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HomeMy WebLinkAboutTRUSSM RE: 7 Sfte II Addre City: F Name Name: City: ® Lumber design•values' are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ® SCANNED ;eke By 341 - WERT MiTek USA, Inc. )rmation• 6904 Parke East Blvd. er Info: CONFORT BUILDERS Project Name: WERT-RUIZ Model: Tampa, FL336104115 ;k: Subdivision: 220 OLSON AVE )RT PIERCE State: FL ddress and License # of Structural Engineer of Record, If there is one, for the building. License #: State: Gener l 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 de: ASCE 7-10 Wind Speed: 160 mph Roof L gad: 37.0 psf Floor Load: N/A psf This pa', kage includes 6 individual, Truss Design Drawings and 0 Additional Drawings. With m seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet confor Ils, to 61Gil 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. S' al# Truss Name Date 1 T d' 656432 A 7/25/18 2 1 T ,4656433 I Al 1 7/25/18 1 3 IT1I 656434 1 B 7/25/18 4 T1',4656435 GEA 7/25/18 5 T1',' 656436 I GEB 7/25/18 6 1 T14656437 I SG EA 7/25/18 •, t" i The truss MiTek U provided RECEIVED AUG 14 2018 ST. Lucie County, Permitting -awing(s) referenced above have been prepared by �, Inc. under my direct supervision based on the parameters r Chambers Truss. Truss De ign Engineer's Name: Albani, Thomas M' .,licens 'renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engi 'per named is licensed in the jurisdiction(s) identified and that the designs com ly with ANSI/TPI 1. These designs are based upon parameters shown (e.g., Ibads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference urpose only, and was not taken into account in the preparation of these design MiTek has not independently verified the applicability of the design parameters o the designs for any particular building. Before use, the building designer should verify 1 plicability of design parameters and properly incorporate these designs into the over I building design per ANSI/TPI 1, Chapter 2. ;00 v 0 9380 � r — :� ' ST TE OF .•�4U i.. /O N Ax �s���� Thomas A. Alban) PE No.39300 MITek USA, Inc. FL Cert 6634 a ast Blvd. Tampa FL 33610 MOD July 25,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply WERT T14656432 75341 A Common 6 1 Job Reference (optional) Chambers I ss, Inc., I-ort Fierce, t-L -1-4-0 5-1-0 1-4-0 5-1-0 a1 22 LOADING (p TOLL 20 TCDL il BOLL 0 BCDL 10 LUMBER- ID:yD46i5cNoQosDE_wk5.XOLyugZR-s_Omgu8j4hQ2WsggLWlj3ksFHV?GBkiOHrQW UXyuavg 12-0-0 17-10-8 23-9-0 27-3-4 29-0-13 , 30-8-0 , 35-9-0 $7-1-01 5-3-13 5-10-8 5-10-8 3-6-4 1-9-9 1-7-3 5-1-0 1-4-0 Scale = 1:61.8 3.00 12 5x6 = 6 3x6 % 3x4 11 23 24 3x4 11 3x6 zz 5 7 4 8 4x10 4x10 ZZ 3 9 22 25 10 11 Ir; 6 15 14 13 12 3x6 17x8 = 7x8 = 3x6 I I 3x6 = 5-1-0 12-0.0 19-10-8 23-9-0 27-3-4 30-8-0 35-9.0 5-1-0 6-11-0 7-10-8 3-10-8 3-6-4 3-4-12 5-1-0 (Y)-- f2.0-2-8 Edgel f 10.0-2-8 Edge) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP Plate Grip DOL 1.25 TO 0.37 Vert(LL) -0.41 13-14 >896 360 MT20 244/190 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.89 13-14 >412 240 Rep Stress Incr YES WB 0.96 Horz(CT) 0.07 10 n/a n/a Code FBC2017/TPl2014 Matrix -MS Wind(LL) 0.32 12-13 >999 240 Weight: 165lb FT=20% BRACING - TOP CHORD 2x4 SP M 30 TOP CHORu Structural wooa sneammg airecuy appoea or 3-a-a oc punts. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or5-1-0 oc bracing. WEBS , 2x4 SP No.3 WEBS 1 Row at midpt 3-14 REACTIONS. Qb/size) 2=27/0-8-0, 15=1596/0-8-0, 10=1170/0-8-0 Max Harz 2-82(1_C 10) Max Uplift 2=-84(LC 8), 15=-837(LC 12), 10=-683(LC 12) Max Grav 2=108(LC 21), 15=1596(LC 1), 10=1170(LC 1) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4171755, 3-5=-189911156, 5-6= 1893/1258, 6-7= 2834/1819, 7-9= 2831/1712, 9-10-3673/2196 BOT CHORD 2-15=-691/468, 14-15=-691/468, 13-14=-946/1698, 12-13-2074/3550, 10-12= 2074/3550 WEBS 3-15=-1463/946, 5-14=-362/371, 6-14= 119/351, 6-13-728/1280, 7-13=-391/392, 3-14=-1448/2529,9-13=-874/566 NOTES- 1) Unbalanced oof 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=15ft B=4511; L=36ft; eave=5ft; Cat. !; Exp C; E I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-7 to 2-2-8, Interior(1) 2-2-8 to 17-10-8, Extedor(2) 17-10-8 to 21-5-6 zo e;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss In been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss I-s 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 betwe the bottom chord and any other members. 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 15=837, 10 83. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - v 1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY i-7473 rev. 1010312015 BEFORE USE. ' Design valld for se only with Mlfeltb connectors. This design Is based only upon patarnetels shown, and Is for an individual building component, not a truss system. B fore use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall individual truss chord members only. Additional temporary and permanent bracing M!Tek' s building deign. Is always requlr acing Indicated Is to prevent buckling of web and/or for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, star e, delivery, erection and bracing of trusses and truss systems, seeANSUM/l GuallfyCr@eda, DSO-89 and BCS1 Bulld/gg Component 6904 Parke East Blvd. Sarstv/nfoun tnvallable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 i Job Truss Truss Type Qly Ply WERT T14666433 75341 Al Common 7 1 Job Reference o tional GnamDess, Inc., ion rrerr:e, rL -1-4-0 5-1-0 1-4-0 5-1-0 6-11-0 5-10-8 3.00 12 4x6 � 3x4 II 23 5 4 3x4 3 22 15 14 3x4 11 5x12 MT18HS = 5-10-8 ID:yD46i5cNoQosDE_wk5sXOLyugZR-KAa9tEOMr?Yv8OFOvDGybxPP9vJLwERXVVA30zyuavf 23-9-0 30.8-0 35-9-0 37-1-0, 5-10-8 6-11-0 5-1-0 1-4-0 Scale = 1:61.8 5x6 = 6 24 3x4 II 4x6 7 8 3x4 zz 9 25 10 if I� 6 13 12 5x12 MT18HS = 3x4 11 3x8 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.50 13-14 >851 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.84 Vert(CT) -1.14 13-14 >375 240 MT18HS 2441190 BCLL 0. Rep Stress Incr YES WE, 0.80 Horz(CT) 0.17 10 n/a n/a BCDL 10. Code FBC20171TP12014 Matrix -MS Wind(LL) 0.52 13-14 >825 240 Weight: 165lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or "-2 oc purlins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-6 oc bracing. WEBS x4 SP No.3 REACTIONS. (lb/size) 2=1397/0-8-0, 10=1397/0-8-0 Max Harz 2=-82(LC 10) Max Uplift 2= 802(LC 12), 10=-802(LC 12) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4564/2722, 3-5=-3754/2256, 5-6=-3758/2363, 6-7=-3757/2363, 7-9= 3754/2256, it 9-10=-4564/2721 BOT CHORD 2-15= 2563/4413, 14-15=-2563/4413, 13-14= 1479l2602, 12 13=-2582/4413, 10-12= 2582/4413 WEBS 5-14=-393/394, 6-14= 722/1273, 6-13= 722/1273, 7-13=-393/394, 3-14=-852/545, 9-13=-852/546 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) 1 ind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; En ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-7 to 2-2-8, Interior(1) 2-2-8 to 17-10-8, Exterior(2) 17-10-8 to 21-5-6 zon' ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are T20 plates unless otherwise indicated. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss h s 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 betwe the bottom chord and any other members. 6) Provide mec ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=802, 10=8 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 26,2018 ® WARNING - Ve design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGEMII-7473 rev, 1010312015 BEFORE USE e.� • Design valid for �e only Win MiTek® connectors. This design Is bossed only upon parameters shown, and Is for an indlvldual building component, not Incorporate this design into The overall a truss system.fore building design. use, the building designer must verify the applicability of design parameters and properly Indicated Is to buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is always require acing prevent for stablllly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. tabrlcatior siora e, delivery, erection and bracing of trusses and truss systems, seeANWWII Guaffffy 0fleda, DSB-89 and BCSI BuOd/ng Component Tampa, FL 33610 Sa/ety Intorma navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. l Job Truss Truss Type Qty Ply WE PIT T14656434 75341 Common 5 1 B Job Reference o tional Chambers Tr s, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Jul 25 07:66:53 2018 Page 1 ID:yD46i5cNoQosDE_wk5sXoLyugZR-oN8X4aA_cJgmmAgCTxnBB9xbQJk_fpohk9vdZQyuave 1-4-0 6-11-0 12-9-0 18-7-0 25-6-0 26-10-0 6-11-0 1-4-0 1-4-0 6-11-0 5-10-0 5-10-0 Scale=1:45.4 US = � 3.00 12 4 18 19 2x3 • ii 2x3 5 3 Ili 20 v 2 17 6 7 Ire 1 10 9 8 a x5 = 3x4 = 3x6 = 3x4 = i 3x5 = i 8-10-5 16-7-11 25-6-0 8-10-5 7-9-5 8-10-5 I LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.18 10 >999 360 MT20 244/190 TCDL 7. ' Lumber DOL 1.25 BC 0:56 Vert(CT) -0.37 10-13 >825 240 BCLL 0. Rep Stress Incr YES WB 0.28 Horz(CT) 0.08 6 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.24 8-10 >999 240 Weight:1031b FT=20% LUMBER- BRACING TOPCHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc puffins.BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-10 oc bracing. WEBS x4 SP No.3 REACTIONS. I(Ib/size) 2=1017/0-8-0, 6=1017/0-8-0 Pax Harz 2=-60(LC 9) - ax Uplift 2_ 601(LC 12), 6=-601(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2885/1794, 3-4=-2547/1553, 4-5=-2547/1553, 5-6=-2885/1794 BOT CHORD 2-1 0=-1 651/2779, 8-10=-1064/1868, 6-8-1 670/2779 WEBS 4-8=-361/747, 5-8= 469/425, 4-1 0=-361 f747, 3-10— 469/425 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45f; L=26ft; eave=4fh Cat. 11; Exp C; En ., GCpi-0.18; MWFRS (directional) and C-C Extehor(2) -1-4-7 to 1-7-9, Interior(1) 1-7-9 to 12-9-0, Extedor(2) 12-9-0 to 15-9-0 zone; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss ha l been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss h s 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 4'11 tit betwee the bottom chord and any other members. 5) Provide mec ' nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=601, 6=601' I i i Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: i July 25,201 f A WARNING - Ve Design valld for a design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. only with IvrlTek9 connectors. This design Is based only upon parameters shown, and Is for an IndMduai building component, not ' a truss system. Be re use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Additional temporary and bracing MiTek` building design. acing indicated Is to prevent buckling of Individual truss web and/or chord members only. permanent Is always require or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricallon stora �, delivery, erection and bracing of trusses and truss systems, seeANSYMII Aual9yCrllerlo DSB-89 and BCS1 BuIldfng Component Tampa, FL 33610 safetyinforma valiable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. ICI i Job Truss 75341 GEA Chambers Tr ss, Inc., Fort Pierce, FL 11-4-0 i Truss Type Gty Ply WE RT T14656435 Common Supported Gable 1 1 Job Reference (optional) v 17-10-8 17-10-8 O.IOU 31vidl 1 1 eu I Ivll I WA II IUUDULJ, I — v U U. co V /.VV .. ray. i ID:vD46i5cNoQosDE wk5sXOLvuaZR-GZivlwAcNcodNKOP1elQoMUgUiC20K?gzpfA5sVuavd 17-10-8 3.00 F12 5x6 = 10 11 12 39 5x6 % 9 36 13 Sx6 8 14 67 15 S 16 17 4 18 1 3 37 9 40 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 5x6 = 5x6 = 35-9.0 Scale = 1:61.8 20 221 i" Io 3x5 = Plate Offsets (' ,Y)-- [2:0-2-8,Edge], [6:0-1-13,0-0-01, [7:0-2-0,0-3-4], [7:0-0-0,0-1-12], [15:0-0-0,0-1-12], 115:0-2-0,0-3-41, 116:0-1-13,0-0-0j, [20:0-2-u,tagej, 32:0-3-0,0-3-0 LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 20 n/r 120 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 21 n/r 90 BCLL 0. Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 20 n/a n/a BCDL 10, Code FBC2017fTP12014 Matrix-S Weight: 165 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS x4 SP M 30 REACTIONS. All bearings 35-9-0. (lb) - ax Horz 2=-82(LC 10) ax Uplift All uplift 100 lb or less at joint(s) 30, 31, 32, 33, 34, 35, 28, 27, 26, 25, 24, 23 except 2= 181(LC 12), 36=-128(LC 12), 22=-128(LC 12), 20=-181(LC 12) ax Grav All reactions 250 Ib or less at joint(s) 2, 29, 30, 31, 32, 33, 34, 35, 28, 27, 26, 25, 24, 23, 20 except36=265(LC 1), 22=265(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-1 1=-91/287,11-12=-91/291, 12-13=-76/250 WEBS 10-30� 117/262, 3-36=-185/276, 12-28=-117/262, 19-22=-1851276 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASIDE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t B=45ft L=36ft eave=2ft Cat. It? Exp C; Eric , GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-7 to 2-2-8, Extefior(2) 2-2-8 to 17-10-8, Comer(3) 17-10-8 to 21-5-6 zon C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss design for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End D ails as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are x4 MT20 unless otherwise indicated. 5) Gable require l continuous bottom chord bearing. 6) Gable studs s aced at 2-0-0 oc. 7) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 ` This truss h 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 betwee the bottom chord and any other members. 9) Provide mech icai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 31, 32, 33, 34, 35, 28, 2 , 26,'�5, 24, 23 except Qt=lb) 2=181, 36=128, 22=128, 20=181. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 0 WARNING - Verl design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl•7473 rev. 10/03l20r5 BEFORE USE. Design vG;ld for U only with WITek@) connectors. This design Is based only Upon parameters shown, and Is for an Individual building component, not a truss system. Bef're use, The building designer must verlfy the applicability of design parameters and properly Incorporate this design Into the overall building design. cing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always require I r stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sforag' , delivery, erection and bracing of trusses and truss systems, seeANSUIPII CualBy CrBedd, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety Infor ' vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply WERT T14656436 75341 GEB Common Supported Gable 1 1 Job Reference (optional) L.namoers i r'ss, inc., MR. rrerce, rL 1-4-0 ! t 3.00 12 r 4 3 24 v 2 ! �1 6 5 2% 23 22 21 4x4 = 7 20 19 18 3x6 = !osDE_wk5sXOLyugZR-kIGHVGBE8wwU?UzbaMgfDat _?7Xl7nAZBTOjdlyuavc 25-6-0 26-1 12-9-0 Scale =1:45.4 8 6 9 10 Qr 17 16 15 14 27 112 3 I6 3x5 = date u1lsers 1 -- Z:U-L-tl CU a IZ:V-L-O CU e LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (foe) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 13 n/r 120 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.09 Vert(CT) 0,01 13 nfr 90 BCLL 0. ' Rep Stress incr YES WB 0.04 Horz(CT) 0.00 12 n/a nfa BCDL 10. Code FBC2017fTP12014 Matrix-S Weight: 106lb FT=20% LUMBER- BRACING - TOP CHORD Al SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS x4 SP M 30 REACTIONS. All bearings 25-6-0 (lb) - ax Horz 2=-59(LC 9) ax Uplift All uplift 100 lb or less at joint(s) 18, 20, 21, 22, 17, 16, 15 except 2= 196(LC 12), 23— 174(LC 12), 14 174(LC 12), 12=-196(LC 12) ax Grav All reactions 250 lb or less at joint(s) 2, 18, 20, 21, 22, 17, 16, 15, 12 except 23=341(LC 1), 14=341(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-23=-237/321, 11-14=237/321 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE -10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=15tt; 8=45ft L=26ft; eave=2ft Cat. II; Exp C; En , GCpi=0,18; MWFRS (directional) and C-C Comer(3) -1-4-7 to 1-7-9, Extefior(2) 1-7-9 to 12-9-0, Comer(3) 12-9-0 to 15-9-0 zone; C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) l cuss design for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End D 'ails as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are x3 MT20 unless otherwise indicated. 5) Gable require continuous bottom chord bearing. 6) taable studs s aced at 2-0-0 oc. 7) This truss ha een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *This truss In 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 betwee the bottom chord and any other members. 9} Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 20, 21, 22, 17, 16, 15 except t=lb) 2=196, 23=174, 14=174, 12=196. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARN/NG - Ve deslgn parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCEPAGE MI1-7473 rev. 10/03/2015 BEFORE USE.' Design Vd{d tot u only With tailTelt8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Be re use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building deslgn. acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek° Is always required i or slabilBy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaiion, stora ,delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualByCdledo, DS"9 and BCSI Building Component 6904 Parke East Blvd. SofeltrInformallo vallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply WERT � T14656437 75341 SGEA Common Structural Gable 1 1 � Job Reference (optional) Ghampers I r , s, Inc., f-On rlerce, rL -1-4-0 6-8-3 1-4-0lil 6-8-3 ID:yD46i5cNo0osDE_wk5sXoLyugZR-hBO2wyDUgXACEn7zins7l?6G2w59bbKGfntgiByuava 7-10-8 23-5-11 29-0-13 35.9-0 ,37-1-0, 5-7-3 5-7-3 5-7-3 6-8-3 1-4-0 Scale=1:61.8 3.00 F12 5x6 = 6 5x6 % 59 60 7 5x6 zz 5 4 8 3 9 e 58 61 20 19 18 17 6x8 — 6x8 = Sx6 = 3x8 = 5x6 = 16 15 14 13 12 0-8 Plate Offsets ( ,Y)-- [2:0-2-8,Edge], [4:0-2-12,0-3-41, [4:0-0-0,0-1-12], [8:0-2-12,0-3-4], [8:0-0-0,0-1-121, [10:0-2-8,Edge], [17:0-3-0,0-3-0], [19:0-3-0,0-3-0], [21:0-1-15,0-1-8], 24:0-1-15,0-1-8 , 29:0-1-13,0-0-0 , 30:0-1-15,0-1-8 , 40:0-1-15 0-1-8 , 43:0-1-15,0-1-8 , 46:0-1-13,0-0-0 , 47:0-1-15,0-1-8 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.14 20-54 >999 360 MT20 2441190 TCDL 7. Lumber DOL 1.25 BC 0.54 Vert(CT) -0.33 20-54 >899 240 BCLL 0. Rep Stress Incr YES WB 0.44 Horz(CT) 0.05 16 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.17 20-54 >999 240 Weight:201 lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS x4 SP M 30 6-1-2 oc bracing: 2-20 OTHERS 4 SP M 30 7-8-2 oc bracing: 18-20. REACTIONS. All bearings 10-11-0 except Qt=length) 2=0-8-0, 16=0-3-8. (lb) - ax Horz 2=-82(LC 10) ax Uplift All uplift 100 lb or less at joints) 13,12 except 2=-558(LC 12), 15=-940(LC 12), 10= 130(LC 21) ax Grav All reactions 250 lb or less at joints) 14, 13, 12, 10, 10 except 2=930(LC 1), 15=1420(LC 1), 16=316(LC 3) FORCES. (lb) Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2538/1559, 3-5= 2108/1268, 5-6= 862/624, 6-7= 863/635, 7-9=-749/1296, 9-10=-448/877 BOT CHORD 2-20=-1423/2445, 18-20— 91911613, 14-15=-838/514, 13-14= 838/514, 12-13=-838/514, 10-12=-838/514 WEBS 7-18=-528/972, 7-15=-1743/1182, 9-15=-478/438, 5-18=-941/658, 5-20= 214/627, -20= 499/422 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=36ft; eave=5ft; Cat. it; Exp C; Enc , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-7 to 2-2-8, Interior(1) 2-2-8 to 17-10-8, Extedor(2) 17-10-8 to 21-5-6 zon C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss design for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End D its as applicable, or consult qualified building designer as per ANSVTPI 1. 4} All plates are 4 MT20 unless otherwise indicated. 5) Gable studs s aced at 2-0-0 oc. 6) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss h 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 betwee the bottom chord and any other members. 8) Provide mech' ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 13, 12 except Qt=lb) 2=558, r5=940, 10=130, 10=130. Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2018 ® WARNING - Veda design parameters and READ NOTES ON THIS AND INCLUDED MRWK REFERANCE PAGE M0.7473 rev. 101031201S BEFORE USE. Design valid for u only with FAITek(D connectors, This design is based only upon parameters shown, and Is for an individual building component not 1 a truss system- Bef dc re use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is to llwith fpossible Individual and/or Iy. al temporary and permanent bracing Mire k Is alwing ayys rre9glre prochord to prevent collapserevent �siablllttytcanddpersonal Injury andperty damage. For gender alrguidancce regarding the East Blvd. fabrication, storaa�, and bracing of N systems, truss daelable aeNSIRPIaf Qualify C dleda, DSO-69 and SCSI Buudbg Component rke Safely Informall0 from Truss Plate Institute, 218ion LeetlTreet, to 312, Tampa6904 , FL 33670 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1rid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details avagable in MiTek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards ANSI/TPI1: National Design Specification for Metal Numbering System 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 C O U a- :2 8 7 6 5 JOINTS ARE GENERALLYNUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved BCSI: : Design Standard for Bracing. MiTek BCSI: Building Component Safety Information, Guide tcf Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Nees 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 atjoint 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 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or puriins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ff, 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 is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.