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TRUSS
® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. mil6k 'S iLuvireco RE: J36 89-J36189A - J36189 Lot 278 Meadowood MiTek USA, Inc. Site Info atiOn: 6904 Parke East Blvd. Tampa, FL 33610-4115 Custome' Info: GHO Homes Project Name: Lot 278 Model: Avalon Classic Lot/Bloc 278 Subdivision: Meadowood Address:] Lot 278 Meadowood City: Ft. ierce State: FL Name A dress and License # of Structural Engineer of Record, If there is one, for the building. Name: a DA a I d T • )U t.L-611(-e- License #: 052 )y�, Address: 'f City: .f LJ Q- e c.� � . State: r !L � -� Gen4ral russ Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading' onditions): Design ode: FBC2017ITP12014 Design Program: MiTek 20/20 8.2 Wind Co e: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Loa,: 45.0 psf Floor Load: N/A psf This pac §age includes 59 individual, dated Truss Design Drawings and 0 Additional Drawings. With my eal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conformoto 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Se I# Truss Name Date No. Seal# Truss Name Date 1 Ti 65235 1 -CJ1 6/21/18 118 1 T14365252 1 A05 6/21/18 12 1 T14,18652361 -CJ3 6/21/18 119 1 T14365253 1 A06 1 6/21/18� 13 1 T1 4�652371-CJ5 1 6/21/18 120 1 T1 4365254 1 A07 6/21/18 _ 4 1 T14 65238 1 --EJ5 6/21/18 121 IT14365255IA08 6/21/18 15 1 T14 65239 1 --EJ5A 1 6/21/18 122 I T14365256 I A09 1 6/21/18 1 6 1 Ti 4065240 1 -EJ5T 6/21/18 123 IT14365257JAlO 6/21/18 7 Ti ',%5241 -EJ7 6/21/18 124 IT14365258JAll 6/21/18 8 1 Ti ',865242 1 -ERA 6/21/18 125 1 T14365259 1 Alt 6/21/18 9 T1 365243 -EJ49 6/21/18 126 1 T14365260 1 Ala 6/21/18 10 1 T1 4065244 1 -EJ49A 6/21/18 127 1 T1 43652611 Al 6/21/18 11 T1 865245 -EJ496 6/21/18 128 1 T14365262 1 Al 6/21/18 12 T1 65246 -HJ7 6/21/18 129 IT14365263IA16 6/21/18 13 T1 65247 -HJ49 6/21/18 130 IT143652641AI7 6/21/18 14 1 Ti 4065248 1 A01G 6/21/18 131 1 T14365265 1 Alb 6/21/18 15 T1 365249 1 A02 1 6/21/18 132 I T14365266 I A19 6/21/18 1 16 IT148652501A03 6/21/18 133 1 T14365267 1 A20 6/21/18 17 1 T1 40652511 A04 6/21/18 134 1 T14365268 1 A21 6/21/18 The truss d rawing(s) referenced above have been prepared by MiTek USA, Inc. I nder my direct supervision based on the parameters provided b East Coast Truss. Truss De ign Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engi eer named is licensed in the jurisdiction(s) identified and that the designs coin ��ly with ANSI/TPI 1. These designs are based upon parameters shown (e.g., �oads, supports, dimensions, shapes and design codes), which were given to MiT �. Any project specific information included is for MiTek's customers file reference (purpose only, and was not taken into account in the preparation of these design MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify 4pplicability of design parameterp and properly incorporate these designs into the overall building design perAW/TPI 1., Chapter Z,4 FILE COPY ��•,��,• NSF., 39380 0:. S TE OF :�4U' S�� O R 1 O P N i���',S,,O N A, '�%,`$ Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 Albani, Thomas 1 of 2 j c K RE 189-J36189A - J36189 Lot 278 Meadowood Site I 'formation: Custo I er Info: GHO Homes Project Name: Lot 278 Model: Avalon Classic Lot/BI' ck: 278 Subdivision: Meadowood Addrss: Lot 278 Meadowood City: t. Pierce State: FL No. Seal# Truss Name Date 35 T14365269 A22 6/21/18 36 T14365270 A23 6/21/18 37 T14365271 1 A24 1 6/21/18_ 1 38 IT14365272 1 A25 6/21/18 39 111T14365273 1 A26G 6/21/18 40 T14365274 B01 G 6/21/18 41 T14365275 B02 6/21/18 42 T14365276 B03 6/21/18 43 T14365277 B04 6/21/18 44 T14365278 B05G 6/21/18 45 1 T14365279 1 C01G 6/21/18 46 11 T14365280 1 DO 6/21/18 47 1 T14365281 D02 6/21/18 48 J T14365282 1 D03 6/21/18 49 1 T14365283 1 D04 6/21/18 50 1 T1 43652841 D05GE 6/21/18 51 1 T1 43652851 E01 GE 6/21/18 52 I, T14365286 E02G 6/21/18 53 11 T14365287 MV2 6/21/18 54 ill T14365288 1 MV2A 6/21/18 55 T14365289 1 MV28 6/21/18 T14365290 MV4 6/21/18 57 T14365291 V4 6/21/18 N56 58 T14365292 V8 6/21/18 59 T14365293 1 V8A 6/21/18 2,of 2 Job Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365235 J36189-J36189A —CJ1 JACK -OPEN 6 1 Job Reference (optional) test coast t LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOTCHORD OTHERS REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE Cat. II; Exp C left and right 2) As requested the responsit 3) This truss ha 4) ' This truss h will fit betwee 5) Refer to gird6 6) Provide mect 2 and 69 lb ui m. merce, rL :14t4b 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:21 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-pxK?geEd_5aR5aCgAWXCbCL8dXuuor3JTVtmP7z43RC -2-0-0 -0-2-8 1-0-0 1-9-8 0-2-8 1-0-0 Scale = 1:9.5 P � 1-0-0 1-0 5 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 10 >999 240 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 10 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a Code FBC2017ITP12014 Matrix -MP SP No.3 SP No.3 SP No.3 size) 3=-39/Mechanical, 2=340/0-8-0, 4=-67/Mechanical Horz 2=113(LC 9) Uplift 3=-39(LC 1), 2=-324(LC 9), 4=69(LC 13) Grav 3=62(LC 9), 2=352(LC 13), 4=97(LC 9) ix. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 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. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch :posed; Lumber DOL=1.60 plate grip DOL=1.60 elates have not been designed to provide for placement toleranceior rough handling and erection conditions. It is jty of the fabricator to increase plate sizes to account for these factors. Deen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 3, 324 Itouplift at joint ift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ®WARNING (Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111.7473 rev. 1010312015 BEFORE USE. Design valid f & use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not j a truss system] Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IS[ building desig Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requ ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st Ige, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job j Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365236 J36189-J36189A i -CJ3 JACK -OPEN 6 1 Job Reference (optional) cam wam i i rt. rrerce, rL ofrn40 a.ZZU s May Z4 ZU18 Mil ek Industries, Inc. Thu Jun 21 12:13:21 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-pxK?geEd_5aR5aCgAWXCbCL8dXuyor3JTVtmP7z43RC -2-0-0 - -2- 3-0-0 1-9-8 -2- 3-0-0 to Scale = 1:14.6 LOADING (psf) j SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.01 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 SP No.3 REACTIONS. b/size) 3=64/Mechanical, 2=328/0-8-0, 4=17/Mechanical ax Horz 2=166(LC 9) ax Uplift 3=40(LC 5), 2=-277(LC 9), 4=-43(LC 5) ax Grav 3=71(LC 13), 2=328(LC 1), 4=45(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE Cat. II; Exp ( left and right 2) As requeste( the responsil 3) This truss he 4) ' This truss Y will fit betwe( 5) Refer to girds 6) Provide mecl 2 and 43 lb u 1LL10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch posed; Lumber DOL=1.60 plate grip DOL=1.60 fates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ty of the fabricator to increase plate sizes to account for these factors. een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3, 277 lb uplift at joint lift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid fo use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�� a truss system I Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building desig Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing P iTek' is always requ �d for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform I ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 N Job VTruss Truss Type Qty Ply J36189 Lot278 Meadowood T14365237 J36189-J36189A —CJ5 JACK -OPEN 4 1 Job Reference (optional) East Coast Truss„ Ft. Pierce, FL 34945 8.22U s May 24 2018 MI I eK Industries, Inc. I hu Jun 21 12:13:22 zui ti Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-H8uOt FF10iliknOjE2R8QuJNx9RXIJTi9cKxaz43RB I -2-0-0 - -2 5-0-0 1-9-8 -2 5-0-0 Scale = 1:19.5 1 5-0-0 5-0-0 Plate Offsets X — 1:0-2-4 0-0-8 2:0-1-8 0-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.07 4-10 >828 240 MT20 244/190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 4-10 >993 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017[TPI2014 Matrix -MP Weight: 23 lb FT = 0% -LUMBER- i BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2 ' 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2i4 SP No.3 REACTIONS. ( b/size) 3=137/Mechanical, 2=397/0-8-0, 4=55/Mechanical fax Horz 2=220(LC 9) ax Uplift 3=-98(LC 9), 2=-308(LC 9), 4=-79(LC 5) Grav 3=152(LC 13), 2=397(LC 1), 4=89(LC 3) IMax. FORCES. (lb) - Lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE i Cat. II; Exp C; left and right e 2) As requested, the responsibi 3) This truss has 4) ' This truss he will fit betweer 5) Refer to girder 6) Provide mechi 2 and 79 Ito up 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch )osed; Lumber DOL=1.60 plate grip DOL=1.60 lates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is y of the fabricator to increase plate sizes to account for these factors. een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 he bottom chord and any other members. ,) for truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 3, 308 lb uplift at joint t at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ® WARNING - ferity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid foi use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. 3efore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall my building design' Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" Is always requi d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Jk- 11�� t Job ! Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365238 J36189-J36189A -E.15 JACK -OPEN 35 1 Job Reference (optional) test t;oasi I LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOTCHORD OTHERS REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE i Cat. II; Exp C; DOL=1.60 pla 2) As requested, the responsibi 3) This truss has 4) ' This truss ha will fit betweer 5) Refer to girder 6) Provide mech; joint 2. m. tierce, t-L :1494b 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:25 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-hiaW V?172J4tZBVbPMb8m2Vgc9A7kf2vO7r_Yvz43RB -2-0-0 - -2 5-0-0 1-9-6 -2- 5-0-0 Scale = 1:19.5 1 5-0-0 5-0-0 �- j1:0-2-4,0-0-81.[2:0-1-12.0-1-01 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 4-10 >993 180 Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 3 n/a n/a Code FBC2017/TPI2014 Matrix -MP Weight: 23 lb FT = O% SP No.3 SP No.3 SP No.3 ize) 3=137/Mechanical, 2=397/0-8-0, 4=55/Mechanical Horz 2=220(LC 9) Uplift 3-83(LC 9), 2=-211(LC 9) Grav 3=164(LC 13), 2=41O(LC 13), 4=89(LC 3) ix. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber grip DOL=1.60 plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ¢y of the fabricator to increase plate sizes to account for these factors. Peen designed for a 10.0 pelf bottom chord live load nonconcurreht with any other live loads. 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 the bottom chord and any other members. s) for truss to truss connections. finical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 3 and 211 lb uplift at Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 21,2018 ® WARNING {,I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid fdl use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system I Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall • HV building desig : Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always requ ,pd 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 Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i Job Truss Truss Type Oty Ply J36189 Lot278 Meadowood T14365239 J36189-J36189A —EJ5A HALF HIP SUPPORTED 2 1 Job Reference D tional I East Coast Ft. Pierce, FL 34946 1 8.220 s May 24 2018 Mil ek Industries, Inc. I hu Jun 21 12:13:2b 2U18 Pagel 1-9-8 6-2-d 4-0-12 0-11-4 5 62.4 II 1 4-0-12 1 5-0-0 , 0 d N Scale = 1:15.4 LOADING (psf) ! SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 ! Code FBC2017/TPI2014 Matrix-P Weight: 30 lb FT = 0% LUMBER- BRACING - TOP CHORD 44 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD S4 SP No.2 except end verticals. WEBS ' 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS AA SP No.3 *Except* 1,10: 2x4 SP No.2 I REACTIONS. Nil bearings 5-0-0. (lb) - P ax Horz 2=150(LC 5) ax Uplift All uplift 100 lb or less atjoint(s) 7, 9, 8 except 2=-238(LC 8) ax Grav All reactions 250 lb or less at joints) 7, 9, 8 except 2=328(LC 13) FORCES. (Ib) -, ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 711 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. ll; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 pla grip DOL=1.60 2) Truss designe for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End De Als as applicable, or consult qualified building designer as per ANSIlTPI 1. 3) Provide adequ ite drainage to prevent water ponding. 4) Gable require 'continuous bottom chord bearing. 5) Gable studs sl aced at 2-0-0 oc. 6) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss ha 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 betweer Ilthe bottom chord and any other members. 8) Provide mech jhical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 9, 8 except Qt=lb) 2=238. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ® -- y err/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. WARNING - Design valid to 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 properly incorporate this design into the overall MOW building design! Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivy iTek" is always requi d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, see gNSIITPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inform ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365240 J36189-J36189A -EJ5T JACK -OPEN 7 1 Jab Reference (optional) East Coast Truss Ft. Pierce, FL 34946 -2-0-0 III 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:27 2018 Page 1 ID:ACzXF5ZNyEa,pNQ9dnkZfEyGOD2-d5hGwhJNaxKbpVf WnecrTb73yvxCY8CrRK5cnz43R6 2-8-0 5-0-0 2-8-0 2-4-0 Scale = 1:19.5 Plate Offsets X 1:0-2-4 0-0-8 2:0-1-8 0-1-0 3:0-1-8 0-3-12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in ' (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.08 6 >735 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 - Vert(CT) -0.14 6 >429 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2' 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2 1 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2'4 SP No.3 OTHERS 2 1 4 SP No.3 REACTIONS. (b/size) I 4=168/Mechanical, 2=401/0-8-0, 5=28/Mechanical `�x Horz 2=220(LC 9) • Max Uplift 4=-80(LC 9), 2=-21 O(LC 9) M„lax Grav 4=200(LC 13), 2=414(LC 13), 5=55(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL=1.60 2) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss ha j been designed fora 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 lihe bottom chord and any other members. 4) Refer to girder ) for truss to truss connections. 5) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) 4 except (jt=lb) 2=210. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - efilk design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for se only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. efore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall' building design. 3racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor, . e, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Informal Ibn available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Lot278 MeadowoodT14365241 JJ36189 —EJ7 JACK -OPEN 2 ob Reference o tional 1'1. VierCe, FL J4`J4b a.22U s May Z4 2U18 MI I eK Industries, Inc. I hu Jun 21 12:13:28 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-5HFf81 KOLESSQfEA4U9rOh71bM4ux?oL453e8Dz43R5 -2-0-0 -0 2 7-0-0 1-9-8 0-2- 7-0-0 Scale: 12"=1' 7-0-0 Plate Offsets X — 1:0-2-4 0-0-8 2;0-1-4 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.11 4-10 >754 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.25 4-10 >331 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 j Code FBC2017/TPI2014 Matrix -MS Weight: 29 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2' 4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2 ' 4 SP No.3 REACTIONS. ( ¢/size) 3=205/Mechanical, 2=478/0-8-0, 4=86/Mechanical ax Horz 2=274(LC 9) ax Uplift 3=-131(LC 9), 2=-218(LC 9) ax Grav 3=244(LC 13), 2=495(LC 13), 4=129(LC 3) r FORCES. (lb) - Aax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL=1.60 2) As requested, lates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibil of the fabricator to increase plate sizes to account for these factors. 3) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss he 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 he bottom chord and any other members. 5) Refer to girder ') for truss to truss connections. 6) Provide mech� ical connection (by others) of truss to bearing plate Capable of withstanding 100lb uplift at joint(s) except Ut=lb) 3=131.2=218. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 a truss s eery design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. M -- Design valid for use only with Tek® connectors. This design is based only upon parameters shown, and is for an individual building component, not stem, e y efore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. 3racing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing t1 A'Te t.• is always requir V� for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f 1 IC fabrication, sto le, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informs i on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365242 J36189-J36189A i —EJ7A Jack -Open 4 1 Job Reference (optional) Cast L oasi i ri. rlerce, rL 34`J41) 1 2x4 = 5.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:28 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-5HFf81 KOLESSQfEA4U9rOh7HhM3Cx?oL453e8Dz43R5 6-10-8 6-10-8 3 Scale = 1:21.8 Plate Offsets X ; — 1:0-2-0 0-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.18 3-6 >462 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.26 3-6 >309 180 BCLL 0.0 Rep Stress Incr YES , WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 22 lb FT = O% LUMBER- BRACING - TOP CHORD 2'4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 �4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. ( /size) 1=307/Mechanical, 2=213/Mechanical, 3=94/Mechanical All x Horz 1=1851 9) k 11 x Uplift 1=-54(LC 9), 2=-143(LC 9), 3=-9(LC 9) Ni x Grav 1=319(LC 13), 2=252(LC 13), 3=132(LC 3) FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL=1.60 2) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss ha 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 between he bottom chord and any other members. 4) Refer to girderl for truss to truss connections. 5) Refer to girder ;) for truss to truss connections. 6) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 2=143. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 21,2018 ,& WARNING - Lerify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T4T3 rev. 1010312015 BEFORE USE. Design valid for . se only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. efore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HV t building design. 3racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always requir for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stor - e, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informs ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365243 J36189-J36189A —EJ49 JACK -OPEN 1 1 Job Reference (optional) East Coast Truss l Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:23 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-IKSm4KGtWiig9KtMDHxzghdQU7LVTGIYcwpMtTOz43RA -2-0-0 - -2 4-9-0 1-9-8 '2 4-9-0 0 NN 0 Scale = 1:18.9 4-9-0 4-9-0 Plate Offsets X — 1:0-2-4 0-0-8 2:0-1-12 0-1-0 i LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.05 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 j Code FBC2017/TPI2014 Matrix -MP Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2' 4 SP No.3 REACTIONS. (I /size) 3= 1 28/Mechanical, 2=387/0-8-0, 4=51/Mechanical ax Horz 2=213(LC 9) lax Uplift 3=-77(LC 9), 2=-211(LC 9) ax Grav 3=153(LC 13), 2=400(LC 13), 4=84(LC 3) FORCES. (lb) - ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plati grip DOL=1.60 2) As requested, ' lates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibil y of the fabricator to increase plate sizes to account for these factors. 3) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss hai been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder ) for truss to truss connections. 6) Provide meth joint 2. Ica[ connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3 and 211 Itouplift•at r Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - � eriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for 'I se only with MiTek® connectors. This design is based only upori parameters shown, and is for an individual building component, not �. a truss system. efore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.! Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWis always requir d for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, stor' e, delivery, erection and bracing oftmsses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T74365244 J36189-J36189A i —EJ49A JACK -OPEN TRUSS 1 1 Job Reference (optional) Last coast truss, I-L Pierce, hL 34946 I I I E $I 2x4 = 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:24 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-DW08lfHVHOyOy1 xPre4vDrzePlpx?Com9T5Q?Sz43R9 4-9-0 4-9-0 Scale = 1:16.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.04 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.06 3-6 >882 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 15 lb FT = 0% I LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2 '4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) i 1=211/0-8-0, 2=143/Mechanical, 3=68/Mechanical ax Horz 1=127(LC 9) 'ax Uplift 1=-38(LC 9), 2=-95(LC 9), 3=-9(LC 9) x Grav 1=220(LC 13), 2=169(LC 13). 3=91(LC 3) FORCES. (lb) - �,ax. Comp./Max. Ten. - All forces 250 (lb) of less except when shown. NOTES- 1) Wind: ASCE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL=1.60 2) As requested, lates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibil y of the fabricator to increase plate sizes to account for these factors. 3) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss ha 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 he bottom chord and any other members. 5) Refer to girder ) for truss to truss connections. 6) Provide mech hical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 1, 95 lb uplift at joint 2 and 9 lb uplift joint 3. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 A WARNING - ledly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. ■ Design valid fo se only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, efore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing met is always requi d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stoi i ige, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform ton available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Fl- 36610 Job ' Truss Truss Type Qty Ply J36189 Lot278 Meadowood I T14365245 J36189-J36189A —EJ49B Jack -Open 4 1 Job Reference (optional) taS[ UOaS[ I ruS�, H. 11lerce, t-L 34946 �I 1 2x4 = 4-7-8 4-7-8 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:24 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-DW081fHVHOyOy1 xPre4vDrzfllgZ?Com9T5Q?Sz43R9 3 Scale = 1:16.4 LOADING (psol SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.04 3-6 >999 240 MT20 2441190 TCDL 15.0', Lumber DOL 1.25 BC 0.43 Vert(CT) -0.06 3-6 >974 180 BCLL 0.0' ' Rep Stress Incr YES WB 0.00 Horz(CT) ' 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 15 lb FT = 0% LUMBER- BRACING - TOP CHORD il'4 SNo.3 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOT CHORD 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.lb/size) 1=205/Mechanical, 2=140/Mechanical, 3=65/Mechanical ax Horz 1=124(LC 9) ax Uplift 1=-36(LC 9), 2=-95(LC 9), 3=-8(LC 9) ax Grav 1=214(LC 13), 2=166(LC 13), 3=89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C i Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exp sed; Lumber DOL=1.60 pl a grip DOL=1.60 2) This truss haE I been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss h been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee ' the bottom chord and any other members. 4) Refer to girde; s) for truss to truss connections. 5) Refer to girde s) for truss to truss connections. 6) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 1, 95 lb uplift at joint 2 and 8 lb uplift pt joint 3. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 g g erily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid -- a truss system fo', use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building desig ! Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always requl d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek' fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365246 J36189-J36189A -HJ7 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) Fast (;oast d Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:31 2018 Page 1 ID:FOzOEfHn MVNaUwbMujnL80yhM15-Wsxnm3Mud9q 1 H6zildiY?JlvpZDB8H 1 om3111Yz43R2 2-9-15 0r2,4 5-1-9 9-10-1 2-7-11 0.2.4 5-1-9 4-8-B 3x4 = 11 3x4 = 1x4 II 5-1-9 2x4 11 Scale = 1:29.0 5 6 LOADING (psf) TCLL 20.01 TCDL 15.01 BCLL 0.0 BCDL 10.01 j 1. SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.38 BC 0.43 WB 0.35 Matrix -MS DEFL. in (loc) Ildefl Lid Vert(LL) -0.06 9-17 >999 240 Vert(CT) -0.05 8-9 >999 180 Horz(CT) -0.01 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 53 lb FT = 0% LUMBER- BRACING - TOP CHORD 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 4 SP No.2 except end verticals. WEBS 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 4 SP No.3 REACTIONS. lb/size) 3=526/0-10-15, 8=498/Mechanical, 10=0/Mechanical ax Horz 3=497(LC 14), 10=-384(LC 17) flax Uplift 3=-494(LC 9), 8=-408(LC 9) Grav I lax 3=775(LC 29), 8=547(LC 28) FORCES. (lb).' ex. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2=-275/412, 2-3=-291/443, 3-4=-936/657 BOT CHORD 9=-647/785, 8-9=-647/785, 1 -11 =-384/293, 10-11=-384/293 WEBS 8=-808/697 NOTES- 1) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 platp grip DOL=1.60 2) This truss has )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss he been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee 'the bottom chord and any other members. 4) Refer to girde i s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechAnical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=494,8=4081 7) Hanger(s) or c er connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 138 lb up at 1-3-15, 123 lb lown and 138 lb up at 1-3-15, 103 lb down and 84 lb up at 4-1-14, 103 lb down and 84 lb up at 4-1-14, and 160 lb down and 161 b up at 6-11-13, and 160 lb down and 161 lb up at 6-11-13 on top chord, and 93 lb down and 96 lb up at 1-3-15, 93 lb down and 9 lb up at 1-3.15, 13 lb down and 53 lb up at 4-1-14. 13 lb down and 53 lb up at 4-1-14, and 39 lb down and 95 lb up at 6-11-13, a 39 lb down and 95 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility others. 8) In the LOAD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) IStandard 1) Dead + Roof L,(1/e (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Thomas A. Albani PE No.39380 Vert: 1',.5=-70, 5-6=-30, 7-15=-20, 10-12=-20 MiTek USA, Inc. FL Cert 6834 Concentrated oads (lb) 8904 Parke East Blvd. Tampa FL 33610 Vert: 3=115(F=58, B=58) 20=75(1`=-38, B=-38) 21=106(F=53, B=53) 22=6(F=3, B=3) 23=-54(F=-27, B=-27) Date: i June 21,2018 A WARNING - Design valid to erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss systemBefore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �' building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sto Safety Inform ge, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Oty Ply J36189 Lot278 Meadowood T14365247 J36189-J36189A —HJ49 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) cast coast I lI 6 ri. vierce, rl 34`J48 S.ZZU s May Z4 2018 MI I eK Industries, Inc. Thu Jun 21 12:13:29 2018 Page 1 1 D:FOzOEfHnMVNaUwbMujnL80yhM15-aUp1 LNLe6YaJ2opMeCg4wug WimaagSkVJlpBhgz43R4 -2-9-15 -q-2,4 3-6-8 6-7-14 2-7-11 0-2 4 3-6-8 3-1-6 2x4 = 9 1x4 II 3x4 % Scale =1:21.5 4 5 -0-1-10 3-6-8 6-7-14 LOADING (psf) ! SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.08 7-15 >958 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.09 7-15 >845 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 HO¢(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 33 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2; 4 SP No.2 except end verticals. WEBS 2i 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2' 4 SP No.3 REACTIONS. (� /size) 7=230/Mechanical, 3=378/0-10-15, 8=0/Mechanical Horz 3=459(LC 14), 8=369(LC 20) �ax ax Uplift 7=-176(LC 9). 3=-361(LC 9) ax Grav 7=297(LC 28), 3=619(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -2=-341/384, 2-3=-362/414, 3-4=-263/102 BOT CHORD -9=-362/369, 8-9=-362/369 NOTES- 1) Wind: ASCE If 0; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat, grip DOL=1.60 2) This truss has tleen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss ha 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 he bottom chord and any other members. 4) Refer to girder �) for truss to truss connections. 5) Refer to girder s) for truss to truss connections. 6) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=176, 3=361. j 7) Hanger(s) or o her connection device(s) shall be provided sufficient to support concentrated loads) 123 lb down and 138 lb up at 1-3-15, 123 lb own and 138 lb up at 1-3-15, and 103 lb down and 84 lb up at 4-1-14, and 103 lb down and 84 lb up at 4-1-14 on top chord, and 3 lb down and 96 lb up at 1-3-15, 93 lb down and 96 lb up at 1-3-15, and 13 lb down and 53 lb up at 4-1-14, and 13 lb down an 53 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD C I SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) tandard 1) Dead + Roof Lie (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads plf) Vert: 1=-70, Concentrated 4-5=-30, 6-13=-20, 8-10=-20 gads (lb) Thomas A Albani PE No.39380 Vert: 1 =115(F=58, B=58) 18=106(F=53, B=53) 19=6(F=3, B=3) Ill USA, Inc. FL Cert 60346964 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - i erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for M se only with 7ek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. efore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall" building design. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R A''i'e l." Is always requir'J stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the Vrfor t i li fabrication, stor Safety Informs e, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365248 J36189-J36189A A01G HALF HIP TRUSS 1 1 Job Reference (optional) East Coast Truss{ Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:33 2018 Page 1 JI� ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-SF2YBkO89n4kXQ78t1104kr8TNm6c224ENnPgRz43RO i-2-0-12 Or11i 6-11-12 12-10-8 18-9-4 25.7-5 32-5-7 i 39-7-4 2-0-12 0-11 6-0-8 5-10-12 5-10-12 6-10-1 6.10-1 7-1-13 Scale = 1:71.5 6.00 12 5x5 5x5 2 27 28 29 4x10 = 430 31 32 4x10 M18SHS = 46 = 33 5 34 6 2x4 II 35 7 36 6x6 = 37 38 839 40 41 42 3x4 = 43 9 44 45 4x10 = 46 10 47 jj d1 I " 2 d 18 Id • 49 50 51 21 20 52 53 19 54 2x 25I 24 48 2x4 II 4x6 = 4x4 = 16 15 55 56 14 57 58 13 59 60 1261 62 63 11 64 3x6 I 2x4 II 5x5 = 6x12 _ 3x4 = 3x6 II 4x6 = 4x8 = x6 = 6x10 = I � 8 = 2x4 II 0 11 2-6-4 6-11-12 12-10-8 16-8-4 16-9-4 25-7-5 32-5-7 39-7-4 0-11 1-7-0 4S8 5-10-12 3-9-12 2-1-0 6-10.1 6-10-1 7-1-13 Plate Offsets X — 2:0-1-12 0-2-12 3:0-2-8 0-2-4 5:0-3-8 0-2-0 6:0-3-0 Ed a 8:0-2-0 Ed a 12:0-3-8 0-2-0 15:0-2-12 0-3-0 16:0-0-8 0-2-4 17:0-3-12 0-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.26 19-21 >848 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.42 19-21 >526 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB '0.96 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 220 lb FT = 0% LUMBER- BRACING - TOP CHORD 2k4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, 1'3: 2x4 SP No.2, 6-8: 2x4 SP 285OF 1.8E except end verticals. BOT CHORD 2 1 4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 5-6-4 oc bracing. 1 -16: 2x4 SP 285OF 1.8E, 11-13: 2x4 SP No.1 WEBS 1 Row at midpt 8-15, 4-23 WEBS 2 4 SP No.3 *Except* 2 Rows at 1/3 pts 5-17 1 -11,2-25,15-16: 2x6 SP No.2, 7-15: 2x8 SP No.2 _ REACTIONS. (I /size) 11=1321/Mechanical, 25=1281/0-7-4, 15=317910-3-8 ax Horz 25=215(LC 9) ax Uplift 11=-460(LC 5), 25=-539(LC 9), 15=-1131(LC 9) ax Grav 11=1380(LC 27), 25=1322(LC 25), 15=3304(LC 25) FORCES. (lb) - Oax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-774/358, 3-4=-726/318, 4-5=-1850/671, 5-7=-849/2382, 7-8=477/1338, 9=-1776/600, 9-10=-2400/806, 10-11=-1222/496, 25-26=-1277/561, 2-26=-1414/589 BOT CHORD i2-23=-1126/3022, 21-22=-1126/3022, 19-21=-1117/3053, 18-19=-671/1850, 7-18=-670/1848, 14-15=-600/1774, 12-14=-806/2400 WEBS 5-17=-1837/769, 7-17=-743/404, 3-23=-271/242, 2-23=-378/1245, 4-21=0/298, 19=-40/434,4-19=-1240/460,5-17=-4355/1565,10-12=-812/2417,8-15=-3318/1121, -1 2=-538/365, 8-14=0/593, 9-14=-669/231, 4-23=-2411/886 NOTES- 1)Wind: ASCE 7' 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plat; grip DOL=1.60 2) Provide adequ to drainage to prevent water ponding. 3) All plates are NIT20 plates unless otherwise indicated. 4) This truss has een 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 he bottom chord and any other members. 6) Refer to girder ) for truss to truss connections. l 7) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=460,25=5 J 15=1131. I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - 11 eri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. -- Delibuildingss sdesign.:' se only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not Design valid fo y efore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p� Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always regwr d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stor' e, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36189 Lot 278 Meadowood T14365248 J36189-J36189A A01G HALF HIP TRUSS 1 1 Job Reference o lional East Coast Truss! Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:33 2018 Page 2 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-SF2YBkO89n4kXQ78t1104kr8TNm6c224ENnPgRz43RO NOTES- 8) Hanger(s) or her connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down and 115 lb up at 2-0-12, 192 lb down and 112 lb up at 3-0-12, 192 lb Jown and 112 lb up at 5-0-12, 192 lb down and 112 lb up at 7-0-12, 192 lb down and 112 lb up at 9-0-12, 192 lb down and 112 lb up at 11-0-12, 192 lb down and 11 j b up at 13-0-12, 192 lb down and 112 lb up at 15-0-12, 160 lb down and 115 lb up at 17-0-12, 160 lb down and 115 lb up at 19-0-12, 160 lb down and 115 lb up at 21-042, 160 lb down and 115 lb up at 23-0-12, 160 lb down and 115 lb up at 25-0-12, 160 lb down and 115 lb up at 27-0-12, 160 lb down and 115 Ito up at 29-0-12, 160 1 down and 115 lb up at 31-0-12, 160 lb down and 115 lb up at 33-0-12, 160 lb down and 115 lb up at 35-0-12, and 160 lb down and 115 lb up at 37-0-12, and 147 lb do n and 104 lb up at 39-0-12 on top chord, and 56 lb down at 2-0-12, 22 lb down at 3-0-12, 22 Itodown at 5-0-12, 22 lb down at 7-0-12, 22 lb down at 9-0-12, 22 lb c at 11-0-12. 22 Ib down at 13-0-12, 22 Ib down at 15-0-12, 56 Ib down at 16-10-0, 56 Ib down at 18-9-4, 56 Ib down at 21-0-12, 56 Ib down at 23-0-12 , 56 Itodown a �Iwn 25-0-12, 56 Ito down at 27-0-12, 56 lb down at 29-0-12, 56 lb down at 31-0-12, 56 lb down at 33-0-12, 56 Ito down at 35-0-12, and 56 lb down at 37-0-12, and 63 lb dow i at 39-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD C hSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof a (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load 'plf) Vert: 2=70, 2-3=-70, 3-10=70, 24-25=-20, 18-22=-20, 11-16=20 Concentrated oads (lb) Vert:=-98(B) 7=67(B) 21=-8(B) 5=98(B) 19=-8(B) 17=35(13) 18=-35(B) 27=-67(B) 28=-98(B) 29=-98(B) 30=-98(B) 32=-98(B) 33=98(13) 35=67(B) 36=-67(B) 37=- T(B) 39=-67(B) 40=-67(B) 41=-67(B) 43=-67(B) 44=-67(B) 45=-67(B) 46=-67(B)47=91(B) 48=-35(B) 50=-8(B) 51=-8(B) 52=-8(B) 53=-8(B) 54=-B(B) 55- ! (B) 56=-35(B) 57=-35(8) 58=35(B) 59=-35(B) 60=-35(B) 61=-35(B) 62=-35(B) 63=-35(B) 64=-42(B) I 1 I i i i I ®WARNING - I wit y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE. Design valid for se only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building design. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW I iTek� is always requirefor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, store e, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informal n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood 'i T14365249 J36189-J36189A A02 HIP TRUSS 1 1 Job Reference (optional) East (;oast truss, Ill Ft. Pierce, t-L 3494b 6.00 12 6x6 — 3 '1 � 2 oI 1 5 2F'2x4ll 3x6 LOADING (psf) TCLL 20.0 TCDL 15.0 ,BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - TOP CHORD BOTCHORD ' WEBS 6x8 = 4x4 = 48 = 2x4 II 431 5 32 6 7 22 21 20 d 19 6x8 = 4x8 M18SHS = 18 4x4 = 4x4 II d.zzu s May z4 zu-to MI1 eK Inousines, Inc. I ❑u Jun z I Iz:l3:J0 GUIs rage I ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-OeAlcQPPhOLSmjGW SnUA9wcnBVF4x6NhhGWuJz43R_ 23-8-9 i 30-7-7 37.8-0 i 39-8-0 I 6-11-9 6-10-13 7.0-9 2-0-0 4x6 = 48 = 4x4 = 8 9 3310 17 16 15 7x8 = 5x8 = 4x6 = 23-8-9 30-7-7 6-11-9 6-10-13 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.44 19 >999 240 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.73 19 >652 180 Rep Stress Incr YES WB 0.99 Horz(CT) 0.08 13 n/a n/a Code FBC2017/TPI2014 Matrix -MS BRACING- 5 SP DSS *Except' TOP CHORD 2x4 SP 285OF 1.8E, 11-12: 2x6 SP SS i SP DSS *Except* BOT CHORD 5: 2x4 SP 285OF 1.8E, 3-23: 2x4 SP No.3 t SP No.3 *Except* 1. •17,22-25,17-19,8-19,4-25: 2x6 SP DSS, 11-15: 2x4 SP No.2 (size) 2=1949/0-8-0, 13=1775/Mechanical ix Horz 2=202(LC 7) ix Uplift 2=-730(LC 9), 13=-597(LC 9) lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -3=-3115/925,3-4=-2827/871,4-5=-6238/2135,5-7=-7102/2439,7-8=-6771/2337, -10=-4998/1756, 10-11=-3666/1319, 11-12=-1188/456, 12-13=-1810/609 -26=-693/2798, 25-26=-337/1796, 23-25=-507/244, 3-25=-282/1095, 22-23=-376/1071, 1-22=-1468/4719, 19-21=-1974/6238, 7-19=-385/205, 17-18=-362/1150, 5-17=-1158/3666,14-15=-278/1018 -22=-677/254, 5-19=-341/973, 8-17=-1129/459, 10-17=-492/1500, 10-15=-1169/483, 1-15=-997/2941, 11-14=-1106/406, 12-14=-511/1646, 22-25=-1095/3668, 3-26=-437/1229,17-19=-1285/3982,8-19=-576/1782,4-25=-19391775,5-21=-691/291, Scale = 1:71.6 5x6 6x8 = 11 12 rr d Id N N 14 13 4x4 = 3x8 I PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 322 lb FT = 0% Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-1-14 oc bracing: 21-22 6-1-9 oc bracing: 19-21 8-0-2 oc bracing: 15-17. 9-4-0 oc bracing: 2-26 21=-519/1742 NOTES- 1) Unbalanced ro' f live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; 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 adequ a drainage to prevent water ponding. 4) All plates are h 1 20 plates unless otherwise indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss ha I 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 he bottom chord and any other members. 7) Refer to girder ) for truss to truss connections. 8) Provide meche ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=730,13=59 I i AWARNING - l i rity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid fore only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a' truss system.fore use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor' e, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety ;on, on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke fast Blvd. Tampa FL 33810 Date: MiTek' 6904 Parke East Blvd. Tampa, FL 36610 June 21,2018 Job I iTruss Truss Type Qty Ply J36189 Lot 278 Meadowood J36189-J36189A � A03 HIP TRUSS 1 1 T14365250 Job Reference (optional) r=abi L'uast I rus 5, rt. rlerce, t-L d41:140 8.22U S May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:37 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-LO1216RfD?bA?1Qv6tpyFa?xZ_DcYrxg8_IcyCz43Qy -2-0-0 -8-0 5-0-0 10.10-0 16.9-0 22-11-8 23 -4 29.3.It 35-8-0 39-8-0 2-0-0 ! 8-0 2-4-0 5-10-0 5.11-0 6-2.8 0.1.12 6-2-8 6-4-4 4-0-0 Scale = 1:71.6 3x6 = Sx5 = 6.00 121 3x4 = 6x8 = 3x4 = 3x4 = 5x8 = 3 28 4 29 5 6 7 8 30 9 4.6 M d 10 N 2 d 0 1 3 22 d v Io 6x8 = d 17 N IN �4 21 20 19 18 3x6 2x4 II 2x4 II 3x8 M18SHS = 16 15 1413 12 6x10 M18SHS = 2x4 II 5x8 = 4x6 = 4x4 = 3x1 II i li 4x4 = i -8-0 5-0-0 10.10-0 16.9-0 23-1-4 29-312 35A-0 39-8-0 -8- 11 2-4-0 'J.5-11-0 644 6-2-9 40.0 -0-0 Plate Offsets X - 3:0-2-8 0-2-4 5:0-3-4 0-3-4 9:0-6-0 0-2-8 15:0-2-8 0-2-0 17:0-6-0 Ed a 22:0-5-8 0-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.38 17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.64 17-19 >747 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 243 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 BOT CHORD SP 285OF 1.8E IF4 SP 285OF 1.8E `Except' TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except end verticals. " 16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 SP No.3 *Except* 6-5-8 oc bracing: 17-19 1 -22,15-17: 2x4 SP 285OF 1.8E 8-3-10 oc bracing: 13-15. 8-9-0 oc bracing: 2-23 REACTIONS. ( /size) 2=1949/0-8-0, 11=1775/Mechanical ax Horz 2=256(LC 7) ax Uplift 2=-730(LC 9). 11=-597(LC 9) FORCES. (lb) -vlax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3490/1120, 3-4=-3076/1044, 4-5=4014/1428, 5-6=-4847/1722, 6-8=-3778/1383, 9=-3015/1132, 9-10=-16411616, 10-11 =-1 744/607 BOT CHORD -23=-815/3051, 22-23=-815/3052, 17-19=-1511/4893, 15-16=-74/253, 13-15=-910/3015, 2-13=-359/1392 WEBS 3-22=-337/1217, 5-19=-1038/354, 9-12=-801/304, 10-12=-498/1668, 19-22=-1193/3963, -22=-1099/423, 9-13=-677/2014, 8-13=1051/431, 6-15=1026/409, 8-15=-314/965, 5-17=-1112/3599, 6-17=-378/1202 NOTES- 1) Unbalanced ro f live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL=1.60 3) Provide adequ ;te drainage to prevent water ponding. 4) All plates are 20 plates unless otherwise indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss he 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 rie bottom chord and any other members. 7) Refer to girder( ) for truss to truss connections. 8) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=730,11=597' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - 11 rift' design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103,2015 BEFORE USE. _ -=:• Design valid for se only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -C-C-C•••����YYYIICgtgi a truss system. jefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. gracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always requm for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, star e, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informat n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i ° Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365251 J36189-J36189A A04 HIP TRUSS 1 1 Job Reference (optional) Cast liDa51 1 FU551 -2-0-0 1 2-8-0 r[. rler0e, rL 39940 6-11-0 11-10-0 16-8.0 8.ZZU S May Z4 2U18 MI I eK industries, Inc. I nu Jun 21 12:13:38 2U18 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-pDsRESSH_JjldB?5fbKBnoYyTOT?HL2pNeUAUez43Qx 22-4-9 27-11-7 33-9-0 39-8.0 2-0.0 -8-0 43-0 4-11-0 4-10.0 5-8-9 5-0-13 5-9.9 5-11-0 Scale = 1:71.6 3x4 = 5x5 = 3x8 = 2x4 II 3x6 = 3x4 = 5x8 = 6.00 I 12 3 27 4 28 5 6 7 29 8 30 9 4x6 10 d.m 2 a of 1 A 0 291 21 d = 17 I5x8 N N 20 19 18 2 3x6 2x4 11 2x4 11 6x6 = 5x8 = 16 15 14 12 11 11 13 3x6 II i 2x4 II 6x8 = 4x4 = 3x6 = 3x4 ift-a -8-0 6-11-0 i 11-10.0 16-8-0 1& -0 22:L- 27-11-7 33-9-0 3" dt.11 0.0 430 411-0 410-0 0. -0 5-7-9 Sb13 5-9-9 5-11-0 rldre Uusets n a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.54 17-18 >878 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.14 11 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 255 lb FT = 0%. LUMBER- BRACING - TOP CHORD 2'4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1! :2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. Except: BOT CHORD 2 4 SP No.2 'Except' 6-8-0 oc bracing: 2-22 51 6: 2x4 SP No.3 WEBS 2 4 SP No.3 *Except* 1-21,15-17: 2x4 SP No.2 REACTIONS. (, /size) 2=1949/0-8-0, 11=1775/Mechanical ax Horz 2=298(LC 7) 12-14=-413/1621 x Uplift 2=-730(LC 9), 11=-597(LC 9) FORCES. (lb)-ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD3=-3371/1100, 3-4=-2941/1045, 4-5=-3820/1400, 5-7=-3797/1394, 7-8=-3151/1201, 9=-2676/1044, 9-10=1921/711, 10-11=-1719/612 BOT CHORD 22=-766/2920, 21-22=-766/2921, 17-18=-941/3289, 5-17=-366/190, 14-15=-770/2676, WEBS-2 1 =-292/1104,4-17=-247/739, 9-12=-577/238, 10-12=-492/1729, 4-18=-571/221, 8-21=-938/3279, 4-21=-541/211, 9-14=-492/1493, 8-14=-921/370, 7-15=-909/355, -15=-222/696,15-17=-892/3023,7-17=-241/824 NOTES- 1) Unbalanced rolf live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; ,ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat(' grip DOL=1.60 3) Provide adequa a drainage to prevent water ponding. 4) This truss has 63en designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) . This truss has :en 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 a bottom chord and any other members. 6) Refer to girder(,,) for truss to truss connections. 7) Provide mechaI!cal connection (by others) of truss to bearing.plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=730, 11=597J1I Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: 'June 21,2018 I A WARNING - i rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev, 10103,2015 BEFORE USE. Design valid for se only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. ,fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building design. racing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVl Is always requir for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the ,pniTek" fabrication, storz e, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informal n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood �A05 T14365252 J36189-J36189A HIP TRUSS 1 1 Job Reference lootionall Last toast I rus , I-t. Fierce, f-L 34946 -z 0-00 -6 0 5-0-o 2-0-0 'i. -8-0 2-4-0 4-0-0 12 2x4 11 3 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:40 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dn kZfEyGOD2-Ib_Bf8TX WwzitV9 U nONftDdJnCBTID 96ryzHZXz43Qv '-0 1 31-8.0 39-8-0 r 5x8 = 2x4 II 3x6 = 3x4 = 4 25 5 6 267 15 iI ..n.. — ' 18 17 16 28 6x8 = 3x6 2x4 I I 3x4 I I 5x5 = 14 2x4 I I 3x4 II OF 7-5-0 13 5x8 = 5x8 = 27 8 4X6 9 Scale = 1:71.6 12 11 10 3x6 = 4x4 = 4x6 II 1 39-M LOADING lipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.24 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.47 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.12 10 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 254 Ill FT = 0% LUMBER- TOP CHORD 2x14 SP 285OF 1.8E 'Except` BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, 114: 2x4 SP No.2 except end verticals. BOT CHORD i 4 SP No.2 'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: � 14,3 17: 2x4 SP No.3 7-10-9 oc bracing: 15-16 WEBS 4 SP No.3 8-11-11 oc bracing: 11-13. 6-7-0 oc bracing: 2-20 REACTIONS. lax. size) 2=1949/0-8-0, 10=1775/Mechanical x Horz 2=344(LC 7) x Uplift 2=730(LC 9), 10=-597(LC 9) x Grav 2=1969(LC 13), 10=1787(LC 14) FORCES. (Ib) u Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2 TOP CHORD -3=-3442/1103, 3-4=-3385/1200, 4-5=-3158/1211, 5-7=312811202, 7-8=2591/1042, 9=-2095/769, 9-10=-1717/618 BOT CHORD 20=-802/3131, 19-20=-802/3132, 16-17=-113/276, 15-16=-561/2307, 5-15=-567/295, lIl -13=-431/1755, 3-19=-313/183 WEBS 6=355/155, 4-15=-391/1173, 13-15=-670/2455, 7-15=193/679, 7-13=-958/386, 13=-374/1184, 8-11=-384/195, 9-11=-467/1753, 16-19=-467/2113, 4-19=-338/1145 NOTES- 1) Unbalanced ro' f live loads have been considered for this design. 2) Wind: ASCE 7 ; 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL=1.60 3) Provide adequ a drainage to prevent water ponding. 4) This truss has sen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ha 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 a bottom chard and any other members, with BCDL = 10.Opsf. 6) Refer to girder( for truss to truss connections. 7) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=730,10=5971 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ® WARNING - rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. i Design valid for Ise only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��• building design.'In racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always requh for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storae, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informat available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' I Truss Truss Type Qty Ply MeadowoodT14365253 J36189-J36189A A06 HIP TRUSS1ce FJ361"278 o tional ���• .• . • 8.220s may z4 zu18 MI I eK Inaustrles, Inc. I hu Jun 21 12:13:41 2018 Page 1 I I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-DnXZsUU9HE5cUfkgLjuuPQAUcbXYUjyG3cjg5zz43Qu -2-0.0 2-8-0 6-10-0 11-0-0 1 15-8-14 20-4-0 24.11-2 29-8-0 34-6-4 39.8.0 2-0-0 2-8-0 4-2-0 4-2-0 4-8-14 4.7.2 47-2 q-8-14 4-10-4 5-1-12 Scale = 1:72.9 6.00 12 5x5 = 3x4 = 2x4 II 3x6 = 3x4 = 5x5 = 5 28 6 7 8 29 9 10 3x6 i 3x4 2x4 II 4 11 3 j 4x6 r 12 M 2 I1 3 22 -o 18 30 31 32 16 33 I' 6 N IN 1 3 - 124 21 20 19 17 15 14 13 2x4 II 3x4 II _ 3x6 3x8 = 4x6 3x8 = 4x4 = 3x6 II t 4-3-8 i It � 6x8 = 1-8-8 -8-0 5-0-o 11-0-0 11 8 20-2A 20 -0 29-0-8 29 0 346-4 398-0 11 2-0-0 60.0 t 1-M 0. 8-10.12 0.1- 2 9-0-8 410.4 51-12 Plate Offsets X 4- 5:0-2-8 0-2-4 10:0-2-8 0-2-4 22:0-5-80-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.25 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.50 17-19 >945 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.11 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 273 lb FT = 0% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 'Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 4 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-10-5 oc bracing. Except: BOT CHORD 2x SP No.2 *Except* 6-6-0 oc bracing: 2-23 0: 2x4 SP No.3, 16-18: 2x4 SP No.1 WEBS 1 Row at midpt 6-19, 9-15 WEBS 2 }f SP No.3 JOINTS 1 Brace at Jt(s): 22 REACTIONS. (1 ,(size) 2=1949/0-8-0, 13=1775/Mechanical x Horz 2=388(LC 7) x Uplift 2=-730(LC 9), 13=-597(LC 9) M x Grav 2=2036(LC 13), 13=1852(LC 14) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-3623/1117, 3-5=-3675/1291, 5-6=-1989/833, 6-7=-2452/979, 7-9=-2452/979, .=-1908/791,10-11=-2173/834,11-12=-1896/680,12-13=-1795/611 BOT CHORD }23=-821/3341, 22-23=820/3341, 3-22=-462/275, 17-19=-572/2348, 15-17=-554/2221, 4-15=-412/1558 WEBS 19=-61/305, 10-15=-211/641, 11-15=87/435, 12-14=-513/1728, 19-22=-424/2031, 22=-517/1713, 11-14=743/266, 6-19=-710/242, 6-17=-43/364, 9-17=-77/480, 15=-838/285, 7-17=-309/162 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 9 ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9,Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; cl., 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 adequaill drainage to prevent water ponding. 4) This truss has b en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has een 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 t11,e bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s for truss to truss connections. h) Provide mechan al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=730, 13=597. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - V Ty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7473 rev. 1010312015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B ore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall• building design. E cing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storag delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlo available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 136189 Lot278 Meadowood T14365254 J36189-J36189A A07 HIP TRUSS 1 1 Job Reference (optional) tasi L oasi I t-i. Ylerce, I-L :14`J4b 13-0-0 5x8 M18SHS 11 6.00 12 2x4 II 7 34 3x6 � 4x6 5 4 3x4 3 b.22U s May 24 ZU18 MII eK industries, Inc. l hu Jun 21 12:13:43 2018 Pagel I D:ACzXF5ZNyEa_pNQ9dnkZf EyGOD2-9AfKH9WQprLKkyu3S8wMUrFtRPGLyc4ZXwCx9sz43Qs 27-8.0 30-7-0 33-4-0 39-0-12 7-4-0 2-11-0 2-9-0 6.2.12 Scale = 1:77.5 7x8 = 6x6 = 8 35 9 6x10 = 5x5 = 5xl6 = ' 10 11 24 3x8 = 5x8 = 13 12 28 27 2fi 22 21 20 19 18 16 15 4x4 = 2x4 II 3x6 —_ 4x4 — 6x8 = 4x8 = 3x6 = 2x4 II 2x4 II 2x4 11 3x4 11 i 22-2K 5x8 = 1-0- 8-11-12 i 12-2-10 11-10-0 11.E-0 10-8-0 11-5¢ 1a-o-Q 20-4-0 27-&0 237-0 3o-7-Q 33-4-0 392 51-12 d-9-d �d-9-d 7-4-0 7-4-0 1-11-0 -0-0 2-9-0 12712 0.0-10 0-4-0 0-0-10 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.66 BC 0.60 WB 0.80 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) -0.08 15 >999 240 Vert(CT) -0.20 15 >999 180 Horz(CT) 0.02 33 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 296 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, 7. ,8-9: 2x6 SP No.2 except end verticals. BOT CHORD 2 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5 7,7-21: 2x4 SP N0.3 6-0-0 oc bracing: 2-28,27-28 WEBS 2 A SP No.3 *Except* 9-8-5 oc bracing: 13-14. 1 12: 2x6 SP No.2 10-0-0 oc bracing: 25-27, 21-23 OTHERS 2 3 SP SS WEBS 1 Row at midpt 7-24, 8-23 REACTIONS. (I I/size) 24=2786/0-8-0, 33=904/0-6-12 IV;x Horz 24=299(LC 7) j Uplift 24=-1035(LC 9), 33=-258(LC 9) x Grav 24=2786(LC 1), 33=1044(LC 18) I FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD 3=-522/909, 3-5=-738/1642, 5-6=-743/1695, 6-7=-704/1660, 7-8=-548/1089, 9=1222/342, 9-10=-1452/319, 10-11=-1809/425 BOT CHORD 28=733/616, 20-21=-5/271, 14-17=-369/1846, 13-14=369/1846, 12-13=-93/271, 23=-322/1010, 24-25=-1421/953, 23-24=-1129/692 ,WEBS 28=-251/304, 5-24=-293/169, 17-18=0/260, 10-17=-706/273, 10-13=-691/216, 1-13=-376/1732, 7-24=-1977/744, 25-28=-661/522, 3-25=-729/387, 20-23-109/483, 23=-1801/687, 17-20=-116/705, 8-17=-256/741, 11-33=-1199/302 !NOTES- 1) Unbalanced roci live loads have been considered for this design. 2) Wind: ASCE 7-,, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; E j�cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate Igrlp DOL=1.60 3) Provide adequa drainage to prevent water ponding. 4) All plates are M 20 plates unless otherwise indicated. 5) This truss has b an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has een 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 t e bottom chord and any other members. 7) Bearing at joint( 33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bear g surface. i�al 8) Provide mecha connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Thomas A. Albani PE No.39380 24=1035,33=2f MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ®WARNING - V�'I ify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for L a only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B' fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall I� A�• building design. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek` Is always require for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, store , delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply J36189 Lot278 Meadowood ]Qty T14365255 J36189-J36189A i A08 HIP TRUSS 1 1 Job Reference (optional) rast L oast I rus t-t, coerce, t-L a4V40 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:45 2018 Page 1 ID:ACzXF5ZNyEa_lNQgdnkZfEyGOD2-6Zn4irXgKTb2zG1RaZygaGKDwDs7QY5r Eh2Ekz43Qq 13-0-0 -2-0- 5-6-4 10-9-0 11-10. 15-00 211-0-0 1 -0 29-7-0 31-0-0 34-11-0 398-12 2-0- 5E-4 5-1-12 1-2-0 1-2-0 2-0-0 5-0-0 5-0-0 3-11-0 1-9-0 3-7-0 47-12 Scale = 1:76.3 12 5x8 = 2x4 II 5x8 = �6.00 8 2x4 114x6 9 / 37 10 7 2x4 II 6x10 = i 4x6 3x6 6 11 Sx5 2x4 5x16 = 5 12 13 14 4 3x4 3 d h I d^ 36 4 yz224 c6 q 7 w o 1 29• 38 21 18 39 31 30 23 22 20 19 3x8 = 2x4 II 25 3x6 —_ 4x4 = 6x8 = 4x4 = 4x8 = 3x6 = 44 = 2x4 II 2x4 II 2x4 11 5x8 = 5x8243:t2 12-2-10 11-10-0 11-6-0 15-0-0 I4 10-6-0 1 -5 0 20-0-0 25-e-0 29-7-0 1 34-11-0 396-12 Sb-0 52 96 3-11-0 -0-0 4-4-0 M12 0-0-10 08+1 0-4.0 0-4-10 Plate Offsets X — 8:0-6-0 0-2-8 10:0-6-0 0-2-8 14:0-3-12 0-3-0 17:0-2-12 0-2-8 26:0-5-8 0-2-8 28:0-5-8 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.13 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.14 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.02 36 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 321 lb FT = 0% LUMBER- TOP CHORD BRACING - 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, BOT CHORD 2 SP No.2 *Except* except end verticals. 1 19,5-30,7-24: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x�1 SP No.3 `Except* 10-0-0 oc bracing: 17-19, 28-30, 24-26 1j1-15: 2x6 SP No.2 WEBS 1 Row at midpt 7-27, 8-22, 10-22, 8-26 OTHERS 21' SP SS " REACTIONS. (11I/size) 27=2786/0-8-0, 36=904/0-6-12 x Horz 27=319(LC 7) x Uplift 27=-1238(LC 4), 36=-476(LC 4) x Grav 27=2786(LC 1), 36=1037(LC 18) FORCES. (lb) - flax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-522/909,3-5=-742/1643, 5-6=-733/1690,6-7=-697/1669, 7-8=-465/1228, 9=-591/307, 9-10=-591/307, 10-11=-1583/813, 11-12=-1550/738, 12-13=-1076/509, 14=-1076/509 BOT CHORD-3 1 =-733/616, 22-23=-542/347, 20-22=-419/855, 11-17=-279/164, 16-17=-680/1544, 26=-783/1660, 27-28=-1422/953, 26-27=-1097/568 WEBS 131=-254/305,5-27=-278/156,7-27=-1995/895,8-23=-208/297,8-22=-656/1288, 22=-436/222, 10-22=620/307, 17-20=371/834, 10-17=537/1012, 12-17=-375/151, 16=-594/1260, 13-16=-296/154, 12-16=-675/291, 28-31=-665/523, 3-28=-730/391, 26=-567/359, 8-26=-2114/950, 14-36=-10781493 NOTES- II, 1) Unbalanced roc J live loads have been considered for this design. 2) Wind: ASCE 7- P; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=4491t; eave=46ft; Cat. 11; Exp C; E Incl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Luinber DOL=1.60 plate grip DOL=1.60 3) Provide adequa drainage to prevent water ponding. 4) This truss has b e en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has Ben designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between tie bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint( 36 considers parallel to grain value using ANSIlrPI 1 angle to grain formula. Building designer should verify capacity of bear g surface. 7) Provide mechann,l al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 27=1238, 36=47¢. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ®WARNING - V �I iry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/Y015 BEFORE USE. Design valid for a only with MTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. B "fore use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall is building requi. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always require for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, stora , delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Informati available from Truss Plate Institute, 218 N. Lee Street, Guile 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss ype Qty Ply t 278 Meadowood TROOF'SPECIAL T14365256 FJO J36189-J36189A I A09 1 1 nce o tional rr. t-lerCe, rL 34e40 12.2-10 5-11-15 10-1-14 11-5-0 1362 5-11-15 4-1-15 1.3-8 1-3-6 0-9-4 6.00 12 4x4 2x4 II 7 3x6 _ 3x4 i 6 5 3x4 5- 4 3 l% '25 29 28 27 23 22 F3x6 = 4x4 = 21 51z8x8: =2x4 11 5x8 = 8.22U s May 24 ZU78 MI I eK Industries, Inc. I hU Jun 21 12:13:47 2018 Page 1 I D: FOzOEfHn MVN aUwbMuj nL80yh MI5-2xvg7XZws4rlCa Bqh_?IfhOZIOh Ju M?8SYA81 dz43Qo 3-0 29-0-0 334 0 0411-8 298 12 t-0 5-8-0 4-0-0 1-7-8 4-7-4 5x8 = 8 21 20 37 3x6 = 4x4 = Scale = 1:77.6 5x5 = 35 9 5x4-5X5 6x10 = 105x5 = 5x16 = 2 13 34 15 14 19 18 17 3x8 = 2x4 11 4x8 = 2x4 6z8 = 8-11-12 12-2-10 11-6-0 i 5-11-15 10-1-14 11-5.6, 13-6-2 17-M 23�0 29-0-0 33-0-0 34-11-8 39512 5-11-15 4-1-15 1-5-8 1-M 35-14 6-8-0 SA-0 4-0-0 1-7-0 47.4 0.0-10 0$10 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.17 18-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.16 18-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.02 34 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 317 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2 ' 4 SP No.2 except end verticals. WEBS ;e:4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1 -14: 2x6 SP No.2 WEBS 1 Row at midpt 8-19, 9-19, 7-25, 8-24 OTHERS 2 3 SP No.2 REACTIONS. (I ]size) 25=2804/0-8-0, 34=897/0-3-8 x Horz 25=358(LC 7) fx Uplift 25=-1216(LC 8), 34=-472(LC 4) Gav25=2804(LC 1), 34=1018(LC 18) FORCES. (lb) - x. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ;:r TOPCHORD 3=535/961, 3-5=-725/1604, 5-6=737/1722, 6-7=-704/1708, 7-8=-402/1153, 9=-678/419, 9-10=-1629/829, 10-11=-1329/643, 11-12=-1145/571, 12-13=-983/480 -; BOT CHORD 29=-774/634, 25-26=-1398/951, 24-25=-975/505, 19-21=-250/224, 15-16=-442/1036 WEBS 29=267/314, 8-19=-521/990, 9-19=-719/331, 10-16=-1025/445, 12-15=-670/277, 26=-132/264, 7-24=-804/1710, 5-25=-324/140, 7-25=-2216/958, 26-29=-741/612, 26=-709/379, 8-24=-1912/876, 13-15=-567/1146, 11-16=-223/475, 16-19=-224/652, -16=-572/1111, 13-34=-1069/494 NOTES- 1) Unbalanced roc live loads have been considered for this design. 2) Wind: ASCE 7- ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; E icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; L amber DOL=1.60 plate grip DOL=1.60 ,3) Provide adequa drainage to prevent water ponding. 4) This truss has ben designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has )een 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 I ie bottom chord and any other members, with BCDL = IO.Opsf. 16) Bearing at joint( ) 34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bear g surface. 7) Provide mechar cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=1216,34=4. , Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - V iily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for a only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. B' fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building tlasign. racing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I VI is always require Ifor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ppiTek" fabrication, stora delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformatI i� available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type PlyTJob Lot Meadowood TROOsFSPECIAL �Qty T14365257 J36189-J36189A A10 1 erence (optional) Last GOast I rus% H. Pierce, FL 34946 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOTCHORD WEBS OTHERS i j REACTIONS. FORCES. (lb) - TOP CHORD BOTCHORD WEBS 2 12-2-10 0-94 6.00 12 4x6 i 2x4 11 7 31 _3x4 i 6 5 3x4 4 3 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:50 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-SWazlYbp9?DK31 wPM6Y?HJ22kEjg51Nb8WOovyz43Ql 19-0.0 21-6-0 27-4-0 31-4-0 3611-8 39-0-12 5-5-14 2-8-0 5-8-0 r 4-0-0 5-7.8 2-7-0 Scale = 1:81.9 5x8 = 5x5 = 8 g 5x5 = 5x8 = 10 6x10 = 38 5x16 = 5x5 = 12 13 0 28 - 16 15 14 32 31 3026 25 24 23 22 21 19 13x4 2x4 II 3x6 = 4x4 = 2x4 11 2x4 11 4x4 = 4x8 = 3x6 = = 2x4 5N8 = 3x4 = _ 5x866 - 2x4 I I 5x8 = 2x4 II 12-2-10 tt-0-0 -0- B-11-12 5-11-15 10.1-14 11-5-6, 73-6-2 19-0-0 21-8-0 2711-0 2&7-0 31 36-11-8 391-12 41-15 '1-3Ar h3-6' S-S14 216 5-8-0 23-0 1-9-0 5-7, 2.7-0 0-0-10 0-8-10 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.72 Lumber DOL 1.25 BC 0.37 Rep Stress Incr YES WB 0.89 Code FBC2017/TPI2014 Matrix -MS DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.15 21-23 >999 240 MT20 244/190 Vert(CT) -0.15 21-23 >999 180 Horz(CT) 0.02 37 n/a n/a BRACING- SP No.2 TOP CHORD SP No.2 SP No.3 *Except* BOTCHORD 4: 2x6 SP No.2 SP No.2 WEBS ize) 28=2805/0-8-0, 37=899/0-3-8 Horz 28=427(LC 7) Uplift 28=-1221(LC 8), 37=-503(LC 4) Grav 28=2805(LC 1), 37=1002(LC 18) ix. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1=-535/961, 3-5=725/1604, 5-6=-737/1720, 6-7=-711/1759, 7-8=389/1152, 1=-471/344, 9-10=-1363/789, 10-11=-1100/611, 11-12=1221/612, 12-13=-793/430 12=-774/634, 28-29=-1398/950, 27-28=-963/542, 23-24=-96/291, 17-20=-444/1014, -17=444/1014, 15-16=-418/840 12=267/315, 8-23=-459/828, 9-23=-753/320, 10-20=904/432, 12-15=923/377, •15=-620/1119, 5-29=-1321263, 7-27=-790/1589, 5-28=-342/150, 7-28=-2325/975, 32=-741/612, 3-29=-708/379, 24-27=-63/304, 8-27=-1845/868, 20-23=-60/450, '0=-685/1164, 13-37=1129/565 Weight: 334 lb FT = 0% Structural wood sheathing directly applied or 3-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 8-8-0 oc bracing: 16-17 1 Row at midpt 9-23, 7-28, 9-20 2 Rows at 1/3 pts 8-27 NOTES- 1) Unbalanced ro live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf, h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; ,jtcI' GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; L Per DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) This truss has I e'en 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 he bottom chord and any other members. 6) Bearing at joint �1) 37 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bee i g surface. 7) Provide mechai cal connection (by others) of truss to. bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 28=1221, 37=53. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ®WARNING - V rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for a only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�- building design. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, store B. delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informati n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job J36189-J36189A Truss All Truss Type Roof Special rly Ply 1 J36189 Lot278 Meadowood T14365258J Job Reference o tional cam wam r ]j, rr. roue, rL 0110 s.zzu S May z4 zula MI I eK Inclusines, Inc. I nu Jun Z1 1Z:13:bl Zola Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-wj8LzucRwJMBhBVbwp3EpXaE5dwOgCckMA8MROz43Qk �-__ 55 1-16-3-5 20-4.0 25-4-0 29.4.0 34444 3990 1-15 I45-7�1-40-11 4.0.1 5-0-0 4-0-0 SO-5122 0 ro 6.00 12 5x8 = 9 ze Zb 20 19 18 17 - 15 14 3x6 —_ 4x4 = 2x4 II 3x4 II 4x8 = 3x6 = 3x8 = 2x4 II 5x8 =5x8 = 3x8 = 6x8 = 12.2-10 11-60 i 511-15 10-SS 11-5-6 19-2-1p 20-0-0 25-0-0 294-2 3444 39-9-0 ' 511-15 4-5-7 -0-0 -0- 7-1-0 SO-0 4-0-0 SO4 53-12 0-0-10 n.A_1n Scale = 1:89.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TILL 20,0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.21 15-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.39 15-17 >853 180 BCLL 0.0 Rep Stress Incr . YES WB 0.89 Horz(CT) 0.02 14 ri n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 309 lb FT = 0% LUMBER- BRACING - TOP CHORD BOT CHORD z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, z4 SP No.2 *Except* except end verticals. 4125,7-19: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS x4 SP No.3 10-0-0 oc bracing: 23-25, 19-21 WEBS 1 Row at midpt 8-21, 9-18, 9-17, 11-17, 7-22 REACTIONS. ( /size) 14=951/Mechanical, 22=2796/0-8-0 ax Horz 22=542(LC 7) ax Uplift 14=-278(LC 9), 22=-1042(LC 9) ax Grav 14=1141(LC 14), 22=2796(LC 1) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 0-3=-534/958, 3-4=726/1617, 4-5=746/1720, 5-7=-712/1670, 7-8=-570/1217, -9=-499/234, 9-10=-1091/464, 10-11=-880/324, 11-12=-1252/500, 12-13=-1172/329, 128/287 BOT CHORD �3_14=-,l -26=-771/632, 22-23=-1413/953, 21-22=-1125/757, 7-21=-580/1689, 17-18=-47/443, 5-17=102/856 WEBS 26=-264/318, 23-26=-682/552, 3-23=-716/379, 18-21=-495/455, 8-21=-1904/743, -18=-344/1046, 9-18=-793/296, 9-17=-469/1202, 10-17=-775/360, 12-15=-487/292, 3-15=-154/1011,4-22=-292/158, 7-22=-2071/782, 11-15=-207/320 NOTES- j 1) Unbalanced ro f live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Dpsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL=1.60 3) Provide adequ A e drainage to prevent water ponding. 4) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss ha been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between I he bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder( ) for truss to truss connections. 7) Provide mecha l ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=278,22=1012 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 AWARNING - I Design valid for design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. a only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.�ef ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.racing Is indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' always requirefor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, store, Safety Informat delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and SCSI Building Component on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365259 J36189-J36189A Al2 ROOF SPECIAL 1 1 Job Reference o tional Cast L oast I rus ' rt. ,,e,ce, rL J4`J413 -z-0-o 5-11-15 10-5-6 2 -2-1 2-0-0 5-11-15 4-5-7 1.94 2 6.00 12 2x4 II 4x6 i 3x6 4x6 - 6 7 5 3x6 4 3 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:53 2D18 Page 1 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-t5G6NadhSwcvwVe_2E5iuygXDRd014xl gUdTWHz43Qi 46-8-0 234-0 27-40 32-11-3 38-8-5 441-0 44- -8 3-0-0 4-0-06-1 1-9-8 7x6 11 Scale = 1:93.7 8 5x5 = 5x5 = 9 3x6 11 3x6 12 2x4 13 2x4 11 2x4 II 2x4 = la 28 27 26 24 21 20 38 19 39 18 40 17 41 16 �\ 15 = 4x6 —_ 4x6 = 3x4 II 22 3x4 11 4x8 = 3x6 4x6 3x8 = 4x6 = 3x6 = 5x8 = 5x8 = 6x8 = 12-2-10 i 5-11-15 10S6 11-5-513-2-10 16-35 20-4-0 23-0-0 27-0-0 35-8-12 44-8-0 5-11-15 4-5-73-0-11 4-0-11 3-0-0 40-0 8-0-12 6-11-4 041-10 0$10 v LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.17 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.34 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 319 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2114 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: {7: 2x4 SP No.3 10-0-0 oc bracing: 25-27, 21-23 WEBS 2 4 SP No.3 *Except* WEBS 1 Row at midpt 11-18, 9-20, 7-24 8 3: 2x4 SP No.2 2 Rows at 1/3 pts B-23 OTHERS 2x SP No.3 REACTIONS. (1 size) 24=2977/0-8-0, 14=1378/0-8-0 IV I x Horz 24=493(LC 7) IVII it x Uplift 24=-1092(LC 9), 14=-520(LC 9) N ax Grav 24=2977(LC 1), 14=1582(LC 14) FORCES. (lb) - I lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -3=-534/958,3-5=-726/1618,5-6=-746/1715,6-7=-73211780, 7-8=-553/1191, 9=-662/298, 9-1 0=-1 191/458, 10-11 =-1 386/458, 11-13=-2306/635, 13-14=-2587/662 BOT CHORD I�28=771/632, 24-25=-1414/953, 23-24=-1066/817, 7-23=-468/1617, 18-20=0/880, WEBS ,6-18=-164/1629,14-16=-395/2216 128=-264/319, 25-28=-686/553, 3-25=-716/379, 20-23=-56/443, 8-23=-2074/717, 118=-221/691, 10-18=-24/259, 11-18=-885/379, 11-16=-138/634, 13-16=-457/249, 120=-409/1273, 9-20=-1167/447, 5-24=-303/163, 7-24=-2449/988 NOTES- 1) Unbalanced rocl live loads have been considered for this design. 2) Wind: ASCE 7- D; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Ebel., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate rip DOL=1.60 3) Provide adequale drainage to prevent water ponding. 4) This truss has b' en designed fora 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 t e bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24=1092.14=5 b. Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - V ii 'Iy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �e�• a truss system. B ,tore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall -C•�YC building design. racing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always require ,tor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stora delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati i� available from Truss Plate Institute, 218 N. Lee Street, Su 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply J36189 Lot278 Meadowood T14365260 J36189-J36189A A13 ROOF SPECIAL 1 1 Job Reference (optional) tasl coast I m. rterce, rL s48415 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:55 2018 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-pUOsoGfx XsdAooM9f8A NltCFG?m_MKHo6Zb9z43Qg 46$0 -2-0-0 511-15 10-5-6 2-2-1D 16-3-5 20-40 2 -_4 25-0-0 31-7.3 37-105 44-6-0 44- 8 2-0.0 5-11-15 45-7 1-9 4 4-0-11 4-0-11 -0 40-0 &3.3 6-3-3 6-9-11 0- -e 1-9-8 5x8 M18SHS = Sx5 = 5x5 = 6.00 FIT 9 ,^ Scale: 1/8"=l' 46 —_ 4x6 — 3x4 II 3x4 = 4x8 = 3x6 = 3x6 = 3x6 5x8 = 5x8 = 3x8 = 6x8 = 13-2-10 12-2-10 11-6-0 5-11-15 1056 11-5-6 20-4-0 25-0-0 34-8-12 44-8-0 5-11-15 4-5-7 7-1-6 9-0-12 9-114 0-0.10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.26 16-18 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.49 16-18 >807 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.04 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2 ,I SP No.2 'Except* BOT CHORD 5 7,7-21: 2x4 SP No.3, 19-22,14-17: 2x4 SP No.1 WEBS 2 4 SP No.3 *Except* 8 3: 2x4 SP No.2 WEBS OTHERS 2A, ° SP No.3 REACTIONS. (I size) 24=2977/0-8-0, 14=1378/0-8-0 Mix Horz 24=493(LC 7) MI x Uplift 24=-1092(LC 9), 14=-520(LC 9) M x Grav 24=2977(LC 1), 14=1583(LC 14) PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 326 lb FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-28,27-28. 10-0-0 oc bracing: 25-27, 21-23 1 Row at midpt 10-18, 7-24, 11-1 B, 9-20 2 Rows at 1/3 pts B-23 FORCES. (Ill - lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-534/958, 3-5=-726/1618, 5-6=-746/1714, 6-7=-731/1776, 7-8=-554/1198, 9=-575/284, 9-10=-994/427, 10-11=-1175/417, 11-13=-2242/626, 13-14=-2552/655 BOT CHORD 28=-771/632, 24-25=1414/953, 23-24=1068/817, 7-23=-473/1623, 18-20=0/674, -18=-113/1499,14-16=-379/2175 WEBS 28=-264/319, 25-28=-686/553, 3-25=-716/379, 20-23=-78/397, 8-23=-2083/725, 18=-295/917, 11-16=-164/744, 13-16=-512/285, 7-24=-2436/982, 5-24=-301/162, 20=-365/1206, 11-18=-1003/426, 9-20=-1100/371 i NOTES- 1) Unbalanced roo live loads have been considered for this design. 2) Wind: ASCE 7-'1; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. Il; Exp C; , cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate rip DOL=1.60 3) Provide adequa drainage to prevent water ponding. 4) All plates are M 20 plates unless otherwise indicated. 5) This truss has b en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has )een 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 t e bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechan� al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 24=1092,14=526. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ® WARNING - W ity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for u e only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B'lore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, I I acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always require for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stora i, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati i i available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365261 J36189-J36189A A14 ROOF SPECIAL 1 1 Job Reference (optional) Saar wam uuaa�i rr. ncicc, rL 04a4o '1-9-3 ' 3-0.12 ' 3-6-7 ' 2-0-6 4-6-13 6.00 12 3x6 i 6 3x8 1�, 4x8 5 3x6 4 3 6.2YU s May 24 2U16 MI I eK Industries, Inc. 1 nu Jun 21 12:13:57 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-IsVcDygC W96LP6ylH4Ae3ogHS2liEuacl6bgf2z43Qe 46-8-0 -0 31-7-3 37-10-5 448.0 44- 8 0 6.3.3 6.3.3 6-9-11 0• -8 1-9-8 Scale = 1:86.9 5x5 = 5x5 = 5x5 = 7 8 9 Y '.I 23 22 21 20 33 19 34 18 17 35 36 _ 2x4 I I 5x5 = 3x6 = 3x6 = 3x8 = 3x8 = 3x6 = 15-9-3 20-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 TCDL 15.0 Lumber DOL 1.25 BC 0.79 BCLL 0.0 Rep Stress Incr YES WB 0.99 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- t 3x6 10 3x6 11 2x4 O 12 16 15 3x6 = 3x6 = d d 2x4 II 2x4 II 2x4 = 13 m 14 06 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.44 15-32 >945 240 MT20 244/190 Vert(CT) -0.49 15-17 >847 180 Horz(CT) 0.06 13 n/a n/a Weight: 297 lb FT = 0% BRACING - TOP CHORD 2 i4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-3 oc purlins. BOT CHORD 2 SP No.1 `ExceptBOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. 1 18: 2x4 SP No.2 WEBS 1 Row at midpt 10-17, 6-20, 8-19 WEBS 2 4 SP No.3 `Except* 5- 2: 2x6 SP No.2 OTHERS 2 II SP No.3 REACTIONS. (1 i'size) 22=2792/0-11-5, 13=1517/0-8-0 M x Horz 22=-493(LC 6) M : x Uplift 22=-1290(LC 4), 13=-828(LC 4) M : x Grav 22=2792(LC 1), 13=1708(LC 14) ,FORCES. (lb) - ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=524/906, 3-5=-596/1398, 5-6=-636/334, 6-7=-1023/593, 7-8=-906/568, 9=-1243/754,9-10=-1452/799,10-12=-2508/1373,12-13=-2825/1389 BOT CHORD :23=-735/618, 22-23=-735/618, 20-22=-1182/810, 19-20=0/457, 17-19=-172/864, 17= 729/1748, 13-15=-1133/2419 WEBS i 17=-453/784, 10-17=-1004/563, 10-15=-575/736, 12-15=-513/285, 5-22=-2434/1004, 22=-514/256, 6-20=-1233/494, 5-20=-921/1973, 7-19=-437/607, 8-19=-1180/652, 19=-376/790 i 'NOTES- 1) Unbalanced roc live loads have been considered for this design. 2) Wind: ASCE 7- ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lu bar DOL=1.60 plate grip DOL=1.60 '3) Provide adequa drainage to prevent water ponding. 4) This truss has b en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has een 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 t e bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechan al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 22=1290. 13=82 . Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ® WARNING - V ly design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B ore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HT It building design. I acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing M iTe k• Is always require I or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag ' , delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job A Truss Truss Type Qly Ply J36189 Lot 278 Meadowood I T14365262 J36189-J36189A A15 ROOF SPECIAL 1 1 Job Reference (optional) rase L Oasl t rm 5, t-I. rterce, t-L 54U40 I -2-0 0 7-1-11 2-0- 7-1-11 3x6 4x8 - 4 3 6-7-3 6.00 12 3x6 5 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:13:58 2018 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-D33?RlhgHSEB1GXxgnhtb?NPRSlwzOrmzmKEBUz43Qd 46-8-0 20-4-0 23.4.0 27-4-0 32-11-3 38-6-5 44.8-0 44 8 6-7-35-7.3 6-1-11 0• -8 1-9-8 Scale = 1:86.9 5x5 = 6 5x5 = 5x5 = 7 21 20 19 31 3x6 11 3x6 = 3x8 = 3x6 1 9 3x6 C 10 2x4 11 m 2x4 II 2x4 II 2x4 = 12 M `r 18 32 17 33 16 34 15 35 14 13 3x8 = 3x6 = 3x8 = 4x6 = 3x6 = 06 = 1 23.4-0 27-4-0 35.8-12 44-8-0 3-0-0 4-0-0 8-11-4 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.37 14-30 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL . 1.25 BC 0.98 Vert(CT) -0.43 14-16 >999 180 BCLL 0.0 I Rep Stress Incr YES WB 0.79 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 274 lb FT = 0% LUMBER- BRACING - TOP CHORD BOT CHORD x4 SP No.2 z4 TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc purlins. SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 4 SP No.3 WEBS 1 Row at midpt 3-19, 9-16, 6-18, 7-18 321: 2x6 SP No.2 OTHERS 4 SP No.3 REACTIONS. ( /size) 21=2543/0-11-5, 12=1766/0-8-0 ax Horz 21=-493(LC 6) ax Uplift 21=-1176(LC 4), 12=-942(LC 4) ax Grav 21=2543(LC 1), 12=1926(LC 14) FORCES. (lb) - ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=543/1017, 3-5=-1430/711, 5-6=-1665/909, 6-7=-1556/893, 7-8=-1880/1072, 9=-2152/1156,9-11=-3065/1658,11-12=-3344/1671 BOT CHORD 21=-807/645, 19-21=-849/645, 18-19=-319/1132, 16-18=-609/1654, 14-16=-1038/2312, 2-14=1393/2891 WEBS 19=-975/2080, 5-19=-809/371, 5-18=-162/376, 7-16=-218/314, 8-16=-412/591, 16=-883/499,9-14=-503/627, 11-14=-451/247,3-21=-2361/988, 6.18=-739/1100, -18=-1229/677 I NOTES- 1) Unbalanced to f live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Li ber DOL=1.60 plate grip DOL=1.60 3) Provide adequ a drainage to prevent water ponding. 4) This truss has I an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss he :en 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 betweenie bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mecha Ica] connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=1176,12=9 2. Thomas A. Albani PE No,3938D MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - rlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/I015 BEFORE USE. Design valid for t ie only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not• a truss system. fore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always require for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stora , delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood � T14365263 J36189-J36189A A16 ROOF SPECIAL 1 1 I Job Reference o tional �.um v�am i iu rr. ncr�c, rL JYDYO I I -2.0- 7-1.11 12-7-7 2-0-0' 7-1-11 5-5.13 6.00 12 3x6 3x6 5 4 4x8 05 3 �1 2Il 6.ZZu S May Z4 ZU18 MI I eK Industries, Inc. Thu Jun 21 12:13:59 2018 Page 1 I D:ACzXF5ZNyEa_pN Q9dnkZfEyGOD2-hFdNediS 1 mM2eQ670VC68DwXQsf6igevCQ4nkwz43Qc 46.8.0 !0.4.0 25-4-0 29.4.0 36.8-12 44-8-0 44• -8 7-8-9 5-0.0 4-0-0 7-4-12 7.11.4 0- .8 1-9-8 Scale = 1:86.9 5x5 = 6 5x8 = 5x5 = 7 3x6 9 3x6 10 20 19 31 18 32 17 16 15 14 13 3x6 = 3x8 = 2x4 II 3x8 = 06 = 2x4 II 4x10 = 3x6 = 29-4-0 36.8-12 d 2x4 II W 2x4 II 2x4 = 11 12 0 4x6 = mate uusets n I — Ir:u-o-4 u-z-ts S:U-Z-6 U-Z-4 ZU:u-3-8 u-Z-U -- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.35 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.36 13-15 >999 180 BCLL 0.0 i Rep Stress Incr YES WB 0.89 Horz(CT) 0.11 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 271 lb FT = 0% LUMBER- BRACING - TOP CHORD 2114 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied. 8.. 9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 4 SP No.2 WEBS 1 Row at midpt 5-18, 6-18, 7-18, 7-15, 10-15, 3-20 WEBS 2 SP No.3 `Except` 3 1: 2x6 SP No.2 OTHERS 2 4 SP No.3 REACTIONS. (I size) 21=241610-11-5, 11=1894/0-8-0 MI x Horz 21=493(LC 7) Ml'x Uplift 21=-1118(LC 4). 11=-1000(LC 4) MI x Grav 21=2416(LC 1), 11=1964(LC 14) FORCES. (lb) - lax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3=-484/782, 3-5=-1920/978, 5-6=-1920/1069, 6-7=-1820/1044, 7-8=-2186/1276, 10=-2511/1373,10-11=-3362/1804 BOT CHORD rr21=-618/565, 20-21=-712/565, 18-20=-574/1606, 16-18=-941/2188, 15-16=-943/2189, 3-15=1483/2882,11-13=-1483/2882 WEBS 18=-854/1217, 7-18=-1276/749, 7-15=-284/79, 8-15=-497/683, 10-15=-979/625, 13=-287/336, 3-21=-2270/960, 5-20=543/299, 3-20=-1090/2326 I NOTES- 1) Unbalanced Too, live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; E ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lu ber DOL=1.60 plate grip DOL=1.60 3) Provide adequa drainage to prevent water ponding. 4) This truss has It Ien designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has Olean 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 tie bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mecha i al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=1118.11=100. Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ® WARNING - V H/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for L1 only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not B' a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always require for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, store , delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati ' available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 i Job Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365264 J36189-J36189A A17 ROOF SPECIAL 1 1 Job Reference (option cast roast I rus ; ri. Fierce, rL d4946 U.22U s May 24 ZU18 Mll ek Industries, Inc. Thu Jun 21 12:14:01 2018 Pagel I D:ACzXF5ZNyEa_pNQ9dn kZf EyGO D2-eel73JjiZN cmujGWWwFa De?u Vf M HAjq C gjZuopz43 Qa as•e•o I -2-0- 6-8.5 11.9.6 19.0.0 21-8M 27-4-0 31-4-0 37-8-12 44.8.0 44- 8 2-0-01 6-&5 5-1-1 7-2-10 2-8-0 5-8-0 4.0-0 6-4-12 6-11-4 0- -8 1-9-8 Scale = 1:86.9 5x5 = 5x5 = 6.00 12 6 7 , 5x5 = 5x8 = 3x6 G g 3x6 i 5 3x6 O 32 3 4 10 3x6 m d 4x8 % 11 d1 3 2x4 II zx4 11 2 2x4 = 12 .,13 r1 r 22 21 20 34 19 35 18 36 o 17 16 15 14 16 __ 3x6 II 4x10 = 3x6 = 3x8 = _ 4x6 — d _ 4x8 = 3x6 = 2x4 II 4x6 _ 4x6 = I I� 4-0-0 4 0 11-9-6 19-0-0 21-8-0 27-0-0 31-0-0 37-8-12 44-8-0 4-0-0 0-4-0 7-5-6 7-2-16 2-8-0 5-8-0 4-0-0 6-4-12 6-11-4 Plate Offsets X — 6:0-2-8 0-2-4 7:0-2-8 0-2-4 9:0-6-0 0-2-8 21:0-3-8 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 ! Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.48 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.58 17-19 >832 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 HOrz(CT) 0.11 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 278 lb FT=0% LUMBER- BRACING - TOP CHORD 2 1 a SP N0.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 SP No.2 BOT CHORD Rigid ceiling directly applied. or 4-6-2 oc bracing. WEBS 2).: SP No.3 *Except* WEBS 1 Row at midpt 3-21, 5-19, 8-17, 7-19, 7-17 3 2: 2x6 SP No.2 OTHERS 2 4 SP No.3 REACTIONS. (I Irsize) 22=2386/0-8-0, 12=1923/0-8-0 ax Horz 22=-464(LC 6) Max Uplift 22=-1 l05(LC 4), 12=-1012(LC 4) M1�.9=-268811485, x Gram 22=2386(LC 1), 12=201O(LC 14) FORCES. (lb) -ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3=-473/727, 3-5=-2038/1020, 5-6=-2075/1120, 6-7=1744/1018, 7-8=-3149/1765, 9-11=-2799/1496,11-12=-3524/1867 ROT CHORD-22=-575/550, 21-22=-656/550, 19-21=-622/1731, 17-19=-666/1783, 16-17=-1084/2338, 4-16=-1551/3040,12-14=-1551/3040 WEBS -21=-1112/2'374, 5-21=537/290, 6-19=-474/674, 8-17=1707/865, 9-17=-220/544, 116=-393/451, 11-16=-835/540, 11-14=-249/290, 3-22=-2249/951, 7-19=-471/220, 17=-1043/1758 NOTES- 1) Unbalanced roc live loads have been considered for this design. -2) Wind: ASCE 7- ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lfen bar DOL=1.60 plate grip DOL=1.60 ,3) Provide adequdrainage to prevent water ponding. 4) This truss has designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has peen designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between t e bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechar I , I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 22=1105, 12=1 12. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date; June 21,2018 WARNING - V +ily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. ■ Design valid for u ontywith MIT ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. B ore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. I acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing nA A, is always require or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M i IT e R' , fabrication, storac ,delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Lot278 Meadowood J36189-J36189A A18 HIP TRUSS 1Reference nPlyJ36'189 T14365265 (optional) ���• ���� �• ��_� • d.zzu s may Z4 2u1t1 MI I eK Industries, Inc. Thu Jun 21 12:14:03 2018 Page 1 ID:ACzXF5ZNyEa_pNQgdnkZfEyGOD2-aOstU?lz5?sU71 PvdLH2134DOT?6ec5V712_tiz43QY -2- 0 6.0-5 10.9-6 17.0-0 23-8-0 29-4-0 0-9-0 33-4-0 38-100 4 44.8-0 2-i 0 6.0-5 4-9-1 6-2-10 6-8-0 5-8-0 1-5-0 2-7-0 5-6-4 5.9-12 Scale = 1:84.7 5x8 = 6.00 12 5x5 = 6 7 5x5 = 5x8 M18SHS = 3x4 i 3x6 ! 8 5 4 8 d 3x4 1 d W 4x8 i 10 d ' 0 3 d 4x6 11 ro 1 <:I 24 23 22 21 20 29 0 19 N 16 o 30 tj I Sx6 — IT N Io 3x6 II 3x6 3x4 = 3x6 — 3x8 = 3x6 = 4x8 = 14 15 13 12 18 2x4 II 6x8 = 3x6 II 2x4 11 4-0.0 10-98 2310 33-0-0 30.9-0 1-9- 38-64 44-8-0 4-0.0 6•SE 9--M 6-2-10 641-0 7-1-0 -0. 1-7-0 564 5-9-12 Plate Offsets X a — 6:0-6-0 0.2-8 7:0-2-8 0-2-4 16:0-2-12 0-3-0 23:0-3-8 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.46 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.51 17-19 >954 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 I Code FBC2017lfP12014 Matrix -MS Weight: 291 lb FT=0% LUMBER- BRACING - TOP CHORD 2 SP No.2 '4 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 SP No.2 'Except* 9-1 4: 2x4 SP No.3, 16-20: 2x4 SP 2850F 1.8E BOT CHORD WEBS Rigid ceiling directly applied or 5-4-7 oc bracing. 1 Row at midpt 6-21, 8-19 WEBS 2x SP No.3 *Except* JOINTS 1 Brace at Jt(s): 16 3 4: 2x6 SP No.2 I REACTIONS. (I I/size) 12=1783/Mechanical, 24=239110-8-0 IV ax Horz 24=567(LC 8) IV 11 ?x Uplift 12=-1011(LC 4), 24=-1080(LC 4) ax Grav 12=1878(LC 14), 24=2391(LC 1) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD-3=-483/753, 3-5=-1907/930, 5-6=-2063/1069, 6-7=-2162/1173, 7-8=-2446/1261, 9=-2715/1343, 9-10=3057/1660, 10-11=-2177/1179, 11-12=-1821/929 BOT CHORD 24=-603/563, 23-24=-823/568, 21-23=-1130/1630, 19-21 =-1 193/1766, -19=1827/2908, 16-17=-1827/2908, 14-16=-217/310, 9-16=-672/1023 WEBS 23=-1071/2345, 5-23=-635/318, 5-21=-107/282, 6-19=-340/689, 7-19=-429/631, 19=-1312/611, 10-16=327/834, 10-13=-1230/500, 3-24=-2264/940, 11-13=98811887, 16=-614/260, 13-16=-103711999 NOTES- 1) Unbalanced roo live loads have been considered for this design. 2) Wind: ASIDE 7- ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; 1cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lu' ber DOL=1.60'plate grip DOL=1.60 3) Provide adequa a drainage to prevent water pond ing. 4) All plates are M 20 plates unless otherwise indicated. 15) This truss has b I en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has een 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 1 will fit between d e bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s for truss to truss connections. 8) Provide mechan at connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=1011,24=10'0. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date; June 21,2018 ® WARNING • V Illy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B ore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required ' or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storag ," delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati h available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365266 J36189-J36189A A19 HIP TRUSS 1 1 Job Reference o tional o-zzu 5 May Z4 ZU"Its ivii i etc maustnes, Inc. I nu Jun Z1 12:14:05 ZU18 Pagel ID:ACzXFSZNyEa_pNQ9dnkZfEyGOD2-WP evhnDdc6CMLZHImJWNU9cXHkB6XMoaLX5xaz43QW l 25-8-0 31-4-0 i 35-4-0 39-10-4 44-8-0 ' 5-4-0 5-8-0 4-0-0 46-4 4-9-12 6.00 12 5x8 II 2x4 5x8 = III 6 7 8 3x4 5x8 M18SHS 3x6 i 5x5 = 5 9 4 48 1 3 27 26 25 24 31 23 0 22 21 d 0- 8 17 1 'x6 — 3x6 II 4x8 = 3x6 = 3x4 = 3x8 = _ N 3x6 3x4 = = 16 15 20 2x4 I I 2x4 I I 2 4 II 31-9-0 a Scale = 1:83.1 3x4 11 d 4x6 � m 12 I� N 14 13 4x8 = 3x6 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.81 BC 0.82 WB 0.87 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) 0.34 19-21 >999 240 Vert(CT) -0.41 19-21 >999 180 Horz(CT) 0.17 13 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 305 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 14 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, '4 BOT CHORD 2 SP No.2 'Except' except end verticals. 9'i19: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. Except: WEBS 2x� SP No.3 `Except* 4-8-0 oc bracing: 18-19 3 7: 2x6 SP No.2 WEBS 1 Row at midpt 8-23, 9-21 JOINTS 1 Brace at Jt(s): 17 REACTIONS. (I,/size) 13=1783/Mechanical,27=2391/0-8-0 x Horz 27=464(LC 7) x Uplift 13=-978(LC 4), 27=-1087(LC 4) ax Grav 13=1840(LC 14), 27=2391(LC 1) FORCES. (Ib) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD -3=492/773, 3-5=-1754/866, 5-6=2049/1065, 6-7=-2240/1216, 7-8=-2240/1216, 9=-2721/1384,9-10=-2792/1538,10-11=-3090/1639,11-12=-2026/1082, 2-13=-1794/909 BOT CHORD -27=626/576, 26-27=-691/580, 24-26=-864/1501, 23-24=-991/1754, 21-23=-131812340, g 21=-1816/3353, 18-19=-1622/3348, 17-18=-1622/3348 WEBS 26=-762/351, 5-24=-171/421, 6-23=-442/896, 7-23=-418/205, 8-23=-298/125, '121=-599/1048, 9-21 =-1 381/656,10-17=693/1094, 3-26=-104912285, 3-27=-2269/932, �-14=942/1817, 11-14=-1341/574, 9-17=-998/501, 14-17=916/1805, 11-17=-450/1086 NOTES- 1) Unbalanced rocl live loads have been considered for this design. 2) Wind: ASCE 74i0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; pcl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left exposed; L amber DOL=1.60 plate grip DOL=1.60 3) Provide adequa a drainage to prevent water ponding. 4) All plates are M�f20 plates unless otherwise indicated. 5) This truss has b!an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,6) . This truss has )een 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 I a bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder( for truss to truss connections. 8) Provide mechar cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=978,27=10 T. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 21,2018 ® WARNING - 11 rily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for Este only with MIT k(E)connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. racing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always require for stability and to prevent collapse with. possible personal Injury and property dm aage. For general guidance regarding the fabrication, stora , delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatln available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job . Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365267 J36189-J36189 i A20 Roof Special 1 1 Job Reference o tional East Coast I ru $, m. Fierce `t-L 34a4ti 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:07 2018 Page 1 I D:ACzXF5ZNyEa-pNQ9dnkZfEyGOD2-So6OKMoT9DNwcejgsAM_TvFwC40saPg52fOCOTz43QU -2- �O 9-0-0 13-2-0 20.4-0 27-6-0 33-2-0 37-2-0 40-3-0 44-B-0 2-0 9-0-0 4-2-0 7-2-0 7-2-0 5 8-0 4-0-0 3-1-0 4-5-0 I Scale = 1:82.8 6.00 12 5x8 = 2x4 II 5x8 = 3x4 i 6 31 7 8 3x6 I 5 5x54 >5fx8 m 4x8 i 42--67 4x63114x8 12 24 32 33 22 16 c� 27 26 25 23 21 20 5x d 3x6 II 4x6 = 3x6 = 3x8 = 3x4 = 2x4 II — 3x6 = 3x4 = 4x6 = 19 15 14 13 2x4 II 2x4 II 5x5 = 2x4 11 i 4�-8 9-0-0 13-2-0 20-4-0 27-6-0 i 33-2-0 37-2-0 40-3-0 4110 44-8-0 ' 4�-8 ' 4-7-8 ' 4-2-0 7-2-0 7-2-0 5-8-0 4-0-0 3-1-0 00 3 Plate Offsets X — 6:0-6-0 0-2-8 8:0-6-0 0-2-8 9:0-5-4 0-2-8 10:0-2-8 0-2-4 13:0-2-8 0-2-12 16:0-5-12 0-3-0 26:0-2-0 0-1-12 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.27 20-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.49 20-21 >981 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.25 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 286 lb FT = 0% LUMBER- BRACING - TOP CHORD 24 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 -14: 2x4 SP No.3 6-7-0 oc bracing: 17-18 WEBS 2 'A SP No.3 *Except* WEBS 1 Row at midpt 8-23, 9-21 1 16: 2x4 SP No.2, 3-27: 2x6 SP No.2 REACTIONS. II bearings 4-8-0 except Qt=length) 13=Mechanical. (lb) - li x Horz 2=423(LC 7) x Uplift All uplift 100 lb or less at joint(s) except 2=-541(LC 18), 13=-573(LC 9). 27=-882(LC 9), 2=-398(LC 1) x Grav All reactions 250 lb or less atjoint(s) 2 except 13=1803(LC 14), 27=2897(LC 13), 27=2846(LC 1) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD r3=-463/1693, 3-5=-1101/472, 5-6=-1709/720, 6-7=-2376/975, 7-8=-2376/975, 9=2900/1050, 9-10=-2857/989, 10-11=-3163/1054, 11-12=3464/1075, -13=-1696/542 BOT CHORD-27=-1520/559, 26-27=1520/559, 25-26=-167/1058, 23-25=-232/1567, 21-23=-554/2487, 0-21=-1006/3661, 18-20=-1005/3664, 17-18=-820/3060, 16-17=820/3061 WEBS 26=-1155/382, 5-25=-150/864, 6-25=-497/142, 6-23=-401/1273, 7-23=-578/293, 1123=-276/70,8-21=-263/1025,9-21=-1471/547, 9-18=-1236/438, 10-18=-341/1155, 1;1-18=-387/156, 12-16=-841/2971, 3-27=-2751/911, 3-26=-776/2625 ;NOTES- 1) Unbalanced roo! live loads have been considered for this design. '2) Wind: ASCE 7- ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.30 plate' rip DOL=1.60 3) Provide adequa drainage to prevent water ponding. 4) This truss has b ' en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5) . This truss has ' een 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 betwBent' bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girders for truss to truss connections. 7) Provide mechan at connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 2, 573 lb uplift at joint 13, 882 lb u lift at joint 27 and 541 lb uplift at joint 2. Thomas A. Albani PE No.39380 9104 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - V ,'fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg-7473 rev. 1010312015 BEFORE USE. Design valid for u only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. B ore use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building tlesign. sing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required For stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatio I available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ` Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365268 J36189-J36189A A21 HIP TRUSS 1 1 Job Reference o tional cdsr k Udbl I russpl Yt. YlerCe, rL 34`J4b 6-3-4 6.00 12 5x8 = 3x6 5r 5 00 4141 3x4 G 4 3 8.ZZU s May 24 ZU18 MiTek Industries, Inc. Thu Jun 21 12:14:11 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-LZLv9kr DStL5G1R50QwdIPgJhrsWFjgzFI_Q9Ez43QQ 2x4 II 3x6 = 3x4 = 5x8 = 6 7 8 42 9 5x5 = 5x8 = 10 3x4 12 4x8 13 _0 28 D - 27 2q 1 25 24 23 22 21 - _p 19 17 16 4x6' 3x8 = W 3x4 = 5x6 B = 4x4 = 3x6 4x6 4XO — 2x4 11 2x4 11 18 15 14 2x4 11 2x4 II 20 2x4 11 2x4 II 5x5 = 2x4 II 2x4 II 5x10 = Or8-8 9-11-8 37-3-0 1-8-8 69-0 8-0 i1-0-0 01 17A 23-0-12 29-8-0 354-0 36�.iL 1—er�d 0 ee_a_n I 3.1a1z h-4-0' ,;3 -0 ' s-1-8 ' 63-4 W. a11- z-1-0 1-5-0 3-11.0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.60 Vert(LL) 0.41 24 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.71 22-24 >751 180 BCLL 0.0 1 Rep Stress Incr YES WB 0.88 Horz(CT) 0.37 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2 4 SP 285OF 1.8E `Except' TOP CHORD 4- ,1-4: 2x4 SP No.2 BOT CHORD 2 4 SP 285OF 1.8E `Except` BOT CHORD 1 1 0: 2x4 SP No.2, 11-17,29-34: 2x4 SP No.3 WEBS 2 SP No.3 *Except* 1 16: 2x4 SP No.2 WEBS OTHERS 2 SP No.3 JOINTS REACTIONS. (I 1 size) 2=2158/0-8-0, 14=2036/Mechanical M � x Horz 2=375(LC 7) Mx Uplift 2=-81O(LC 9), 14=-663(LC 9) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD I 3=-3952/1288, 3-5=-3448/1214, 5-6=-3868/1421, 6-8=-3868/1421, 8-9=4069/1486, 10=-4120/1418,10-11=-5388/1796,11-12=-3895/1280,12-13=-4090/1280, 1-14=-1977/642 BOT CHORD 28=-957/3463, 27-28=957/3463, 25-27=-746/3013, 24-25=-1096/4069, 24=-944/3638, 21-22=-1587/5455, 19-21=-927/3502, 17-19=-927/3502, 1-17=-1001/3645 WEBS 27=-625/243, 5-27=-90/438, 9-22=-274/1005, 10-22=2035/718, 9-24=-202/739, 25=-382/1229, 8-24=-371/172, 6-25=-461/234, 8-25=-348/87, 10-21=-1254/496, 11,-21=-774/2306,13-16=-1018/3554,12-17=-277/119 Scale = 1:85.0 Weight: 297 lb FT = 0% Structural wood sheathing directly applied or 2-7-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-3-7 oc bracing. Except: 8-1-0 oc bracing: 2-28, 27-28 8-2-0 oc bracing: 19-21 1 Row at midpt 10-22, 8-25 1 Brace at Jt(s): 28, 17 INOTES- 1) Unbalanced roo live loads have been considered for this design. 2) Wind: ASCE 7-19; ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; E' cl., 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 adequa f drainage to prevent water ponding. 4) This truss has b yen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has ken 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 t e bottom chord and any other members. 6) Refer to girder(s Ifor truss to truss connections. j) Provide mechan al connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 663 lb uplift at joint 14. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 21,2018 ® WARNING - V iry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for u only with lvi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. B ore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■ building design. acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always require or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatii p available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 f f 1 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood ' T14365269 J36189-J36189A A22 HIP TRUSS 1 1 Job Reference (optional) Last Uoast I rus% Ft. Pierce, FL 34948 8.22U s May 24.2U18 MlI eK Industries, Inc. I nu Jun 21 12:14:13 ZU18 Pagel ID:ACzXF5ZNyEa-pNQ9dnkZfEyGOD2-HxTfaQtEk373KZAgDRSOiAV1 MVPs-71zQbTWD6z4300 -2-0-0 4-94 9-0-0 14-9-5 20-6-11 26-4-0 31-8-0 34-5-8 39-5-0 44-8-0 2-0-0 4-9-4 4-2-12 5-9-5 5-9-5 5-9-5 5-4-0 2-9$ 4'-11-8 5-3-0 i Scale = 1:81.6 3x8 = 5x8 = 2x4 I 3x6 = 2x4 II Sx8 = .00 12 4 37 38 5 6 7 8 39 40 9 2x4 11 5x5 = 5x8 = 3x4 :r- 10 11 12 3 ci M 2 � n u1 lb �I 1 u' o -0- 25 2t 11 D 2 o 23 22 6 21 N — 8x d 2x4 I N 3x = 4x6 = 2x4 II 2x4 II 2x4 II 3xl0 — 19 18 17 16 15 14 13 2x4 II 2x4 II 2x4 II 4x8 = 4x6 —_ 4x8 = 3x6 II 2x4 II 0 9-11-8 1' i -8 4-9-4 9-0-0 9 B- 14-9-5 17-8-0 0-0- 1 26-4-0 2 -4- 31-8-0 3 -5-8 39-5-0 44-8-0 1' -B 3-0-12 4-2-12 O-B- 5-1-5 2-10-11 2-10-11 5-9-5 -0- 44-0 2-9-8 4-11-8 5-3-0 Plate Offsets X - 4:0-6-0 0-2-8 9:0-6-0 0-2-8 10:0-5-4 0-2-8 14:0-1-8 0-1-8 17:0-2-12 0-1-8 20:0-5-8 0-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.41 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.73 20-21 >730 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.24 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 316 lb FT = 0% LUMBER- BRACING- TOP CHORD 4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins, BOT CHORD >(4 SP 285OF 1.8E 'Except' except end verticals. {18,26-31: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-9 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 18-20 1 -20,9-20: 2x6 SP DSS WEBS 1 Row at midpt 12-13, 7-20, 10-14 JOINTS 1 Brace at Jt(s): 25 REACTIONS. /size) 13=2014/Mechanical, 2=2160/0-8-0 ax Horz 2=406(LC 7) ax Uplift 13=-671(LC 9), 2=-808(LC 9) FORCES. (lb) I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3=-3977/1279, 3-4=-3619/1245, 4-5=-4396/1559, 5-7=-4396/1559, 7-8=-4724/1657, -9=-4699/1649, 9-10=-3192/1187, 10-11=-1809/717, 11-12=-1809/717, 12-13=-1965/692 BOT CHORD 25=-991/3494, 24-25=-991/3494, 22-24=-850/3186, 21-22=-1433/4954, 0-21=-I433/4954, 8-20=-429/221, 15-17=-897/3051, 14-15=-896/3053 WEBS 24=-448/163, 4-24=-61/365, 7-20=-409/98, 17-20=-849/3084, 9-20=-835/2814, 3-1 7=-899/204, 10-17=-500/231, 10-14=-1796/591, 11-14=-409/225, 12-14=-849/2552, 22=-416/213, 7-21=0/277, 4-22=-513/1603, 7-22=-765/229 NOTES- 1)Unbalancedrc f live loads have been considered for this design. 2) Wind: ASCE 710; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; 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 pla grip DOL=1.60 3) Provide adeq ite drainage to prevent water ponding. 4) This truss has )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ha 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 betweenthe bottom chord and any other members. 6) Refer to girder ) for truss to truss connections. 7) Provide meth ical connection (by others) of truss to bearing plate capable of withstanding 671 lb uplift at joint 13 and 808 lb uplift at joint 2. WARNING - l yeriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid to, 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 properly incorporate this design into the overall building design � Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requi d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; MiTek" 6904 Parke East Blvd. Tampa, FL 36610 June 21,2018 Job ' Truss Truss Type Qty Ply Lot Meadowood � T14365270 FJoce J36189-J36189A A23 HALF HIP TRUSS 1 1 o tional CtlJI 1-1 11055 rt. rnauu, rL JgygO li -2.0.0 2- -0 7.0.0 2-0-0 2• ',0 4-44-4 0 5x6 = 3x8 = 6.00 1 3 28 29 4 I rt � d M 2 20 • -0 21 Sx8 = 3x6 —' 2x4 24 I',2 19 18 77 32 4 11 63-8 3 4 11 3x6 = x 6x8 M18SHS = R 3-9 4 7-ao ^ 111- 3-2-12 8.ZZU s May Z4 Z1.118 MI I eK Industries, Inc. Thu Jun 21 12:14:15 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-DKbQ?6uUGgNnZIKCKsVsnbaGHJ9VS21Guvydl?z43QM 29-6-14 37-0-9 44-8-0 7-5-11 7-5-11 7-7-7 / 3x6 = 2x4 II 5 6 3x6 = 3x4 = 4x4 = 30 731 8 9 16 15 33 14 13 34 12 3x8 = 5x6 Wit = 4x4 = 4x6 = 4x6 7-7-7 Scale = 1:80.2 4x6 = 10 35 11 3x6 11 Plate Offsets X Y ' 3:0-3-0 0-2-0 17:0-3-8 0-3-0 20:0-5-8 0-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.38 16 >999 240 MT20 244/190 TCDL 15.0 -, Lumber DOL 1.25 BC 0.75 Vert(CT) -0.64 16-17 >839 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 280 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1- K2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. Except: BOT CHORD 2x SP 285OF 1.8E *Except* 6-5-0 oc bracing: 2-23 2- : 2x4 SP No. 1, 3-19: 2x4 SP No.3 WEBS 1 Row at midpt 10-11, 10-12, 17-20, 4-20 WEBS 2x SP No.3 *Except* JOINTS 1 Brace at Jt(s): 20, 21 10'i 2,9-14,4-16,7-16,17-20: 2x4 SP No.2 OTHERS 2x SP No.3 REACTIONS. (I ize) 11=2001/Mechanical, 2=2174/0-8-0 M '< Horz 2=372(LC 7) M Uplift 11=675(LC 9), 2=604(LC 9) M Grant 11=2008(LC 13),2=2177(LC 13) I FORCES. (lb) - N 3x. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'TOP CHORD 2=-3956/1275, 3-4=-3393/1196, 4-6=-4071/1497, 6-7=-4071/1497, 7-9=-3642/1353, 9i1 0=-2367/908, 10-11=-1932/699 - BOT CHORD 2', 3=956/3456, 21-23=-956/3456, 20-21=-957/3412, 16-17=-1094/3606, 1-1 6=1 105/3642, 12-14=660/2334, 19-20=01267, 3-20=-320/1227 WEBS 1-12=-965/2861,9-12=-1549/618,4-17=-803/335,9-14=-554/1643,4-16=-193/612, 1 7, 4=-832/376, 6-16=-516/268, 7-16=-179/534, 17-20=-1100/3614, 4-20=-416/161 NOTES- 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7-1 ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; E tcl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate rip DOL=1.60 3) Provide adequat drainage to prevent water ponding. 4) All plates are M ?0 plates unless otherwise indicated. 5) This truss has loten designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has 'ieen 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 t bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s or truss to truss connections. 8) Provide mechanl al connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 11 and 804 lb uplift at joint 2. I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ®WARNING - Vel Yy design and READ NOTES ON THIS AND INCLUDED MITEK ' Design valid for u a truss system. B parameters REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. e only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not fore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Ei is 1 cing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' always required fabrication, storag Safety Informatio' or stability and to prevent collapse with possible personal. injury and property damage. For general guidance regarding the ' delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 b ' Truss Truss Type Qty Ply J36189 Lot 278 Meadowood [J36189-,136189� T14365271 A24 HALF HIP TRUSS 1 1 Job Reference o tional East Coast Tru . Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:17 2018 Page 1 I D:ACzX F5ZNyEa_pN Q9d nkZfEyGOD2-AjjAQnwlo I dVp B UbSHXKtOf126grwz9ZLD RkMuz43QK -2-0-0 8-0 5-0-0 13.0-4 20.10-12 28-9-4 36.7-12 44.8-0 2-0.0 -8.0 I 2-4.0 8.0.4 7.10-8 7-10-8 78.o-0 Scale = 1:80.2 6.00 12 6x6 = 4x8 = 4x8 = 2x4 II 4x4 = 4x8 = 4x4 = 5x6 = 3 428 29 5 6 7 308 9 10 d N 2 ��I d1 3 20 0 IN 1 21 3x6 5x8 = 2� 22 19 18 17 16 15 14 13 12 11 I 2x4 // 3x4 11 7x8 WB — 3x8 = 3x8 M18SHS — 4x4 = 4x6 — 3x10 = 3x6 II 12.4 8 2x4 I I i 1 2-94 -8- 5-0-0 13-04 20-10-12 28-9-4 367-12 44-8-0 A- 0-11 2-2-12 B-04 7.10-8 7-10-8 7-1043 1 0 0-1-4 Plate Offsets X 2:0-2-12 0-1-8 3:0-3-0 0-2-7 12:0-3-8 0-1-8 18:0-3-12 Ed a 18:0-0-0 0-1-12 20:0-5-8 0-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.40 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.69 14-16 >775 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Weight: 298 lb FT = 0% LUMBER- j BRACING - TOP CHORD 2 6 SP DSS 'Except* TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins, 11 : 2x4 SP No.2 except end verticals. BOT CHORD 2 4 SP 2850F 1.8E 'Except` BOT CHORD Rigid ceiling directly applied or 6-6-13 oc bracing. Except: 9: 2x4 SP No.3 8-2-0 oc bracing: 2-23 WEBS 2' 4 SP No.3 *Except* WEBS 1 Row at midpt 10-11, 10-12, 4-20 1 -12,9-14,4-16,7-16: 2x4 SP No.2, 17-20: 2x4 SP 285OF 1.8E JOINTS 1 Brace at Jt(s): 20, 21 OTHERS 2 '4 SP No.3 REACTIONS. (1,/size) 11=2001/Mechanical, 2=2174/0-8-0 x Horz 2=298(LC 7) x Uplift 11=-674(LC 9), 2=805(LC 9) i FORCES. (Ib) - ex. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD-3=3935/1219, 3-4=-3613/1225, 4-6=-5039/1795, 6-7=-5039/1795, 7-9=-4631/1660, 10=-3007/1112, 10-11=-1928/696 BOT CHORD 23=-933/3469, 21-23=-933/3469, 20-21=-1001/3545, 16-17=-1319/4212, 16=1461/4631, 12-14=-913/3007, 3-20=-406/1413 WEBS 0-12=-115213424, 9-12=-1525/618, 4-17=-898/383, 9-14=-630/1868, 4-16=-318/968, 14=-768/358, 6-16=-543/280, 7-16=-168/469, 17-20=-1333/4216, 4-20=718/308 i I NOTES- 1 1) Unbalanced ro live loads have been considered for this design. 2) Wind: ASCE 7- i0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; pcl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat igrip DOL=1.60 3) Provide adequa drainage to prevent water ponding. 4) All plates are M 20 plates unless otherwise indicated. 5) This truss has b an 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between t e bottom chord and any other members. 7) Refer to girder( for truss to truss connections. 8) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 674 lb uplift at joint 11 and 805 lb uplift at joint 2. I . Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ®WARNING - v . ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for u �e only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. ((acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always require �1or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stora delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904Parke East Blvd. Safety Infonnati¢ r available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type City Lot278 Meadowood ]PI1yqJ3t6189 T14365272 J36189-J36189A ! A25 HALF HIP TRUSS 1 Reference (optional) �aa. vvam n uaa�p r.. nc� e, rL JYDYO I i 6.00 12 8x8 dim 2 it 3 11 4 3x6 25 22 21 4x4 I 8 8 = - 4 II x4 I I 3-0-0 tl.zzu s May z4 zU18 MI i eK Inaustrtes, Inc. I nu Jun z1 12:14:16 2U18 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-evGYd7xNZb1MQK3n7_2ZPDCuoWAbfUNiatAHvKz43QJ 30.8-11 37-7.8 44-8.0 6-10.12 s-io-iz 7-0-8 Scale = 1:80.2 6x8 = 6x8 = 6x8 = 4x6 = 3x6 II 4x6 = 4x6 = 6x8 = 4 29 30 5 6 7 831 9 32 10 11 20 19 18 17 16 15 14 13 12 6x8 — 4x4 48 = 4x6 =5X8 = 48 = 3x8 II 6x8 M18SHS = 4x8 M18SHS = 6-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.42 17-18 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Verl -0.71 17-18 >756 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- j BRACING - TOP CHORD 2; SP DSS *Except* TOP CHORD 1- : 2x4 SP 285OF 1.8E BOT CHORD 2 SP DSS 'Except" BOT CHORD 2- 13. 2x4 SP 285OF 1.8E, 3-21: 2x4 SP No.3 WEBS 2 SP No.3 *Except 1113,10-15,4-18,6-17,20-23,4-23: 2x6 SP DSS REACTIONS. (I size) 12=2001/Mechanical, 2=2174/0-8-0 M x Horz 2=222(LC 7) M : x Uplift 12=-674(LC 9), 2=-806(LC 9) FORCES. (lb) - I ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=4136/1250, 3-4=-3870/1210, 4-6=6341/2201, 6-7=6706/2327, 7-9=-6706/2327, 10=-5792/2023,10-11=-3591/1282,11-12=-1931/690 BOT CHORD 124=-991/3687, 23-24=-990/3691, 3-23=-414/1541, 18-20=-1560/4861, 1I� 18=2053/6341, 1 5-17=-1 875/5792, 13-1 5=-1 135/3591 WEBS ll-13=-31/3954, 10-1 3=-1 574/623, 4-20=-1172/461, 10-15=-821/2443, 4-18=-552/1 66 1, 415=-91139/395, 6-18=-622/293, 9-17=-337/1015, 6-17=-219/410, 7-17=-480/250, -23=152514772, 4-23=-936/466, 2 2-24=-1 00/295 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 385 lb FT = 0% Structural wood sheathing directly applied or 3-8-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-10 oc bracing. Except: 7-11-0 oc bracing: 2-24 INOTES- 1) Unbalanced Too live loads have been considered for this design. 2) Wind: A 7-1 ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate rip DOL=1.60 3) Provide adequa gg drainage to prevent water ponding. 4) All plates are M IPO plates unless otherwise indicated. 5) This truss has b Ien designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has ', een 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 t . bottom chord and any other members. 7) Refer to girder(s for truss to truss connections. 8) Provide mechan 1 al connection (by others) of truss to bearing plate capable of withstanding 674 lb uplift at joint 12 and 806 lb uplift at joint 2. 11 Thomas A, Albani PE No139380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - Vei'ly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not + a truss system. B tore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. sing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTek^ fabrication, storag delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatio available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrta, VA 22314. Tampa, Parke 36610 East 1 Job Truss Truss Type Qty PlyTJJob 89 Lot 278 Meadowood T14365273 J36189-J36189A A26G HALF HIP TRUSS 1 eference (optional) c:asr VUa.t r rus FL. nerce, FL 34946 8.220 s May Z4 Zulu Mt I eK industries, Inc. I nu Jun 21 12:14:21 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-2UyhG9zFsW7xHonMh7cG 1 sgPvjHpslL9GrPxVfz43QG 17-1-4 -2.0-12 11 6-2-11 11-9-1 15-1-8 16-11-0 20.1-0 24-11-8 27-11-62e- -2 33-6-10 39-0-1 44-7-0 2-0-12 -11 53-7 5-6-6 3-4-7 1-9-12 3-0-0 410-0150-1- 2 SS7 117 5-7-3 0.2-0 Scale = 1:78.7 6.o0 12 5x5 3x6 I I //2 d �1� N 3x4 = 4x6 = 4x8 = 2x4 II 5x6 = 4x4 = 3x4 =3x6 = 3x4 = 4x6 = 28 29 30 4 31 32 335 634 35 36 7 37 8 38 9 39 40 10 41 42 43 11 412 45 13 46 47 14 27 48 49 50 26 51 52 5325 24 54 55 23 56 22 57 21 20 58 59 19 60 61 18 17 62 63 64 16 65 66 15 5x6 3x4 = 3x6 = 6x6 = 4x14 = 4x4 = 3x4 = 3x4 = 3x8 = 3x6 II 3x4 = 4x6 = 5x6 V 17-1-0 20S10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.23 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.39 17-19 >842 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.06 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2 SP 285OF 1.8E *Except* TOP CHORD 1 3: 2x4 SP No.2 BOT CHORD 2 4 SP 285OF 1.8E BOT CHORD WEBS 2 SP No.3'Except' WEBS 1 15,2-27: 2x6 SP No.2, 14-16,7-22: 2x4 SP No.2 7 3,B-22: 2x8 SP No.2 OTHERS 2 SP No.3 REACTIONS. (I size) 15=1589/Mechanical, 27=856/0-7-4, 23=3936/0-3-8 IVx Horz 27=167(LC 5) M I)x Uplift 15=-548(LC 9), 27=386(1-C 9), 23=-1371(LC 9) IV Ix Grav 15=1650(LC 27), 27=891(LC 25), 23=4107(LC 25) FORCES. (lb) - I ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4=-803/337, 4-5=-253/533, 5-7=-1079/336$. 7-8=-347/1060, 8-9=-347/1060, 110=-1052/377, 10-11=-3192/1092, 11-13=3876/1323, 13-14=2864/990, -15=-1546/568,2-27=-370/451 BOT CHORD-26=-286/808, 23-25=-586/238, 22-23=-3408/1193, 21-22=-339/1040, -21=-1024/3177, 17-19=1274/3858, 16-17=-955/2843 WEBS 27=680/304, 14-16=-1000/3024, 13-16=-1074/498, 13-17=-367/1121, 10-21=-2405/803, 1122=-1011/3032 -17=-252/215,10-19=-55/593,11-19=755/276,9-21=324/1285,7-23=-2499/945, 25=-134/800, 3-26=-286/680, 4-25=-1441/481, 5-23=-3153/1058, 9-22=-2701/902, Weight: 253 lb FT = 0% Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals. Rigid ceiling directly applied or 4-2-7 oc bracing. 1 Row at midpt 10-21, 5-23 iNOTES11 - 1) Wind: ASCE 7-1, ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate rip DOL=1.60 2) Provide adequa @ drainage to prevent water ponding. 3) This truss has b yen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has ' een 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 I will fit between t bottom chord and any other members. 5) Refer to girder(s for truss to truss connections. 6) Provide mechan eal connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 15, 386 lb uplift at joint 27 and 137 ,I lb uplift at joint 23. 9 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 A WARNING - V hly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B, ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall�- building design. acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required' or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag �., delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot278 MeadowocdT14365273 1�1 A26G HALF HIP TRUSS 1 1 Job Reference o tional Last Goast I ru$$, t-L Nierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:21 2018 Page 2 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-2UyhG9zFsW7xHonMh7cG1 sgPvjHpslL9GrPxVfz43QG j NOTES- 7) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down and 115 lb up at 2-0-12, 160 lb down and 115 lb up at 3-0-12, 160 11 down and 115 lb up at 5-0-12, 160 lb down and 115 lb up at 7-0-12. 160 lb down and 115 lb up at 9-0-12, 160 lb down and 115 lb up at 11-0-12, 160 lb down and 11 lb up at 13-0-12, 160 lb down and 115 lb up at 15-0-12, 160 lb down and 115 lb up at 17-0-12, 160 lb down and 115 lb up at 19-0-12, 160 lb down and 115 lb up at 21- ,12, 160 lb down and 115 lb up at 23-0-12, 160 lb down and 115 lb up at 25-0-12, 160 lb down and 115 lb up at 27-0-12, 160 lb down and 115 lb up at 29-0-12, 160 b down and 115 lb up at 31-0-12, 160 lb down and 115 lb up at 33-0-12, 160 lb down and 115 lb up at 35-0-12, 160 lb down and 115 lb up at 37-0-12, 160 lb down and 15 lb up at 39-0-12, and 160 lb down and 115 lb up at 41-0-12, and 160 lb down and 115 lb up at 43-0-12 on top chord, and 56 lb down at 2-0-12, 56 lb down at 3-0 2, 56 lb down at 5-0-12, 56 lb down at 7-0-12, 56 lb down at 9-0-12, 56 lb down at 11-0-12, 56 lb down at 13-0-12, 56 lb down at 15-0-12, 56 lb down at 17-0-12, 56 11 down at 19-0-12, 56 lb down at 21-0-12, 56 lb down at 23-0-12, 56 lb down at 25-0-12, 56 lb down at 27-0-12, 56 lb down at 29-0-12, 56 lb down at 31-0-12, 56 11 down at 33-0-12, 56 lb down at 35-0-12, 56 lb down at 37-0-12, 56 lb down at 39-0-12, and 56 lb down at 41-0-12, and 56 lb down at 43-0-12 on bottom chord. The d sign/selection of such connection device(s) is the responsibility of others. 8) In the LOAD :ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (13). LOAD CASE(S)i Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert:1-2=-70, 2-3=-70, 3-14=-70, 15-27=-20 Concentrated, oads (lb) Vert: 6=-67(F) 16=-35(F) 13=-67(F) 21=-35(F) 12=-67(F) 9=-67(F) 7=-67(F) 23=-35(F) 28=-67(F) 29=67(17) 30=67(1`) 31=-67(F) 32=-67(F) 33=67(1`) 36=-67(F) 37=- (F) 38=-67(F) 39=-67(F) 40=-67(F) 41=-67(F) 43=-67(F) 44=-67(F) 45=-67(F) 46=-67(F) 47=-67(F) 48=-35(F) 49=-35(F) 50=-35(F) 51=-35(F) 52=-35(F) 53=- 5(F) 54=-35(F) 55=-35(F) 56=-35(F) 57=-35(F) 58=35(1`) 59=-35(F) 60=-35(F) 61=-35(F) 62=-35(F) 63=-35(F) 64=-35(F) 65=-35(F) 66=-35(F) ®WARNING - V "It design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 10/03/2015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. 11 ore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requireor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag�n , delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36189 Lot278 Meadowood T14365274 J36189-J36189A1 B01G COMMON GIRDER 1 Job Reference (optional) East Coast Tru $, Ft. Pierce, FL 34945 -2 II 0 -0 5-0-12 7-11-8 148 0- 28 5-0-12 2-10-12 6.00 12 5x8 M18SHS G 4 33 i lx4 II 0 1 Plate Offsets LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER- TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. FORCES. (lb) - TOP CHORD BOTCHORD WEBS a 11 2 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:24 2018 Page 1 ID:ACzXF5ZNyEa_rN09dnkZfEyGOD2-T3equB?89RWV8FWxMF9zfUSpKxA727sbyodc6_z430D ,1-84) 15-4-8 18-3-4 23-4-0 23-825-4-0 3-8-8 3-8-8 2-10-12 5.0-12 0- -8 1-9-8 Scale = 1:47.3 5x8 M18SHS 11 5 5x8 M18SHS 6 3x8 7 •, 25 26 14 27 13 28 29 12 30 31 11 32 10 7x14 HS ! 8x8 = 8x8 = 10x10 M18SHS = HUS26 8x8 = 8x8 = 4x8 = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 8 1x4 II \ 9x4 II 7x14 M18SHS 4x8 = 4-11-14 5- 2 7-11-8 9-5-5 11-8-0 13-10-11 15-4-8 18-3-0 1 0 -2 23-4-0 4-11-14 0-d_14 2-10-12 15-13 2-2-11 2-2-11 1-5 13 2-10-12 0-0-14 4-11-14 [1:0-2-4,0-0-8], [2:0-6-5,Edge], [4:0-3-8,0-3-0], [6:0-3-8,0-3-0], [8:0-6-5,Edge], [9:0-2-4,0-0-8], [10:0-3-8,0-6-0], [11:0-3-8,0-5-12], [12:0-5-0,0-6-0], [13:0-3-8.0-5-121,[14:0-3-8.0-6-01 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.34 12-13 >812 240 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.54 12-13 >516 180 Rep Stress Incr NO WB 0.88 Horz(CT) 0.15 8 n/a n/a Code FBC2017/TPI2014 Matrix -MS BRACING - PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 370 lb FT = 0% 4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins. 0-9: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing. 5 SP DSS 4 SP No.3 `Except' 12: 2x4 SP No. 1, 4-13,6-11,2-14,8-10: 2x4 SP No.2 4 SP No.3 /size) 2=1056810-8-0, 8=8596/0-8-0 ax Horz 2=302(LC 7) ax Uplift 2=-4362(LC 9), 8=-3136(LC 9) lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -3=-20942/8085, 3-4=17406/6421, 4-5=-13374/4899, 5-6=-13374/4899, -7=-16861/6044,7-8=-18651/6576 -14=7065/18715, 13-14=-7065/18715, 12-13=-5513/15647, 11-12=-5169/15151, 0-11=-5699/16637,8-10=-5699/16637 -12=-4211/11590, 4-13=-2080/5357, 6-11=-1555/4597, 7-10=-620/1895, -14=-1948/3935, 3-13=-4139/2076, 4-12=-5277/2118, 6-12=-4573/1630, 7-11=-2059/732 NOTES- 1) 2-ply truss to b � connected together with 10d (0.131"x3") nails as follows: Top chords co ected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords onnected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connect d as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are co° sidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connection ihave been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced ro live loads have been considered for this design. 4) Wind: ASCE 7- 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat ,grip DOL=1.60 5) All plates are M 20 plates unless otherwise indicated. 6) This truss has en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has Pen 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 19e bottom chord and any other members. 8) Provide mecha ;iCal connection (by others) of truss to bearing plate capable of withstanding 4362 lb uplift at joint 2 and 3136 lb uplift at joint 8. 9) Use Simpson S rong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc max. starting at 2-3-4 from the I end to 16-3-4 to connect truss(es) to front face of bottom chord. 10) Use Simpson trong-Tie HUS26 (14-1 Od Girder, 4-10d Truss) or equivalent at 6-1-4 from the left end to connect truss(es) to front ® WARNING - rlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for a only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss systemfore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always require for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, store "e, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 and BCSI Building Component Safety Informat n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 bat MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job f ITruss Truss Type Qty Ply 36189 Lot278 Meadowood i T14365274 LbReferencp( J36189-J36189 B01G COMMON GIRDER 1 o tional East Coast Trul, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:24 2018 Page 2 NOTES - I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-T3equB?89RWV8FWxMF9zfUSp"727sbyodc6_z43QD 11) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 18-3-4 from the left end to connect truss(es) to front face of bottom chord. 12) Fill all nail III les where hanger is in contact with lumber. LOAD CASE( Standard 1) Dead + Roo give (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa (plf) Vert �lC5=-70, 5-9=-70, 2-8=-20 Concentrate oads (Ib)Verti0=-1569(F)25=-1763(F)26=-1763(F)27=-1727(F)28=-2016(F)29=-1994(F)30=-1981(F)31=-1981(F)32=-1981(F) ®WARNING I / desf nparameters y g and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B ore use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall q�, building design. cing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing <1 iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatio available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job i Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365275 J36189-J36189AI B02 COMMON 5 1 Job Reference o tional rase coast ii 21 i 1- m. Fierce, I-L 34945 3 6-1-4 1 6-1-4 3x4 = 6.00 12 1 x4 \\ 3 , 5-6-12 10 3x4 = 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:25 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-xFCC5WOmwIeMmP57wygC Bi_52KbBnkNkBSN9eQz43QC 17-2-12 23-4-0 23 -825 5.6-12 6-1-4 0- -B 1-9 8 Scale = 1:47.3 4x4 = 4 23 9 24 3x4 = 8 3x4 = 1 x4 5 6 1x4 II \1x4 7 d LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.12 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1,25 BC 0,67 Vert(CT) -0,22 10-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 118 lb FT = 0% LUMBER- BRACING - TOP CHORD 2'4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins. BOT CHORD 2 4 SP No.2 i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 SP No.3 OTHERS 2 4 SP No.3 REACTIONS. (I /size) 2=1195/0-8-0, 6=1195/0-8-0 x Horz 2=-302(LC 6) x Uplift 2=-489(LC 9), 6=-489(LC 9) ax Grav 2=1218(LC 13), 6=1218(LC 14) FORCES. (lb) - I ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-1809/596, 3-4=1613/615, 4-5=1614/615, 5-6=-1809/596 BOT CHORD 10=-338/1750, 8-10=-92/1111, 6-8=-338/1551 WEBS 8=202/7191 5-8=-476/259, 4-10=-202/719, 3-10=-475/259 NOTES- 1) Unbalanced ro live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; �cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat Irgnp DOL=1.60 3) This truss has ,en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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 a bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mecha cal connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 2 and 489 lb uplift at joint 6. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 21,2018 ® WARNING - ' ��"ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. B ore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p q�• building design. acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 iTe k• is always required or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V I fabrication, storag r delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatic available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa, FL 36610 Job ' Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365276 J36189-J36189AII B03 HIP 1 1 Job Reference (optional) East Coast Trus , Ft. Pierce, FL 34946 -2- 0 -0 8 5-9-4 140- -8 5-94 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:26 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-PSIaJsl Og3mDOZgKTgBRkvXlwk_XW7auQ66iBsz43QB 11-0-0 12-4.0 17-6-12 23-4-0 23 8 25-4-0 5-2-12 1-4-0 5-2-12 5-9-4 0- -8 Scale: 1/4"=l' 4x4 = 4x4 = 4 5 6.00 12 3x4 >3x4 3 d d 1 � N 1X4 II 1 71X4 II 2 1x4 II � 1x4 II 2 13 12 11 10 9 3x4 — 1x4 II 3x4 = 1x4 II 3x4 = 3x4 = 3x4 = i 5-9-4 11-0-0 12-4-0 17-fi-12 23.4-0 5-9-4 5-2-12 1-4-0 5-2-12 5-9-4 Plate Offsets X 1:0-2-4 0-0-8 8:0-2-4 0-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.07 9-10 >999 240 MT20 244/190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.14 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 129 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD 2 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 4 SP No.3 OTHERS 2 4 SP No.3 REACTIONS. (b/size) 2=1195/0-8-0, 7=119510-8-0 ax Horz 2=288(LC 7) ax Uplift 2=-489(LC 9), 7=-489(LC 9) FORCES. (lb) - . ax. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD-3=-18471586, 3-4=-1304/500, 4-5=-1091/497, 5-6=-1304/500, 6-7=-1847/586 BOT CHORD 13=-334/1707, 12-13=-334/1707, 10-12=-111/1108, 9-10=-334/1586, 7-9=-33411586 WEBS 12=691/257, 4-12=-107/361, 5-10=-107/361, 6-10=-692/257 i NOTES- 1) Unbalanced ro1'en live loads have been considered for this design. 2) Wind: ASCE 7; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C;cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 platrip DOL=1.60 3) Provide adequ drainage to prevent water ponding. 4) This truss has designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has;Ibeen 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 a bottom chord and any other members. 6) Provide mecha III cal connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 2 and 489 lb uplift at joint 7. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - �I Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for a only with MTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B lore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always require ,for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stora delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Informatt available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job #' Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365277 J36189-J36189A B04 HIP 1 1 Job Reference (optional) test toast i i F Ft. mefce, VI_ 3041i r8 4-9-0 9-0-0 8 4-9-0 4-2-12 4x4 = 6.00 12 1X4 3 , 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:27 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-teJyWC20RMu47FW1 NjgH74R98E1 Fezl emsGjJz43QA 14-4-0 18-6.12 23-0-D 23 8 25-4-0 5-0-0 4-2-12 4-9-0 0- -8 1-9-8 Scale: 1/4"=1' 4x4 = 48 = 4 24 255 tx4 6 d v 7 1x4 II 1x4 II 11 10 9 .1 8 0 Us = 3x4 = 3x4 = 4x4 = LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.16 9-23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.34 9-23 >814 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.05 7 n/a n/a BCDL , 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 124 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins. BOT CHORD 2' 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. WEBS 2 4 SP No.3 OTHERS 2 � 4 SP N0.3 i i REACTIONS. ( 1/size) 2=1195/0-8-0, 7=1195/0-8-0 x Horz 2=-244(LC 6) II �x Uplift 2=-489(LC 9), 7=-489(LC 9) FORCES. (lb) - ex. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD-3=-1829/616, 3-4=-1496/528, 4-5=-1282/517, 5-6=1496/528, 6-7=-1828/616 BOT CHORD 11=-372/1695, 9-11 =-1 86/1282, 7-9=-372/1601 WEBS - 11 =-449/211, 4-11 =-52/380, 5-9=-52/379, 6-9=-451/21 1 NOTES- 1) Unbalanced ro live loads have been considered for this design. 2) Wind: ASCE 71?��en 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 platgrip DOL=1.60 3) Provide adequ drainage to prevent water ponding. 4) This truss has designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has Ban 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 he bottom chord and any other members. 6) Provide mechai cal connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift at joint 2 and 489 lb uplift at joint 7. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ® WARNING - V iIy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B ore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always require or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storag , delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component- 6904 Parke East Blvd. Safety Informati n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 III Job ' j Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365278 J36189-J36189A B05G HIP GIRDER 1 1 Job Reference (optional) East Coast Trus , Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:29 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-pORjxu3Gz 8oF1Pu9olBMY91Ey?gTHK64LNnBz43Q8 -2-0'0 -0 2 B 3.9-4 7-0-0 11-8-0 16-4-0 19-6-12 23-4-0 23 6 25.4.0 1-9 0- -8 3-9-4 3-2-12 48-0 4-8-0 3-2-12 3-9-4 0- -8 1-9-8 Scale = 1:49.0 4x8 = 1x4 II 48 = 4 30 31 32 5 33 34 35 6 6.00 12 1x4 1x4 i 3 7 d d A 1x4 11 0 o A 1x 1x4 II 11 2 7 0 39 15 14 0 12 42`) 11 2 � g 1x4 II II 1� 1x4 on 1 x — 611 — x ' 16 36 37 13 38 10 46 — 3x4 = 5xl0 M18SHS = 3x4 = 46 = 1 3-94 7-0-0 11-M 16-4-0 19E-12 23-4-0 3-9-4 3-2-12 4-8-0 4-8-0 3-2-12 3-9-4 Plate Offsets X 1:0-2-4 0-0-8 4:0-5-4 0-2-0 6:0-5=4 0-2-0 9:0-2-4 0-0-8 13:0-2-8 0-3-4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOTCHORD WEBS OTHERS REACTIONS. FORCES. (lb) TOP CHORD BOTCHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017rrP12014 CSI. DEFL. in (loc) I/defl Ud TC 0.63 Vert(LL) 0.25 13-16 >999 240 BC 0.47 Vert(CT) -0.35 13-16 >800 180 WB 0.55 Horz(CT) 0.11 8 n/a n/a Matrix -MS BRACING- SP No.2 `Except* TOP CHORD 2x4 SP 2850F 1.8E BOTCHORD SP No.2 *Except* JOINTS 1,8-13: 2x4 SP 2850F 1.8E SP No.3 SP No.3 size) 2=2389/0-8-0, 8=2388/0-8-0 Horz 2=-200(LC 6) :Uplift 2=-1198(LC 9), 8=-1198(LC 9) : Grav 2=2474(LC 29), 8=2472(LC 30) ix. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3=-4633/2146, 3-4=-4402/2117, 4-5=-4756/2291, 5-6=-4761/2291, 6-7=-4391/2115, 3=-4625/2145 16=1746/4209, 13-16=-1655/3980, 10-13=1654/3897, 8-10=-1745/4053, -14=-79/262 16=-343/220, 16-17=398/837, 4-17=-395/869, 4-15=-443/1076, 13-15=-513/1079, -14=-869/504, 5-14=-822/506, 12-13=-416/927, 6-12=-448/1115, 10-11=-393/801, 11=-390/837, 7-10=-344/216 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 140 lb FT = 0% Structural wood sheathing directly applied or 2-6-11 oc purlins. Rigid ceiling directly applied or 5-11-15 oc bracing. 1 Brace at Jt(s): 15 NOTES- 1)Unbalanced ro live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; �1cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat ,grip DOL=1.60 3) Provide adequa drainage to prevent water pond ing. .4) All plates are M 20 plates unless otherwise indicated. 5) This truss has bl en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has een 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 t e bottom chord and any other members. 7) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 1198 lb uplift at joint 2 and 1198 lb uplift at joint 8. 8) Hanger(s) or of it r connection device(s) shall be provided sufficient to support concentrated load(s) 219 lb down and 174 lb up at 7-0-0, 225 lb do in and 175 lb up at 9-0-12, 225 lb down and 175 lb up at 11-0-12, 225 lb down and 175 lb up at 12-3-4, and 225 lb down and 1751 'iup at 14-3-4, and 219 lb down and 174 lb up at 16-4-0 on top chord, and 553 lb down and 432 lb up at 7-1-12, 92 lb down and 29 up at 9-0-12, 92 lb down and 29 lb up at 11-0-12, 92 lb down and 29 lb up at 12-3-4, and 92 lb down and 29 lb up at 14-3-4, a 553 lb down and 432 lb up at 16-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of thers. 9) In the LOAD CA E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ® WARNING design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473. rev. 1010312015 BEFORE USE. Design valid for a only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B. re use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall my building design. acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek I is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stora delivery, erection and bracing of trusses and truss systems, see ANSI TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informati lit available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r Truss Truss Type. Qty Ply J36189 Lot 278 Meadowood T14365278 J36189-J36189A B05G HIP GIRDER 1 1 Job Reference (optional) Iasi 1.0ast I rugs, ri. rierce, rL 34`J46 LOAD CASE(S 1I Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa (pif) Vert 1-4=-70, 4-6=-70, 6-9=-70, 24-27=20, 11-17=20 ConcentrateI Loads (lb) 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:29 2018 Page 2 I D:FOzOEfHnMVNaUwbMujnL80yhM15-pORjxu3Gz_8oF 1 Pu9ol8MY9lEy7CjTHK64LNnBz43Q8 6=-135(B) 16=-535(B) 13=-74(B) 10=-535(B) 30=-143(B) 32=-143(B) 33=-143(B) 35=-143(B) 36=-74(B) 37=-74(B) 38=-74(B) A WARNING - V ifi/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for u e only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. B ore use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always require or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag , delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatid;,t available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t Truss Truss Type City Ply J36189 Lot278 Meadowood T14365279 J36189-J36189A C01G Roof Special Girder 1 Job Reference o tional Cast coast i ru ri. rlerce, rL a494t5 -2-0-0 -0 2 8 1-9-8 -0- - ID:FOzOE 4-9-0 6-5-0 B-6-0 4-9-0 1-8- Special 4x8 M18SHS = 6x8 M18SHS = 3 24 8.22U s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:31 2018 Page 1 wbMujnL80yhM15-IPZTMa5XVbO WUKYHGDncRzE5UIZuBHddZOgTs4z43Q6 10-7-0 13-3-8 16-3-8 2-1-0 2-8-8 3-0-0 410 M18SHS = Special 5 25 3x6 14 13 30 12 31 3x6 II 6x8 = 7x8 = HUS26 6-5-0 10-7-0 Scale = 1:33.3 HUS26 HUS26 2x4 II 5x8 = 8x8 = 6 7 HUS26 8 21 rJ 1x4 = 11 32 10 9 5x5 = 6x10 = 5x14 M18SHS II elate insets x 1:U-2-4 U-U-B 2:0-4-0 U-1-15 3:U-5-4 U-2-0 6:0-2-4 Ed a 14:0-4-8 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.18 11-13 >999 240 MT20 244/190 1 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.28 11-13 >674 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 264 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 ' 4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, 4 (5,5-6: 2x4 SP 285OF 1.8E, 6-8: 2x6 SP No.2 except end verticals. BOT CHORD 2 1 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 9-9-6 oc bracing. 92: 2x8 SP SS WEBS 2 4 SP No.2 *Except* 8' : 2x8 SP No.2, 3-13,6-11,7-10: 2x4 SP No.3 OTHERS 2 4 SP No.3 REACTIONS. (II /size) 9=7278/Mechanical, 2=4887/0-8-0 x Horz 2=230(LC 24) x Uplift 9=-2526(LC 5), 2=-1888(LC 9) FORCES. (lb) - Oax. Comp./Max. Ten. - All forces 250 (lb) Or less except when shown. TOP CHORD-3=-10292/3761, 3-4=-10824/3951, 4-5=-13182/4816, 5-6=-12776/4578, 6-7=-7168/2541, 8=-7117/2523, 8-9=-6560/2291 BOT CHORD-14=-3448/9158, 13-14=-3496/9281, 11-13=-3021/8273, 10-11=-3967/11086, 10=-252/613 WEBS 14=-755/1917, 3-13=-1026/2821, 13-18=-6742/2464, 4-18=-6753/2467, 19=-1970/5194, 5-19=-1975/5209. 5-20=-185715335, 11-20=-1865/5359, 11-21=-4029/1454,6-21=-4035/1456,6-10=-5176/1875,7-10=-2787/983, 10=-2940/8379 NOTES- 1) 2-ply truss to b i connected together with 10d (0.131 "x3") nails as follows: Top chords con ected as follows: 2x4 - 1 row at 0-2-0 oc, 2x6 - 2 rows staggered at 0-4-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords nnected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connecte as follows: 2x4 - 1 row at 0-9-0 oc. ,2) All loads are co sidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections lave been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 13) Unbalanced roo live loads have been considered for this design. 4) Wind: ASCE 7- ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate rip DOL=1.60 5) Provide adequa a drainage to prevent water ponding. 6) All plates are M 0 plates unless otherwise indicated. This truss has b en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has een 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 t e bottom chord and any other members. Refer to girder(s for truss to truss connections. �0) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 2526 lb uplift at joint 9 and 1888 lb .hA WARNING - V fly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for u e only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B More use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. I acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requirec or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stora , delivery, erection and bracing of trusses and Imss systems, see ANSI/TPI1 Quality Criteria, DSB-69 and BCSI Building Component Safety Informed i in available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Albani PE No.39380 MiTek USA, [me. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 MiTek' 6904 Parke East Blvd, Tampa, FL 36610 Job ' Truss Truss Type Qty Ply J36189 Lot 278 Meadowcod T14365279 J36189-J36189 C01 G Roof Special Girder 1 Job Reference (optional) East Coast Truk$, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:31 2018 Page 2 ID:FOzOEfHnMVNaUwbMujnL80yhM15-IPZTMa5XVbO WUKYHGDncRzE5UIZuBHddZOgTs4z43Q6 NOTES- 11) Use Simps n Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 5-0-12 from the left end to connect truss(es) to front face of bottom chord. 12) Use Simps Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-1-0 oc max. starting at 10-11-12 from the left end to 15-0-12 to connect truss(es) to front fac of top chord. 13) Fill all nail les where hanger is in contact with lumber. 14) Hanger(s) other connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down and 137 lb up at 4-9-0, 160 lb down and 142 lb up at 6-9-12, 174 lb down and 648 lb up at 7-0-12, 160 lb down and 134 lb up at 8-9-12, 1737 lb down and 643 lb up at 9-0-12, and 160 lb down and 135 lb up at 10-7-0, and 152 lb own and 109 lb up at 12-9-12 on top chord, and 296 lb down and 231 lb up at 4-9-0, 57 lb down and 27 lb up at 6-9-12, 57 lb down and 27 lb up at 8-9-12, and 57 lb d 6 and 27 lb up at 10-9-12, and 53 lb down at 12-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert: 3=-70, 3-4=-70, 4-5=-70, 5-6=-70, 6-8=-70, 2-9=-20 Vert:8=-70(B)6=70(B)14=-1547(F=-1301,B=-247)11=-45(B)24=-1776(F=-1705,B=-70)25=-1776(F=1705,B=-70)26=-1705(F)27=-1763(F=-1705, B=-58) 29=- I707(F) 30=45(B) 31=-45(B) 32=-31(B) ® WARNING - V "i'fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. ■ Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. B ore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■■ building design. acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required #or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, store" delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatio � available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36189 Lot278 Meadowood T14365280 J36189-J36189A D01 ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Goast I rus% H. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:32 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-Eb7rZw59GvWN6U7Tgwlr_AnEy93fwpYmo2Z1 OWz43Q5 1-9-8 0-'2-8 5-3.0 3-11-8 ' 1-3-8 4x4 = 4 9 8 4x4 = 3x6 II HUS26 Scale = 1:34.5 Plate Offsets X i— 1:0-2-4 0-0-8 6:0-3-8 0-2-8 8:0-4-8 0-1-8 10:0-0-0 0-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.01 11-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.01 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(CT) -0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 70 lb FT = 0% LUMBER- BRACING - TOP CHORD 211.4 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-13 oc purlins, BOT CHORD 2xl SP No.2 *Except* except end verticals. 6 : 2x4 SP No.3, 8-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. WEBS 2 SP No.3 *Except* 7 7-10: 2x4 SP No.2 OTHERS 2 SP No.3 REACTIONS. (1 size) 13=410/0-8-0, 11=1692/0-8-0 ix x Horz 13=466(LC 7) M1 Uplift 13=681(LC 26), l l=-601(LC 9) Mx Grav 13=553(LC 13), 11=1693(LC 18) it FORCES. (lb) - ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-442/537, 3-4=169/503, 4-5=-164/513, 5-6=-623/2265, 6-7=-690/2163, �8-295/1024 BOT CHORD 13-464/507, 12-13=-575/380, 11-12=-2244/695, 10-11=-2269/764, 9-10=-321/158 WEBS 12=-527/73, 5-12=-493/1662, 3-12=-738/491, 3-13=-627/650, 5-11=l530/432, 11=-268/282, 7-10=-2012/719, 7-9=-164/347 NOTES- 1) Unbalanced roo live loads have been considered for this design. 2) Wind: ASCE 7-1 ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=6011; L=449ft; eave=46ft; Cat. II; Exp C; E' cL, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right ex sed; Lumber DOL=1.60 plate grip DOL=1.60 ' 3) This truss has b en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has een 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 t e bottom chord and any other members. 5) Provide mechan cal connection (by others) of truss to bearing plate capable of withstanding 681 lb uplift at joint 13 and 601 lb uplift at joint 11. 6) Use Simpson St ng-Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 10-4-4 from the left end to connect truss(es) to front ace of bottom chord. 7) Fill all nail holes here hanger is in contact with lumber. In the LOAD CA E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASE(S) S ndard Thomas A Alb ani PE No.39380 1) Dead + Roof Liv (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Ced 6634 U( niform Loads f) Vert: 1- i -706904 Parke East Blvd. Tama FL 33610, 4-7=-70, 10-17=-20, 8-9=-20 P Date; j June 21,2018 WARNING - Ve Design valid for u iry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. only with MiTek® connectors. This design is based is r a truss system. B RA only upon parameters shown, and for an Individual building component, not• Pre use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. B,Pcing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required I r stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag Safety Informatio delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job' Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365280 J36189-J36189 D01 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) East Coast Trut Ft. Pierce, FL 34946 LOAD CASE(SI Standard Concentrated) Loads (lb) 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:33 2018 Page 2 ID:FOzOEfHnMVNaUwbMujnL80yhM15-iogDnF6nl CeEjeigOep4WOKPiZOufGnwl iJawyz43Q4 WARNING - Vii, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE.Design valid for uonly with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Bore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallbuilding design.cing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storag delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety fnformatio' available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i East Coast Tru 's Job r Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365281 J36189-J36189 i D02 1 1 Job Reference (optional) rl. VlerGe, rL J4e90 -2-M -2- 1-9-8 0-2- 1x4 II 2 5-3-0 6.00 12 2x4 II 3 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:33 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-iogDnF6n1 CeEjeig0ep4WOKR2ZJBfPNw1 iJawyz43Q4 10.6-0 5-3-0 Scale = 1:21.0 4x4 = 4 8 3x4 = N N 9 1x4 II d 2x4 11 7 2x4 II 52x4 II 6 Ia 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.06 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.06 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 I SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2t, SP No.2 *Except* 4 . 2x4 SP No.3 OTHERS 2 a SP Na.3 REACTIONS. (I I>size) 9=672/0-3-9, 7=418/0-3-9 M� x Horz 9=146(LC 7) M�x Uplift 9=-477(LC 9), 7=-316(LC 9) M l x Grav 9=672(LC 1), 7=427(LC 18) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except -when shown. WEBS 9=-395/259, 5-7=-282/171 NOTES- 1) Unbalanced Too live loads have been considered for this design. 2) Wind: ASCE 7- ;0, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; i�cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right ex osed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has b', an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has een designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between t e bottom chord and any other members. 5) Provide mechan joint 7. � al connection (by others) of truss to bearing plate capable of withstanding 477 lb uplift at joint 9 and 316 lb uplift at � Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - Ve !y design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Be re use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. B cing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required r stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatio', available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot 278 Meadowood � �D03 T14365282 J36189-J36189A1 HIP 1 1 Job Reference o tional East Coast Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:34 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-A Ec_b7PoWm5LoHsxLLJ3bsd6zg8Osa3FM27TPz43Q3 5-6-0 -2-0-0 - 2- 1-9-13 5-0-0 3 9-0-11 1050 1 1,2:M 1-9-e 2- 1-9-13 3-2-3 3f 11 1-55 0.2 1-9-8 0.3-0 Scale = 1:24.9 4x4 = I 4 II 6.00 12 2x4 II 2x4 II N 3 5 1X4 112 6 1x4 II MF- d 1x4 II LjM 1x4 II ro 1 N 3x4 = 10 9 1x4 II 8 3x4 - 7 cs 2x4 11 2x4 11 SE-0 1-a-0 1- - 530 9-0-11 9rr�3 10-6-0 1-a-0 0. - 3-2-3 3-6-11 0.�2-A 1 030 Plate Offsets X - 1:0-2-4 0-0-8 7:0-2-4 0-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.08 9 >999 240 MT20 244/190 TCDL 15.0� Lumber DOL 1.25 BC 0.61 Vert(CT) -0.08 9 >999 180 BCLL O.O i ` Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD x4 SP No.2 � BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x6 SP No.2 `Except* 9: 2x4 SP N0.3 OTHERS x4 SP No.3 REACTIONS.lb/size) 8=585/0-5-1, 10=64910-3-9 ax Horz 10=-161(LC 6) ax Uplift 8=-482(LC 9), 10=-445(LC 9) tax Grav 8=594(LC 18), 10=649(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 13-10=-385/237, 5-8=-410/252 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE 110, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right 4 posed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss h been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee i the bottom chord and any other members. 5) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 8 and 445 lb uplift at joint 10. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 21,2018 ®WARNING IVeriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid to 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 incorporate this design into the overall building desig i Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always requi d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, sto ige, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply J36189 Lot 278 Meadowood T14365283 J36189-J36189A D04 COMMON 1 1 Job Reference o tional Last L;oast I rug , Ft. Pierce, FL 34945 -2-0-0 2-0-0 1X4 II 2 II 6.00 12 5-3-0 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:35 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-eAo_Cx81 Zquxzys2V3sYbpPrUM5B71zCUOoh?rz43Q2 10-M 12.6-0 5-3-0 2-0-0 4x4 = 3 v 6 a d 1x4 II Scale = 1:25.1 4 1x4 II s 1 1x4 II d 5 j3X41=— 10-M 5-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.05 6-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.04 6-15 >999 180 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 4 n/a n/a Code FBC20171TP12014 Matrix -MS Weight: 51 lb FT = 0% I LUMBER- TOP CHORD BRACING - BOT CHORD x4 SP No.2 z4 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. WEBS 2 SP No.2 � 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 SP No.3 I REACTIONS. ( )/size) 2=617/0-8-0, 4=61710-8-0 ax Horz 2=-161(LC 6) lax Uplift 2=-499(LC 9), 4=-499(LC 9) FORCES. (lb) - ax. Comp./Max. In. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-599/416, 3-4=-599/416 BOT CHORD-6=-190/469, 4-6=-190/469 NOTES- 1) Unbalanced ro f live loads have been considereAfor this design. 2) Wind: ASCE 7 i10; VulI60mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; , ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right a osed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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 he bottom chord and any other members. 5) Provide mechaical connection (by others) of truss to bearing plate capable of withstanding 499 lb uplift at joint 2 and 499 lb uplift at joint 4. 1 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 A WARNING - dry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for �rse only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall RV 1' building design. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always require for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, store e, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informal n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job • Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365284 J36189-J36189A D05GE GABLE 1 1 Job Reference (optional) East Coast T t-r. Fierce, t-L s4a4e 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:37 2018 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-aZwkcd9l5R8fCFORdUuOgEUBzAgsbDaVxKHo4jz43Q0 -2-0-0 5-3-0 10.6-0 12-6-0 2-0-0 5-3-0 5-3-0 2-0-0 Scale = 1:24.9 4x4 = 4 1x4 II 1x4 II 6.00 12 3 5 1x4 II 2 6 1X4 II a II I� N 1x4 II d N 10 9 8 x4 = 2, 1x4 II 1x4 II 1x4 II d 3x4 = Plate Offsets MY)- 1:0-2-4 0-0-8 7:0.240-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 7 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.05 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-S Wlnd(LL) 0.01 7 n/r 120 Weight: 56 lb FT = 0% I LUMBER- i BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 , 4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 4 SP No.3 `Except" 4! ,3-10,5-8: 2x4 SP No.2 REACTIONS. III bearings 10-6-0. (lb) - N x Horz 2=161(LC 7) x Uplift All uplift 100lb or less atjoint(s) 10, 8 except 2=-259(LC 8), 6=-259(LC 8) x Grav All reactions 250 lb or less at joint(s) 9 except 2=328(LC 1), 6=337(LC 14), 10=261(LC 13), 8=260(LC 14) FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced ro live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. II; Exp C; 1111 cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plato grip DOL=1.60 3) Truss designed or wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Deta Is as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires ontinuous bottom chord bearing. 5) Gable studs sp red at 2-0-0 Do. 6) This truss has 'en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss haseen 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 I he bottom chord and any other members. 8) Provide mecha cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 8 except Qt=lb) 2=259, 6T 59. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - V 'ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for u e only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Blore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. I acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTe k• is always require for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, store( , delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job . Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365285 J36189-J36189A�'l E01 GE Common Supported Gable 2 1 Job Reference o tional East Coast LOADING (psf) TCLL 20.0 TCDL _ _15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOTCHORD OTHERS REACTIONS. (lb) - Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:38 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-21U6gzAwslHWgPbdABPFDR1LjaAsKgsfA OLcAz43Q7 -2-0-0 4-2-0 8-4-0 10-4-0 2.0, 4-2-0 4-2-0 2-0-0 1X4 112 4x4 = 4 6.00 12 1x3 11/ \\51x4 II II N 10 9 8 ,3x4 = d 11 II 1x4 II 1x4 II N 3x4 = SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 7 n/r 90 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.06 7 n/r 120 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 6 n/a n/a Code FBC2017rrP12014 Matrix-S Wind(ILL) 0.01 7 n/r 120 BRACING - 6 1x4 II Scale = 1:23.2 M r� 1X4 II 7 PLATES GRIP MT20 244/190 Weight: 46 lb FT = 0% SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SP No.3 *Except* 3-10,5-8: 2x4 SP No.2 bearings 8-4-0. Horz 2=137(LC 7) Uplift All uplift 100 lb or less at joint(s) 9, 10, 8 except 2=-277(LC 8), 6=-277(LC 8) Grav All reactions 250 lb or less at joint(s) 9, 10, 8 except 2=315(LC 1), 6=322(LC 14) FORCES. (lb) -IY. ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced rof live loads have been considered for this design. 2) Wind: ASCE T 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.bpsf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat grip DOL=1.60 3) Truss designe for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Det its as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires' continuous bottom chord bearing. 5) Gable studs sp ced at 2-0-0 oc. 6) This truss has Teen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss ha ' 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 a bottom chord and any other members. 8) Provide mecha' ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10, 8 except (jt=lb) 2=277, 6 277. 9) Beveled plate shim required to provide full bearing surface with truss chord at joint(s) 2, 6. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ®WARNING - ly rrfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for a only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall m �• building design. - racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always require' for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stora e, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informat , n available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ,. ss Truss Type Qty Ply J36189 Lot278 Meadowood �E02G T14365286 J36189-J36189 Common 2 1 Job Reference (optional) t-ast Goast I I Ft. Pierce, FL 34948 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:39 2018 Page 1 ID:ACzXF5ZNyEa_pNQgdnkZfEyGOD2-Wy2U1JBYd2PNSZApkvwUmfaVB_Wy368oPemu8cz43Q_ -2-0-0 4-2-0 8-4-0 10-4-0 2-0-0 4-2-0 4-2-0 2-0-0 4x4 = 3 8 3x8 = 62x4 II 2x4 II 4-2-0 4-2-0 Scale = 1:25.2 Plate Offsets X 1:0-2-4 0-0-8 5:0-2-4 0-0-8 LOADING (psf) i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.01 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 n/a TIM BCDL 10.0 Code FBC2017(rP12014 Matrix -MS Weight: 63 lb FT = O% LUMBER- BRACING - TOP CHORD 2 4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 4 SP No.2 except end verticals. WEBS 2 4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2 4-6: 2x6 SP No.2 OTHERS 2 4 SP No.3 REACTIONS. (1 /size) 8=515/0-6-0, 6=515/0-8-0 x Horz 8=21O(LC 7) x Uplift 8=-269(LC 9), 6=-269(LC 9) I FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-262/120, 3-4=-262/120, 2-8=-479/280, 4-6=-479/280 NOTES- 1) Unbalanced ro live loads have been considered for this design. - 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plat 1grip DOL=1.60 3) This truss has en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has i�een 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 I the bottom chord and any other members. 5) Provide mecha i cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=269, 6=269. 11 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 AWARNING - V ��ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II-7473 rev. 1010312015 BEFORE USE. Design valid for u only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. B ;ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �/q9�• building design, acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fyr iTek• is always require or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag , delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informati available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r. Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365287 J36189-J36189A � MV2 Valley 3 1 Job Reference o tional East Coast Trusts, Ft. Pierce, FL 34946 R 0 2x4 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:40 2018 Page 1 I D: FOzOEfHn MVN a Uwb Muj n L80yhM15-?8ctFfCANMXE3jk01cRj I s6m RN scoZcye I VSf2z43 Pz 2-0-0 2-0-0 Scale = 1:7.8 2 3 �I LOADING (psf) i i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 4 SP No.3 i BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I /size) 1=62/2-0-0. 2=48/2-0-0, 3=14/2-0-0 ax Horz 1=38(LC 9) �x Uplift 1=12(LC 9), 2=-35(LC 9) x Grav 1=65(LC 13), 2=58(LC 13), 3=28(LC 3) FORCES. (lb) - 1 ax. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 Cat. II; Exp C; E DOL=1.60 plate 2) Gable requires 3) This truss has t 4) ' This truss has will fit between 5) Bearing at jointl capacity of bear 6) Provide mechai Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; :I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber rip DOL=1.60 ntinuous bottom chord bearing. :n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :en 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 bottom chord and any other members. 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify 3 surface. at connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - Ve'(ly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid for u Yd only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Be pre use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Fit building design. B, crng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required r stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storag delivery, erection and bracing of trusses and truss systems, see ANSI/7PI1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatio' available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job i Truss Truss Type City PlyTJO 189 Lot 278 Meadowood T14365288 J36189-J36189 MV2A VALLEY TRUSS 1 Reference o tional East Coast Tru$$, Ft. Pierce, FL 34946 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0I BCDL 10.01 LUMBER - TOP CHORD BOTCHORD WEBS OTHERS 3�_[�I�L�P6�113 C or C 0 B.22U s May Z4 ZU76 Mi I eK Inaustnes, Inc. i nu Jun Zl IZ:14:4U ZU16 rage 1 0-9-8 b-2-8' 2-0-0 3 5 4 2x4 II tx4 II 2x4 I 2x4 I I SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 SP No.3 SP No.3 SP No.3 SP No.3 size) 5=332/2-0-0, 4=-23/2-0-0 c Horz 5=166(LC 7) c Uplift 5=-261(LC 9), 4=-52(LC 5) c Grav 5=332(LC 1), 4=70(LC 8) CSI. DEFL. in (loc) I/dell Ud TC 0.64 Vert(LL) 0.01 1 n/r 120 BC 0.10 Vert(CT) -0.03 1 n/r 120 WB 0.00 Horz(CT) 0.00 4 n/a n/a Matrix-R Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 16 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) 'j'Vlax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD-5=-296/252 NOTES- 1) Wind: ASCE �L: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; 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 pla � grip DOL=1.60 - 2) Gable require continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss ha been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee he bottom chord and any other members. 5) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4 except (jt=lb) 5=261. Thomas A, Albani PE No.39380 Mi7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - � Iffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for 6se only with WWII) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Jefore use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall H 1. building design. racing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always requir for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa i FI n available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365289 J36189-J36189A MV2B VALLEY 1 1 Job Reference o tional Last GOast I ruse, H. Fierce, t-L'3494fi ft 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:41 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-TK9FS?Co8gf5hlJCsJzyr4fo5nAxXOs5syF?CVz43Py -2-0-0 - -2 2-0-0 1-9-8 -2- 2-0-0 i Scale = 1:16.6 3 5 4 2x4 II 2x4 II i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.01 1 n/r 120 MT20 2441190 TCDL 15.0 I Lumber DOL 1.25 BC 0.15 Ven(CT) -0.03 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2 SP No.3 except end verticals. WEBS 2 ¢ SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (I (size) 5=332/2-0-0, 4=-23/2-0-0 M x Horz 5=163(LC 5) M x Uplift 5=-204(LC 9), 4=-111(LC 5) M x Grav 5=332(LC 1), 4=63(LC 6) FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ,TOP CHORD 5-298/240 NOTES- 1) Wind: A 7- Q; Vult=160mph (3-second gust)-Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate rip DOL=1.60 2) Gable requires ntinuous bottom chord bearing. 3) This truss has b en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has ' een 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 t bottom chord and any other members. 5) Provide mechan'al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=204, 4=111. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 WARNING - Ve � y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7477 rev. 10/07/2015 BEFORE USE. Design valid for a 'only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Be re use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � E building design. Br, cing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required r stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage elivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatio ,I available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 4 Truss Truss Type Qty Ply J36189 Lot 278 Meadowood J36189-J36189A MV4 VALLEY TRUSS 1 1 T14365290 Job Reference o tional Last Goast I ruse, m. Pierce, t-L J484ti 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:42 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-xXjdgKDQvznyJ0uOP1 UBNHC 1 KBVNGT6E5c_Zkxz43Px 4-0-0 4-0-0 Scale = 1:12.8 2 3 2x4 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2 4 SP No.3 except end verticals. WEBS 2 %J SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I IlSize) 1=146/4-0-0, 3=146/4-0-0 M x Horz 1=111(LC 7) M ' x Uplift 1=-45(LC 9), 3=-53(LC 5) M Ix Grav 1=152(LC 13), 3=167(LC 13) FORCES. (lb) - ex. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: A 7- ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60plate rip DOL=1.60 2) Gable requires ntinuous bottom chord bearing. 3) This truss has b l, en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has een 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 t e bottom chord and any other members. 5) Provide mechanl�al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ' ®WARNING • Ver y deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 1010312015 BEFORE USE. Design valid for us my with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Bet a use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall p ��' building design. Br' ing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek• Is always required f' stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage '., elivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informattonli available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qty Ply J36189 Lot278 Meadowood T14365291 J36189-J36189A V4 Valley 1 1 Job Reference o tional East Coast Trus l Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:43 2018 Page 1 I D:ACzXF5ZNyEa-pNQ9dnkZfEyGOD2-PjH?tgE2gHvpwATbzk?QwVkHgbsJ?wMOKGk6GNz43Pw 2-0-0 4-0-0 2-0-0 2-0-0 2 2x4 3X4 = 2x4 I - LOADING (psf) ! SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a 'BCDL 10.0 i Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x SP No.3 BOT CHORD 2x SP No.3 I REACTIONS. (11b size) 1=124/4-0-0, 3=124/4-0-0 M Horz 1=30(LC 6) M Uplift 1=-42(LC 9), 3=-42(LC 9) IFORCES. (lb) - N,,�x. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roo 2) Wind: ASCE 7-1 Cat. II; Exp C; E il DOL=1.60 plate 3) Gable requires c' 4) This truss has b 5) ' This truss has will fit between t 6) Provide mechani Scale = 1:7.7 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. /e loads have been considered for this design. Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; ., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber p DOL=1.60 tinuous bottom chard bearing. i designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. an designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide bottom chord and any other members. l connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 21,2018 ®WARNING - Ver�11 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.Design valid for usemy with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Bef use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall builtling design. Br ing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required f 4istability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, elivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365292 J36189-J36189A1� VS Valley 2 1 Job Reference o tional East Coast Trus�, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Jun 21 12:14:44 2018 Page 1 , 4-0-0 �--0 .8 8-0-0 � I 4-0-0 4-0-0 I 4x4 = Scale = 1:14.6 it 2 6.00 12 1 3 1 i 4 2x4 i 1x4 II 2x4 8-0-0 II'i 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL ' 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 otapurlins. BOT CHORD 2 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 SP No.3 REACTIONS. (I size) 1=139/8-0-0, 3=139/8-0-0, 4=331/8-0-0 M x Harz 1=-74(LC 6) M Uplift 1=56(LC 9), 3=-56(LC 9), 4=-93(LC 9) M I Grav 1=142(LC 13), 3=153(LC 14), 4=331(LC 1) FORCES. (lb) - x. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'NOTES- 1) Unbalanced roo live loads have been considered for this design. 2) Wind: ASCE 7-1 ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; E cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate rip DOL=1.60 3) Gable requires ' ntinuous bottom chord bearing. 4) This truss has b ' n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has een 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 t bottom chord and any'other members. 8) Provide mechan I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. II � it I II Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 21,201E ®WARNING - Ve idesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for us my with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. BeI ' e use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Br ing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required f 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 ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information iavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. it Tampa, FL 36610 Job a Truss Truss Type Qty Ply J36189 Lot 278 Meadowood T14365293 J36189-J36189 V8A Valley 2 1 i Job Reference toothonal test Goast I rU , Yt. tierce, FL "5484b -1-10-0 1-10-0 2 U.ZZU s May Z4 ZU78 MI I ek Industries, Inc. Thu Jun 21 1Z:14:45 2018 Page 1 ID:ACzXF5ZNyEa pNQ9dnkZfEyGOD2-L5PmIMGJCu9XAUdz591u?WgX70WgTqghnaDDLGz43Pu 4-2-0 8-4-0 10-2-0 4-2-0 4-2-0 1-10-0 Scale = 1:22.6 4x4 = 4 6.00 12 4x4 i 3 8 3x8 II 1x4 II 5 4x4 3x8 II 6 0 7 0 LOADING (psf) g SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Verl(LL) -0.01 7 n/r 90 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC D.29 Vert(CT) -0.02 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Wind(LL) 0.01 7 n/r 120 Weight: 47 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x SP No.3 SLIDER Le 2x6 SP No 2 2-4-9 Ri ht 2 6 SP N 2 2 4 9 x o. - ,REACTIONS. (lb ize) 2=453/8-4-0, 6=453/8-4-0, 8=109/8-4-0 M Horz 2=133(LC 7) M Uplift 2=-298(LC 9), 6=-298(LC 9) M 'I Grav 2=453(LC 1), 6=464(LC 14), 8=182(LC 3) FORCES. (lb) - Ihx. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. TOP CHORD 2'i=-330/197, 4-6=-323/197 NOTES- 1) Unbalanced roof ive loads have been considered for this design. 2) Wind: ASCE 7-1 ; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; E I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate ip DOL=1.60 3) Gable requires c tinuous bottom chord bearing. 4) This truss has be n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has an 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 th ' bottom chord and any other members. 6) Provide mechani I connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=298, 6=298. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 21,2018 WARNING - Veus- deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for e ly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Befo use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overallHT �- building design. Bra ng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A A iTeA.° is always required to lability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M 1 tC fabrication, storage, livery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information i vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 li I 'i Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 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 and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal orX-bracing, is always required. See BCSI. 016 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For T 4 ❑ WEBS caw or �y, ❑ wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. U ob = 3. Never exceed the design loading shown and never d U stack materials on inadequately braced trusses. For 4 x 2 orientation, locate O_ 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and C7-8 C6-7 cs•6 0 1_ BOTTOM CHORDS plates 0- 'lid' from outside 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 ANSIrrPI 1. connector plates. 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 [CC -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 specified. 13. Top chords must be sheathed or puriins 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 14. Bottom chords require lateral bracing at ft. spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. _ _ � 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal - _ __ _ __ - — — - — ate�onna?c�ed a "—tltsn. -- --- "- -- and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 a ---