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HomeMy WebLinkAboutTRUSS® Lumber design values are in accordance with ANSI/TPI 1 section 6.13 These truss designs rely on lumber values established by others. ®. SCANNO bk 71665-' Bass SiInformation: C41,tourer Info: ' Michael Difrancesco Project Name: Bass Model:. LoBlock: Subdivision: Ad"' ress: unknown. MiTek USA, inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Ci "' : St. Lucie County State: FL Na ne Address and License # of Structural Engineer of Record, If there is one, for the building. Na; e: License #: Ad c ress: State: G40al.Truss Engineering Criteria & Design Loads (Individual Truss. Design Drawings Show Special Lo ding.Conditions): De', ign Code:, FBC201.O/TP12007 Design Program: MiTek 20/20 7.3 W' d Code: ASCE, 7-10 [All HeighlI Wind Speed:.160 mph Ro f Load: 32.0 psf Floor Load: N/A psf package includes 20 individual, dated Truss Design Drawings and'0'Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet )rms to 61 G1 5-31.003, section 5 of. the Florida Board of Professional Engineers Rules. Seal# Truss Name I Date No. Seal# Truss. Name •Date T6133732 lAl IT6133749 I MV4.- 1/301014 T6133733 I A2 1 1/30/014 119 1 T6133750 I MV6 1 1/30/014 I.' T6133734 I A3 1 1 /30/014 120 1 T6133751 I MV8 1 1 /30/01.4 1 I TG47•] nC I A 1 A ]�^/AA.A I ' 5 I'll I T6133736 I B1 1/30/014. 1 6 T6133737 B '' 1 /301014 7 J1 I T6133738 I C1 1/30/014 8 T6133739 I C 1 /30/014 9 J IT6133740 GRA 1/30/014 10 IT6133741 GRB 1/30/014 11 T6133742 GRC 1/30/014 12 T6133743 A 1 /30/014 13 1 T61.33744 IJ3 1/30/014 14 T6138745 J5 1/30/014 15 T6133146 J7 1/30/014 16 1 T6133747 IKJ7. 1/30/014 117 1 I T6133748 I MV2 1 1 /30/014 The I ss drawing(s) referenced above have been prepared by MiTek Indu tries, Inc.'under my direct supervision based on the parameters. prov, ed by Chambers Truss. True Design Engineer's Name: Velez, Joaquin (old) My cense renewal date for the state of Florida is February 28, 2015. IMP„ RTANT NOTE: Truss Engineer's responsibility is solely for desi' n of individual trusses based upon design parameters shown on r ferenced truss.drawings. Parameters have not been verified as a propriate for any use. Any location identification specified is for fi a reference only and has not been used' in preparing design. Suit bility of truss designs for any particular building is the resp� nsibility of the building designer, not the Truss Engineer, per ,I NSI/TPI-1, Chapter 2. 0++++n1#1r� ,,,,��PQV 1 N V�� P68182 = yt = : rc c ?�;• STATE OF '*4U FL Cert. 6634 January 30,2014 Velez, Joaquin (old) 1 of 1. Job Truss Truss Type Qty Ply Bass T6133732 71665 Al HIP 1 1 Job Reference (optional) unamoers Ilruss inc., rort coerce ri. a9aoz O1 2 34 i 5.00 F12 2x3 3 4-1-13 4x4 4 a.cN<,<v,<,v,,, on ,,,uuau,ca, ,,,u „a,, ,v—.' ,M ID:dVvhElWYQ85nduEw9wROhpzz5DD-9ikp 1HsBV21wU1F_2NMKjkQ2bY9E5cma5NMczg8YH 18-1-13 25-0-0 4-1-13 6-10-3 7x8 17 18 5 9 5x6 = 2x3 i 6 7 3x5 = Scale = 1:48.8 8 jo Plate Offsets X,Y : 2:0-3-0,0-1-8 , 5:0-4-0,0-2-2 , :0-7-2,Ed e , 9:0-3-0,0-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 120.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.21 10-13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.39 10-13 >770 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0:05 7 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 119 lb FT = 0% TOP CHO�D 2x4 SP M 30 BOT CHd D 2x4 SP M 30 WEBS 2x4 SP No.3 (lb/size) 2=766/0-5-8 (min. 0-1-8), 7=765/0-5-8 (min. 0-1-8) Max Horz2=-202(LC 6) Max Uplift2=-642(LC.8), 7=-642(LC 8) Max Grav2=911(LC 2), 7=911(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-10 cc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-1460/925, 3-4=-1141/748, 4-17=-1010/729, 17-18=-1010/729, 5-18=-1010/729, 5-6=-1147/753, 6-7=-1461/925 BOT CHORD 2-10=-689/1335, 9-10=-412/1008, 7-9=-689/1319 WEBS 3-10=-383/334, 5-9=-143/273, 6-9=-380/331 NOTES 1) Unbala ced 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=15ft; B=39ft; L=38ft; eave=5ft; Cat. 11; Exp C;IEncl., GCpi=0.18; WFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Providggadequate drainage to prevent water ponding. 4) This trt)ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Providel mechanical connection (by others) of truss to bearing plate capable of withstanding 642 lb uplift at joint 2 and 642 lb uplift at joint 7.1' 7) "Semi-f gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,�, %���U 1 N i N 68182 .0 T OF :�41J . • .O• • FL Cert. 6634 January 30,2014 Q fA Desi NG -Verify desiyre parmaeters and READ NOTES ON 77l/S6Am INCLUDED MI78KRFFERBNCS PEGS R711 -7473 BEFORE USE valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �w Appll ability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is fore feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the building designer. MiTek erec fabd r. permanent of overall structure responsibility of For general guidance regarding ation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterla; DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safe lfSoothem Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Pine (SP) lumber is specified, the design values are those effective 06/0I/2013 by AUC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Bass T6133733 71665 A2 COMMON 2 1 Job Reference (optional) cnamoers n russ inc., t-on Merce N. sysoz 2 �1 0 3x4 5.00 12 2x3 \\ 3 5-6-0 ID:dVvhEIWYQ85nduEw9wROhpzz5DD dIIBWMIUyoAuYecSXIIxvYGtmSzXuhMm_Egwu2zg8YG 17-11-14 i 24-6-8 i 27-0-0 i 5-5-14 6-6-11 2-5 8 44 = 4 9 8 3x6 = 3x4 = 2x3 5 4x4 = Scale: 1/4"=l' 6 u/ 7 Io Plate Offs is X Y : 2:0-3-0,0-1-8 LOADING(psf) p SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.12 8-10 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.19 10-13 >999 240 BCLL ' 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 112 lb FT = 0%• LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins. BOT CHO D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S (lb/size) 2=758/0-5-8 (min. 0-1-8), 6=768/0-3-8 (min. 0-1-8) Max Horz2=-226(LC 6) Max Uplift2=-631(LC 8), 6=-668(LC 8) Max Grav2=902(LC 2), 6=915(LC 2) FORCES', (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-1465/887, 3-4=-1256/826, 4-5=-1222/786, 5-6=-1424/838 BOT CHO D 2-10=-649/1301, 9-10=-316/882, 8-9=-316/882, 6-8=-594/1247 WEBS 1 3-10=-366/320, 4-10=-259/444, 4-8=-194/404, 5-8=-344/287 NOTES 1) Unbala ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. 11; Exp C�Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `tJ11111If111����� 3) This tr * ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� & I N V for live load 20.Opsf bottom in 3-6-0 by 2-0-0 4) This truss has been designed a of on the chord all areas where a rectangle tall wide will • • •. F �� fit betty en the bottom chord and any other members. �1,C•E (� ,.'•�,� SF•' �i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 lb uplift at joint 2 and 668 lb uplift at �� joint 6. 6) "Semi-rl1gid IJJ 0 pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * • N 681 82 :• LOAD C •� E(S) Standard = �"fl •• T OF ` ;0O <v ��1111/111 FL Cert. 6634 January 30,2014 ®1N Desi IRMM Verify desiya parameters and READ NOTES ON THIS AND 1NCLUDED MITEKREFERENCE PAGE MR-7473 BEPORE USS valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component wt Appll ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for nteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the designer. MiTek erec fabri r. permanent of overall structure responsibility of the building For general guidance regarding ation, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Saf 2 if5ol(them Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. (Rine (SP) lumber is specified, the design values are those effective G6/01/2013 byAISC Tampa, FL 336104115 i Job Truss Truss Type Qty Ply Bass T6133734 71665 A3 COMMON 5 1 Job Reference (optional) �narnuu,b plmss u-, ron 1-1. 11..- 2 3x4 7-0-0 5.00 12 2x3 \\ 3 9 3x4 = ID:dVvhEl WYQ85nduEw9wROhpzz5DD-5xrZjiJ6j61 kAoBe5TPASIp40rJrd8ZvDuaUQVzg8YF 44 = 4 5-6-0 8 7 3x6 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.10 7-12 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.20 7-12 >999 240 BCLIL 0.0 Rep Stress lncr YES WB 0.20 Horz(TL) 0.04 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBI TOP C BOT C WEBS TOP C BOT C WEBS NOTES 1) Unbar 2) Wind: Exp C; 3) This tri 4) • This fit beta 5) Provid joint 2. 6) "Semi - LOAD CI 2x4 SP M 30 2x4 SP M 30 2x4 SP No.3 (lb/size) 6=674/0-5-8 (min. 0-1-8), 2=767/0-5-8 (min. 0-1-8) Max Horz 2=217(LC 7) Max Uplift6=-488(LC 8), 2=-644(LC 8) Max Grav6=798(LC 2), 2=913(LC 2) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-1489/917, 3-4=-1279/855, 4-5=-1285/863, 5-6=-1496/927 2-9=-752/1315, 8-9=-422/907, 7-8=-422/907, 6-7=-843/1368 4-7=-263/449, 5-7=-371/328, 4-9=-250/440, 3-9=-367/322 2x3 5 7-0-0 Scale = 1:44.6 PLATES GRIP MT20 244/190 Weight: 109 lb FT = 0% 6 3x4 -- BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-12 cc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ced roof live loads have been considered for this design. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; :ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 en the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 6 and 644 lb uplift at pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. S) Standard I7T 0 ,, QVIN% ........ 0 N( 68182 T OF 1J/ o o FL Cert. 6634 January 30,2014 © W! Desi MMM -17.1D design parameters and READ NOTES OATurs Am B1fcm)DED i1 TEKREFERENCB PAGE MZ-7473 BEFORE USE. valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.,' Applj ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for l feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erec r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabri otion, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe if5a Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. emVinelSPIlumber issQecifiedlthe de!famvaluesarethoseet%ctive06/OS/2013bvAiSD Tampa, Fl- 33610-4115 Job Truss Truss Type Qty Ply Bass T6133735 71665 A HIP 1 1 Job Reference (optional) i.namueis Ihiws inu., run rroica n. ovaoe 5.8-12 o.P c —bj. ID:dVvhEIWYQ85nduEw9wROhpzz5DD-hMAR5hGDRBwAILS3QKFTg7BYseHIQoaTXwLgqAzq8Yl 9-0-0 16-0-0 19-3 4 25-0-0 27-0-0 3-3 4 7-0.0 3-3 4 5-8-12 2-0-0 Scale = 1:48.8 4x5 % 4x8 = 4 18 19 5 5.00 12 2x3 2x3 3 6 0 7 2 7 o� 1 8 jo 11 10 9 3x5 = US 3x6 = 3x4 = 3x5 = 9-0-0 16-0-0 25-0-0 9-0-0 7-0-0 9-0-0 Plate Offsets (X.Y): I2:0-2-8.Edae1. I5:0-5-4.0-2-41. 17:0-2-8.Edael LOADIN TCLL TCDL BCLL BCDL LUMBEI TOP CH BOT CH WEBS FORCES TOP CH( BOT CHC WEBS NOTES 1) Unbala 2) Wind:, Exp C; 3) Provid( 4) This to 5)' This 1 fit bet% 6) Provid( joint 7. 7) "Semi - LOAD C/ )SO SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 0.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.10 9-17 >999 360 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.20 9-17 >999 240 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.05 7 n/a n/a 5.0 Code FBC2010ITP12007 (Matrix-M) 2x4 SP M 30 2x4 SP M 30 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 117 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb/size) 2=765/0-5-8 (min. 0-1-8), 7=765/0-5-8 (min. 0-1-8) Max Horz 2=171(LC 7) Max Uplift2=-642(LC 8), 7=-642(LC 8) Max Grav2=911(LC 2), 7=911(LC 2) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-1521/945, 3-4=-1299/834, 4-18=-11791810, 18-19=-1179/810, 5-19=-1179/810, 5-6=-1299/835, 6-7=-1521/946 2-11=-718/1350, 10-11=-538/1179, 9-10=-538/1179, 7-9=-719/1350 3-11=-259/220, 4-11=-75/263, 5-9=-75/262, 6-9=-260/220 -ed roof live loads have been considered for this design. 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; .ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Iss 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 an the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 642 lb uplift at joint 2 and 642 lb uplift at lid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss ;E(S) Standard p.4v I N VFW . i :,, ,0•��G E NSF••?��; N 68182 + r :� T OF100. : 44/+ FL Cert. 6634 January 30,2014 AW Verify design parameters and READ M07ES ONINISAND INCLUDED AWFXREFERENCE PAGEJW 7473 BEFORE USE. . Desig valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applic ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for I feral support of individual web members only.. Additional temporary bracing to insure stability during construction is the responsibillity of the erect : Additional bracing the Is the building MiTek' r. permanent of overall structure responsibility of the designer. For general guidance regarding fabric: Lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1ISod em@inetSPifum�eriscoaclfiiwi_rhodncimvaluncarathncs�offnrr.vnn�✓n9Nnt�i:—afcr Tampa, FL 33610-4115 P Job Truss Truss Type Qty Ply Bass 7613373E 71665 B1 HIP 1 1 Job Reference (optional) cnamoers i,rss inc., Fort Pierce H. ovaoz i.00u s Sep zr 20i2 iviff ex industries, c. Thu aan au io:uaa a zuw rage i II ID:dVvhElWYQ85nduEw9wROhpzz5DD-Z8Pxx2JkUQQbhylgfAKP_zLFeFdFMbo3SYJlzxzg8YE 2-0-0 6-10-3 11-0-0 14-0.0 18-1-13 25-0-0 0-0 6-10-3 4-1-13 3-0-0 4-1-13 6-10-3 Scale = 1:46.3 4x4 % 7x8 4 16 5 5.00 12 2x3 2x3 i 3 6 v 2 7 � Iv �1 9 8 3x5 = UB = 54 = 3x5 11-0-0 14-0-0 25.0-0 11-0-0 3-0-0 11-0-0 Plate Offs is X,Y : 2:0-7-2,Ed e , 5:0-4-0,0-2-2 :0-3-0 0-1-8 , 8:0-3-0,0-3-0 LOADIN 'psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.21 9-15 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.39 9-15 >769 240 BCLL 0.0 " Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 7 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 116 Ib FT = 0% LUMBEW1 BRACING TOP CH O D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins. BOT CHO D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO IS (lb/size) 7=674/0-5-8 (min. 0-1-8), 2=767/0-5-8 (min. 0-1-8) Max Horz2=195(LC 7) Max Uplift7=488(LC 8), 2=-644(LC 8) Max Grav7=798(LC 2), 2=913(LC 2) FORCES '(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHC kD 2-3=-1464/930, 3-4=-1144/753, 4-16=-1013/733, 5-16=-1013/733, 5-6=-1154/762, 6-7=-1472/938 BOT CHID 2-9=-763/1336, 8-9=-489/1013, 7-8=-796/1466 WEBS 3-9=-383/333, 5-8=-153/281, 6-8=-387/340 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: PIECE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. 11; Exp C; 1111►11111/1111 Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �� `N V 3) Provid `,Q0 � dequate drainage to prevent water ponding. ,� P`• , • .. , , F� Imo, • • 4) This trues ' has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 4 G E N •• ' � SF•' �i� 5) This tnlss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will : .'• fit between the bottom chord and any other members. 6) Provide' echanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 7 and 644 lb uplift at N 68182 ' joint 2. 7) "Semi-r id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = 'fl LOAD CA E(S) Standard T OF • �,0�SS .. .• �C?%� FL Cert. 6634 January 30,2014 ®W Desig.i - Verify design pmmnetem and READ N07ES ON 7TIIS AND INCLUDED MI FKREFERENCE PAGE M-7473 BEFORE USE. valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' Appli ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for I feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the MiTek• erect fabric Sale1f5o, r. permanent of overall structure responsibility of the building designer. For general guidance regarding tion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Information from 6904 Parke East Blvd. emPine(SP) lumber isspecl Ted, thed�ignvaluesaretheseeffecdve06/01/2013byA/SC Tampa, FL 33610 4115 9 Job Truss Truss Type aty Ply Bass T6133737 71665 B MONO HIP 1 1 Job Reference (optional) unamoers Inc., t-o vierce Fi. 34962 r.o50 s Sep 27 20i2 Mi I eK inausines, Inc. Thu Jan 30 i5:09:l a 2014 rage l truss I D:dVvhE1WYQ85nduEw9wROhpzz5DD-5xrZjiJ6j6lkAoBe5TpASlpl OrJsd3OvDuaUQVzg8YF -0-0 5-8-12 9-0.0 17-0-0 25-0-0 0-0 5-8-12 3-3 4 8-0-0 8-0-0 Scale = 1:46.8 4x5 - 3x8 = 3x4 II 4 14 15 5 6 5.00 12 2x3 3 2 01 9 10 8 7 3x8 = 3x4 US = 2x3 11 6x8 = 9-0-0 17-0.0 25-0-0 9-0-0 8-0.0 8.0-0 Plate Off I 6ts X,Y : 2:0-3-0;0-1-8 LOADIN (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.11 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.18 10-13 >999 240 BCLL 0.0 ' Rep Stress Incr 'YES WB 0.53 Horz(TL) 0.05 7 n/a n/a' BCDL 5.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 125 lb FT = 0% LUMBERI BRACING TOP CH0�D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc purlins, except BOT CHO D 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. WEBS 1 Row at midpt 5-10, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIC S (lb/size) 7=661/0-5-8 (min. 0-1-8), 2=771/0-5-8 (min. 0-1-8) Max Horz 2=272(LC 8) Max Uplift7=495(LC 8), 2=-631(LC 8) Max Grav7=784(LC 2), 2=918(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHCi D 2-3=-1542/916, 3-4=-1319/804, 4-14=-1197/781, 14-15=-1197/781, 5-15=-1 l97/781 BOT CHO D 2-10=-963/1370, 9-10=-775/1209, 8-9=-775/1209, 7-8=-775/1209 WEBS 11 3-10=-259/221, 4-10=-69/273, 5-8=0/250, 5-7=-1307/839 NOTES 1,l 1) Wind: A5CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide pdequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tr, lss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) ProvideI �rlechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 7 and 631 lb uplift at joint 2. 1 6) "Semi- id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CAE(S) Standard FL Cert. 6634 January 30,2014 A w Design Verify deaga parmneters and READ NOTES ONTNIS AArD INCLUDED MI7EKREFERENCE PAGE MII-7473 BEFORE USE. valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for on individual building component. Appli ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for I erect' feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Fr. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fobriqq tion, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetl! iESc Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. fine (SP) lumber is specified, the design values are those effective 06/01/2013IbvAtSC Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Bass T6133738 71665 C1 COMMON 2 1 Job Reference (optional) 2-0-0 2 3x4 i 5.00 12 /.—V 5oup L/zu IL - I eK 111-511[us, iflu. I❑u Jan JV Iu:Ve:LV ZV14 rage I- ID:dVvhEIWYQ85nduEw9wROhpzz5DD-2KzK80KMFjYSP6KODureXAuQvf 153FChC3bVNzgBYD 4x4 = 4 33\\//�\\ 53/i 9 8 3x8 = 3x6 = LOADING'(pso SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.10 9-15 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.20 9-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) TOP CHCIl�D 2x4 SP M 30 BOT CHQrD 2x4 SP M 30 WEBS I 2x4 SP No.3 (lb/size) 2=630/0-3-8 (min. 0-1-8), 6=630/0-3-8 (min. 0-1-8) Max Horz2=186(LC 7) Max Uplift2=-544(LC 8), 6=-544(LC 8) Max Grav2=751(LC 2), 6=751(LC 2) FORCES k"(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHO0D 2-3=-1067/654, 3-4=-813/539, 4-5=-813/539, 5-6=-1067/654 BOT CHO D 2-9=-438/1078, 8-9=-438/924, 6-8=-438/989 WEBS �'� 4-9=-330/493, 5-9=-332/289, 3-9=-331/289 Scale = 1:39.8 6 3x4 PLATES GRIP MT20 244/190 Weight: 86 lb FT = 0% 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbala ced roof live loads have been considered for this design. 2) Wind: tSCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truc s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This to iss 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 betty an the bottom chord and any other members. 5) Provid techanicai connection (by others) of truss to bearing plate capable of withstanding 544 Ib uplift at joint 2 and 544 Ib uplift at joint 6.� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD Standard 7 Io FL Cert. 6634 January 30,2014 ®W Desig ' - Verify design parmnetem and READ N07ES ON7NISAND INCLUDED Mt7EKRBFBRENCB"PAGE MR-7473 BEFORE USE. valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ,• Appli ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for I' feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erect r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabri lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sofety'.Information if 5o available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. hem ine(SP)lum5erissgiec7ned, the design vatuesarethose effective 06/OS/2013hyALSC Tampa, Fl- 336104115 Job Truss Truss Type Qty Ply Bass T6133739 71665 C � HIP 1 1 Job Reference (optional) Inc., rant rlerce rl. 34vt3z 2 �1 3x4 = 5-8-12 5.00 F12 2x3 3 , t.3ou s sep z t luiz mi I eK Inaustnes, mc. I nu Jan 3U 1 o:UU:zU ZU14 rage 1 ID:dVvhElWYQ85nduEw9wROhpzz5DD-2KzK80KMFjYSP6KODureXAuRPf7m54SChC3bVNzgBYD 11-0-0 14-3-4 20-0-0 22-0-0 i 2-0-0 3-3-4 5-8-12 21 Scale = 1:40.5 44 % 4x4 4 5 11 10 9 3x4 = 3x4 = 3x6 = 2x3 i 6 9-0-0 2-M 9.0-0 Plate Offs is X Y : 2:0-1-10,Edge], :0-1-10,Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.18 Vert(LL) -0.09 10-17 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.18 10-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.03 7 n/a n/a BCDL 1 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 91 lb FT = 0% LUMBE BRACING TOP CH O D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO 4S (lb/size) 2=630/0-3-8 (min. 0-1-8), 7=630/0-3-8 (min. 0-1-8) Max Horz 2=-171(LC 6) Max Uplift2=-544(LC 8), 7=-544(LC 8) Max Grav2=751(LC 2), 7=751(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-1134/711, 3-4=-883/577, 4-5=-782/563, 5-6=-883/577, 6-7=-1134/711 BOT CHO RD 2-11=-505/998, 10-11=-291/782, 9-10=-505/998, 7-9=-505/998 WEBS 3-11 =-316/261, 6-1 0=-317/261 NOTES 1) Unbala ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. 11; Exp C; no,, GCpi=0.18; MWFIRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 1%J111111►1// 3) Provide 4) This adequate drainage to prevent water ponding. `,��� Q� N V �I�,♦ has been designed for 10.0 bottom live load live loads. F miss • a psf chord nonconcurrent with any other •••`� 5) This t llss 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 � ,� G E N S ♦i fit betty en the bottom chord and any other members. .' �, F '•� i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 544 lb uplift at joint 2 and 544 lb uplift at joint 7. "Semi N 68182 •• * 7) -II id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ; LOAD CA E(S) Standard -10 ; cc Z T OF O:• FL Cert. 6634 January 30,2014 Q W it Appli I - Verify design parameters and READ NOTES ON IMSAND INCLUDED M =REFERENCE PAGE MR-7473 BEFORE USE. valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. ability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for teral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the building MiTek erect fabric r. permanent of overall structure responsibility of designer. For general guidance regarding Lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criferla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IfSouthem Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Fine 15P1 lumber is saecified.. the des32n values are these elfective 0S/01/2013 b vALSC Tampa, FL 33610-4115 Job Truss Qty Ply BassT6133740 7russe 71665 GRA 1 1 Job Reference (optional) v..au.uc.a FUSSn run nciue rn. o400c r uu s oep a cu is rviii uk inuusoies, miu. nu Jan au ia:ua:c i cu ry rage 1 1 D:dVvhEIWYQ85nduEw9wROhpzz5DD-W WXiMkL_01 gJ 1 GvDmbMt30RW N3F9gSzLvso8i gzg8YC 0-0 7-0-0 12-6-0 18-0-0 25-0-0 1 27-0-0 -0-0 7-0-0 5-6-0 5-6-0 7-0-0 Scale = 1:48.8 4x8 = 2x3 II 48 = 5.00 12 3 18 19 204 21 22 23 5 "7 2 1"�6 0�1 7 jo 11 24 25 10 9 26 8 3x6 = 2x3 II 3x8 = 4x6 = 2x3 II 3x6 = 7-0-0 12-6-0 18-0.0 25-0-0 7-0-0 5-6-0 5-6-0 7-0-0 Plate Offsets MY): 3:0-5-4,0-2-4 , 5:0-5-4 0-2-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (]cc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) 0.31 10 >976 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.41 8-10 >727 240 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.12 6 n/a n/a BCDL 5.0 Code FBC2010fTP12007 (Matrix-M) Weight: 112 lb FT = 0% LUMBER BRACING TOP CHOlkD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-11 cc purlins. BOT CHO D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-11 cc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S (lb/size) 2=1440/0-5-8 (min. 0-2-0), 6=1440/0-5-8 (min. 0-2-0) Max Horz 2=-1 07(LC 6) Max Uplift2=-1231(LC 8), 6=-1231(LC 8) Max Grav 2=1 71 O(LC 2), 6=171 O(LC 2) FORCES' lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3473/2332, 3-18=-3874/2713, 18-19=-3874/2713, 19-20=-3874/2713, 4-20=-3874/2713,4-21=-3874/2713,21-22=-3874/2713,22-23=-3874/2713, 5-23=-3874/2713, 5-6=-3473/2331 BOT CHORD 2-11=-1976/3133, 11-24=-1981/3151, 24-25=-1981/3151, 10-25=-1981/3151, 9-1 0=-1 981/3151, 9-26=-1 981/3151, 8-26=-1 981/3151, 6-8=-1 976/3133 WEBS 3-11=-93/448, 3-10=-581/890, 4-10=-649/602, 5-10=-595/912, 5-8=-93/448 NOTES `,11111111/���I 1) Unbalanced roof live loads have been considered for this design. ,�� V IN V 2) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=10ft; Cat. II; ,�� Q,Q ....... Exp C;ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 � ,0•.•�G E N S •. �`] �i� 3) Provide dequate drainage to prevent water ponding. .' �, F•'.• i 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 5) • This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N 6818 2 fit betty I an the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1231 lb uplift at joint 2 and 1231 lb uplift at ; joint 6. 7)"Semi- r ld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •• T O F :•44/ 8) Hanger�l) or other connection device(s) shall be provided sufficient to support concentrated load(s) 266 lb down and 375 lb up at 7-0-0, 84 lb doyen and 150 lb up at 9-0-12, 84 lb down and 150 lb up at 11-0-12, 84 lb down and 150 lb up at 12-6-0, 84 lb down and 150 lb i •, �` Q �� up at 1 11-4, and 84 lb down and 150 lb up at 15-11-4, and 226 lb down and 359 lb up at 18-0-0 on top chord, and 308 lb down and�.•'\• 161 lb L at 7-0-0, 47 Ib down at 9-0-12, 47 lb down at 11-0-12, 47 lb down at 12-6-0, 47 lb down at 13-11-4, and 47 lb down at ,��j stS ' • \ �% 15-11-4� and 308 Ib down and 161 lb up at 17-11-4 on bottom chord. The design/selection of such connection device(s) is the �I� (� AL ,fie responsibility of others. �IIIIIIISI�` 9) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA E(S) Standard FL Cert. 6634 Continued n page 2 January 30,2014 ,& WRWAIG - Verify design pararnetem and READ NOTES ON7777S AND INCLUDED M ERREPERP.NCE PAGE MB-7473 BEFORE US& Desig, valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.'• Appli ,ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for I feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erect r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobri QQLion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safet�.JnformaHan available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 336104115 if5oy <hem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 byALSC Job Truss Truss Type City Ply Bass T6133740 71665 GRA HIP 1 1 Job Reference (optional) runs Inc., Fort, Pierce Ff. 34982 t.3bu s bep 2r Zu1Z mi I eK Inaustrles, Inc. I nu Jan m 1b:UU:ZZ ZU14 rage Z I D:dVvhE1WYQ85nduEw9wROhpzz5DD-J54Z4McnLoAePUPKlt6cbzh7TbOZvDV8WYhZGzg8YB LOAD C!,'SE(S) Standard 1) Regula : Lumber Increase=1.25, Plate Increase=1.25 Unifor Loads (pig Vert: 1-3=-44, 3-5=-44, 5-7=-44, 12-15=-10 Conce trated Loads (lb) Vert: 3=-185(F) 5=-185(F) 9=-21(F) 1 1=-266(F) 10=-21(F) 4=-69(F) 8=-266(F) 18=-69(F) 19=-69(F) 22=-69(F) 23=-69(F) 24=-21(F) 25=-21(F) 26=-21(F) ��+++++ a rrrr�i %%%` QU I N V, '' NS N 68182do �•• T OF 441 Z FL Cert. 6634 January 30,2014 0 W#.I RMNG - Ver design, parmnet. aadREAD N07M ON MIS AND INCLUDED rMEKREPERENCE PAGE M 7473 BEFORE IR Desig valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applii ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for I feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erect Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fcbri4, ition, quality control, storage, delivery, erection and bracing, consult ANSI/17I7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe f5o IFS., Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. , emPine(SA)lumberisspecified,thedesignvaluesarethoseelfectiveOE/0i/20E3byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Bass T6133741 71665 GRB MONO HIP 1 1 Job Reference o tional s.namuers +russ mu., run rierce n. 34982 i.s50s aep er zu-iz iwi i eK mausrnes, mc. i nu aan ,w io:ua:zs zp iv rage i ID:dVvhEIWYQ85nduEw9wROhpzz5DD-SvfSnQNFYewl GZ3buOPL9pWtvsOylEneNAHF6izg8YA IF-0-0 7-0-0 12-2-12 18-6-8 25-0-0 0-0 7-0-0 5-2-12 6-3-12 6-5-8 Scale = 1:46.8 4x8 = 2x3 II 3x6 = 3x8 = 3x4 II 5.00 F12 3 16 17 18 4 19 20 5 6 21 22 23 7 _ 2 INI 01 24 25 26 10 27 28 9 29 30 31 12 11 8 2x3 II 6x8 = 3x6 = 2x3 II 6x8 = 3x4 = 7-0-0 12-2-12 18-6-8 25-0-0 7-0-0 5-2-12 6-3-12 6-5-8 Plate Offs is X Y : 3:0-5-4,0-2-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.06 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.12 8-9 >999 240 BCLL 1 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) Weight: 122 lb FT = 0% LUMBERI BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHO D 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO S (lb/size) 8=573/0-5-8 (min. 0-1-8), 2=555/0-3-8 (min. 0-1-8), 11 =1 559/0-5-8 (min. 0-2-3) Max Horz2=227(LC 8) Max Uplift8=-465(LC 5), 2=-501(LC 8), 11=-1267(LC 8) Max Grav8=684(LC 20), 2=662(LC 2), 11=1847(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOI1 D 2-3=-837/496, 3-16=-262/394, 16-17=-262/394, 17-18=-262/394, 4-18=-262/394, 4-19=-262/394,19-20=-262/394, 5-20=-262/394, 5-6=-262/394, 7-8=-315/300 BOT CHORD 2-12=-546/941, 12-24=-519/725, 24-25=-519/725, 11-25=-519/725, 11-26=-451/671, 10-26=-451/671,'10-27=-451/671,27-28=-451/671,9-28=-451/671,9-29=-451/671, 29-30=-451/671, 30-31=-451/671, 8-31=-451/671 WEBS 3-12=-108/446, 3-11 =-1 286/897, 4-11=-594/542, 6-11=-1166/784, 6-9=0/365, 111111111111 6-8=-685/461 ,NO Qvf♦ N V� .e�, NOTES ���'CON •• G E N ••• • ,.'•`SF' 1) Unbalanced roof live loads have been considered for this design. �,� 2) Wind: !{SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 N 681820. * 3) Provider dequate drainage to prevent water ponding. ; 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This t ss 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 -p ; fit betwe In the bottom chord and any other members. T O F 6) Provideinechanical connection (by others) of truss to bearing plate capable of withstanding 465 lb uplift at joint 8, 501 lb uplift at joint 2 •• and 1267 "Semi-r lb uplift at joint 11. ��� . �` Q` • ���� �. N 7) gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \ •'• • ,��j 8) Hanger ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 226 lb down and 359 lb up at 7-0-0, ss• • • ' % �I� 84lb dq n and 150 lb up at 9-0-12, 84 lb down and 150 lb up at 11-0-12, 84 lb down and 150 lb up at 13-0-12, 84 lb down and 150 lb A' 4 �� up at 1 -0-12, 84 lb down and 150 lb u at 17-0-12, 84 lb down and 150 lb u at 19-0-12, 84 lb down and 150 lb u at 21-0-12, and 84 111 1N lb down' nd 150 Ib up at 23-0-12, and 84 lb down and 150 lb up at 24-10-4 on top chord, and 308 lb down and 161 lb up at 7-0-0, 47 lb down atj 9-0-12, 47 lb down at 11-0-12, 47 lb down at 13-0-12, 47 lb down at 15-0-12, 47 lb down at 17-0-12, 47 lb down at 19-0-12, 47 lb down at 21-0-12, and 47 lb down at 23-0-12, and 47 lb down at 24-10-4 on bottom chord. The design/selection of such FL Cert. 6634 connectiion device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). January 30,2014 Continued 0077 n page 2 = Verify dmign parameters and READ NOTES ON7NISAND INCLUDED M EKREPERENCE PAGE BW 7473 BEFORE US& App for use only with MTek connectors. This design is bused only upon parameters shown, and is for an individual building component.�� of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for loteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is MiTek erectJr. fabri permanent of overall structure the responsibility of the building designer. For general guidance regarding Lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe 115o1ithem Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by A SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Bass T6133741 71665 GRB MONO HIP 1 1 Job Reference (optional) cnambersLIruss mc., Ton Tierce r1.34VU t.3bU s Sep z / zuiz mi I ex maustries, Inc. I nu Jan W 1 b:U923 21114 Hage z I D:dVvhEl WYQ85nduEw9wROhpzz5DD-SvfSnQNFYewl GZ3buOPL9pW tvsOylEneNAHF6izg8YA LOAD CSE(S) Standard 1) Regula : Lumber Increase=1.25, Plate Increase=1.25 Unifor Loads (plf) Vert: 1-3=-44, 3-7=-44, 8-13=-10 Conce trated Loads (lb) ' Vert:3=-185(B)5=-69(B)7=-69(B)8=-21(B)12=-266(B)16=-69(B)18=-69(B)19=-69(B)20=-69(B)21=-69(B)22=-69(B)23=-69(B)24=-21(B)25=-21(B)26=-21(B) 27=-21 (B) 28=-21 (B) 29=-21 (B) 30=-21 (B) 31 =-21 (B) N 68182 : 3 T OF ' 441 S,• 1• % FL Cert. 6634 January 30,2014 Q W Verlfy design parameters and REED NOTES ON MIS AND INCLt' M JWTRKREFBRENCB PAGE AIU 7473 BEFORB USR for Mirek Desi Appli valid use only with connectors. This design is based only upon parameters shown, and is for an individual building component. ability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erect r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M!Tek' tobricl lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IfSo„ Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. emPine(SP)lumberisspecified,thedesignvaluesavethoseeNechreM/01/2013byAlS� Tampa, FL 33610-4115 Job Truss City Ply BassT6133742 F'russype 71665 GRC 1 1 Job Reference (optional) .,,c,,,vc as ,n ram„ r,rnw n. J.coc Ju Soup c uwusmes, 4- Phu J- 30 iaua:co cu 4 Faye 1 ID:dVvhEIWYQ85nduEw9wROhpzz5DD-SvfSnQNFYew1 GZ3buOPL9pWgtszflP5eNAHF6izg8YA -2-0-0 7-0-0 13-0-0 20-0-0 22-0-0 2-0-0 7-0-0 6-0-0 7-0-0 2-0-0 Scale=1:40.5 48 = 4x6 3 16 17 4 5.00 12 di 2 5 Io 1 9 18 19 8 7 6 3x5 = 2x3 II 3x6 = 3x5 = 3x4 = 7-0-0 13-0-0 20-0-0 7-0-0 6-0-0 7-0-0 Plate Offsets X,Y : 3:0-5-4,6-2-4 LOADIN SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL Plates Increase 1.25 TIC 0.68 Vert(LL) 0.16 7-9 >999 360 MT20 244/190 TCDL E Lumber Increase 1.25 BC 0.45 Vert(TL) -0.25 7-9 >977 240 BCLL Rep Stress Incr NO WB 0.18 Horc(.TL) 0.07 5 n/a n/a BCDL Code FBC2010fTP12007 (Matrix-M) Weight: 85 lb FT = 0% TOP CHORD 2x4 SP M 30 BOT CHO D 2x4 SP M 30 WEBS 11 2x4 SP No.3 (lb/size) 2=1171/0-3-8 (min. 0-1-10), 5=1171/0-3-8 (min. 0-1-10) Max Horz 2=-1 07(LC 6) Max Uplift2=-1013(LC 8), 5=-1013(LC 8) Max Grav2=1 391 (LC 2), 5=1391(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES J(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2705/1807, 3-16=-2450/1729, 16-17=-2450/1729, 4-17=-2450/1729, 4-5=-2706/1807 BOT CHO�D 2-9=-1504/2430, 9-18=-1509/2449, 18-19=-1509/2449, 8-19=-1509/2449, 7-8=-1509/2449, 5-7=-1497/2431 WEBS 3-9=-101 /474, 4-7=-1 11/474 NOTES 1) Unbals 2) Wind: Exp C; 3) Provid, 4) This tri 5) * This fit betvl 6) Provide joint 5. 7) "Semi- 8) Hange 84 lb d and 30 on boll 9) In the I LOAD C/ 1) Reguls ;ed roof live loads have been considered for this design iCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=10ft; Cat. II; ,,{{{111111/��� ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `%%% au I N V ,4i, adequate drainage to prevent water ponding. `% P F� s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� E N • ••.� ��� Iss 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 �� �.'•�,� `SF ' i an the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 1013 lb uplift at joint 2 and 1013 lb uplift at * N 68182 * y IN pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ; s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 266 lb down and 375 lb up at 7-0-0, rr vn and 150 lb up at 9-0-12, and 84 lb down and 150 lb up at 10-11-4, and 266 lb down and 375 lb up at 13-0-0 on top chord, T F lb down and 161 lb up at 7-0-0, 47 lb down at 9-0-12, and 47 lb down at 10-11-4, and 308 lb down and 161 lb up at 12-11-4 0'. (v n chord. The design/selection of such connection device(s) is the responsibility of others. AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �� �.•'`• ` ;E(S) Standard ,,,��I�S • •N AL �`,� , Lumber Increase=1.25, Plate Increase=1.25 /11111111{{,` Uniform (Loads (plf) ert: 1-3=-44, 3-4=44, 4-6=-44, 10-13=-10 FL Cert. 6634 Continued in page 2 January 30,2014 W I Verify dmiyn pay=wfera aadREAD NOTES ONTTIISAND INCLUDED M EKREFERENCE PAGE MD-7473 BEFORE USE. Desidir valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appligability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for III iteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erect r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe informatlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke 3 East Blvd. IITSarj Vine (512) lumber is specified, the desi� values are those effective 06/01/2013 byALSC Job Truss Truss Type QtY Ply Bass T6133742 71665 GRC HIP 1 1 Job Reference (optional) Puss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Thu Jan 30 15:09:23 2014 Page 2 ID:dVvhEl WYQ85nduEw9wROhpzz5DD-SvfSnQN FYew1 GZ3buOPL9pWgtszflP5eNAHF6tzg8YA LOAD CtSE(S) Standard Concentrated Loads (Ib) Vert: 3=-185(F) 4=-185(F) 9=-266(F) 7=-266(F) 16=-69(F) 17=-69(F) 18=-21 (F) 19=-21 (F) ,e���►� r i r r rrr��� CL� CIE N VF:F�'. N 68182 T OF ' 44I % FL Cert. 6634 January 30,2014 v W Desi6 Na. Verify design parameters and READ N07M ONINISAND LNCLEWED IMEKREFERENCEPAGE M-7473 EEPOM USA valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appli ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erec fabrij Safe4 r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding otion, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. if Sod them Pine (SP) lumber is specified, the design values are those effective 015/01/2013 byALSC Tampa, FL 336104115 Job Truss Truss Type Qty Ply Bass T6133743 71665 J1 MONO TRUSS 10 1 Job Reference (optional) russ Inc., Pon Pierce m. 349ti2 7.350 s Sep 27 2012 MiTek Industries, Inc. Thu Jan 30 15:09:24 2014 Page 1 ID:dVvhEl W YQ85nduEw9wROhpzz5DD-w5Dq_mNtJy2uujeoRjwahO31 AGPY1 u9ocq 1 oe8zg8Y9 -2-0-0 1-0-0 2-0.0 1-0-0 LOADINGI(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) 0.00 5 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.00 5 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC20101TP12007 (Matrix-M) TOP BOT FORCES NOTES 1) Wind: Exp C; 2) This to 3) • This t fit betw 4) Refer tI 5) Provide and 22 LOAD 2x4 SP No.3 2x4 SP No.3 (lb/size) 2=191/0-5-8 (min. 0-1-8), 4=-31/Mechanical, 3=-18/Mechanical Max Horz 2=92(LC 8) Max Uplift2=-303(LC 8), 4=-38(LC 2), 3=-22(LC 2) Max Grav2=234(LC 2), 4=69(LC 8), 3=45(LC 8) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown: Scale = 1:8.3 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ;E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. 11; ol., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i the bottom chord and any other members. rder(s) for truss to truss connections. . echanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 2, 38 lb uplift at joint 4 iplift at joint 3. 1 pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. (S) Standard ����UIN .%`'oPQ `�. •.��G E N,9 �'.. N 68182do ;�. ?� • T O F 40 C? '` % FL Cert. 6634 January 30,2014 AL Wd'RNINii - Verify design parameters and READ M07ES ONTHIS AND BYCLUDED MI72KRRFBRENCE PAGE DW 7473 BEFORE USE. � Desig, valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. �p Appli ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for ral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the bracing the is IIri' MiTek' erectAdditionalpermanent of overall structure the responsibility of the building designer. For general guidance regardingfabrion, qualitycontrol, storage, delivery, erection and bracing, consult ANSI/TPII. Quality Criteria, DSB-89 and BCSI Building Component Tamp Parke East Blvd. Safetyrmationavailable ifSoa;.Pine[SP)lumberisspecified,taredesignvaluesarethoseeffective66/01/2013byALSC from Truss Plate Insfitule, 781 N. Lee Street, Suite 312, Alexandra, VA'22314. Tampa, FL 33610-0115 Job Truss Truss Type City Ply Bass T6133744 71665 J3 MONO TRUSS 10 1 Job Reference (optional) Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Thu Jan 30 15:09:24 2014 Page 1 11uss ID:dVvhEI WYCi85nduEw9wROhpzz5DD-w5Dq_mNtJy2uujeoRjwahO31 AGPM1 u9ocq 1 oe8zg8Y9 2-0-0 3-0-0 Scale = 1:12.6 LOADING,(psf) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 ' 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CSI TC 0.51 BC 0.10 WB 0.00 (Matrix-M) DEFL in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) 0.00 (loc) I/deft L/d 7 >999 360 4-7 >999 240 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% LUMBER I BRACING TOP CHO RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO 4S (lb/size) 3=39/Mechanical, 2=195/0-5-8 (min. 0-1-8), 4=10/Mechanical Max Horz 2=134(LC 8) Max Uplift3=-41(LC 8), 2=-233(LC 8) Max Grav 3=55(LC 13), 2=236(LC 2), 4=31(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-283/117 BOT CHORD 2-4=-117/278 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This t yl ss 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 betty en the bottom chord and any other members. 4) Refer tc� girder(s) for truss to truss connections. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 3 and 233 lb uplift at joint 2. 6) "Semi-r id pitchbreaks including.heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 January 30,2014 V wA Desig wNG - Verify design parameters and READ NOTES ONTNIS AND INCLUDED =TEKREFERENCE PAGE DW-7473 MFOR13 USE. valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appli bility of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for I feral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the building designer. MiTek• erect fabrication, Safetl; permanent of overall structure responsibility of For general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criterla, DSB-89 and BCSI Building Component ``nformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. t(Sna.}hnm o;.,ofcolr,,.,,har:s,or;,r,�_*t,o.t�;e,.,�:..�.f,..�ess ,�:,�im i�n�ae,,. na cr• Tampa, FL 33610-4115 P Job Truss Truss Type City Ply Bass T6133745 71665 J5 MONO TRUSS 10 1 Job Reference (optional) Chambers [truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Thu Jan 30 15:09:25 2014 Page 1 ID:dVvhEl W YQ85nduEw9wROhpzz5DD-OI nDC6OV4GAIVtD_7RRpEEbCwgj_mLPxgUmLAbzg8Y8 5-0.0 5-0-0 LOADIN] (psf) SPACING 2-0-0 CSI DEFL in (]cc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.03 4-7 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHO(j��D 2x4 SP No.3 BOT CHO D 2x4 SP No.3 (lb/size) 3=77/Mechanical, 2=253/0-5-8 (min. 0-1-8), 4=23/Mechanical Max Horz 2=179(LC 8) Max Uplift3=-90(LC 8), 2=-258(LC 8) Max Grav 3=105(LC 13), 2=304(LC 2), 4=55(LC 3) FORCES I KIb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BOT CHORRD 2-4=-143/270 Scale = 1:16.7 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; Exp C; :.no]., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This t ss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty n the bottom chord and any other members. 4) Refer t fid irder(s) for truss to truss connections. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 3 and 258 lb uplift at joint 2. 6) "Semi-r pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �,` CLU i N% :�, � '•��G E NSF•? ��: N 68182 :c• 4 • ��• T OF • ,i O • A Q, =w,. s' �.�•.•' ,,,'�'osi •.NAL��C �, FL Cert. 6634 January 30,2014 VfA Desig , MM -Ver3jgdesignpanameteraandREADN07ESONTRlSAND INCLUDEDW12KREFERENCEPAGE MU-7473BEFORE USE. valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applt 4 ibility of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for 1 feral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Additional bracing the is the MiTek erect fabric' Safeft,, permanent of overall structure responsibility of the building designer. For general guidance regarding Lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-89 and BCSI Building Component Wjormation from Truss Plate Institute, 781 N. Lee Street, Suite 6904 Parke East Blvd. ]f So4"m available 312, Alexandria, VA 22314. Fine (m SD) lumber is specified, the design values are those effective 06J0112013 by ALSG Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Bass T6133746 71665 J7 MONO TRUSS 21 1 Job Reference (optional) jruss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Thu Jan 30 15:09:25 2014 Page 1 ID:dVvhEIWYQ85nduEw9wROhpzz5DD-OInDC6OV4GAIVtD 7RRpEEbHHggQmLPxgUmLAbzg8Y8 2-0.0 Scale = 1:20.7 7-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.23 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.26 BC 0.43 Vert(TL) -0.11 4-7 >754 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 5.0 Code FBC2010ffP12007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER BRACING TOP CHC D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CH C D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO14S (lb/size) 3=113/Mechanical, 2=317/0-5-8 (min. 0-1-8), 4=31/Mechanical Max Hom2=223(LC 8) Max Uplift3=-135(LC 8), 2=-294(LC 8) Max Grav3=153(LC 13), 2=380(LC 13), 4=77(LC 3) FORCES i(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-696/282 BOT CHORD 2-4=-408/820 NOTES 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; Exp C;�ncl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This tru,Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwI en the bottom chord and any other members. , 1111 111►/ 4) Refer to�girder(s) for truss to truss connections. `� V I N 5) Provid joint 2. mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 3 and 294 lb upliftat ,%� 11 Q .. F<,c, '� C E N ` "Semi- �� 9 SF�'? 6) Id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,�� LOAD CA E(S) Standard * : N 68182 •� :XZ T OF '�/� FL Cert. 6634 January 30,2014 A W Desig I Verify design parameters and READ NOTES ON INIS AND INCLUDED 167EKREFERENCE PAGE MY-7473 BEFORE valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component.' Appli ability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for I teral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erect fabric' r. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety, if5aai;, formation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. emPine (SP) lumber isspecfed, the deMgnvalues are those effective06/Ol/2013byAi.SC Tamp Parke East Blvd. Tampa, FL 33610-0115 Job Truss Truss Type Qty Ply Bass T6133747 71665 KJ7 MONO TRUSS 5 1 Job Reference (optional) unamoers russ Inc., Fort Pierce FI. S48CZ /.3DD 5 aep U ZU 14 IVII I UK InDD5111eS, IIIG. I ❑U Jtlll JD I D:Uffi<D — Iv rdqU i I D:dVvhEIW YQ85nduEw9wROhpzz5DD-sUKbPRP7rZIc71 oAZ8y2mR8QB44JVIn438 W vj 1zg8Y7 -2-9-15 5.8-3 1 9-10-1 2-9-15 5-8-3 4-1-14 Scale: 1/2"=l' Plate Offsets X,Y : 2:0-1-8,0-0-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Gd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) 0.02 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 5 n/a n/a BCDL ' 5.0 Code FBC20101TP12007 (Matrix-M) Weight: 42 lb FT = 0% LUMBER BRACING TOP CHgFD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIO JS (lb/size) 4=160/Mechanical, 2=353/0-7-12 (min. 0-1-8), 5=255/Mechanical Max Horz2=261(LC 8) Max Uplift4=-193(LC 8), 2=-340(LC 8), 5=-157(LC 8) Max Grav4=229(LC 13), 2=423(LC 2), 5=317(LC 13) FORCES �(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-620/229 BOTCH D 2-6=-384/625, 5-6=-384/625 WEBS 3-5=-684/420 NOTES 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This trui s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 111111 3)' This t ,ti111111 iuss 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 ,%* O IN �/� Q I fit between the bottom chord and any other members. �% �•.�� �i� 4) Refer to girder(s) for truss to truss connections. ,�. G E N S 5) Provide;'mechanical `�� connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 4, 340 lb uplift at joint 200 and 157 "Semi lb uplift at joint 5. fixity design N 68182 •' 6) -rigid pitchbreaks including heels" Member end model was used in the analysis and of this truss. * 7) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). = ; LOAD CAE(S) Standard Z 1) Regula ~ !: Lumber Increase=1.25, Plate Increase=1'.25 •; T O F uniforcc m .� Loads (plf) Trapezo .00. ert: 1-2=-44 i •, �` Q,,` • _ �� dal ,,I�I� 1'O • ���,, ertL2a0(F=22, B=22}to-4=-108(F=-32, B=-32), 7=0(F=5, B=5)-to-5=-25(F=-7, B=-7) ss ' • • • \ A' �I, N FL Cert. 6634 January 30,2014 Desiid A Wrle'r'al Applty Verify design parmnefers and READ NO7NS ON7NIS AND INCLUDED Al=REPERENCB PAGE MR-7473 BEFORE USE, foruse only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown OF is for support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy of the Additional bracing the is the the building designer. For MiTek erecibr. fabrid6tion, permanent of overall structure responsibility of general guidance regarding. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safefli nformaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610-4115 1f 5oali hem Pine (SP) lumber is speed, the design values are these effective C16/0112013 byALSG Job Truss Truss Type Qty Ply Bass T6133748 71665 MV2 VALLEY 1 1 Job Reference (optional) jruss Inc., Fort Pierce FI. 34982 3x4 5- 2-0-0 7.350 s Sep 27 2012 MiTek Industries, Inc. Thu Jan 30 15:12014 Page 1 ID:dVvhEIWYQ85nduEw9wROhpzz5DD-sUKbPRP7rZlc71 oAZ8y2mR8V7466Vof438W vj 1 zg8Y7 5.00 LOADIN (psf) SPACING 2-0-0 CS' DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 5.0 Code FBC2010/TPI2007 (Matrix) TOP CHORD 2x4 SP No.3 BOT CH d RD 2x4 SP No.3 Scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACT[ NS (Ib/size) 1=34/2-0-0 (min. 0-1-8), 2=28/2-0-0 (min. 0-1-8), 3=6/2-0-0 (min. 0-1-8) Max Horz 1=28(LC 8) Max Upliftl=-19(LC 8), 2=-35(LC 8) Max Grav1=41(LC 13), 2=38(LC 13), 3=19(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 1 or less except when shown. NOTES 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; Exp C,, Encl.,'GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1•.60 2) Gable equires continuous bottom chord bearing. 3) This tr ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This uss 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 en the bottom chord and any other members. 5) Bearin, atjo[nt(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beat1 ng surface. 6) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift atjoint 1 and 35 lb uplift at joint 2. 7) "Semi- igid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD C SE(S) Standard do IN , I VF -Iji >�,, , .•�\ G E NSF N 68182 � -0 T OF •�• '.O••. i`�ois% FL Cert. 6634 January 30,2014 R Desi 91 - Verify design pan meeters andREAD NOTES ON7EISAND INCLUDED JUTEKREPERENCE'P&GE MR-7473 BEFORE USS. in valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.�� App cability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for ere "i ateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the or. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' tobr' olion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe 1fSe r Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ernPine (SP) lumber isspe�ed,the design values;ale.�,oseesfec 06,fGa/aGx3byALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Bass T6133749 71665 MV4 VALLEY 1 1 Job Reference (optional) Chambers buss Inc., Fort Pierce FI.34982 3x4 7.350 s Sep 27 2012 MTek Industries, Inc. Thu Jan 30 15.09.27 2014 Page 1 I D:dVvhElWYQ85nduEw9wROhpzz5DD-KguzcnQlctQTIBNN7sTHJfhdXUQREFvEinFSFTzg8Y6 2x3 II LOADIN I (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2010/TP12007 (Matrix) LUMBI TOP C BOT C WEBS NOTES 1) Wind: Exp C 2) Gable 3) This tr 4) * This fit beh 5) Provid 3. 6) "Semi LOAD C, BRACING 2x4 SP No.3 TOP CHORD 2x4 SP No.3 2x4 SP No.3 BOT CHORD (lb/size) 1=84/4-0-0 (min. 0-1-8), 3=84/4-0-0 (min. 0-1-8) Max Horz 1=70(LC 8) Max Upliftl=-47(LC 8), 3=-76(LC 8) Max Grav1=102(LC 13), 3=109(LC 13) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.3 PLATES GRIP MT20 244/190 Weight: 13lb FT=O% Structural wood sheathing directly applied or 4-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 :quires continuous bottom chord bearing. Is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 en the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 76 lb uplift at joint pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Standard CO 1 N E Ns i N 68182 cc Z T OF 4f�,S;I' FL Cert. 6634 January 30,2014 A Verify dmignparamcfe aiedREAD NOTES ON77USAFJD DYCLUDED Mi:fEKREPERENCE PAGE MU-7473 BEFORE USE. Desi n valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Ap �I�cability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is fo((, lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the eror. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabr� ation, quality control, storage, delivery, erection and bracing, consult ANSI/tPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610-4115 If them Pane (SP) lumber is specified, the design values are those effective 06J01/3013 hyAISC Job Truss Truss Type Qty Ply Bass T6133750 71665 MV6 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 6-0-0 7.350 s sep z72012 MiTek ex industries, Inc. Thu Jan su 15:09:2 r 2014 rage i I D:dVvhEIWYQ85nduEw9wROhpzz5DD-KguzcnQlctQTIBNN7sTHJfhV3U M9EFvEInFSFTzg8Y6 2x3 11 3 3x4 2x3 II LOADIN (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.73 TCDL 7.0 Lumber Increase 1.25 BC 0.42 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 5.0 Code FBC2010[TP12007 (Matrix) LUMBER TOP CH C RD 2x4 SP No.3 BOTCH RD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIO S (lb/size) 1=138/6-0-0 (min. 0-1-8), 3=138/6-0-0 (min. 0-1-8) Max Horz 1=115(LC 8) Max Uplift1=-77(LC 8), 3=-124(LC 8) Max Grav1=167(LC 13), 3=180(LC 13) NOTES 1) Wind: Exp C 2) Gable 3) This ti 4) * This fit beh 5) Provid 3. 6) "Semi LOAD C (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.7 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a Weight: 20 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 :quires continuous bottom chord bearing. >s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. iss 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 an the bottom chord and any other members. mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1 and 124 lb uplift at joint pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. S) Standard .�111% ` U I N i N .68182 ccZ .o T O F • 14/ FL Cert. 6634 January 30,2014 V Des!: - Verify design parmne m-a and READ N07ES ON7WlS AND INCLUDED MT7£KREFERENCE PAGE MR-7473 BEFORE USE. n valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.' App cability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is foil ateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the building MiTek' erect fabr' or. permanent of overall structure responsibility of designer. For general guidance regarding ation, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safe Ill'Sa6therniRine(SP)lumberisspecified,thedesignvaluesarethoseeffectiveG6/01/2073byALSC e Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 336104115 Job Truss Truss Type Qty Ply Bass T6133751 71665 MV8 VALLEY 1 1 Job Reference (optional) Chambers ,cuss Inc., Fort Pierce Ft. 34982 8-0-0 7.350 s Sep 27 2012 MiTek Industries, Inc. Thu Jan 30 15:09:27 2014 Page 1 I D:dVvhEl WYQ85nduEw9wROhpzz5DD-KguzcnQlctQTIBNN7sTHJfhcoUQ6EEnEInFSFTzg8Y6 2x3 11 5 4 3x4 i 2x3 II 2x3 II Scale = 1:20.7 LOADING(PST) TCLL TCDL BCLL BCDL 20.0 7.0 0.0 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.30 BC 0.16 WB 0.07 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0% LUMBE!{ BRACING TOP CH RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except IRD BOT CH 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS, 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTI S (lb/size) 1=62/8-0-0 (min. 0-1-8), 4=81/8-0-0 (min. 0-1-8), 5=242/8-M (min. 0-1-8) Max Horz 1=159(LC 8) Max Uplift4=-73(LC 8), 5=-217(LC 8) Max Grav1=73(LC 2), 4=106(LC 13), 5=313(LC 13) FORCES', (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-269/244 NOTES 1) Wind: kSCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=39ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable quires continuous bottom chord bearing. 3) This tr Ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This cuss 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 5) Providelmechanical `,111111111/��� en the bottom chord and any other members. `�� v I N connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 4 and 217 lb uplift at joint a F4, I� 5. ��%% 11 ........ "Semi ��' ,••�GEJ��,00 F•'.� 6) gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.ap LOAD C SE(S) Standard * N 68182 0: :�.. T OF • 4*''�.S ..N • AL �� .0 1111111� FL Cert. 6634 January 30,2014 QYAIi9RMNG Desi - Verify design parmnetem andREAD NOTES ONTTIISAND INCLUDED AIITBKREFERENCEPAGE RU-7473 BEFORE USS. n valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �x Appl cability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is fo ateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the building designer. MiTek we fob or. permanent of overall structure responsibility of For general guidance regarding afion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and SCSI Building Component 6904 Parke East Blvd. Safe If! flnforrn6flon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. emFine(SP)lumberisspecified, the design values arethose effectiveC6/01/2013bypA.SG Tampa, FL 33610-4115 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in 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 SCSI. 1 0- /16�. cI-2 c2-3 2. Truss bracing must be designed by an engineer. For individual 4 wide truss spacing, lateral braces themselves WEBS cz4 may require bracing, or alternative Tor 1 T p bracing should be considered. I 0 4 U 3. Never exceed the design loading shown and never inadequately braced trusses. dab U stack materials on EL 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 c6-7 C5-6 0 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1h6' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. p THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek 20/20 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 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted; this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 10. Camber is a non-structural consideration and is the 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 Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated b symbol shown and/or Y Y SYP represents values as published by AWC in the 2005/2012 NDS specified. by text in the bracing section Of the SP represents ALSC approved/new values 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss COnStrUCtlOn, and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89_: Design Standard for Bracing. BCSI: BUII In OTTTpOTTen a e ' n Ol fnQ Ion, - _ M' - - esign-assumes-manu ae ure-in-acco danee�vith - Guide to Good Practice for Handling, WK ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013