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Lumber design value§ are in accordance with ANSI/T I` i`i 3 These truss designs rely on lumber values aV!� rs. � REcErv"D RE: J36227 - J36227-Williams Construction -Spec NOV 0: 02018 MiTek USA, Inc. Permitting 6904 Parke East Blvd. Site Information: Customer Info: Williams Construction Project Name: Spec pe Model"c/e coun y@nt Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: San Diego Ave. City: Ft. Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State] General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 740 [All HeighII Wind Sjieed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 11 individual, Truss Design Drawings' and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G1.5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITruss Name Date 1 IT14261635 IA01 6/11/18 12 I T14261636 I A02 16/11/18 I 13 I T14261637 I A03 16/11/18 I 14 I T 14261638 I A04 16/11/18 I 15 IT14261639 IA05 16/11/18 16 IT14261640IA06G 16/11/18 I 17 I T14261641 I ZCJ 1 16/11/18 I 18 I T14261642 I ZCJ3 16/11/18 I 19 I T14261643 I ZCJ5 16/11/18 I 110 I T14261644 I ZEJ7 16/11/18 I I11 I T14261645 I ZHJ7 16/11/18 I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a o that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlJTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which we given to MiTek. Any project specific information included is for MiTek's custon file reference purpose only, and was not taken into account in the preparation c these designs. MiTek has not independently verified the applicability of the de: parameters or the designs for any particular building. Before use, the building i should verify applicability of design parameters and properly incorporate these into the overall building design per ANSI/TPI 1, Chapter 2. ����lurrrU ,%% PQU I N 68182 =13 D:• STATE OFAl •:�� N A ��,� . 11111, Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 Velez, Joaquin 1 of 1 Job Truss Truss Type City Ply J36227-Williams Construction -Spec T14261635 J36227 A01 Common 17 1 Job Reference (optional) east toast Truss, r1. rierce, rL 4MR0 m it 2-0-0 7-0-14 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 5.00 12 a.zzu s may z4 zw o tvn r ex mauslres, Inc. mon aun i i uq:4a:ui zuio rage i ID:ilh?eG1 BxcLh8rot4npBhwz8L9P-gDAlg5njRE760KX71Xol db_9JzsjJKRzkN_u87z7Sz0 13-6-0 19-11-2 27-0-0 , 2940-0 6-5-2 6-5-2 7-0-14 2 0 0 Scale = 1:50.1 4x4 I = 4 1\\\ \\14 3 5 10 17 18 9 8 3x4 = 3x4 = 3x4 = SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid Plate Grip DOL 1.25 TC 0.52 �ert(LL) -0.20 8-10 >999 240 Lumber DOL 1.25 BC 0.88 ert(CT) -0.381G-13 >855 180 Rep Stress Incr YES WB 0.28 orz(CT) 0.08 6 n/a n/a Code FBC2017/TPI2014 Matrix -AS REACTIONS. (lb/size) 2=1359/0-8-0, 6=1359/0-8-0 Max Horz 2=301(LC 7) Max Uplift 2=349(LC 5), 6=-349(LC 4) Max Grav 2=1384(LC 13), 6=1384(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2412/580, 3-4=2134/534, 4-5=2135/534, 5-6=2412/580 BOT CHORD 2-10=-518/2375, 8-10=210/1499, 6-8=431/2172 WEBS 4-8=-227/873, 5-8=577/284, 4-10=227/873, 3-10=-577/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Ops1 II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end verti DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otl 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whel will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied direc sheetrock be applied directly to the bottom chord. 6 3x4 = PLATES GRIP MT20 244/190 Weight: 121 lb FT = O% CHORD Structural wood sheathing directly applied. CHORD Rigid ceiling directly applied. h=Oft; B=70ft; L=27ft; eave=oft; Cat. al left and right exposed; Lumber er live loads. e a rectangle 3-6-0 tall by 2-0-0 wide 19 lb uplift at joint 2 and 349 lb uplift at :ly to the top chord and 1/2" gypsum 7 I$ ,��OP'rU I N ` VFW ii %%% %S . 'GENS' • ����. No 68182 3 SIR OF •.�� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 61.7477 rev. 10/03,2015 BEFORE USE. ° Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For gener it guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Cri erla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty J36227-Williams Construction -Spec �Ply T14261636 J36227 A02 Common 4 1 Job Reference o tional l=ast toast I fuss, F[. rlerce, I•L 3494b 2-0-0 6-4-0 5.00 12 3x8 3 I a.zzu s may z4 zultf mi I eK inaustnes, inc. mon Jun 11 u4:43:ue eutiv rage 1 ID:ilh7eGlBxcLh8rot4npBhwz8L9P-8Pk71RoLCYFzdT5KrFKGApXHFMFM2ey6zlkSgRz7SzN 13-6-0. 1 1 19-11-2 O-B- 27-0-0 29-0-0 6-5-2 6-5-2 1 6-4-0 2-0-0 Scale = 1:50.1 4x6 4 3x8 5 2 6 j$ 1 7 12 11 19 20 10 9 8 ' 1 2x4 II 3x4 = 3x4 = 3x4 = 2x4 II 3x4 = 3x4 = 6-4-0 9-2-10 17-9-16 20-9-0 21 0 27-0-0 6-4-0 2-10.10 8-643 2-10-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 %ert(LL) -0.13 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 %ert(CT) -0.28 9-11 >898 180 BCLL 0.0 ' Rep Stress Incr YES WB l 0.84 F orz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 133 lb FT = 0% LUMBER- B ACING - TOP CHORD 2x4 SP No.2 T O P CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 B T CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except' 5-8,3-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=942/0-8-0, 8=1775/0-8-0 Max Harz 2=301(LC 7) Max Uplift 2=216(LC 5), 8=-706(LC 5) Max Grav 2=1043(LC 13), 8=1775(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1641/263, 34=1220/171, 4-5=341/294, 5-6=685/1088 BOT CHORD 2-12=235/1662, 11-12=235/1662, 9-11=0/689, 8-9=914/706, 6-8=914/706 WEBS 4-9=-846/453, 5-9=-399/1164, 4-11=203/814, 3-11=657/298, 5-8=-1669/542 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Ops h=Oft; B=70ft; L=27ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end verti I left and right exposed; Lumber ``,� DOL=1.60 plate grip DOL=1.60 `,%% V IN 3) Plates checked for a plus or minus 0 degree rotation about its center. � %- p,4 F4�j F� 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �,� . •. G E N, • • 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whe e a rectangle 3-6-0 tall by 2-0-0 wide 41 . will fit between the bottom chord and any other members, with BCDL = 10.Opsf. i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 8. lb uplift at joint 2 and 706 lb uplift at No 68182 * ; • •; joint 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. = -O :9 S OF : 44/� •% 00 O <U .,�SS,ONA� E�s`"" Joaquln Velez PE No.68182 MiTek USA, Inc. FL Gen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 i AWARN/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an It building component, note a truss system. Before use, the building designer must verity the applicability of design parameters and property Inca orate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additto al temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For garter I guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Cri erla, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r' Tampa, FL 36610 Job Truss Truss Type City Ply J36227-Williams Construction -Spec _ T14261637 J36227 A03 Hip 2 1 Job Reference (optional) Cast coast i russ, rt. Pierce, FL 34e46 8.220 s May 29 20i8 Mi I ek mausmas, inc. Mon dun i i 04:43:03 20i8 rage i ID:ilh?eG1BxcLh8rat4npBhwz8L9P-cblVEnp_zsNgFdgWPyM04Wtmb5m56GBhT?Cuz7SzM 2-0-0 6-9-14 13-0-0 14-0-0,� 20-2-2 27-0-0 29-0-0 2-0-0 6-9-14 6 2-2 1-0-0 6-2-2 6 9-14 2-0-0 Scale = 1:50.9 4x4= 44=, 4 8 5,00 12 3x4 % 3x4 3 6 d, 2 7 �j 8 I$ d 1 . 10 13 12 11 9 1x4 II 3x4 = 4x4 = 1x4 II 3x4 = 3x4 = 3x4 = 6-9-14 13-M 14-0-0 20-2-2 27-M 6-9-14 16-2-2 1-M 1 6-2-2 6-9-14 LOADING (psf) SPACING- 2-0-0 CS1. EFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.45 ert(LL) -0.10 12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Yert(CT) -0.25 9-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 133 lb FT = O% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 B T CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1359/0-8-0, 7=1359/0-8-0 Max Horz 2=292(LC 6) Max Uplift 2=346(1_13 5), 7=346(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2471/571, 3-4=1711/394, 4-5=1504/388, 5-6=1711/394, 6-7=2471/57 BOT CHORD 2-13=508/2318, 12-13=508/2318, 11-12=203/1504, 9-11=425/2213, 7-9= 4�512213 WEBS 3-13=0/275, 3-12=930/336, 4-12=1021439, 5-11=1021439, 6-11=931/337, 6-9=0/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Ops ; h=Oft; B=70ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. `%li til lil 11l1, 4) Plates checked for a plus or minus 0 degree rotation about its center. V N V �, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any of ' ���� er live loads. ,,% OP,Q F' • '�. 6) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas whe i e a rectangle 3-6-0 tall by 2-0-0 wide �. •11% • � will fit between the bottom chord and any other members. Z��`SF••.• 7) Provide mechanical connection (by others) of truss.to bearing plate capable of wfthstanding 346 lb uplift at joint 2 and 346 Ib uplift at i joint 7. 1 8) This truss design requires that 7/16" be dire No 68182 tly to the top 1/2" * ; •; a minimum of structural wood sheathing applied sheetrock be applied directly to the bottom chord. chord and gypsum :� ' Sr F .' �/ N VD •� d'S+�� N P►- S�J���, Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additiohal temporary and permanent bracing M iTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Job Truss Truss Type Qty Ply J36227-Williams Construction -Spec T14261638 J36227 A04 Hip 2 1 Job Reference o tional Casi Boast i russ, ri. rierce, t-L 34`J4b -21-0 5-9-14 2_", - 5-9-14 3x4 3 5-2-2 48 = 4 6.ZZu s May Z4 Zu16 MI I eK Inciustries, Inc. Mon Jun 11 u4:43:u3 Lu16 rage i D:ilh?eG1BxcLh8rot4npBhwz8L9Pcb[VEnp_zsNgFdgWPyrVj04Z5mc1mB GBhT?Cuz7SZM 16-0-0 21-2-2 27-0-0 29-0-0 5-0-0 5.2-2 5-9-14 2-0-0 Scale = 1:50.9 4x6 = 5 3x4 6 7 •IE14 a I$ 10 9 5x8 = 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. D FL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 V rt(LL) -0.10 11. >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 V rt(CT) 0.24 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Hprz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 135 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TdP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BC T CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1359%0-8-0, 7=1359/0-8-0 Max Horz 2=253(LC 6) Max Uplift 2=334(LC 5), 7=-334(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2523/554, 3-4=1918/404, 4-5=1712/410, 5-6=1929/407, 6-7=2522/555 BOT CHORD 2-12=-485/2353, 11-12=485/2353, 1 D-11=246/1713, 9-10=-419/2269, 7-9=-419/2269 WEBS 3-11=727/266, 4-11=-80/413, 5-10=56/413, 6-10=719/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; BCDL=3.0psf; h=0ft; B=70ft; L=27f ; eave=4ft; Cat.' 11; Exp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,,�� 3) Provide adequate drainage to prevent water ponding. 0% IN 4) Plates checked for a plus or minus 0 degree rotation about its center. ♦`♦�OP,QU VF�� I� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ • 6 • This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide �♦ , •• � G E N S • • .0 will fit between the bottom chord and any other members. i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 Ito uplift at joint 2 and 334 lb uplift at i Z NO 68182 joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied direct y to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. OF :�44/� n'A Joaquin Velez PE N6:68182 Mliek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL $3610 Date: June 11,2018 AWARNING •Verlfy design parameters and READNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I.7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not° a truss system. Before use, the building designer must verify the applicability of design parameters and property incordorate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mji'ek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For genera l'I guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see. ANSIrrPII Quality Crito ria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Aiexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Construction-SpecT14261639 J36227 A05 Hip 2 �PlyTJ36227-Wlliams Reference o floral 2-0-0 ' 4-9-14 5.00 12 tx4 3 2 d1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 O.ZZU 9 May z4 zula MI I eK Inausines, Inc. Mon Jun 11 U4:43:U4 zuia rage 1 ID:ilh?eG1 BxcLh8rot4npBhwz8L9P4ostS7pck9VhtnFizgMkFEcjBAtfV?PQLD7jKz7SzL 9-0-0 13 6-0 18-0-0 22-2-2 27-0-0 29-0-0 4-2-2 4-M 4-6-0 42-2 4'14 211 Scale=1:50.9 4x4 = 3x4 1 4x4 = 4 5 6 ` 12 4x4 = 3x8 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 9-0-0 1x4 7 8 11 10 v °i 3x4 = 3x8 = 4x4 = SPACING- 2-0-0 CSI. D FL. in (loc) Udefl L/d Plate Grip DOL 1.25 TC 0.35 V rt(LL) -0.14 12-15 >999 240 Lumber DOL 1.25 BC 0.87 V rt(CT) -0.33 12-15 >991 180 Rep Stress Incr YES WB 0.23 H rz(CT) 0.09 8 n/a n/a Code FBC2017fTP12014. Matrix -AS REACTIONS. (lb/size) 2=1359/0-8-0, 8=1359/0-8-0 Max Horz 2=214(LC 6) Max Uplift 2=318(1-C 5), 8=-318(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2526/549, 3-4=2148/408, 4-5=1946/409, 5-6=1946/409, 6-7=2148/4( 7-8=2526/549 BOT CHORD 2-12=-474/2354, 10-12=266/2135, 8-10=-423/2299 WEBS 3-12=-489/228, 4-12=-45/527, 5-12=347/117, 5-1 O 347/117, 6-10=44/527, 7-10= 490/228 PLATES GRIP MT20 244/190 Weight: 130 lb FT = 0% CHORD Structural wood sheathing directly applied. CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second.gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=Oft; B=70ft; L=27ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertic 31 left and right exposed; Lumber DOL=1.60 plate grip DOL=1:60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This,truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oth r live loads. 6) ° This truss has been designed for a live load of 20.Opsf on the bottom chord Wall areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 B lb uplift at joint 2 and 318 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,����� PpU IN VFW fee �0 ' G E N S ;z� �i. - v\ *.o No 68182 0: ST VOF :�QJ nnl. Joaquin Velet PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: June 11,2018 AWARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1 ¢7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not° a truss system. Before use, the building designer must verify the applicability of design parameters and property incorp )rate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additiona temporary and permanent bracing 11.A'Tel:° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general��YY�� 11 ';uidance regarding the 1ICC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Qty Ply J36227-Williams Construction -Spec FrussiType T14261640 J36227 A06G rd 2 1 Job Reference o tional t:asc L oasi I cuss, m. merce, t-L 34940 2-0-0 ' 3-9-14 5.00 12 j 3.4 3 cA 2 d1 • 17 4x8 = 1x4 II 3 9-14 3.9-14 b.ZZU S May 24 ZU1 U MI I eK Industries, Inc. Mon Jun 11 U4:43:U5 ZU15 Page 1 10:ilh?eG1B.Lh8rot4npBhwz8L9P-1A etorsFnmP65P545OCKfi?N_cuzUOiufffpDz7SzJ 7-0-0 11-0-9 15-7-7 20-0.0 23-2-2 27-0-0 29-0-0 3-2-2 4-4 4-2-13 4�-9 3-2-2 3-9-14 2-0 Scale=1:50.9 4x8 M18SHS = 1x4 II 3x4 = 4x8M18SHS = 4 24 525 26 2 6 28 29 7 3x4 i 8 05 ch 9 )$ 10 16 30 15 31 3214 33II 13 34 35 12 11 3x4 = 3x8 = 3x4 = tx4 I 4x8 M18SF S = 3x4 = 4x8 = Plate Offsets (X.YI— r2:0-0-0.0-0-41, r4:0-5-4.0-2-01, r7:0-5-4.0-2-01, r9:0-0-0.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. D FL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 V rt(LL) 0.29 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 V rt(CT) -0.63 13-15 >518 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.64 H rz(CT) 0.16 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 140 lb FT = 0% LUMBER- BF ACING - TOP CHORD 2x4 SP No.2 *Except* T P CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins. 4-7: 2x4 SP 285OF 1.8E B T CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2457/0-8-0, 9=2489/0-8-0 Max Harz 2=176(LC 7) Max Uplift 2=762(LC 5), 9=-779(LC 4) Max Grav 2=2637(LC 29), 9=2657(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5714/1638, 3-4=-5519/1609, 4-5=6471/1901, 5-6=6471/1901, 6-7=6471 1906, 7-8=5570/1653, 8-9=5766/1682 BOT CHORD 2-17=1470/5333, 16-17=-147015333, 15-16=1394/5188„ 13-15=1773/6530, 12-13=1400/5143, 11-12=1475/5250, 9-11=-1475/5250 WEBS 3-16=-401/304, 4-16=-127/703, 4-15=-532/1732, 5-15=691/334, 6-13=-700/340, 7-13=-488/1674, 7-12=125/701, 8-12=-406/309 1 NOTES- Unbalanced ```ill1 � �� 1.# IN 1) roof live loads have been considered for this design. ,�� PQV 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical h=Oft; B=701t; L=27ft; eave=4ft; Cat. left and right exposed; Lumber �%% ��•'�GENS•• �, F•••. DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. i No * ; •; 5) Plates checked for a plus or minus 0 degree rotation about its center. = 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where live loads. a rectangle 3-6-0 tall by 2-0-0 wide F will fit between the bottom chord and any other members. O :• S 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 int 9.,�#ii lb uplift at joint 2 and 779 lb uplift at �� T� , A� O Q ,•;`1`�� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 160 lb up at ss • O R �� % 1lb down down and 149 and 149 at 1 fool N A' down and 149 lb up at 13-11-4, 201 b down2 n1d1b 149 b p at149 15-11-4, and 201 lb downland lb up atn - 1-4and 64 lbdown,,�� and 287 lb up at 20-0-0 on top chord, and 460 lb down and 134 lb up at 7-0-0, 85 lb down at down at 13-0-12, 85 lb down at 13-11-4, 85 lb down at 15-11-4, and 85 lb down at 17-11-4, 9-0-12, 85 lb down at 11-0-12, 85 lb and 460 lb down and 134 lb up at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 19-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOADCASE(S) Standard June 11,2018 AWARNINO - Ved/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-7473 rev. 10/93/2015 BEFORE USE. Design valid for use only with Mn`ek® connectors. This design is based only upon parameters shown, and is for an Ind a truss system. Before use, the building designer must verify the applicability, of design parameters and property incorp Ndual building component, not rate this design Into the overall wt building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general temporary and permanent bracing �uidance regarding the MiTek° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Cdte Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, a, DSB-89 and BCSI Building Component r 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Type Oty Ply -WilliamsJ36227Construction-Spec THrjusGirder T14261640 ' J36227 A06G 2 1 Job Reference (optional) Last l:oast I cuss, t-t. Nlefce, FL MV41i 8.220 s May 24 2018 MiTeK Industries, Inc. Mon Jun 11 04:43:06 2018 Page 2 ID:ilh7eGIBxcLh8rot4npBhwz8L9P-1A etorsFnmP65P5450CKfi7N_cuzUOiufifpDz7SzJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plfp Vert: 1-4=70, 4-7=-70, 7-10=70, 18-21=20 Concentrated Loads (lb) Vert: 4=140(1`) 7=-205(F) 16=-339(F) 12=339(1`) 24=-140(F) 25=-140(F) 26=140(F) 27=-140(F) 28=140(F) 29=140(F) 30=61(F) 31=-61(F) 32=61(F) 33=61(F) 34=61(F) 35=61(F) ,&WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MrrekO connectors. This design Is based only upon parameters shown, and Is for an Ind vidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorp rate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additionaltemporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general 'guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Crite a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N.Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36227-Williams Construction -Spec T14261641 J36227 ZCJ1 Jack -Open 8 1 Job Reference o tional -2-0-0 2-0-0 5.00 12 Il LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 _ TC 0.54 TCDL 15.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- ,) TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=338/0-8-0, 4=68/Mechanical Max Horz 2=63(LC 8) Max Uplift 3=37(LC 1), 2=233(LC 8), 4=68(LC 1) Max Grav 3=47(LC 8), 2=346(LC 13), 4=72(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Ops 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end verti DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough hE the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4), This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otl 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whet will fit between the bottom chord and any othermembers. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 2 and 68 lb uplift at joint 4. 0.[cu s may c4 zula mi t ex meusmes, mc. mon dun n u4:4s:ub zuio rage 1 ID:ilh?eG1BxcLh8rot4npBhwz8L9P-1A etorsFnmP65P545OCKfiOi_INzetiufifpDz7SzJ 1-0-0 1-0-0 Scale = 1:8.2 3 1-0-0 1-0-0 in (loc) Vdefl Ud PLATES GRIP 0.00 5 >999 240 MT20 244/190 0.00 5 >999 180 0.00 4 n/a n/a Weight: 7 lb FT = O% ?CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. h=Oft; B=70ft; L=27ft; eave=4ft; Cat. 31 left and right exposed; Lumber dling and erection conditions. It is r live loads. a rectangle 3-6-0 tall by 2-0-0 wide lb uplift at joint 3, 233 lb uplift at joint %Iillfllf/II �%0%PQvIN V ' -*.- % �O .. G E N No 68182 • r o' S OF .' 41/ � ON A j1��,`�� nnl Joaquin Velez PE N6.68182 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev, 1010312015 BEFORE USE. Design valid for use only with WNW) connectors. This design is based only upon parameters shown, and is for an Individual building component, not , a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall �y building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. AdditionI temporary and permanent bracing M iTeIC� is always required for stability and to.prevent collapse with possible personal Injury and property damage. For genera�llIguidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIrrPn safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa,FL 36610 Job ' Truss Truss Type Qty Ply J36227-Williams Construction -Spec T14261642 J36227 ZCJ3 Jack -Open 8 1 Job Reference o tional 2-0-0 5.00 12 n 2 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 0 o.LLV y"L 10 w11Iem 11mubure5, Irlu. IYIUII Jun I I u4:'1J:ur 4V.16 rage I ID:ilh?eG1BxcLh8ro`1t4npBhwz8L9P-VNY048sUO4uGkF_HeovRtsEBSN5Gi5Hs6JRDLfz7SzI 3-0-0 —A SPACING- 2-0-0 CSI. D FL. in (loc) Vdefl L/d Plate Grip DOL 1.25 TC 0.54 V rt(LL) -0.01 4-7 >999 240 Lumber DOL 1.25 BC 0.10 V rt(CT) -0.01 4-7 >999 180 Rep Stress Incr YES WB 0.00 H .rz(CT) 0.00 2 n/a n/a Code FBC2017/TPI2014 Matrix -MP REACTIONS. (lb/size) 3=63/Mechanical, 2=326/0-8-0, 4=19/Mechanical Max Horz 2=85(LC 8) Max Uplift 3=38(LC 5), 2=155(LC 8) Max Grav 3=77(LC 13), 2=337(LC 13), 4=45(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3 4 Scale=1:12.4 PLATES GRIP MT20 2441190 Weight: 13 lb FT = 0% P CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. T CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. NOTES- 1)Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=3.Opsf; h=Oft; B=70ft; L=27ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertic 31 left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough her dling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oth Ir live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas wher a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 3 and 155 lb uplift at joint 2. ��111111/II,I ,���� PaU I N .`% J� •......... DENS No 68182 lo 9 : OF : �• �%, Joaquin Velez, PE No.68182 Walk USA, Inc. FL Cert 6634 6904 Parl�e East Blvd. Tampa FL 33610 Date: June 11,2018 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addition 1 temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa,. FL 36610 0 Job Truss Truss Type Qty Ply J36227-Williams Construction -Spec T14261643 J36227 ZCJ5 Jack -Open 8 1 Job Reference (optional) Cdsc Vud5t I IU55, r[. rlerce, rL 04tM u5 N 0 2-0-0 2 2x4 = 5.Oo 12 ti.zzu s may z4 zu16 mi i eK mousmes, Inc. mon .tun 1 i u4:4a:u6 zui is rage i BxcLh8rot4npBhwz8 L9 P-zZ501 Us6n007 MOZUC WQgQ4n M WnL7RYX7LzBmu5z7Sz H 5-0-0 5-0-0 3 4 Scale = 1:16.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL \ 1.25 TC 0.52 Veft(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/1`1312014 Matrix -AS Weight: 19 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=138/Mechanical, 2=396/0-8-0, 4=54/Mechanical Max Horz 2=119(LC 5) Max Uplift 3=78(LC 5), 2=145(1_C 8) Max Grav 3=163(LC 13), 2=411(LC 13), 4=87(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Op II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vei DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough I the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. i 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any c 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas wh will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied din sheetrock be applied directly to the bottom chord. s CHORD Structural wood sheathing directly applied. r CHORD Rigid ceiling directly applied. h=Oft; B=70ft; L=27ft; eave=4ft; Cat. al left and right exposed; Lumber cling and erection conditions. It is :r live loads. a rectangle 3-6-0 tall by 2-0-0 wide III uplift at joint 3 and 145 lb uplift at y to the top chord and 1 /2" gypsum %IIIIIIIf11j PQU IN ��� �O . • G E N S No 68182 J� �3 S O F . 144/ �"41SI0 N A , /11111 Joaquin Velez PE No.68182 M[Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ,&WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE INII-1473 rev. 1010312015,BEFORE USE. • Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additions Y temporary and permanent bracing M iTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and,bracing of trusses and truss systems, see ANSIITPII quality Crite safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. la, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type pty Ply J36227-Williams Construction -Spec T14261644 J36227 ZEJ7 Jack -Open 16 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2-0-0 5.00 12 34 = LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 TCDL 15.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017rTP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=210/Mechanical, 2=47710-8-0, 4=81/Mechanical Max Horz 2=156(LC 5) Max Uplift 3=117(LC 5). 2=-145(LC 8) Max Grav 3=246(LC 13), 2=498(LC 13), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertic DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough her the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a'10.0 psf bottom chord live load nonconcurrent with any oth, 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas when will fit between the bottom chord and any othermembers. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied direct sheetrock be applied directly to the bottom chord. 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 04:43:08 2018 Page 1 7-0-0 Scale = 1:20.6 in (loc) Vdefl L/d PLATES GRIP 0.10 4-7 >815 240 MT20 244/190 -0.23 4-7 >367 180 0.00 3 n/a n/a Weight: 25 lb FT = O% CHORD Structural wood sheathing directly applied. CHORD Rigid ceiling directly applied. =Oft; B=70ft; L=27ft; eave=4ft; Cat. left and right exposed; Lumber and erection conditions. It is r live loads. a rectangle 3-6-0 tall by 2-0-0 wide lb uplift at joint 3 and 145 lb uplift at to the top chord and 1/2" gypsum ``,T1►111111/��,, PQU IN VF< I J�-%GEN3F����. No 68182 .:. S OF • 11111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ,&WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010712015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addhiona temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Citte' guidance regarding the a, 659-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ss Truss Type Qty Ply J36227-Williams Construction -Spec TZHJ7 T14261645 J36227 Diagonal Hip Girder 4 1 Job Reference (optional) cam wool i r uas, rr. rrnrcn, rL ovnffD S,zzu s May Z4 zu76 MI I eK Inaustries, Inc. man Jun 7 7 U4:43:UU zuia rage 7 ID:ilh7eG1 BxcLh8rot4npBhwz8L9P-RlfmVgtkYi8_zY891DyvyHKUtBclAva8adwKQXz7SzG -2-9-15 5-2-9 9-10-1 2-9 15 5-2-9 4-7-8 Scale: 12"=l' 4 3.54 12 3x4 13 3 � 12 N i d crl N 11 2 14 15 7 16 6 1 _ 3x4 = 1x4 II 2x4 � 5 5-2-9 9-10-1 r 5-2-9 4-7-8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 NO Lumber DOL 1.25 BCLL Rep Stress Incr NO BCDL 10.0 Code FBC2017lrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 CS16 DFL. in (loc) Wall Ud TC 0.74 Vert(LL) -0.11 7-10 >999 240 BC 0.72 Vert(CT) -0.11 7-10 >999 180 WB 0.40 Horz(CT) 0.01 5 n/a n/a Matrix -MS REACTIONS. (lb/size) 4=164/Mechanical, 2=515/0-10-15, 5=306/Mechanical Max Harz 2=160(LC 20) Max Uplift 4= 80(LC 5), 2=391(LC 4), 5=106(LC 5) Max Grav 4=165(LC 28), 2=749(LC 28), 5=408(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1141/289 BOT CHORD 2-7=-360/1035, 6-7=360/1035 WEBS 3-7=0/286, 3-6=1102/383 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertic DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oth, 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas wher( will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8C 2 and 106 lb uplift at joint S. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated la 1-4-15, 98 Ib down and 136 lb up at 1-4-15, 102 lb down and 68 lb up at 4-2-15, 102 lb down down and 120 lb up at 7-0-14, and 165 lb down and 120 lb up at 7-0-14 on top chord, and 69 down and 96 lb up at 1-4-15, 38 lb down and 2 lb up at 4-2-15, 38 lb down and 2 lb up at 4-2 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the 1 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or b PLATES GRIP MT20 244/190 Weight: 43 lb FT = O% CHORD Structural wood sheathing directly applied at 4-9-11 oc puriins. CHORD Rigid ceiling directly applied or 9-6-15 oc bracing. w0ft; B=70ft; L=27ft; eave=4ft; Cat. I left and right exposed; Lumber r live loads. a rectangle 376-0 tall by 24)-0 wide lb uplift at joint 4, 391 lb uplift at joint Ila) 98 lb down and 136 lb up'at id 68 lb up at 4-2-15, and 165 lb down and 96 lb up at 1-4-115, 69 Ib 5, and 51 lb down at 7-6-14, and 51 sponsibility of others. :k (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-70, 5-8=-20 Concentrated Loads (lb) Vert: 11=113(F=56, B=56) 13=78(F=39, 13=39) 14=108(F=54, B=54) 15=4(F=2, B=2) 16=52(F=26, B=26) ,`II111:111//I�I IN %,.oQu P J ....EN.... .. No 68182 OF 10 11111 Joaquin Velez PE No:68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 AWARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1e/09/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon shown, and Is for an Ind dual building component,. not �- parameters a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addition temporary and permanent bracing MiTek° Is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSUTPI7 Quality Crite guidance regarding the a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. r Tampa, FL 36610 Symbols Numbering System A. General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center late on oint'unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I Failure to Follow Could Cause Property Damage or Personal Injury — Dimensions are in ft-in-sixteenths. - Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. �'��� c1-2 c2-3 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 16 4 o WEBS �a, 1 p T ', ��� of wide truss spacing, 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: p4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c� a cs- cs-s 1--designer, erection supervisor, property owner and plates 0- 'lid' from outside BOTTOM CHORDS all other interested. parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE .GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. _ connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIITPI 1. " Plate,location details available in MiTek 20/20 software or upon request NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed:19% at time of fabrication. —9 Unless expressyrnoted, this design -is- ot-applicable-for PLATE SIZE PRODUCT-CODE-A-PPROVACS ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 X 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. 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 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specked. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values g y 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI(rPl1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood -Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. _ ® is not sufficient. BCSI: Building Component Safety Information, M i k 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 *WARNING* rTHiS IS A PLACEMENT PLAN FOR ENGINEERED BRACING: _ r SEE FINAL ENGINEERING SHEETS FOR THE -BACK CHARGES WILL NOT BE ACCEPTED UNLESS OUR 1 COMPONENTS AS DEFINED BY WTCA 1 - 1995. ALL BEARING POINTS MUST BE j 1) FOR THE ERECTION BRACING FOLLOW STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS DESIGN DEPARTMENT APPROVES THEM IN ADVANCE DIAPHRAMS HAVE NOT BEEN ANALYZED BY INSTRUCTIONS ON THE BCSI-131 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION. -ALL HANGERS ARE SIMPSON STRONG -TIE OR USP INSTALLED PRIOR TO INSTALLING EAST COAST TRUSS. 2) PERMANENT BRACING FOR THE STRUCTURE IS HE -OUR DESIGN DEPARTMENT MUST APPROVE UNLESS OTHERWISE NOTED. INSTALL HANGERS rFOR ERECTION AND INSTALLATION OF TRUSSES ANY TRUSSES! RESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN ACCORDING TO THE CURRENT SIMPSON STRONG -TIE FAILURE TO DO SO MAY RESULTFOLLOW INSTRUCTIONS ON THE BCSI-B1 SUMMARY 3) INSTALL WEB BRACING AS STATED ON SEALED ADVANCE. OR USP CATALOG IN DAMAGED TRUSSES AND WILL VOID ALL WARANTIES SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS (ENGINEERING TRUSS DRAWINGS. 8' -1" PLATE HT. o. " Indicates Left End Of Truss On Layout & Engineer Sheets 41 TRUSS PLACEMENT PLAN ENGINEERED E CT TIMBER TRUSS SYSTEMS PRODUCTS ]EAST COAST TRUSS 5285 ST. LUCIE BLVD. FT. PIERCE, FL 34946 OFFICE: (772) 466-2480 FAX: (772)466-5336 rOMER:Wllllarns ronsf. NAME: Spec RESS:San Diego Ave. /COUNTY:Ft. Pierce/St. Lucie JOB # J36227 4ec,I Fo JOB # NOV 0 6?0 pvrmitti /® MODEL:Model Sg 4 _Q'D d e Cpinrment SQ FT 1896 DATE 06/11/18 r (LATEST=/ IN ACCORDANCE WITH THE FLORIDA ADDONNTRATI VE CODE .IGIS&31.W3 (3) (C), EAST' COAST IBUSS is mn "Tn.r Design E.&..:" Tmsad are dwi," W accordance with the Florida Budding Cade NOTE: By approving this placement plan(s), signatured anywhere on this sheet, the customer or his representitive acknowledges that this placement plan complies with the structural intent of the project. The customer also acknowledges that this approval authorizes EAST COAST TRUSS to manufacture these trusses and deliver them to the project indicated on this drawing. The customer also acknowledges that he/she accepts financial responsibility for any repair, engineering, and labor required due to errors other than those of EAST COAST TRUSS. Signed: Date: ODE = FBC 20171TPI2014 ASCE 7-10 ESIGN CRITERIA =MWFRS CCUPANCY CATEGORY=11 xpn_ suRP WF SPEED =170 UILDING TYPE =ENCLOSED EAN HEIGHT: 15.00 FLOOR: DUR FACTOR=1 ,0 PSF=TC LL-TCDL-BCLL-BCDL 40.0,10.0,0.095.0 ROOF: DUR FACTOR= 1.25 PSF=TCLL-TCDL-BC LL-BCD L 20.0115.010.0110.0 LOADS PER FBC & FRC *NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 20 psf DEFINITIONS MWF = MAIN WIND FORCE C&C = COMPONENTS AND CLADDING TOB = TOP OF BEARING TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT # =POUNDS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. 6-STRONG-BACK BRACING, 10'-0" O.C., RECOMMENDED ON FLOOR TRUSSES SPANNING 20t-0" OR MORE UST BE SET WITH A SPREADER BAR. THE 'READER BAR SHOULD BE AT LEAST 1/2 1- 2- 3- 4- 5- 6- IN LENGTH AS THE SPAN OF THE TRUSS NG SET. TO BCI-B1 FOR COMPLETE ON AND SAFETY PROCEDURES. SUPPORT ANY PLANT SHELVES /4" if plotted 24x36) . Designed By: SB LL CL W f W0 CC 0 1-: U N Fil J Z LL W c� G F— U) U) U) W Z Mn 07 W W U) O W O Z 25