety it anallonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 205 40TI' � � T14228292 75228 J7 MONO TR' .9 1 Job Reference (optional) Chambers True s, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Jun 6 08:26:36 2018 Page 1 I D:Ag7W ImVQtR?GW 4hgmjSAslyj2le-5SOH HFONpv88zM H DQZrzg_zO?pXOeVjwGJJjOKz939n 1-0-0 7-0-0 700 3x4 = 7-0-0 LOADING (f SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 2 Plate Grip DOL 1.25 TC 0.33 Vell -0.08 4-7 >999 360 TCDL Lumber DOL 1.25 BC 0.26 Vert(CT) -0.18 4-7 >468 240 BCLL Rep Stress Incr YES WB 0.00 Holl 0.00 2 n/a n/a BCDL• 1 Code FBC2017lTP12014 Matrix -MP Wind(LL) 0.12 4-7 >698 240 LUMBER - TOP CHORD2x4 SP M 30 BOT CHORD, 2x4 SP M 30 (lb/size) 3=163/Mechanical, 2=312/0-8-0, 4=87/Mechanical Max Harz 2=150(LC 8) Max Uplift 3=-140(LC 8), 2=-193(LC 8), 4=-10(LG 8) Max Grav 3=163(LC 1), 2=312(LC 1), 4=123(LC 3) FORCES. &) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp C; 2) This truss 3) . This true will fit bet% 4) Refer to g 5) Provide m joint 2 all Scale: 3/4°=1' PLATES GRIP MT20 244/190 Weight: 23lb FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 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=3.Opsf; h=12ft; B=47ft; L=26ft eave=4ft Cat. ncl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $ 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. der(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 3, 193 lb uplift at 50 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ceti 8634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 Q ll WAR NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. 1010312015 BEFORE USE. Design v 'lid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not �" a truss s �,)em. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �/�T t, Alf&I l�6ie tjesign. quired for eneral guidance regarding the systems, abblle � �erBa,rDSB�9 and SCSI BUBd/ng Component Blvd. Saf®iv /n�O rmaftonavai from Truss Plate Insctihde. 2 8 N�Lee Street. Ite 312. AlenA�a�o VA Tampa, FL 3610 Job Truss Truss Type -} Qty Ply 205 40Tf —' . �JA7 7 1 T14228293 75228 I MONOTR( ,' Job Reference (optional) Chambers Tru , Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Jun 6 08:26:37 2018 Page 1 I D:Ag7W imVQtR?GW 4hgmjSAslyj2l e-ZeyNbP?aDG?bW sQzHMCDBVBdCt3Nxz3Uz3GZmz939m 7-0-0 7-0-0 i Scale: 3/4"=V 2 I 4.00 12 I I I I' I i 1 it 3x4 = 3 7-0-0 7-0-0 LOADING (p 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 2 '0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.09 3-6 >946 360 MT20 244/190 TCDL f 0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.18 3-6 >448 240 BCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 1 0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.13 3-6 >631 240 Weight: 22lb FT=20% LUMBER- BRACING - TOP CHOR j 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION I, (lb/size) 1=254/0-8-0, 2=165/Mechanical, 3=89/Mechanicai Max Ho. 1=123(LC 8) Max Uplift 1=-113(LC 8), 2=-143(LC 8), 3=-13(LC 8) Max Grav 1=254(LC 1), 2=165(LC 1), 3=123(LC 3) FORCES. ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=47ft; L=26ft; eave=4ft, Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This tru 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 een the bottom chord and any other members. 4) Refer to 5) Provide der(s) for truss to truss connections. chanical connection (by others) of truss to bearing plate capable of withstanding 113 Ito uplift at joint 1, 143 lb uplift at joint 2 an i I 13 lb uplift at joint 3. i I Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,201 f ® WAR 7NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design lid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss s tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW esign. prevent Is alwa required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricat m storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Aua/7yCdfeda, DSB•69 and SCSI BuIldfng Component Tampa, FL 33610 Safety)formationovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Job Truss Truss Type; . Qty Ply 205 40TH -- i ( � MONO TR�1 1 T14228294 75228 KJ7 Job Reference (optional) \I11...1 1— C n0•nC•']A 7111A Dann i t namoers I rus[, Inc., rorr rlerce, rL 1-5-0 I D:Ag7W I mVQtR?GW 4hgmjSAslyj2le-1 qW 2ixQdKW 1 sCgRcX_tRI P2OBcEg6Lf Djdog5Cz6 9-10-1 2-11-14 Scale = 1:20.6 3x4 = 3x4 — 5 I 6-10-3 9-7-13 9�10r1 6-10-3 2-9-10 0-2-4 LOADING (p 'f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2110 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.04 6-9 >999 360 MT20 244/190 TCDL 7�0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.09 6-9 >999 240 BCLL 0 Rep Stress Incr NO WB 0.23 Horz(CT) 0.01 5 n/a n/a BCDL 1 0 Code FBC2017ITP12014 Matrix -MS Wjnd(LL) 0.05 6-9 >999 240 Weight: 38lb FT=20%A LUMBER- BRACING - TOP CHOR J 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS li 2x4 SP No.3 REACTIONSI (lb/size) 4=107/Mechanical, 2=374/0-11-5, 5=476/Mechanical Max Harz 2=180(LC 8) Max Uplift 4=-106(LC 8), 2= 240(LC 8), 5=-233(LC 8) Max Grav 4=132(LC 13), 2=374(LC 1), 5=476(LC 1) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR I 2-3=-794/312 BOT CHOR 2-6= 4247755, 5-6— 424/755 WEBS III 3-6=0/283, 3-5=-875/491 NOTES- 1) Wind: AE II; Exp C; 2) This truss 3) ' This tru will fit bet 4) Refer to 1 5) Provide r joint 2 an 6) In the LO LOAD CAS 1) Dead + F Uniform I :E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=12ft; B=47ft; L=26ft; eave=4ft;.Cat. :ncl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 1as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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 een the bottom chord and any other members. 'der(s) for truss to truss connections. :chanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 4, 240 lb uplift at 233 Ib uplift at joint 5. D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ;S) Standard of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ,ads (plf) !rt: 1-2=-54 II Loads (plf) in: 2=0(F=27, B=27)-to-4=-133(F= 39, B— 39), 7=0(F=10, B=1 0)-to-5=-49(F=-1 5, B=-15) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WAR 1NO - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. Design lid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Dal' a Inrss s tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Is to buckling Individual truss web and/or chord members only. Addiltonal temporary and permanent bracing NB eW building eslgn. Bracing indicated prevent of Is alwa required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcat'n, storage, delivery, erection and bracing of trusses and truss systems, seeANSYM11 Quality CrMeda, DSO-69 and BCSI Bufiding Component SofatvtnrormaNaravailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 205 40TI" _- T14228295 75228 V4 VALLEY 1 1 Job Reference (optional) i.narnuers r ru � -, mu., rut r Hares, rL �. �.,,. � �.�a� � �.. �., ..�� .. �� ....�.,...., .... ............. .....__..... __ - . ID:Ag7W ImVQtR?GW4hgmjSAslyj2le-VO4QwHQF5gWjgp?o5iPglcbbjOcGrrTMyHYNdfz939k 2-0.0 4-0-0 2-0-0 — 2-0-0 LOADING ( TCLL E TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI 0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 ' Rep Stress Incr YES Code FBC2017/TP12014 4.00 12 2 3x4 3x4 3 CSI. DEFL. in (loc) I/deft Ud TC 0.04 Vert(LL) n/a n/a 999 BC 0.10 Vert(CT) n/a n/a 999 WB 0.00 I Horz(CT) 0.00 3 n/a n/a Matrix-P BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 BOT CHORD (lb/size) 1=82/4-0-0, 3=82/4-0-0 Max Horz 1=10(LC 7) Max Uplift 1=-43(LC 8), 3=-43(LC 8) Scale = 1:7.5 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. I) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanc' d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3--second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=47ft; L=26ft; eave=4ft; Cat. II; Exp C;' ncl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable re ires continuous bottom chord bearing. 4) This truS Bias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tru 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 een the bottom chord and any other members. 6) Provide chanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 43 lb uplift at joint 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 I ® WAR' NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design lid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �" a truss s tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWIs esign. prevent aiwa required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricat n, storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII CualltyCdtedo, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety IetonnaBon3vattable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Typp _ city Ply 205 4oTF --' T14228296 75228 V8 VALLEY � 1 1 Job Reference (optional) unamDers i russ, inc., rorr coerce, rL LOADING (, TCLL E TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI OTHERS FORCES. NOTES- 1) Unbalanc 2) Wind: AS 11; Exp C; 3) Gable rec 4) This truss 5) ' This trua will fit bet 6) Provide n and 10411 4-0-0 4.00 12 2 D. I OU 3 IVIQI I I CV I O IVII I tl II IUU-1 ICJ, III- V U. I D:Ag7W ImVQtR?GW 4hgmjSAslyj2le-zDdo7c RusBeZSza?fPwvrg7j IOwUa18W BxHwA5z939j 4x4 = 4 3x4 % 2x3 11 3x4 8.0-0 a_n_n SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 Rep Stress Incr YES W B 0.04 Horz(CT) 0.00 3 n/a n/a Code FBC2017/TP12014 Matrix-P BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 1=110/8-0-0, 3=110/8-0-0, 4=239/8-0-0 Max Horz 1=-27(LC 6) Max Uplift 1=-70(LC 8), 3=-70(LC 6), 4=-104(LC 8) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale=1:14.6 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. Y'd roof live loads have been considered for this design. E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh 13=47ft; L=26ft; eave=4fh Cat. ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 wires continuous bottom chord bearing. lhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is 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 green the bottom chord and any other members. chanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 1, 70 lb uplift at joint 3 uplift at joint 4. I r Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2018 ® WAR�NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design Id for use only with MiTek® connectors. This design 8 based O"y upon parameters shown, and Is for an Individual buatling component, not � a tnrss s truildl Tem. BeforeThe building designer must verity the applicabalty of design parameters and properly Incorporate this design into The overall esign. Bracing Indicated is To prevent fwckling of Indlvldual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' h alwa required for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabricat n, storage, delivery, erection and bracing of trusses and truss systems, seeAN, 11 QaalftyCdfarla, DSB 89 and BCSI BuQdUty Component 6904 Parke East Blvd. Safetygifortnafbmv".b,. from Truss Plate Institute. 2t8 N. Lee Street. Suite "" Al..anda., VA221" Tampa, FL 33610 Job Truss Truss Typ^, - Qty Ply 205 40TI T14228297 75228 V12 GABLE I 1 1 Job Reference (optional) Cha 12-0-0 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 2, 0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a n/a 999 BCLL .0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n/a n/a BCDL 1 1.0 Code FBC2017/TPI2014 Matrix-S Weight: 36lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS I 2x4 SP No.3 REACTION (lb/size) 1=161/12-0-0, 3=161/12-0-0, 4=434/12-0-0 Max Harz 1=-45(LC 6) Max Uplift 1=-95(LC 8), 3=-95(LC 8), 4=-211(LC 8) Max Grav 1=167(LC 17), 3=167(LC 18), 4=434(LC 1) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-288/224 NOTES- 1) Unbalan d roof live loads have been considered for this design. 2) Wind: A E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=47ft; L=26ft; eave=4ft; Cat. Il; Exp C; no]., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable re ires continuous bottom chord bearing. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tru 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 will fit be een the bottom chord and any other members. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 1, 95 lb uplift at joint 3 and 211 uplift at joint 4. i I I I Thomas A. Albani PE No.39380 I MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 6,201 f I ® WAR ING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M1h7473 rev. 1010312015 BEFORE USE. Design lid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot a truss s tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall build[[ esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WILT Isalwa required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrica n, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GualByCrBetb, DSB-89 and BCSI Bogding Component 6904 Parke East Blvd. Safety tonnufforravailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 1 31 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. - -I- For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in M�7ek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings 1!�1:6 (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 C O U a O Numberings System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTFIED BYEND JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 Of O U a- O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 1991. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. NTOku 20. Design assumes manufacture in accordance ANSI/TPI 1 Quality Criteria. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015