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HomeMy WebLinkAboutTRUSS 8-1-18Millak' RE: 7JJ�5167 9502 POINCIANA Site SCANW,n B Customer: HOMECRETE HOMES, INC. Project Name: 75167 ,k- Subdivision: Addre;$s: 9502 POINCIANA City: PORT ST LUCIE State: FL Gene 1.Tjfmj Roof This p With n confor m 1 2 3 4 5 6 7 8 9 110 12 14 16 17 18 20 21 23 24 25 MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 I Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special 3 Conditions): - Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Dde: ASCE 7-10 Wind Speed: 160 mph Design Method:.MWFRS (Directional)/C-C hybrid Wind ASCE 7 ,ad: 37.0 psf Floor Load: N/A psf <age includes 73 individual, dated Truss Design Drawings and 0 Additional Drawings. seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. eal# Truss Name Date No. Seal# Truss Name Date 14057308 a 5/16/18 26 T14057333 c4 14057309 al 5/16/18 27 T14057334 d 14057310 a2 5/16/18 28 T14057335 di 14057311 a3 5/16/18 29 T14057336 d2 14057312 a4. 5/16/18 30 T14057337 d3 14057313 a5 5/16/18 31 T14057338 e 14057314 a6 5/16/18 32 T14057339 el 14057315 a7 5/16/18 33 T14057340 f 14057316 a8 5/16/18 34• T14057341 f 1 14057317 as 5/16/18 35 T14057342 f2 f3 14057318 ab 5/16/18 36 T14057343 14057319 ac 5/16/18 37 T14057344 f4 14057320 ata 5/16/18 38 T14057345 f5 f6 14057321 atb 5/16/18 39 T14057346 f7 14057322 b 5/16/18 40 T14057347 f8 14057323 bi 5/16,118 41 T14057348 14057324 b2 5/16/18 42 T14057349 f9 14057325 b3 5/16/18 43 T14057350 fa 14057326 b4 5/16/18 44 T14057351 fb 14057327 b5 5/16118 45 T14057352 gea 14057328 b6 5/16/18 46 T14057353 gee 14057329 c 5/16/18 47 T14057354 gef 14057330 ci 5/16/18 48 T14057355 gri 14057331 c2 5/16/18 49 T14057356 gr2 14057332 c3 5/16/18 50 T14057357 gri The truss d wing(s) referenced above have been prepared by MiTek US , Inc. under my direct supervision, based on th parameters provided by Chambers Truss. Truss Desi n Engineer's Name: Finn, Walter My licens renewal date for the state of Florida is February 28, 2019. Florida CO 1 :6634 IMPORTAN- that the engi designs corr shown (e.g., given to Mil customers f these desigr parameters should verify into the over NOTE: The seal on these truss component designs is a certification eer named Is licensed in the jurisdiction(s) identified and that the Ay with ANSI/TPI 1. These designs are based upon parameters oads, supports, dimensions, shapes and design codes), which were :k. Any project specific information included is for MiTek e reference purpose only, and was not taken into account in the preparation o s. MiTek has not independently verified the applicability of the design r the designs for any particular building. Before use, the building designer applicability of design parameters and properly incorporate these designs ill building design per ANSI/TPI 1, Chapter 2. 5/16/1 5/16/1 5/16/1 5/16/1 5/16/1 ,5/16/1 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 5/16/18 RECEIVED A U 6 01 2018 , Permitting �'►��R 1PrF���i � S 1 710 ,/ No 22839 C: :9 STATE OF � f �'.��,n�.� O R `O C?``.�,` 111110 Walter Finn PE No22839 �R US FL Cett 9Pa EastBNd hipi nay 16,2018 1 of 2 5 Fift, RE: 15167 - 9502 POINCIANA Site I ,lormation: Proje t Customer: HOMECRETE HOMES, INC. Project Name: 75167 Lot/Bl ck: Subdivision: Addrei s: 9502 POINCIANA City, C ounty: PORT ST LUCIE State: FL No. Seal# Truss Name Date 51 T14057358 gra 5/16/18 52 T14057359 grb 5/16/18 53 T14057360 grc 5/16/18 54 T14057361 grd 5/16/18 55 T14057362 11 5/16/18 56 T14057363 13 5/16/18 57 T14057364 15 5/16/18 58 T14057365 16 5/16/18 59 T14057366 17 5116/18 60 T14057367 Fa 5/16/18 61 T14057368 8 5/16/18 62 T14057369 { i5 5/16/18 63 T14067370 k17 5/16/18 64 T14057371 kj9 5/16/18 65 T14057372 mv2 5/16/18 66 T14057373 mv4 5/16118 67 T14057374 mv6 5/16/18 68 T14057375 mv8 5/16/18 69 T14057376 mva 5/16/18 70 T14057377 mvb 5/16/18 71 T1406737B mvc 5/16/18 72 T14057379 mvd 5/16/18 73 T14057380 mve 5/16/18 2of2 Job Truss Truss Type Qty Ply 9502 POINCIANA r ' T14057308 75167 A Flat 1 1 Job Reference (optional) GnamDers i russ, Iric., ron fierce, rL 7-4-1 4X4 = 1 13 7-2-5 8.13U S mar 11 zui is MI I eK Inausines, Inc. vvea may 1 b Ub:4V:4b ZV7 d Y,age 1 I D:oPu2174eUDAns3fef2i EMozLbfw-reOVd3ra25QBOM USvNJ4inarlh6aduKnOvbfGOzG?Ya Scale = 1:49.4 2X3 11 3x8 = 3x6 = 2x3 11 4X4 = 214 15 3 16 4 517 18 6 11 10 9 e 7 4X8 = 3x6 = 2X3 11 4X8 = 3X6 11 14.6-6 21-8-11 29-0-12 7-2-5 7-2-5 7-4-1 (psf) SPACING- 2-0-0 20.0 Plate Grip DOL 1.25 7.0 Lumber DOL 1.25 0.0 j Rep Stress Incr YES 10.0 I Code FBC2017/TP12014 LUMBER - TOP CHORD 2> BOT CHORD 2> WEBS 2> EACTIONS. (II M ORCES. (lb) - I TOP CHORD BOTCHORD WEBS NOTES- 1) Wind: ASIDE 7 II; Exp B; Encl. members and 1 2) Provide adequ 3) This truss has 4) ' This truss ha will fit between 5) Refer to girder 6) Provide mechE at joint 7. SPM30 SPM30 SP No.3 CSI. TC 0.56 BC 0.38 W B 0.59 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) W ind(LL) in (loc) I/defl Ud -0.09 9 >999 360 -0.18 8-9 >999 240 0.03 7 rVa n/a 0.08 9 >999 240 PLATES GRIP MT20 244/190 Weight: 166 lb FT = 20% Structural wood sheathing directly applied or 5-10-10 oc puffins, except end verticals. Rigid ceiling directly applied or 7-11-8 oc bracing. 1 Row at midpt 1-11, 3-11, 3-8, 6-8 size) 12=1065/Mechanical, 7=1065/Mechanical x Uplift 12=-315(LC 12), 7=-315(LC 12) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 12=-999/56211-2=-1339/663, 2-3=-1339/663, 3-5=-1339/663, 5-6=-1339/663, 6-7=-999/562 11=-856/1742, 8-9=856/1742 11= 768/1554, 2-11=-423/340, 3-11=-477/236, 3-9=0/274, 3-8=-477/236, 5-8=-423/340, 6-8=-768/1554 BRACING - TOP CHORE BOT CHORD WEBS 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh 6=45ft L=29ft; eave=4ft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 28-11-0 zone;C-C for rces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent water ponding. sen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Jeen 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 ie bottom chord and any other members. for truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 12 and 315 lb uplift Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 16,2018 ® WARNING - rly design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE MII.7473 rev. 10/03)2015 BEFORE USE. Design valid for a only with MltekO connectors. This design Is (rased only upon parameters shown, and Is for an Individual building component, rot a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Iracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always recfulr . for stability and to prevent collapse with poss;ble personal Injury and property damage. For general guidance regarding the fabrication, storc I le, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GuaW Cdterlo, DSB-89 and BCSI Butfd6lg Component 6904 Parke East Blvd. Safely /nfomla navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 POINCIANA r T14057309 75167 Al Flat 1 1 Job Reference (optional) cnamoers I russ, 3x5 = 1 r-orr Merce, rL 7-4.1 7-4-1 2X3 I I 13 214 12 19 11 3X6 I 4X8 = 7-4-1 7-4-1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - ,TOP CHORD 2 BOT CHORD 2 WEBS 2 REACTIONS. D D FORCES. (lb) - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 SPM30 SPM30 SP No.3 0.IJV b rVIQI I I LV 10 IVII URIIr rUVbrll.b, IM. VV.V Iw.y 1. VO.Y..YV LV 10 ray. 1 ID:oPu2174eUpAns3fef2iEMozLbfw-JgytgPsDpPY21 W3eS5rJF_Ny35SDMMixcZKCpSzG?YZ 14-6-6 21-8-11 29-0-12 J 7-2-5 7-2-5 7-4-1 3X8 = 3x6 = 15 3 16 4 20 10 9 21 3x6 = 2x3 II 1.6-6 21-8-11 -2-5 7-2-5 CSI. DEFL. in (loc) I/defl TIC 0.78 Vert(LL) -0.07 8-9 >999 BC 0.35 Vert(CT) -0.1411-12 >999 WB 0.52 Horz(CT) 0.03 7 n/a Matrix -MS Wind(LL) 0.06 9 >999 2X3 11 517 8 4X8 = 18 22 Scale = 1:49.4 3x5 = 6 7 3X6 I I Ud PLATES GRIP 360 MT20 244/190 240 n/a 240 Weight: 177 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 1 Row at midpt 1-11, 3-11, 3-8, 6-8 size) 12=1065%Mechanical, 7=1065/Mechanical x Uplift 12= 315(LC 12), 7=-315(LC 12) x Grav 12=1065(LC 17), 7=1065(LC 17) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 12=-1000/563, 1-2=-1099/544, 2-3=-1099/544, 3-5= 1099/544, 5-6=-1099/544, 7=-1000/563 11=-702/1430, 8-9= 702/1430 11=-674/1364, 2-11=-425/341, 3-11= 461/206, 3-9=0/294, 3-8=-461/206, 8=-425/341. 6-8=-674/1364 �NOTES- 1) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=29ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 28-11-0 zone;C-C for members and ft rces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequ a drainage to prevent water ponding. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between Me bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder( ) for truss to truss connections. 6) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 12 and 315 lb uplift at joint 7. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING. V 1J ify design parameters and READ NOTES ON THIS AND /NCLUDEO MrrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for se only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. B building design. fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always require prevent d for statklity and to prevent collapse with posslhte personal Injury and property damage. For general guidance regarding the stor e, delivery, erection and bracing of trusses and truss systems, seeANS► IJ QualftyCi feda, D$8.69 and SCSI Building Component 6904 Parke East Blvd.fabrication, Safety lnforma novallable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA a ' T14057310 75167 A2 Half Hip 1 1 Job Reference (optional) cnambers I russ, 1[c., l-ort Pierce, FL 6-9-4 11 6-9-4 6.00 FIT 3x4 -5- 2 17 18 8.130 s mar 11 2018 MI I OK Industries, Inc. Wed May 16 06:49:41201 B Page 1 ID:oPu2174eUpAns3fef2iEMozLbfw-nOW F21trZigvfgegOoMYoCwFZvo85oW4rD4mLviG?YY 13-0-0 18-4-13 23-7-15 29-0-12 6-2-12 5-4-13 5-3-1 5-4-13 Scale=1:49.4 4x8 = 2x3 11 3x6 = 3x8 = 3x4 11 3 19 20 21 4 5 22 6 23 7 13 3x4 = 2x3 11 6-9-4 13-0-0 6-9-4 6-2-12 Offsets X, I 3:0-5-4,0-2-0 )ING (pst) SPACING- 2-0-0 CSI. 20.0 Plate Grip DOL 1.25 TO 0.28 7.0 Lumber DOL 1.25 BC 0.37 Rep Stress Incr YES WB 0.61 100.0 .0 1 Code FBC2017(rP12014 Matrix -MS 12 11 10 24 9 25 8 3x4 = 3x6 = 3x8 = 2x3 II 6x8 = DEFL, in (loc) Udell Ud PLATES GRIP Vert(LL) -0.0713-16 >999 360 MT20 244/190 Vert(CT) -0.1413-16 >999 240 Horz(CT) 0.05 8 n/a n/a Wind(LL) 0.08 13-16 >999 240 Weight: 177lb FT = 20% 'LUMBER- BRACING - 'TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, BOT CHORD 2 SP M 30 except end verticals. WEBS 2 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 1 Row at midpt 3-10, 6-8 REACTIONS. (1 size) 1=1070/Mechanical, 8=1070/Mechanical M Harz 1=237(LC 12) MxUplift 1= 290(LC 12), 8=-344(LC 12) M Grav 1=1075(LC 17), 8=1104(LC 17) FORCES. (lb)lax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2=-1963/916, 2-3= 1425/720, 3-4= 1146/643, 4-6=-1146/643 BOT CHORD 13=-1075/1772, 12-13=-1075/1772, 10-12=-725/1234, 9-10= 411/770, 8-9=-411/770 WEBS :�13=0/281, 2-12=,621/401, 3-12= 151/454, 4-10=-304/248, 6-10=-371/618, 6-9=0/266, 8=-1219/649 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=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=29ft; eave=oft Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-2-15 zone;C C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ a drainage to prevent water ponding. 4) This truss has en 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 lie bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder() for truss to truss connections. 7) Provide mechai ical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 1 and 344 lb uplift at joint 8. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Va Ify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev, 10/03,2015 BEFORE USE. Design valid forme only with MITekb connectors. fits design Is based only upon parameters shown, and Is for a7 Individual building component, tot a truss system. M rore 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 Mi tT ek" Is always require: for siabll0y and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd.fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANSMII Aua1By Crifeda, DSB49 and BCS1 Buffding Component Salefyinformal rtavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA s T14057311 75167 A3 Half Hip 1 1 Job Reference (optional) UnamUers nuss,li,nc., MR rrerce, rL 7-9-4 3x6 i 3x4 i 3 2 -iO ts.t ;ju s ivlar t s zut a rvn r eK inausmes, rnc. vveo Niay Tb ub:49:4ts zui a rage T ID:oPu2174eUpAns3fef2iEMozLbfw-FC4dF5uTK0omHgD 1 aVtnKPSOLv7dgHfE4tpJtLzG?YX 15-0-0 22-0-6 29-0-12 7-2-12 7-0-6 7-0-6 ! 4x8 —_ Scalel=1:49.6 2x3 11 3x4 = 6.00 F12 4 17 18 5 19 6 16 15 m 1 0 11 10 9 20 8 21 7 3x4 = 2x3 11 3x6 = 3x4 = 4x8 = 3x6 11 7-9-4 15-0-0 22-0-6 29-0-12 7-9-4 7-2-12 7-0-6 7.0-6 Plate Offsets M'i -- f4:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 ;TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES IBCDL 10.0 Code FBC2017/TPI2014 ,LUMBER - TOP CHORD 2 BOT CHORD 2 WEBS 2 REACTIONS. ( f f I f FORCES. (lb) - TOP CHORD BOTCHORD WEBS NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. 19-2-15 zone;( 3) Provide adequw 4) This truss has 5) ` This truss ha: will fit between 6) Refer to girderl 7) Provide mecha joint 1. SPM30 SPM30 SP No.3 Mze) 7=1070/Mechanical, 1=1070/Mechanical KHorz 1=273(LC12) K Uplift 7=353(LC 12), 1=-281(LC 12) K Grav 7=1136(LC 17), 1=1077(LC 17) CSI. DEFL. in (loc) I/deft Ud TC 0.41 Vert(LL) -0.0911-14 >999 360 BC 0.42 Vert(CT) -0.2011-14 >999 240 WB 0.49 Horz(CT) 0.04 7 n/a n/a Matrix -MS Wind(LL) 0.11 11-14 >999 240 BRACING - PLATES GRIP MT20 244/190 Weight: 168 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. WEBS 1 Row at midpt 6-7, 2-9, 4-8, 6-8 ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2=-1916/845, 2-4= 1288/620, 4-5=-812/457, 5-6=-812/457, 6-7=-1010/636 ll=-1046/1732, 9-11=-1046/1732, 8-9=-646/1105 11=0/326, 2-9=-723/456, 4-9=-169/549, 4-8=-429/277, 5-8=-443/353, 6-8= 670/1188 live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=29ft; eave=4ft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent water ponding. yen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. peen 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 to bottom chord and any other members, with BCDL=10.Opsf. I for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift at joint 7 and 281 lb uplift at Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V 'fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for we only with MITekb connectors. This design Is based only upon parameters shown, and Is for an individual building component, hot a truss system. Di ore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Iracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` Is always require for stability and to prevent collapse with poss'ble personal Iny" and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANSWII QualifyCdleda, DSB-89 and 8C91 Building Component 6904 Parke East Blvd. Safetylnfomiat c novailable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA 4 T14057312 75167 A4 Half Hip 1 1 Job Reference (optional) I L:namoers I russ, i1 c., rorr Fierce, II- I6-5-5 11-6-3 m 1 0 3x4 ILOADING (psf) CLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 �LUMBER- TOP CHORD 2 BOT CHORD 2 WEBS 2 I REACTIONS. 0 D FORCES. (lb) - TOP CHORD BOT CHORD WEBS 3x6 i 2x3 \\ V 2 16 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FB02017/TP12014 8.13U s Mar 11 2ul8 MI I eK Inaustrles, Inc. VVea May 16 U6:49:49 2U1 B F, age 1 1 D:oPu2174eUpAns3fef2i EMozLbfw-j Pe?TQv55Kwcu_oD8 DOOtd?bJJS4ZtvNlxZtPnzG?YW 17-0-0 23-0-6 29-0-12 5-5-13 6-0-6 6-0-6 44 = 5 6.00 12 3x4 i 17 4 12 20 11 10 21 3x4 = 3x6 = 3x8 = 17-0-0 23-0-6 CSI. DEFL. in (loc) I/def] TC 0.26 Vert(LL) -0.1212-15 >999 BC 0.47 Vert(CT) -0.2712-15 >999 WB 0.81 Horz(CT) 0.04 8 We. Matrix -MS Wind(LL) 0.1012-15 >999 BRACING- 3x8 = 3x4 11 Scale = 1:53.3 18 6 19 7 9 22 8 2x3 II 6x8 = Ud PLATES GRIP 360 MT20 244/190 240 n/a 240 Weight: 183 lb FT = 20% SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, SP M 30 except end verticals. SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. WEBS 1 Row at midpt 7-8, 6-8 size) 8=1070/Mechanical, 1=1070/Mechanical xHorz 1=309(LC 12) x Uplift 8=-363(LC 12), 1=-271(LC 12) x Grav 8=1176(LC 17), 1=1113(LC 17) ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2=-2020/806, 2-4=-18401764, 4-5_ 1139/537, 5-6=-983/552 12= 1067/1847, 10-12=-840/1432, 9-10= 367/694, 8-9= 367/694 12=-322/280, 4-12=-192/531, 4-10= 651/413, 5-10=0/251, 6-10= 328/510, 6-9=0/325, 8=-1213/641 NOTES- 1) Unbalanced to I live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=2911; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0. Extedor(2) 17-0-0 to 21-2-15 zone;C C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad equ a 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 between I ie bottom chord 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 363 lb uplift at joint 8 and 271 lb uplift at joint 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - fly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MB-7473 rev. 10/03&015 BEFORE USE. ' Design valld for a only with MITek0 connectors. This design Is based only Upon parameters shown, and Is for on Individual building component, not a truss system. Wore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. kacing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require: for stab0lty and to prevent collapse with possible personal Inkuy and property damage. For general guidance regarding the fabrication, storc ge, delivery, erection and bracing of trusses and truss systems, seeANVW11 QualityCdleda, DSa-89 and BCSI Building Component 6904 Parke East Blvd. Safetyfntarmo vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 9502 POINCIANA Ply T14057313 75167 A5 Half Hip 1 1 Job Reference (optional) unamoers 1 russ,1 rori rlerce, rL t$ .1ou s Mar 11 Zu10 IVII I eK Inuu5trles, mc. vveu Ivray 1u uu:4`d:4`J ZU7v rage I I D:oPu2174eUpAns3fef2iEMozLbfw-j Pe?TQv55Kwcu_oD8DO0td?X2JQ6ZffN IXZtPnzG?YW 6-7-0 12-7-8 19-0-0 _ 24-0-6 29-0-12 6-7-0 6-0-8 6-4-8 5-0-6 1 5-0.6 ' 4x4 = 3x4 11 Scale = 1:58.9 3x4 = 5 17 18 6 19 7 11 20 10 21 9 22 23 8 3x4 = 3x6 = 3x8 = 6xB = 4 = 9-11-7 19-0-0 24-0-6 29-0-12 9.11-7 9-0-9 5-0-6 5-0-6 Plate Offsets X, 1:0-1-0,Ed e iLOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.36 8-9 >963 360 MT20 244/190 'TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.59 8-9 >593 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.04 8 n/a n/a BBCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.11 11-14 >999 240 Weight: 178lb FT=20% LUMBER- BRACING - TOP CHORD 2>4 SP M 30 TOP CHORD BOT CHORD SP M 30 WEBS 2 SP N0.3 BOT CHORD WEBS REACTIONS. (1 size) 8=1070/Mechanical, 1=1070/Mechanical x Harz 1=346(LC 12) N Uplift 8=-074(LC 12), 1= 259(LC 12) Grav 8=1196(LC 17), 1=1122(LC 17) FORCES. (lb) -lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2=-2022/756, 2-4=-1791/679, 4-5= 1012/428, 5-6=-859/463 BOT CHORD 11=-1066/1861, 9-11=-797/1381, 8-9= 293/498 WEBS 11=-365/310, 4-11 =-1 87/550, 4-9= 733/464, 6-9=-373/794, 6-8=-1065/642 NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. 23-2-15 zone;( 3) Provide adegw 4) This truss has 5) ' This truss ha: will fit between 6) Refer to girder! 7) Provide mecha joint 1. Structural wood sheathing directly applied or 4-10-12 oc puffins, except end verticals. Rigid ceiling directly applied or 7-0-4 oc bracing. 1 Row at midpt , 7-8, 4-9, 6-8 live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft L=29ft eave=4ft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interfor(1) 3-0-0 to 19-0-0, Extedor(2) 19-0-0 to for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent water ponding. ,en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0een 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 fe bottom chord and any other members, with BCDL=10.Opsf. I for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 8 and 259 lb uplift at Walter P. Finn PE No.11839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 Q WARNING - V 'fy design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for Ise only with MilekD connectors. This design Is based only upon parameters shown, and Is for cn Individual building component, not a inrss system. B,1 fore 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 MOW Is always requ!K,A for stability and to prevent collvpse with possible personal Injury and property damage. For general guidance regarding the fabrication, storq ge, delivery, erection and bracing of trusses and truss systems, seeANSW11 QualltyCi ferla, D89-89 and SCSI Butidfng Component 6904 Parke East Blvd. Satetvinta nratbnovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 POINCIANA T14057314 75167 A6 Half Hip 1 1 Job Reference (optional) Chambers Truss, nc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 16 06:49:50 2018 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-CbCOgmvjsd3TW 7NPhwvFQgYkJipll7NXXBIQyDzG?YV 7-4-5 14-2-3 21-0-0 29.0-12 7-4-5 6-9-13 6 9% 8-0-12 m yj 0 i 4x8 = 3x4 II Scale3/16"=1' 517 1819 6 11 10 9 20 8 21 7 3x4 = 2x3 II 3x4 = 3x6 = 3x4 = 6x8 21-0-0 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ud 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 7-8 >999 360 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.24 7-8 >999 240 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.05 7 n/a n/a 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.10 11-14 >999 240 'LUMBER- BRACING - 'TOP CHORD 20 SP M 30 TOP CHORD BOT CHORD 2 .1 SP M 30 WEBS 2 SP No.3 *Except* BOT CHORD 5-7: 2x4 SP M 30 WEBS REACTIONS. (I size) 7=1070/Mechanical, 1=1070/Mechanical IV x Harz 1=382(LC 12) IV Uplift 7=-387(LC 12), 1= 247(LC 12) Grav 7=1199(LC 17), 1=1111(LC 17) %2=2020/687, FORCES. (lb)x. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1441/504, 4-5= 8321328 BOT CHORD -11 =-1 031/1844, 10-11=-1031/1844, 8-10=-717/1279, 7-8=-388/`709 WEBS -11=0/304, 2-10=-644/393, 4-1 0=-1 41/494, 4-8=-833/476, 5-8=-289/909, -7= 1163/636 NOTES- 1) Unbalanced to 2) Wind: ASCE 7 II; Exp B; Encl. 25-2-15 zone; 3) Provide adequ 4) This truss has 5) ` This truss ha will fit between 6) Refer to girder: 7) Provide mech joint 1. PLATES GRIP MT20 244/190 Weight: 180 lb FT = 20% Structural wood sheathing directly applied or 4-10-13 oc puriins, except end verticals. Rigid ceiling directly applied or 6-11-15 oc bracing. 1 Row at midpt 6-7, 4-8, 5-7 f live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=oft; Cat. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 21-0-0, Extedor(2) 21-0-0 to C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent waterponding. een designed fora 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, with BCDL = 10.Opsf. for truss to truss connections. icai connection (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint 7 and 247lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING- V -ly design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. ' Design Valld for Ise only with IvIITek& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. building design. BE fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requirexi for stability and to prevent collapse with possUe personal Injury and property damage. For general guidance regarding the story e, delivery, erection and bracing of trusses and truss systems, seeANSUfpll Qualify Ciffa ft DSO-89 and BCSI Building Component 6904 Parke East Blvd.fabrication, Safety lnlormal(gn3vailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA ` T14057315 75167 A7 Half Hip 1 1 Job Reference (optional) � cnamoers Iuss, 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) -1 TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced TO 2) Wind: ASCE 7 II; Exp B; Encl. 23-9-7 zone;C- 3) Provide adequ, 4) This truss has 5) ' This truss ha: will fit between 6) Refer to girderl 7) Provide meche joint 1. t-On rlerce, r-L a.13U s mar 11 ZUI a 1VII t eK maustries, Inc. vveo rviay l b ub:4a:o-izu1 a rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-gnmmt6wLdxBK8HycFeQUy24vy6611 YOgmr2zUgzG?YU 6-7-0 12-7-8 19-6-8 24-1-14 29-0-12 6-7-0 6-0-8 6-11-0 4-7-6 4-10-14 4x5 = 3x4 11 Scale = 1:60.1 3x4 = 5 17 618 19 7 4x4 3x4 = 3x6 = 3x8 = 6k8 = = SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.45 Lumber DOL 1.25 BC 0.55 Rep Stress [nor YES WB 0.87 Code FBC2017/TPI2014 Matrix -MS SPM30 SPM30 SP No.3 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING - TOP CHORE BOT CHORE WEBS >ize) 8=1070/Mechanical, 1=1070/0-8-0 K Horz 1=355(LC 12) K Uplift 8=-077(LC 12), 1= 256(LC 12) K Grav 8=1199(LC 17), 1=1123(LC 17) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2= 2029/741, 2-4= 1800/663, 4-5=-967/396, 5-13 815/440 11=-1062/1868, 9-11= 800/1389, 8-9=-279/477 11=-356/305, 4-11 =-1 80/565, 4-9=--775/481, 6-9=-390/815, 6-8=-1070/638 In (loc) 1/dell Ud -0.28 8-9 >999 360 -0.45 8-9 >764 240 0.04 8 nla n/a 0.11 11-14 >999 240 PLATES GRIP MT20 244/190 Weight: 180 lb FT = 20% Structural wood sheathing directly applied or 4-10-10 oc puffins, except end verticals. Rigid ceiling directly applied or 7-0-6 oc bracing. 1 Row at midpt 7-8, 4-9, 6-8 live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=29ft; eave-tft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-6-8, Extedor(2) 19-6-8 to for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent water ponding. :en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. peen 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 ie bottom chord and any other members, with BCDL = 10.Opsf. I for truss to truss connections. cat connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 8 and 256 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Vel Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid forike only with MITek0 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 veilty the applicability of design parametets 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 MOW Is always requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabricatlon, stor e, delivery, erection and bracing of trusses and truss systems, seeANSM11 CuoW Cifladd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetv Informall c novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057316 75167 AS Common 3 1 Job Reference (optional) Chambers I russ, lInc., rorr Pierce, rL 8J30 s Nlar 11 201t5 ivit I eK IndusirleS, Inc. Wed May 16 06:49:52 20i8 rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-8_JB5SxzOFJBmRXopLyjVFdOPW R8m56p?VnXO6zG?YT 2-0-0 6-7.0 6-0-8 6-0-8 15-0-10 5-4-2 4x4 = Scale = 1:58.7 6 6.00 12 17 18 3x4 3x4 i 7 5 19 3x6 i 3x4 II 8 24 \\ 4 3 c2 16 N Q m 2 of 12 20 11 21 22 23 10 9 3x4 = 3x6 = 3x8 = 6x8 = 3x5 i 9-11-7 18.8-0 29-u-12 9-11-7 8-8-9 10-4-12 Plate Offsets X, 2:0-2-10,0-1-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.32 9-10 >999 360 MT20 244/190 iTCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.58 9-10 >601 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.04 9 n/a n/a 'BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 12-15 >999 240 Weight: 168lb FT=20% LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, BOT CHORD 24 SP M 30 except end verticals. 'WEBS 2)1 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. WEBS 1 Row at midpt 5-10, 7-9 REACTIONS. (I size) 2=1185/0-8-0, 9=1066/Mechanical x Harz 2=210(LC 12) Uplift 2= 407(LC 12), 9_ 324(LC 12) Grav 2=1188(LC 17), 9=1085(LC 19) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -3=-1914/847, 3-5— 16821774, 5-6=-960/558, 6-7= 972/585 BOT CHORD -12=-862/1803, 10-12= 599/1341, 9-10=-327/668 WEBS 12=-355/279, 5-12=-155/524, 5-10=-696/426, 6-10= 272/578, 7-10=-5/321, 9=-1050/533 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=4.2psf; BCDL=3.Opsf; h=15ft B=45fh L=29ft; eave=4ft; Cat. II; Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Intedor(1) 0-11-3 to 18-8-0, Extetior(2) 18-8-0 to 21-8- zone;C-C for members and forces & MW FRS for reactions shown; 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 hast 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, with BCDL = I0.0psf. 5) Refer to girder ) for truss to truss connections. 6) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 407 lb uplift at joint 2 and 324 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING- Ve ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M!I-7473 rev, 10/032015 BEFORE USE. Design valid for L ise only with 1vIlTek5 connectors. Hs design Is based only upon parameters shown, and Is for an Individual building component, riot a truss system. BXore 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 requirel for stability and to prevent collapse with possible personal lnAxy and property damage. For general guidance regarding the fabdcatlon, storq go, delivery, erection and bracing of trusses and truss systems, seeANSU1PII Qualify CrIfedd, DSB-69 and BCSI Bultding Component 6904 Parke East Blvd. Safety lnfoanall0novailable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply 9502 POINCIANA T14057317 75167 1 AA Roof Special 1 1 Job Reference (optional) chambers I russ, Inc., I-ort FlerCe, I-L 5.130 s Mar 11 2018 MI I eK Industries, Inc. Wed May 16 05:49:53 2018 rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-cAtW I oyc9YR2Nb6_N3Tyl TABewn6VQ3zD9X4ZYzG?YS 3-9-4 13-11-4 11-9-4 18-7-4 23-7-14 29-0-0 3-9-4 1.2-0 6-10-0 6-10-0 5-0-10 5-4-2 44 = 6.00 12 6 3x6 11 7x8 - - 13 12 10 9 5x6 = 3x4 II 4x4 = 3x6 = 3x8 = 6x8 3-9-4 Scale = 1:61.8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.35 9-10 >985 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.63 9-10 >545 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.05 9 IVA n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 13 >999 240 Weight: 190lb FT=20% LUMBER- I BRACING - TOP CHORD 2x SP M 30 TOP CHORD BOT CHORD 2xlk SP M 30 WEBS 2xl SP No.3 `Except` BOT CHORD 1- : 2x4 SP M 30 WEBS REACTIONS. (I size) 16=1062/0-7-4, 9=1062/Mechanical M Horz 16=-163(LC 10) M x Uplift 16— 308(LC 12), 9=-320(LC 12) M x Grav, 16=1062(LC 1), 9=1069(LC 19) FORCES. (lb) -I i ex. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 16=-975/495, 1-2=-3155/1454, 2-3= 2948/1373, 3-5_ 2876/1440, 5-6= 960/555, 7= 942/578 BOT CHORD -16=-178/273, 14-15— 1594/3366, 3-14=-295/250, 12-13=-179/444, 10-12— 622/1384, 10=-322/655 WEBS 15— 1424/3109, 2-15— 837/429, 2-14=-729/327, 12-14= 450/950, 5-14=-812/1534, 10= 729/427, 6-10=-249/539, 7-10=-/308, 7-9=-1043/525 Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 5-9-5 oc bracing. 1 Row at midpt 5-10, 7-9 NOTES- 1) Unbalanced to live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4fh Cat. II; Exp B; Encl., 0pi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Intehor(1) 3-1-12 to 18-7-4, Exterior(2) 18-7-4 to 21-7- zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ a drainage to prevent water ponding. 4) This truss has en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss as 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 tit between ie bottom chord and any other members, with BCD = 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 308 lb uplift at joint 16 and 320 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 A WARNING - VJ 'fy design parameters and READ NOTES ON THIS AND INCLUDED mrTEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design vaild for i se only with MiTekV connectors. This design Is based only upon parametels shown, and Is for an Individual building component, not a truss system. B, 'ore use, the building designer must verify the appllcablllty 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' Isalwaysrequirez for stabllity and to prevent collapse with poss'b;e personal Injury and properly damage. For general guldance regarding the fabrlcatlom stord je, delivery, erection and bracing of trusses and truss systems, seeANSW11 CuafCyCrIleda, DS8-09 and BCSI BuIldfng Component 6904 Parke East Blvd. Safety Informalk n3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 POINCIANA T14057318 75167 AB Roof Special 1 1 Job Reference (optional) ldrarrlue15 111.155, 1, run deice, r-L miou s Mar 11 ZUI0 lva I eK Inuusules, Inc. vvea May I 1.013:4v:04 ZU1 is rage 1 I D:oPu2174eUpAns3fef2iEMozLbfw-4MRuW ByEwsZv?IgAwm_BagiMSK4OEto6SpGe5?z.G?YR 4-11-4 9- 12-2-4 18-7-4 23-7-14 29-0-0 4-11-4 -10- 6-5-0 6-5-0 5-0-10 5-4-2 4x4 = 5 3xs II 12 11 9 8 3x4 II 3x6 = 3x8 = 6x8 — 7x8 = 7-3-0 29-0-0 i n-en s Scale=1:59.8 IPlate Offsets X,Y -- l l:0-4-0,0-1-12 , 13:0-4-4,0-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.34 8-9 >999 360 MT20 244/190 �TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.62 8-9 >557 240 iBCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.05 8 n/a n/a IBCDL 10.0 Code FB02017/TP12014 Matrix -MS Wind(LL) 0.09 13 >999 240 Weight: 192lb FT = 20% SLUMBER- BRACING - TOP CHORD 2A4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc puffins, BOT CHORD SP M 30'Except- except end verticals. 2- 2: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. 2 SP No.3 WEBS 1 Row at midpt 4-9, 6-8, 3-11 WEBS EACTIONS. (11 size) 14=1062/0-7-4, 8=1062/Mechanical Horz 14=-150(LC 10) ly Uplift 14=-310(LC 12), 8=-319(LC 12) x Grav 14=1062(LC 1), 8=1069(LC 18) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 14=-990/524, 1-2=-2205/1050, 2-3=-2096/996, 3-4=-1476/701, 4-5= 953/558, -6=-937/577 BOT CHORD 1-12— 131/306, 9-11=-599/1327, 8-9=-322/655 WEBS 13= 1097/2307, 11-13=-977/2003, 3-13= 431/209, 4-11=-65/368, 4-9=-689/417, 9=-260/547, 6-9=-0/304, 6-8= 1044/525, 3-11=-10751568 NOTES- 1) Unbalanced to f live loads have been considered for this design. 2) Wind: AS CE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45ft L=29ft; eave=oft; Cat. 11; Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-7-4, Exterior(2) 18-7-4 to 21-7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ le drainage to prevent water ponding. 4) This truss has I 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 between a bottom chord 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 310 lb uplift at joint 14 and 319 lb uplift at joint 8. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 8834 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V fy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev, 10/03/2015 BEFORE USE Design valid for L Ise only with IVIITeIcV connectors. This design Is based only upon parameters shown, and is for on Individual building component, hot a truss system. Bafore 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 requirel for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, stor e, delivery, erection and bracing of trusses and truss systems, seeANSU1Pll CuaMyCrf da, DS8-89 and BCSI BuYdIng Component 6904 Parke East Blvd. Safety lnfofmaljonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply 9502 POINCIANA T14057319 75167 AC Roof Special 1 1 Job Reference (optional) unamDerS I russ, ic., r-orl coerce, r-L o.i au s mar i i eui o Ivu I ex muusules, Inc. vveu Iv,ay it) uo:va:oo zu r a r•0ye r I D:oPu2174eUpAns3fef2i EMozLbfw-YZ? HjUzshAhmdvFNU UVQ7uFXHjTlzQpGhTOBdRzG?YQ 0-11-1 3-9-4 11- 7-9-4 13-2-4 18-7-4 23-7-14 29-0-0 11-1 2-9-8 1-2-0 2-10-0 5-5-0 5-5-0 5-0-10 5-4-2 4x4 = 7 Scale = 1:57.9 15 14 13 11 10 3x4 I I 4x4 = 3x4 = 3x6 3x8 = 6x8 — 3-9-4 p-11-4 7-%4 13-2-4 18-7-4 21-8-12 29-0-0 3-9-4 1.2.0 2-10-0 5-5-0 5-5-0 3-1-8 7-3-4 (Plate Offsets X, 16:0-2-9,0-2-12 LOADING (pst) SPACING- 2-0-0 CSI, DEFL. in (too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.34 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.60 10-11 >573 240 BCLL 0.0 Rep Stress Incr YES W B 0.59 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 13 >999 240 Weight: 200lb FT = 20% LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD BOT CHORD 2 SP M 30 *Except* 4- 5: 2x4 SP No.3 BOT CHORD WEBS 2 SP No.3 WEBS REACTIONS. (I size) 17=106210-7-4, 10=106210-4-12 IV x Horz17= 155(LC 10) ry Uplift 17— 309(LC 12), 10=-320(LC 12) M. x Grav 17=1062(LC 1), 10=1073(LC 18) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3� 1423r714, 3-4=-1461/764, 4-5= 144&759, 5-6=-1352/695, 6-7=-936/572, 8=-937/587 BOT CHORD16-17=-393/645, 13-14=-772/1565, 11-13=-569/1231, 10-11=-328/656 WEBS 1 7=-1 1021614, 2-16=-343/747, 3-16=-236/538, 14-16=-764/1602, 5-14=-488/321, 13=-443/257, 6-13=-130/355, 6-11=-639/417, 7-11=-294/568, 8-11=0/300, 10=-1045/537 NOTES- 1) Unbalanced to 2) Wind: ASCE 7 II; Exp B; Encl. 3-9-4 to 6-9-4, plate grip DOL: 3) Provide adegw 4) This truss has 5) . This truss ha: will fit between 6) Provide mocha at joint 10. Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 8-4-14 oc bracing. 1 Row at midpt 6-11, 8-10 live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=29ft; eave=4ft Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 0-11-12, Intedor(1) 0-11-12 to 3-9-4, Exterior(2) itedor(1) 7-9-4 to 28-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 1.60 e drainage to prevent water ponding. =_en 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 1e bottom chord and any other members, with BCDL = IO.Opsf. ical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 17 and 320 lb uplift Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve, Ify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 1010=015 BEFORE USE. Design vaild for se only with MITe.0 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. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek' Is always recluird I for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erecilon and bracing of trusses and truss systems, seeANSUIPIf QualifyCd'®do, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safely inform novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ply Ply 9502 POINCIANA T14057320 75167 ATA ATTIC 9 1 Job Reference o tional Chambers i russ,� c., -on t-lerce, t•L 6.130 s Mar i 1 2016 Mi i ex maustries, Inc. wed May 16 o6:49:56 2018 Page 1 1 D:oPu2174eUpAns3fef2i EMozLbfw-OlZfxq_USTpdE2gZ2BOff5ohw7njixYPv7lk9tzG?YP 11.8-0 13-0-5 -2-0- 4-7-8 7-7-6 10.3-it 1 -8 12-9-8 15-8-8 111-1 8 23-4.0 25-4-0 2-0-0 4-7-8 3-0-0 2-8-3 0- - 3 1-1-8 2-B-3 4-7-8 I 1-1-8 0-2-13 Scale = 1:46.2 3x6 = 3x5 = 6 3X5 = 5 7 6.00 F12 2x3 II 23 24 2x3 I 4 8 2x3 2x3 3 9 22 25 2 10 I9 1 15 12 11 14 13 3x4 i 4x6 = 4x6 = 3x4 3x4 = 3x4 = 7-7-8 15-8-8 23-4-0 7-7-8 8-1-0 7-7-8 (Plate Offsets X, - 2:0-2-10,0-1-8 , 6:0-3-0,Edge], 10:0-2-10,0-1-8 (LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.56 13-14 >505 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.92 13-14 >303 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.05 10 n/a n/a ,BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.20 13-14 >999 240 Weight: 106lb FT=20% LUMBER- BRACING - TOP CHORD 2JkSP M 31 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc puffins. BOT CHORD 2xl SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 121 15: 2x4 SP M 31 WEBS 2x SP No.3 REACTIONS. (11,11size) 2=1059/0-8-0, 10=1059/0-8-0 M x Horz 2= 172(LC 10) M Uplift 2=-303(LC 12), 10=-303(LC 12) M x Grav 2=1159(LC 18), 10=1159(LC 19) FORCES. (lb) - ex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3= 2043/590, 3-4_ 1741/492, 4-5= 1373/495, 5-6= 217/1103, 6-7= 217/1103, 8=-1373/495, 8-9=-1741/492, 9-10= 2044/590 BOT CHORD 14=-382/1921, 13-14=-213/1469, 10-13=-430/1793 WEBS 17=-2633/769, 4-14=-73/729, 8-13=-73/730, 3-14=-570/273, 9-13= 571/273 NOTES- 1) Unbalanced Too f live loads have been considered for this design. 2) Wind: ASIDE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave--ift; Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-8-0, Exterior(2) 11-8-0 to 14 8- zone;C-C for members and forces & MW FRS for reactions shown; 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 ha Peen 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. 5) Ceiling dead to d (5.O psf) on member(s). 4-5, 7-8, 5-7 6) Bottom chord li I e load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 7) Provide mechantWN connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 2 and 303 lb uplift at joint 10. 8) ATTIC SPACE IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for ize only with IvIITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual bugdirrg component, not �^ a truss system. Wore 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 MiTeW Is always require 7 for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, starc i le, dellvery, erection and bracing of trusses and truss systems, seeANSM/I QualiffyCrileda, D88•89 and BCSI Building Component 6904 Parke East Blvd. Safety Intannalk navailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 POINCIANA T14057321 75167 ATB ATTIC 1 1 Job Reference (optional) ' cnamoers i russ, I c., r-on Tierce, r-L. -2.0-0 4-7-8 3-0-0 6.00 12 2x3 3 22 m 2 1 3x4 i 7-7-8 / zzo 2x3 11 23 4 15 14 5x10 = rf.1JU s Nlar 11 zuli3 IVII lex Inuustrle8, Inc. vvea may lU uo:4e:or zu1C wage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-Ux7189?6DnxUsC PlcuXuCJ KpmX4TRMAY8nVIiJzG?YO 11-8.0 13-0-5 0-3-11 t - -8 12-9-8 i5-8-8 18-8.8 23-4-0 25-4-0 0- - 3 1-1-8 2-8-3 3-0-0 4-7-8 2-0-0 1.1-8 0-2-13 Scale =1:43.5 3x6 = 3x5 = 6 �3x= 5 7 7 24 2x3 11 8 2x3 9 25 10 m 11Io 13 12 5x10 = 3x4 23-4-0 7-7-8 flare ullsels JC,Y - z:V-z-I U,U-1-8 , 1O:V-J-V,CV C ,1 I V.V-e_- I V,V- 1-0, IG.V-L-V,V-V-Y ,t IG.V-V-V,v-I-Ic LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.74 13-14 >380 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -1.11 13-14 >253 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20 13-14 >999 240 Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc puffins. BOT CHORD 2x SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12 15: 2x4 SP M 31 WEBS 2x SP No.3 REACTIONS. (it, size) 2=1060/0-8-0, 10=1035/0-8-0 M Horz 2=171(LC 11) IVIV Uplift 2= 305(LC 12), 10=-282(LC 12) M x Grav 2=1223(LC 18),10=1201(LC 19) FORCES. (Ib) - ax. Comp.lMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3=-2199/600, 3-4=-1887/496, 4-5=-14821498, 5-6= 226/1224, 6-7=-221/1227, 7 8=-1479/504, 8-9=-1890/513, 9-10=-2211/601 BOT CHORD 14=-407/2056, 13-14=-224/1585, 10-13=-44911946 WEBS 7=-2890/792, 4-14=-73/816, 8-13=-80/826, 3-14= 594/269, 9-13=-609/283 NOTES- 1) Unbalanced to I live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. 11; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Intedor(1) 0-11-3 to 11-8-0, Exterior(2) 11-8-0 W 14-8- zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been 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. 5) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 7) Provide mecha 1HOWN cal connection (by others) of truss to bearing plate capable of withstanding 305 Ib uplift at joint 2 and 282 Ib uplift at joint 10. 8) ATTIC SPACE IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 69D4 Parke East Blvd. Tampa FL 33610 Data: May 16,2018 ® WARNING - Val Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valld for se- only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. buliding design. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall kacing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is aiways re%ilr prevent for stability and to prevent collapse with possUe personal [no,, and property damage. For general guidance regarding the fabrlcatlon, sior e, delivery, erection and bracing of trusses and truss systems, seeANSI/PPII CualrYyCrBerla, DSB�9 and BC516aUdfng Component 8904 Parke East Blvd. Sarolvinrormal novallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 POINCIANA T14057322 75167 B Half Hip 1 1 Job Reference (optional) cnamoers I russ, Inc., tort Fierce, t-L 8.13u s mar 11 ZU18 MI I eK moustrieS, Inc. wea May 16 U6:49:b8 2U18 Rage 1 I D:oPu2174eUpAns3fef2iEMozLbfw-z8hPLVOk_43LUM_y9c27kWt7OxXkAoxiNRErEmzG?YN Scale=1:55.6 3x8 = 4x8 = 3x4 II 3x6 = 3x4 11 3x5 = 4 21 22 5 23 6 7 24 8 9 6.00 12 2x3 3 0 co 2 14 12 9 13 o ?j 6x8 = 6x8 _ 01 i 2x3 II 16 15 11 10 3 5x8 = 3x4 13x4 11 6x8 = 9-0-0 15-0-0 21.6.0 28-0-0 30-6-0 9-0-0 6-0-0 6-6-0 6-6-0 2-6-0 IPlate Offsets X, - 2:0-2-10,0-1-8 , 4:0-5-4,0-2-0 , 12:0-2-8,0-2-8 , 14:0-2-8,0-2-12 ;LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.14 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.28 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.13 13-14 >999 240 Weight: 181 lb FT = 20% LUMBER- BRACING - TOP CHORD 2N, SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc puffins, BOT CHORD 2N, SP M 30 `Except' except end verticals. 5- 5,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 SPNo.3 WEBS 1Row atmidpt 7-12 REACTIONS. (I size) 10=1119/0-6-0, 2=1238/0-8-0 Horz 2=221(LC 12) Uplift 10— 341(LC 12), 2=-422(LC 12) 'FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD �3= 2075/1100, 3-4=-1825/95114-5=-2406/1328, 5-7= 2432/1340, 7-8= 702/380, 9= 673/364, 9-10= 1086/597 BOT CHORD 16=-1166/1829, 5-14= 358/293, 13-14=-1087/2049, 12-13=-1087/2049, 8-12=-288/245 WEBS 16=-304/288, 14-16=-850/1488, 4-14=-522/995, 7-14=-288/435, 7-13=0/303, 12= 1528/802, 9-12=-688/1270 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=4.2psf; BCDL=3.Opsf; h=1511; B--45ft; L=31ft; eave=oft; Cat. 11; Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-13, Interior(1) 0-11-13 to 9-0-0, Exterior(2) 9-0-0 to 13-3-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been 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 I is bottom chord and any other members. 6) Provide mecha, ical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 10 and 422 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 A WARNING- V, Ify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE ° Design vaild for se only with MiTck0 connectors. This design is based only upon parameters shown, and Is for a7 Individual bulidhV 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. Bracing 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 Inlury and property damage. For general guidance regarding the fabrication, storq ge, delivery, erection and bracing of trusses and truss systems, seeANSYMII QualifyCrBeda, DS9-89 and BCS( Bulldbig Component 6904 Parke East BNd. Safetv Intonnationzivallable from Truss Plate Instltute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057323 75167 B1 Half Hip 1 1 Job Reference (optional) L,namoers i russ, 2-0-0 lc 2 01 rorr Merce, t-L 6.13u s mar i i Zg1 a MI I eK mausrnes, Inc. Wea May 1 b ab:49:b9 2o18 Nage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-RKFnZrOMIOBC5WZ8jJaM HkQEvKtmvAErc5_OmCzG?YM 5-9-4 11-0-0 15-0-0 , 21-6-0 28-0-0 30-6.0 5-9-4 5-2-12 4-0.0 6-6-0 6-6-0 2-6-0 Scale = 1:55.6 4x8 = 3x4 = 2x3 I 3x6 = 3x5 = 4x4 = 4 23 5 24 6 7 25 8 9 6.00 12 3x4 i 22 3 1 14 12 Io 6x8 = 13 M= 3x10 = 17 16 15 11 10 2x3 II 4x8 = 3x4 II 3x4 II 6x8 = 5-9-4 11-0-0 15-0-0 21-6-0 28-0-0 30-6-0 5-9-4 5-2-12 4-0-0 6-6-0 6-6-0 1 2.6.0 (4:0.5-4 0-2-0] (12:0-5-12 0-4-0] (14:0-5-12 0-4-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.58 Vert(LL) -0.10 13-14 >999 360 TOOL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.22 13-14 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.09 10 n/a nfa BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 14 >999 240 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 192 lb FT = 20% TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-11-11 oc purlins, BOT CHORD SP M 30 *Except* except end verticals. 5- 5,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x SP No.3 REACTIONS. (it'size) 10=1119/0-6-0, 2=1238/0-8-0 M Harz 2=258(LC 12) Mix Uplift 10=-347(LC 12), 2=-416(LC 12) FORCES. (lb) - Iex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3— 2094/1018, 3-4=-1654/869, 4-5= 1955/1113, 5-6=-1604/872, 6-8= 1604/872, 9=-551/304, 9-10= 1087/608 BOT CHORD 17=-1130/1821, 16-17= 1130/1821, 13-14=-1126/1976, 12-13=-316/574, 8-12=-985/621 WEBS 16=-488/325, 14-16— 835/1430, 4-14=-437/825, 5-13=-449/306, 6-13=-377/296, ill 3=-675/1251. 9-12= 666/1206 NOTES- 1) Unbalanced tolive loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave--4ft; Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-13, Interior(1) 0-11-13 to 11-0-0, Exterior(2) 11-0-0 to 15-3- 2 zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequE a drainage to prevent water ponding. 4) This truss has I Den designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss aE 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 ie bottom chord and any other members. 6) Provide mecha !cal connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 10 and 416 lb uplift at joint 2. Walter P. Finn PE No.22839 MlTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 A WARNING- Vq rfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 10/03/201S BEFORE USE Design valid for only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. kacing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always requiref for stability and to prevent collapse with poss;ble personal Injury and property damage. For general guidance regarding the fabrication, storc i je, delivery, erection and bracing of trusses and truss systems. seeANS&TPII GualOyCflleda, DSB-89 and SCSI Bulldhig Component 6904 Parke East Blvd. LOW InIonnoth navallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057324 75167 B2 Hip 1 1 Job Reference (optional) �namuers muss, ♦ -2-0-0 200 run rierce, rL 6-9-4 6-9-4 23 2 V 01 3 = 6-9-4 6-9-4 midu s iviar 11 2U1t5 IVII I eK Inausines, Inc. VVeO May lb Ub:bU:UU ZU1t5 rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-vWoAmB1?W iJ3jg8KH15bpxyKOkA5ecX?gljylezG?YL 13-0-0 15-0-0 21.6.0 28-0-0 29-8-0 0-6.0 6-2-12 2-0-0 6-6-0 6.6-0 1-8-0 -10- Scale = 1:57.1 6.00 12 4x8 = 3x4 = 2x3 I I 3x6 = 3x4 - 3x4 4x4 = 5 6 24 25 7 26 8 9 10 11 3x6 i 3x4 / t ` 3 H16 6x8 = 19 18 17 2x3 11 4x8 = 3x4 II 21-6-0 15 3x10 = CO 6 14 0 5x14 = 0 13 12 3x4 11 Gx8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CS1. TC 0.85 BC 0.64 WB 0.88 Matrix -MS DEFL- In (loc) Well Ud Vert(LL) -0.09 16 >999 360 Vert(CT) -0.20 15-16 >999 240 Horz(CT) 0.09 12 n/a n/a Wind(LL) 0.09 16 >999 240 PLATES GRIP MT20 244/190 Weight:211 lb FT=20% LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, BOT CHORD 2 SP M 30 *Except` except end verticals. 6- 7,9-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. (WEBS 2 SP No.3 WEBS 1 Row at midpt 6-15 (I size) 2=1238/0-8-0, 12=1119/0-6-0 (REACTIONS. x Horz 2=281(LC 12) MaxUplift 2=-411(LC 12), 12=-351(LC 12) FORCES. (lb) - ax.Comp./Max Ten. -All forces 250 (lb) or less except when shown. �t=-4341273, TOPCHORD 2057/975, 3-5=1514/797, 5-6=1606/966, 6-7=13171761, 7-9=1 3171761, 10-11= 436/258, 11-12= 1092/636 BOT CHORD 19= 1104/1781, 18-19= 1104/1781, 15-16=-954/1625, 14-15= 257/446, 9-14=-1031/679 1,15=-403/280, WEBS 19=0/275, 3-18=-600/380, 5-18=-515/374, 16-18=-880/1521, 5-16=-566/1032, 7-15= 380/302, 9-15— 627/1134, 10-14=-170/273, 11-14=-519/916 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=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-13, Interior(1) 0-11-13 to 13-0-0, Exterior(2) 13-0-0 to 30-4- zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ a drainage to prevent water ponding. 4) This truss has en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss ME 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 I ie bottom chord and any other members. 6) Provide mechar ical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 2 and 351 lb uplift at joint 12. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V fy design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M11.7473 rev. 10103,2015 BEFORE USE. Design valid for only with tvllTeke connectors. This design Is based only upon parameters shown, and is for an lndlvldual build ng component, not a truss system. 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 @�� I OW MOW is always require 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, seeANSM11 GualByCdfeda, DSO-89 and BCSIOuffdfrtp Component 6904 Parke East Blvd. Safety Informal. ►available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , ply Ply 9502 POINCIANA T14057325 75167 B3 Hip 1 1 Job Reference (optional) unamDers I runs, toff VlefCe, r-L O. 10a b iwai I I ea 10 rvu i en muubu Mb, a ic. vveu rvray i o oo.00.o i cv i o rage r �c., I D:oPu2174eU pAns3fef2i EMozLbfw-NjMY_X2dG? RwLgjXrkcgM9VV38ZxN 1183PTVr5zG?YK -2-0 0 7-9-4 15-0-0 21-4.0 27-8-0 2 - -0 30.6.0 2-0-0 i 7-9.4 7-2-12 6-4-0 6-4-0 0-4-0 2-6-0 Scale = 1:56.6 4x5 II 2x3 II 5x6 =3x4 II 6.00 F12 522 23 fi 24 7 B 3x4 9 3x6 i 21 3x4 i4 3 m 0 m yr 2 20 14 O 12 Io m dI 4x8 = 25 13 26 27 1 16 15 3x8 = 4x12 = 11 10 3 4 — 5x6 = 3x4 13x4 11 6x8 = 7-9-4 177O- 21.4-0 28-0-0 30-6-0 7-9-4 7-2-12 6-4-0 6-8-0 2-6-0 Plate Offsets X, - 7:0-3-0,0-2-0 , 14:0-5-8,0-2-8 !LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.09 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.18 16-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 16-19 >999 240 Weight: 2101b FT=20% LUMBER- BRACING - TOP CHORD 2 a SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, BOT CHORD SP M 30 'Except` except end verticals. 5- 5,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. Ql1 size) 2=1238/0-8-0, 10=1119/0-6-0 M x Horz 2=281(LC 12) M Uplift 2=-411(LC 12), 10= 351(LC 12) ,FORCES. (lb) - K, lax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3=-2015/948, 3-5=-1587/864, 5-6= 1135f722, 6-7= 1135f723, 7-8= 438/316, 9= 434/271, 9-10� 1097/660 BOT CHORD 16=-1048/1810, 5-14= 222/602, 13-14=-768/1368, 12-13=-247/437 WEBS 16=-1020/1750, 3-14=-469/295, 5-13=-316/192, 6-13= 390/313, 7-13=-558/1023, 12=-696/443, 9-12=-539/968 NOTES- 1) Unbalanced to I live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=31ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-13, Interior(1) 0-11-13 to 15-0-0, Exterior(2) 15-0-0 to 30-44I zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ le 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 between I a bottom chord and any other members, with BCDL = 1O.Opsf. 6) Provide me ch ical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 2 and 351 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: May 16,2018 ® WARNING- velflo design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE �v ' Design valid for se only with MlTe.0 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. building design. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requlrq prevent . for stability and to prevent collapse with possible persorral Injury and property damage. For general guldance regarding the fobricatbn, stor e, delivery, erection and bracing of trusses and truss systems, seeANSUWII Oua/CyCrtfetfa, DSB-89 and SCSI Buffdlrrg Component e East t Blvd. 6904 ParkeEast Safetylnformal Iavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandrla, VA 22314. Tampa, 0 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057326 75167 B4 Hip 1 1 Job Reference (optional) cnamDers I russ, 2-0-0 21 t-ort Fierce, t-L 8.130 s Mar 11 2U18 MI I eK industries, Inc. vyed May 16 06:50:02 2018 Page 1 I D:oPu2174eUpAns3fef2iEMozLbfw-rvwwBt3F1 JZmy_IjOS73vM 114Yvl6YA113C3NXzG?YJ 5x6 = 6.00 12 3x4 11 6 3x6 i 22 3x4 iQS� 3 2x3 1I 5x6 = 23 247 25 8 3x4 11 9 A15 131IL 28 29 14 30 31 165x8 = 3x8 = 4x12 = 12 3x4 11 3x4 11 17-0-0 21-4-0 25-8-0 28-0-0 Scale: 3/16"=l' 26 27 4x5 10 m 6 aD m M v io 11 6x8 = Plate Offsets X,Y - 6:0-3-0 0-2-0 , 8:0-3-0,0-2-0 , 15:02-12,0-3-0 , 17:0-3-8,0-3-0 LOADING (pst) 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) -0.12 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.23 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.09 11 n/a n/a bCDL 10.0 Code F8C2017/TPI2014 Matrix -MS Wind(LL) 0.10 14-15 >999 240 Weight: 243lb FT=20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, BOT CHORD 2x SP M 30 `Except` except end verticals. 5- 6,9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x SP NO.3 WEBS 1 Row at midpt 15-17, 6-14 REACTIONS. (I size) 2=1398/0-8-0, 11=1280/0-6-0 M Horz 2=202(LC 12) M Uplift 2=-472(LC 12), 11=-385(LC 12) FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3= 2364/1157, 3-5= 2012/1117, 5-6= 2014/1281, 6-7= 1442/949, 7-8= 1442/949, 9= 1297/897, 9-10=-1314/751, 10-11=-1216/738 BOT CHORD 17=-1131/2169, 5-15=-308/359, 14-15— 750/1549, 13-14=-549/1151, 9-13=-341/381 WEBS 1 5-17=- 1095/2098, 3-15=-398/232, 10-13=-609/1195, 7-14=-269/242, 6-15=-585/941, 14=-320/673 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=4.2psf; BCDL=3.Opsf; h=15ft; B--15ft; L=35ft; eave=4ft; Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 1-5-0, Interior(1) 1-5-0 to 17-0-0, Extedor(2) 17-M to 30-7-2, Interir(1) 30-7-2 to 34-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeque I a drainage to prevent water ponding. 4) This truss has en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *Thistrusshas 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 a bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechai Cal connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 2 and 385 lb uplift at joint 11. Walter P. Finn PE No.22939 MITek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V ly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/033015 BEFORE USE. ' Design Valid for only with MITekO connectors. This design Is bard only upon parameters shown, and Is for a't Individual building component, not a truss system. Be ore 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 SNOW Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storc j le. delivery, erection and bracing of trusses and truss systems, seeANSHIPII QualifyCrBedd, DSO-89 and SCSI Bulldlrlg Component 6904 Parke East Blvd. Safetyintorma /available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057327 75167 85 Hip 1 1 Job Reference (optional) Lmambers truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek Industries, Inc. Wed May 16 06:50:03 2018 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-J5UI PD3todhda7svy9el RaawsyE_r? BRWjycvzzG?YI -2-0-0 7-9-4 15-0-0 19-0-0 23-8-0 28-0-0 34-10-0 2-0-0 7-9-4 7-2-12 4-0-0 4-8 6-10-0 5x6 = Scale = 1:65.4 4x4 = 6.00 FIT 6 22 7 3x4 I I 3x4 '5 823 21 3x6 i 24 4 4x5 3x4 i m 9 6 3 m. v 20 2 14 12 o t 5x8 =25 26 13 16 15 3x8 = 11 10 6x8 = 3x4 11 3x4 I I 6x8 = ' 34= I 1 7-9-4 15-0-0 19-0-0 23-8-0 28-0-0 34-10-0 7-9-4 7-2.12 4-0-0 4-8-0 4.4-0 6.10-0 Plate Offsets X,Y - 6:0-3-0,0-2-0 , 12:0-5-8,0-2-4 , 14:0-2-12 0-3-0 , 16:0-3-8,0-3-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.23 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.43 13-14 >968 240 BCLL 0.0 Rep Stress Incr YES W B 0.76 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.11 13-14 >999 240 Weight: 237lb FT = 20% LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc puriins, BOT CHORD 2xl SP M 30 'Except' except end verticals. 5- ,8-11: 2x4 SP No.3 BOT CHORD. Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x SP No.3 WEBS 1 Row at midpt 14-16, 6-13, 6-14 REACTIONS. (it size) 2=1398/0-8-0, 10=1280/0-6-0 M Harz 2=220(LC 11) M Uplift 2=-472(LC 12), 10=-385(LC 12) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3= 2363/1127, 3-5=-2007/1090, 5-6=-2025/1262, 6-7= 1151/808, 7-8=-1348/866, 9= 1311/743, 9-10= 1211/730 BOT CHORD 16=-1103/2172, 5-14= 339/356, 13-14=-630/1345, 12-13= 558/1106, 8-12=-431/276 WEBS 1-16=-1057/2175, 3-14=-398/223, 6-13=-351/231, 7-13= 211/405, 9-12=-602/1191, 14=-604/1102 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--1.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=oft; Cat. 11; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 1-5-0, Interior(1) 1-5-0 to 19-0-0, Exterior(2) 19-0-0 to 23-8-0, Interir(1) 28-7-2 to 34-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeque a drainage to prevent water ponding. 4) This truss has t aen 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 tit between ie 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 472 lb uplift at joint 2 and 385 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING-Ve I Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14I1-7473 rev. 1010312015 BEFORE USE. Design valid for me only with FvinekV Cohhectols. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. B building design. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always require for stabillty and to prevent collapse with possible personal klltlry and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, socANSI II CualUyCtBerla, DSB-89 and 9CS1 Budding Component 6904 Parke East Blvd. Safetylnfoimal.1navailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T74057328 75167 86 Hip 1 1 Job Reference (optional) Chambers Truss, Ic., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 16 06:50:04 2018 Page 1 I D:oPu2174eU pAns3fef2i EMozLbfw-n H2gcZ4VZwp UCHR5W t9X_n760LaXaR4alM h9RPzG?YH 21-8-0 •z•0.0 , 7.4.5 , 14-z•3 21.0.0 21,-4•Q 26.1.4 , 34.10.0 , 2.0-0 7-4.5 6.9-13 6-9-13 4 0 6-5.4 6-8-1 0-4-0 4x8 = Scale = 1:71.6 3x4 = 2x3 11 3x6 = 3x4 = 3x8 = 3x4 = 3x6 11 3x6 = 21-8-0 7-4-5 1i4 21-0.0 21-4-0 28-1-4 34.10-0 7.4-5 6.9-13 6-9-13 0 4 0 6-54 6-8-12 :LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.11 12-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.22 12-13 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.78 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.09 13 >999 240 jLUMBER- TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. to 26-3-2 zone; 3) This truss has 4) ' This truss ha will tit between 5) Provide mecha joint 9. BRACING- SP M 30 TOP CHORD SPM30 SP No.3 BOT CHORD WEBS 3ize) 2=1398/0-8-0, 9=1280/0-6-0 K Horz 2=249(LC 11) K Uplift 2=-472(LC 12), 9=-385(LC 12) ax. Comp./Max Ten. - All forces 250 (lb) or less except when shown. 3=-2376/1060,3-5— 1827/910,5-6= 1213/741,6-7=-1214/766,7-8=-1159/620, 9=-1221/688 15= 1044/2227, 13-15=-1044/2227, 12-13_ 757/1695, 10-12= 455/981 15=0/293, 3-13=-607/328, 5-13=-110/506, 5-12=-871/488, 7-10=-444/313, 10= 511/1130, 6-12= 353/703 PLATES GRIP MT20 244/190 Weight:211 lb FT =20 Structural wood sheathing directly applied or 4-6-3 oc puffins, except end verticals. Rigid ceiling directly applied or 7-1-5 oc bracing. 1 Row at midpt 5-12, 7-12 f live loads have been considered for this design. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=35ft; eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 1-5-0, Interfor(1) 1-5-0 to 21-4-0, Extedor(2) 21-4-0 -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 10.Opsf. kcal connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 2 and 385 lb uplift at Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 Q WARNING- V "ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. ° Design valid for se only with MITelcO, connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. R, 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 requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the stor e, delivery, erection and bracing of trusses and truss systems, seeANSI/ U CuaflfyCdteft DSB-89 and SCSI Bulldhtg Component 6904 Parke East Blvd.fabrication, sarefyinromra novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply 9502 POINCIANA T14057329 75167 C Hip 1 1 Job Reference (optional) unamoers I russ, I c., non fierce, t-L -2-0-0 , 8-1.6 15.8.4 b.l:tu s mar r1 2u1 a MI I eK inauslnes, Inc. W ea May 1 ti Ub:5u:urs 2015 rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-kgAR1 E615Y4CRbbUdHC?3CCTV9E22MTtDgAGW IzG?YF 20.8.0 25.7-12 1 33.2-10 1 41-4-0 , 43.4-0 Scale = 1:75.5 6.00 12 Sx6 = 5x6 — 3x4 = 5 26 6 27 7 28 3x6 i 3x6 3x4 425 8 3x4 3 9 N 24 29 ro 2 10 m 11Iq 0yi1 17 16 15 30 31 14 13 12 3x6 11 4x6 = 3x10 = 3x10 = 4x6 = 3x6 11 3x5 = 3x5 8-1-6 15-8-4 25-7-12 33-0-0 41-4-0 8-1-6 7-6-14 9-11-8 7-4-4 8-4-0 Plate Offsets X,Y - 5:0-3-0,0-2-0 , 7:0-3-0,0-2-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOTCHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced to 2) Wind: ASCE 7 II; Exp B; Encl. 15-8-4 to 31-5- DOL=1.60 plat, 3) Provide adegw 4) This truss has 5) ' This truss ha: will fit between 6) Provide meche joint 12 and 15 SPACING- 2-0-0 CSI. DEFL. in (ice) I/dell Ud Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.30 14-15 >999 360 Lumber DOL 1.25 BC 0.54 Ved(CT) -0.49 14-15 >819 240 Rep Stress Incr YES WB 0.72 Horz(CT) 0.05 12 n/a n/a Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 17-20 >999 240 SP M 30 SPM30 SP No.3 3ize) 2=1297/0-8-0, 12=1753/0-8-0, 10=232/0-8-0 K Horz 2=248(LC 11) K Uplift 2= 455(LC 12), 12= 486(LC 12), 10= 159(LC 12) K Grav 2=1297(LC 1), 12=1753(LC 1), 10=292(LC 22) BRACING- PLATES GRIP MT20 244/190 Weight: 221 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-15, 6-14 ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3= 2126/1122, 3-5=-1458/880, 5-6=-1249/885, 6-7=-822/646, 7-9= 990/637, 10= 123/432 17=-832/1977, 15-17=-832/1977, 14-15=-345/1164, 12-14=-307/295, 10-12= 307/295 17=0/316, 3-15=-729/493, 5-15=-112/374, 6-15=-107/335, 6-14=-620/373, 14= 501/1268, 9-12= 1563/917 live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=41ft; eave=5ft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 2-0-13, Interior(1) 2-0-13 to 15-8-4, Extedor(2) I, Interfor(1) 31-5-14 to 43-4-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber grip DOL=1.60 e drainage to prevent water ponding. :en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )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 le bottom chord and any other members, with BCDL = 10.Opsf. cal connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2, 486 lb uplift at lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING- Ve ty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design vaild for only with IvMITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this deslgn into the overall building design. iracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always req'ulre for stability and to prevent collapse with possible personal Infury and property damage. For general guidance regarding the fabrlcatlon, stor e, delivery, erection and bracing of trusses and truss systems, seeANSUfPII aualByCrffedd, DS®-09 and SCSI Budding Component 6904 Padre East Blvd. Safety InMuna ' novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ajexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057330 75167 C1 Roof Special 1 1 Job Reference (optional) llnamDerS I russ, mp., rOri tierce, rL tmou s mar 71 zU125 mi i ex Inaasrries, Inc, vvea may it) uo:ou:uf zu i C rage i ID:oPu2174eUpAns3fef2iEMozLbfw-CsjpEa7OsrC331AgB?jEcQleKZc2nt1 I RKwg2kzG?YE 19-6-4 21.8.4 ,23-7-12, 28-3-14 33-0-0 36-10-12 41-4-0 4-0-0 2-2-0 1-11-8 4-8-2 4-8-2 3-10-12 4-5-4 5x6 = 5x6 = 6.00 12 5x6 = 5x6 = 7 8 27 5 3x4 9 3x6 i 26 3x4 G 4 3 25 2 aI t 0 18 3 = 3x4 11 8-0-6 L 17 16 29 30 15 14 31 3x6 =3x8 = 5x12 = 3x6 = 3x6 10 3x4 II 11 32 13 6x8 = Scale = 1:75.1 N D) 28 m 2 Ia 0 3x5 = -4-0 4� Plate Offsets (X Y - [5:0-3-0 0-2-0] [7:0-3-0 0-2-0] [8:0-3-0 0-2-0] [12:0-2-8 Edge] [13:0-3-8 0-3-0] 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 0.42 Vert(LL) -0.18 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.30 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.13 13-24 >747 240 Weight: 242lb FT=20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc puffins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x SP No.3 WEBS 1 Row at midpt 3-16, 6-15, 9-13 REACTIONS. (I I[Size) 2=1277/0-8-0, 13=1820/0-8-0, 12=74/0-8-0 M Horz 2=268(LC 11) M Uplift 2= 444(LC 12), 13= 543(LC 12), 12=-76(LC 23) M Grav 2=1277(LC 1), 13=1826(LC 18), 12=170(LC 22) FORCES. (lb) - Nax. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3— 2089/1026, 3-5=-1419/809, 5-6=-1211/816, 6-7=-875/641, 7-8=-819/636, 9= 944/645, 9-1 1=-27/493,11-12=-216/516 BOT CHORD 2. 18=-838/1958, 16-18=-838/1958, 15-16=-390/1190, 13-15--125/508, 12-13=-363/290 WEBS 18=0/332, 3-16=-743/451, 5-16=-106/354, 6-16=-115/264, 6-15= 806/546, 7.15=-222/322, 8-15=-136/275, 9-13=-1499/688, 11-13=-450/395, 9-15= 146/608 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=4.2psf; BCDL=3.Opsf; h=15ft; B--15ft; L=41f; eave=5ft; Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 2-0-13, Interior(1) 2-0-13 to 15-6-4, Exterior(2) 15-6-4 to 27-9-6 Interior(1) 27-9-6 to 41-4-0 zone;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL .60 3) Provide ad equ a drainage to prevent water ponding. 4) This truss has 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 the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide meth cal connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint 2, 543 lb uplift at joint 13 and 76 uplift at joint 12. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for I ze only with MITek-D connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Be ore use, the building designer must verity the applicabillty of design parameters and properly Incorporate this design Into the overall building design. kcicing 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, storc 1 Is, delivery, erection and bracing of trusses and truss systems, seeAMM11 Gua/ByCd/eda, DOD-09 and BCSI Bullding Component 6904 Parke East Blvd. Safetylnformaf vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla. VA 22314. Tampa, FL 336110 Job Truss Truss Type ,Oty Ply 9502 POINCIANA T14057331 75167 C2 Roof Special 1 1 Job Reference (optional) cnamoers truss, Inc., t-on Fierce, rL -2-0-0 7-0-6 i 2 01 6.00 12 5x6 = 5 3x6 i 3x4 i 4 25 3 24 rs.r 3u s mar r r zut a vn l erc lnausmes, mc. vvea ruray 10 UO:DV:VO ZV 16 Faye , ID:oPu2174eUpAns3fef2iEMozLbfw-g3HBSw7Od9KwgvltliET8dHpjzwjW H_Ag_fNaBzG?YD 27-10-0 33-0-0 36-10-12 41-4-0 5-2-0 5-2-0 3-10-12 4-5-4 5x6 = 7 5x6 = 26 27 3x4 8 17 16 15 3x4 11 3x8 = 3x6 = Scale = 1:75.6 3x4 11 3x6 9 10 N 28 11 Iv 29 i4 30 13 tgd 12 3x8 = 3x6 = 6x8 = 3x5 = 22-8-0 33-0-0 41-4-0 9-1-12 10-4-0 8-4-0 Plate Offsets (X -- f 5:0-3-0 0-2-0] f 11:0-2-8 Edqe] f 12:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.27 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.41 12-14 >959 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 12 n/a' War BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.08 14-16 >999 240 Weight: 226 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc puffins. BOT CHORD 2 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 SP No.3 WEBS 1 Row at midpt 6-14, 8-12 REACTIONS. (Ib size) 2=1258/0-8-0, 12=1912/0-8-0 w x Horz 2=281(LC 11) M2X UPlIft 2= 440(LC 12), 12=-563(LC 12) fv{ Grav 2=1280(LC 17), 12=1947(LC 18) FORCES. (lb) - 1, lax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3=-2132/1023, 3-5= 1590/835, 5-6=-1381/829, 6-7=-968/637, 7-8= 998/619, 10=-141/584, 10-11=-350/649 BOT CHORD 17=-864/2034, 16-17=-864/2034, 14-16=-504/1458, 12-14=-119/591, 11-12=-4921425 WEBS 17=0/270, 3-16=-618/396, 5-16=-152/431, 6-14=-881/605, 7-14=-306/590, 14=-162/555, 8-12= 1557/770, 10-12= 453/402 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=4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=41ft; eave=5ft Cat. II; Exp B; Encl., GCpf=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 2-0-13, Interior(1) 2-0-13 to 13-6-4, Exterior(2) 13-6-4 to 26-94 0, Interior(1) 26-9-10 to 41-4-0 zone;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL 1.60 3) Provide adequ a drainage to prevent water ponding. 4) This truss has been 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�le, bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mech cl connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 2 and 563 lb uplift at joint 12. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Vivify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for Lise only with IvIlTelcO 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 deslgn. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require, for stablllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storc ge, delivery, erection and bracing of trusses and truss systems, seeANSWIf QualityCideda, DS9.89 and BCSI Building Component 6904 Parke East Blvd. Safety linforinatbrizivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Ply 9502 POINCIANA T14057332 75167 C3 Roof Special 1 1 Job Reference (optional) (:nambers I runs, nc., fort Pierce, FL -2-0-0 6-0-6 2-0-0 6-0-6 6.00 12 3x4 i 25 3 24 m 2 01 17 3x5 6 3x4 11 6-0-6 B.13U S Mar 11 2U1 B MI I eK InaustrreS, Inc. 1Nea May 16 U6:=U9 2U1 rs Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-8FrZfG8eOTSnl2K3JOlihrq_TMHUFIxJvePw7dzG?YC 15-6-4 22-8-0 1 27-10-0 33-0-0 41-4-0 5x6 = 6 5xB = 5x6 = 27 4 26 16 15 14 30 13 31 3x4 = 3x6 3x8 = 3x4 = 28 3x4 7 Scale = 1:74.3 3x6 8 3x4 11 9 N 29 10 Ia 12 11 3x6 = 6x8 = 3x5 = 41-4-0 Plate Offsets (X Yl-- [4:0-6-0 0-2-8] [10:0-2-8 Edge] [11:0-3-8 0-3-01 ,LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.31 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.48 11-13 >830 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code F802017/TP12014 Matrix -MS Wind(LL) 0.08 14 >999 240 Weight: 230Ito FT=20% ,LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc puffins. BOT CHORD SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 SP No.3 WEBS 1 Row at midpt 5-13, 7-11 REACTIONS. (`Y lze) 2=125810-8-0, 11=191210-8-0 M, xHorz 2=281(LC 11) Max Uplift 2=-440(LC 12), 11=-563(LC 12) M Grav 2=1264(LC 17), 11=1922(LC 18) FORCES. (lb) - I ax. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3=-2146/1052, 3-4=-1680/896, 4-5-1587/921, 5-6=-959/619, 6-7= 968/613, 9-1391582, 9-10= 350/648 BOT CHORD 17=-902/2054, 16-17=-902/2054, 14-16-609/1597, 13-14=-650/1717, 11-13=-115/571, ID-1 1 =-488/424 WEBS 16=-529/337, 4-16-135/353, 4-14=-134/258, 5-13=-1047/660, 6-13=-254/507, 13=-171/551, 7-11= 1550f758, 9-11=-454/405 NOTES- 1) Unbalanced to I live loads have been considered for this design. 2) Wind: ASCE 7 0; VUlt=l6omph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 2-0-13, Intedor(1) 2-0-13 to 11-6-4, Exterior(2) 11-6-4 to 26-9-II0, Interior(1) 26-9-10 to 41-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL 1.60 3) Provide ad equ a drainage to prevent water ponding. 4) This truss has been 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 chord and any other members, with BCDL = 10.Opsf. 6) Provide mecha iCal connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 2 and 563 lb uplift at joint 11. Walter P. Finn PE No.22838 Mi fek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING- Ve Ify design parameters and READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev, 10/0342015 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. Bracing Indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always reclulro I for stability and to prevent collopse wlih possible personal Injury and properly damage. For general guidance regarding the fabrication, star, e, delivery, erection and bracing of trusses and truss systems, seeANSM/I Qualify Ciflada, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SdIetv Informal brovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type laty Ply 9502 POINCIANA T14057333 75167 C4 Roof Special 1 1 Job Reference (optional) cnamoers I russ, top., t-orf coerce, t-L t ou s Nlar 11 4U 18 Ml I UK I11UU5111e5, U1U. VV UU IVIay 10 uo:ou: I u cu I o rage I I D:oPu2174eUpAns3fef2iEMozLbfw-cRPytc9G9maewCvFs7GxD2NAKmbA_8TT718Uf3zG?YB 13-7-8 18-1-6 22-7-4 28-7-12 34-8-4 41-3-4 4-5-14 4-5-14 6 6-7-0 3x5 i 5 24 6.00 12 5x6 = 5x12 = i 3 23 4x5 5x6 = 22 I 1 I 18 17 16 15 14 I 3x6 I 4x5 = 48 = 3x4 = 3x6 = 5x6 = 6 27 13 12 28 3x8 = 3x6 = 25 3x4 7 3x6 8 3x4 9 26 29 11 6x8 = Scale = 1:73.1 Plate Offsets (X Y - [3:0-3-0 0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.23 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.38 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.10 15 >999 240 Weight: 236lb FT=20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins, BOT CHORD 2x SP M 30 except end verffcals. WEBS 2x SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 7-11 REACTIONS. (I size) 18=1135/0-7-4, 11=1908/0-8-0 M x Horz 18=240(LC 11) M x Uplift 18=-337(LC 12), 11=-563(LC 12) M�x Grav 18=1135(LC 1), 11=1939(LC 18) FORCES. (lb) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 18=-1 106/577,1-2=-1843/921, 2-3=-1828/936, 3-4= 1622/919, 4-5=-2153/1210, 6= 971/645, 6-7= 10121607, 7-9= 276/700, 9-10=-285/538 BOTCHORD 1I 17=93B/2105, 15-16=-755/2011, 13-15=-434/1392, 11-13=-93/501, 10-11=-406/344 WEBS 1 17=-1049/2104, 2-17=-966/587, 2-16=-378/255, 3-16=-169/491, 4-16=-434/172, 15=-8111558, 5-15=-618/1178, 5-13=-877/588, 6-13=-317/630, 7-13= 177/613, 11 =-1 6771890, 9-11 =-359/322 NOTES- 1) Unbalanced to( live loads have been considered for this design. 2) Wind: ASCE 7- 1 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=41ft eave=5fh Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-8, Interior(1) 3-1-8 to 9-7-8, Extedor(2) 9-7-8 to 26-8-12, Interio 1) 26-8-12 to 41-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequc a drainage to prevent water ponding. 4) This truss has t Den 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 ie bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechai ical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 18 and 563 lb uplift at joint 11. Walter P. Finn PE No.12838 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Vc J Ify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for i, se only with rAllekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not l' a 1rUSS system. bullding design. fore use, the building designer must verify the applicability of design parameters and properly incorporate Ibis design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi Is always Tequirmi prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IT ek• fabrication, stord ge. delivery- erection and bracing of trusses and truss systems, seeANSI/IP/I QualifyCrMedd, DSB-89 and SCSI BuOd►ng Component 6904 Parke East Blvd. Parke Safety lnformal. mfrom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tama, 33610vailabie P Job Truss Truss Type Ply 9502 POINCIANA ,Qty T14057334 75167 D Half Hip 1 1 Job Reference (optional) c namoers I russ, mc., t-on Fierce, rL R 9 6.00 FIT 11 410 2 3x4 = 6-10-8 a. r 0a s rwar i i ev 10 IN i en I 1UU5a 1es, arc. vveu rvray 10 V0.UU. i i — 10 rage i ID:oPu2174eUpAns3fef2iEMozLbfw-4ezK4yAuw4iVXMUSQmAmGvMIAOvjitcMyul BWzG?YA 12-6-0 4x8 = Scale = 1:24.9 3x4 11 3 12 13 4 LOADING (psf) TOLL 20.0 TOOL 7.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FB02017/TPI2014 CSI. TO 0.26 BC 0.24 WS 0.39 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORE BOT CHORD 2x SP M 30 WEBS 2xI SP No.3 BOT CHORE REACTIONS. (It size) 2=578/0-8-0, 5=448/0-6-0 M x Horz 2=183(LC 12) M ix Uplift 2=-225(LC 12), 5=-143(LC 12) FORCES. (Ib) - Pax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3=-572/282 BOT CHORD 6=-349/445, 5-6=-349/451 WEBS 6=0/288, 3-5=-514/400 6 2x3 11 in (loc) I/dell L/d -0.05 6-9 >999 360 -0.10 6-9 >999 240 0.01 5 nla n/a 0.07 6-9 >999 240 3x4 = PLATES GRIP MT20 244/190 Weight: 60 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals: Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced ro live loads have been considered for this design. 2) Wind: ASCE 7- 0; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-10-8, Exterior(2) 6-10-8 to 11 -1 -7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has b aen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss ha een 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 a bottom chord and any other members. 6) Provide mechai ical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 2 and 143 lb uplift at joint 5. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cort 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Vd, "ty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 110I-7473 rev. 1010312015 BEFORE USE. Design vatld for se only with MiTek0 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 bulding deslgn. Bracing 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 generai guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANSI/Ip/l CuaI&Cifeda, D89-89 and BCSI Bufdlltg Component 6904 Parke East Blvd. Satetvintomta Ipvallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057335 75167 D1 Half Hip 1 1 Job Reference (optional) unamoers Iruss,Ir c., I -on fierce, rL ts.i:ju s mar 11 wits Ivn I eK Inausines, Inc. vvea may ib un:bu:i i zuiu rage i ID:oPu2174eUpAns3fef2iEMozLbfw-4ezK4yAuw4iVXMUSQrnAmGvNDA?hjlzcMyul BWzG?YA -2-0-0 4-8.8 8-10-8 12-6-0 2-0-0 4-8-8 4-2-0 3-7-8 4x4 = 3x4 = Scale = 1:29.8 4 12 5 6.00 12 2x3 3 11 2 cajj 1 7 3x8 = 6 3x5 i 3x4 II 8-10-8 12-6.0 8-10-8 3-7-8 Plate Offsets X,Y - 2:0-2-10,0-1-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.10 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Ven(CT) -0.21 7-10 >700 240 BCLL 0.0 Rep Stress Incr YES W B 0.19 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FB02017fTP12014 Matrix -MS Wind(LL) -0.02 7-10 >999 240 Weight: 70lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4l SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x SP M 30 except end verticals. WEBS 21 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb ize) 6=448/0-6-0, 2=578/0-8-0 M Horz 2=219(LC 12) M Uplift 6= 155(LC 12), 2=-213(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ='-634/336, 3-4= 364/161, 4-5=-269/205, 5-6=-445/361 BOT CHORD 7=-500/554 WEBS=-323/325, 5-7=-336/446 NOTES- 1) Unbalanced rod live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft eave--tfh Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 8-10-8, Extedor(2) 8-10-8 to 12-4- zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequa drainage to prevent water ponding. 4) This truss has l en designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) 'Thistrusshaeen designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit betweena bottom chord and any other members. 6) Provide mech cal connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 6 and 213 Ito uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve Ity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03&015 BEFORE USE. Design valid for only with M fTekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot a Truss system. ore use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall bullding deslgn, acing Indicated Is to prevent buckling of Indlvidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require for stability and to prevent collapse with poOble personal Injury and prol:---rly damage, For general guidance regarding the fabrication, stora le, delivery, erection and bracing of Trusses and truss systems, seeANSYM/I QualityCiNerla, D88-89 and BCSI BugdlAg Component 6904 Parke East Blvd. Safety Intamnalk ttavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057336 75167 D2 Half Hip 1 1 Job Reference (optional) chambers I russ, t I-ort Fierce, rL 8.13U s Mar l l 2U18 MI I eK maustries, inc. vvea May 1 b Ub:5U:12 201 is rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-YgXiHIAW hOgM9W 3e_YIPJTSRKaK?S9nmbcdbjyzG?Y9 2-0-0 5-8-8 10-10-8 12-6.0 2-0-0 5-8-8 5-2-0 1-7-8 5-8-8 4x4 = 3x4 I I Scale = 1:35.4 4 5 A = 'Plate Offsets (X Yl-- (6:Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.09 7-8 >999 360 MT20 244/190 ,TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.18 7-8 >836 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.12 7-8 >999 240 Weight: 70lb FT = 20% LUMBER - 'TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - TOP CHORD BOTCHORD WEBS iNOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. 10-10-8 to 12, 3) Provide adequ 4) This truss has 5) ' This truss ha: will fit between 6) Provide meche joint 2. BRACING- SP M 30 TOP CHORD SPM30 SP No.3 BOT CHORD tize) 6=448/0-6-0.2=57810-8-0 (Horz 2=255(LC 12) ( Uplift 6=-169(LC 12), 2=-199(LC 12) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3_ 684/222 3— 434/578, 7-8— 434/578 3= 31/293, 3-7=-605/446 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 10-10-8, Extehor(2) 4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent water ponding. 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 le bottom chord and any other members. ical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 6 and 199 lb uplift at Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Velly design parameters and READ NOTES ON THIS AND INCLUDED M/7EKREFERANCE PAGE MI1-7473 rev, 1010312015 BEFORE USE. Design valld for se only Filth MITek0 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. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always requirE 1 J for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storo ge. delivery, erection and bracing of trusses and truss systems, seeAN9NIP11 GuandyCiderla, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Informal onovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Ply 9502 POINCIANA T14057337 75167 D3 Monopitch 2 1 Job Reference (optional) L;namDers I russ, ip rorl vierce, r-L 0. IOU S IVmI 1 1 LV 10 IVII1 VN IIIUUJII ICJ, IIIO. Vr U 1-y Iu VUAV.10 cv, 0 —yc I I D:oPu2174eUpAns3fef2iEMozLbfw-0054VeB8ShyDngdgYGgerh?ic_iVBaDvgGN8GOzG?YB 6-4.8 12-6-0 6-4-8 6-1-8 13 3x4 11 3 0 4 3x4 = 2x3 II 3x4 = Scale=1:37.4 6-4-8 6-4-8 12-6-0 6-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(L-) -0.04 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 5-8 >999 240 BCLL 0.0 ' Rep Stress incr YES WB 0.53 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.05 5-8 >999 240 Weight: 62lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x SP M 30 except end verticals. WEBS 2x SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (It size) 1=457/0-8-0, 4=457/0-6-0 M x Harz 1=224(LC 12) M x Uplift 1= 79(LC 12), 4= 192(LC 12) M Grav 1=457(LC 1), 4=467(LC 17) FORCES. (lb) ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2=-640/156 BOT CHORD 5=-357/548, 4-5=-357/548 WEBS 5=0/287, 2-4=-613/400 NOTES- 1) Wind: ASCE 7 II; Exp B; Encl. members and 2) This truss has 3) ` This truss ha will fit between 4) Provide meths joint 4. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-4-4 zone;C-C for rces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ;en 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 1e bottom chord and any other members. lea[ connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 1 and 192 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 WARNING - Vc I lify design parameters and READ NOTES ON THIS AND INCLUDED mITEK REFERANCE PAGE mu-7473 rev, 101012015 BEFORE USE. ' Design valid for I. se only with MITekD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not , a truss system. B, building design, i tore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requiTeO prevent for stability and to prevent collapse with posslbie personal Injury and property damage. For general guidance regarding the fabrication, StOK I De. delivery, erection and bracing of trusses and truss systems, seeAN8L4P11 QualffyCdteda, D88-89 and BCSI Building Component 6904 Parke East Blvd. SafetvInflonnahernzivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 POINCIANA T14057338 75167 E Common 1 t Job Reference (optional) cnamoers i russ, mc., ron Tierce, rL 13 2 4-6-0 4-6.0 6.00 FIT 0.113U 5 mar I r Zu I o Wit I er Irluubrl tub, rllu. Vveu May 10 uo;ou: to 4u 10 raye I I D:oPu2174eUpAns3fef2i EMozLbfw-0054VeB8ShyDngdgYGgerh?iq_kGBhMvgGN8GOzG?Y8 4x4 = 3 4-6-0 13 6 2x3 �I 3x4 = 3x4 = 4 5 Scale = 1:24.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.02 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 rda n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.01 6-12 >999 240 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x SP No.3 REACTIONS. (it size) 2=445/0-8-0, 4=445/0-8-0 M Horz 2=-82(LC 10) M � x Uplift 2=-196(LC 12), 4=-196(LC 12) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 3=-400/214, 3-4=400/214 BOT CHORD 2 6=-31/320, 4-6=-31/320 NOTES- 1) Unbalanced roc live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=2411; eave=4ft Cat. fl; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-6-0, Extedor(2) 4-6-0 to 7-6-0 zone;C C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has t aen 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 e bottom chord and any other members. 5) Provide mechai ical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 2 and 196 lb uplift at joint 4. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 A WARNING - V fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for 1. se only with M fekb connectors. This design is based only upon parameters shown, and Is for an Individual build ng 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 bullding design. Is always require acing Indlcated Is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing for stability and to prevent collapse with possibie persona! Injury and property damage. For general guldance regarding the MiTek° fabrication, stor e, dellvery, erection and bracing of trusses and truss systems, seeANSU1Pl1 QualityCrffeda, DSB•89 and BCSI Buildhig Component s904 Parke East Blvd. Safety Ink 21 onovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type �. Ply Ply 9502 POINCIANA T14057339 75167 E1 Common 2 1 Job Reference (optional) Chambers I russ, I C., l-ort Fierce, 1-L 6.13u s Mar 11 2U16 MI I eK industries, Inc. wed May 16 u6:bo:14 2u16 Pagel I D:oPu2174eUpAns3fef2i EMozLbfw-VDfSi_CnD?43OgC05zLtOuXtaN_Pw9D32w6hogzG?Y7 -2-0-0 4-6-0 7-8-0 9-6-4 , 2-0-0 4-6-0 3-2-0 1-10-4 Scale = 1:21.9 4x4 = 3 6.00 12 13 3x4 11 4 12 11 m Iq 2 E 0 5 d Li 32 2x3 11 6 3x4 = 36 11 4-6-0 7-8-0 4-6-0 3-2-0 Plate Offsets X,Y - 2:Ed e,0-0-4 LOADING (psi) SPACING- 2-0-0 CSI. ' DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.16 7-10 >574 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.50 Vert(CT) -0.35 7-10 >260 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.13 7-10 >715 240 Weight: 35lb FT=20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x 4 SP M 30 except end verticals. WEBS 2x SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I ize) 2=391/0-8-0, 6=38510-8-0 M Horz 2=73(LC 11) M Uplift 2=-185(LC 12), 6=-172(LC 12) FORCES. (lb) - Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 66=-225/434 NOTES- 1) Unbalanced roc live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Intedor(1) 0-11-3 to 4-6-0, Extedor(2) 4-6-0 to 7-6-4 zone;C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has en designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has Deen 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 2 and 172 lb uplift at joint 6. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 604 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve I Ify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for only with MITetaID connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. I kacing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, seeANSWII QualityCdleda, DSB-89 and SCSI Bulldbrg Component 6904 Parke East Blvd. SafetyfnformaN novallable from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type _ Oty Ply 9502 POINCIANA T14057340 75167 F Common 2 1 Job Reference o tional Chambers I russ, 2-0 tort Pierce, FL 7-0-0 7-0-0 6.00 12 14 Cr 13 2 3x4 = S.130 s Mar 11 2018 MI I eK industries, Inc. Wed May 16 06:50:15 2018 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-zPCgwJD PzJCwOznDfgs6w641jnN Bfb6CHasFKHzG?Y6 14-0-0 16-0-0 7-0.0 2-0-0 Scale = 1:29.3 4x4 = 3 6 2x3 11 15 16 4 m to 5 3x4 = I 1LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(ILL) -0.05 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.10 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.06 6-12 >999 240 Weight: 56 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 21 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 SP No.3 REACTIONS. (I/size) 2=630/0-8-0, 4=630/0-8-0 x Horz 2=113(LC 11) X Uplift 2=-251(LC 12), 4=-251(LC 12) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3— 702/341, 3-4= 702/341 BOT CHORD 6=-128/560, 4-6=-128/560 WEBS 6--0/319 NOTES- 1) Unbalanced roc f live loads have been considered for this design. 2) Wind: ASCE 7 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24fh eave=4ft; Cat. II; Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 7-0-0, Extedor(2) 7-0-0 to 10-0-0 zone; C; for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip 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 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 a bottom chord and any other members. 5) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at joint 2 and 251 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V fy design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Mll•7473 rev. 1010312015 BEFORE USE. Design vaild for se only with triRek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component trot a truss system. B,fore use, the building designer must verify the applicability of design parameters and properly Incorporate ;I destgn 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 requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatior'L storqge, delivery, erection and bracing of trusses and truss systems, seeANSM/I CualffyCrferld, DSB-89 and BCSI Bufld/ng Component 6904 Parke East Blvd. Safety lntoRna novollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 'Qty Ply 9502 POINCIANA T14057341 75167 F1 Common 1 1 Job Reference (optional) unamoers I russ, Inp., ran Fierce, rL 4x5 = 2 n.rausmar11zuioNil leKinausmes,inc. vveamay it) uo;ou;rofuro rage, I D:oPu2174eUpAns3fef2iEMozLbfw-RbmD7fE 1 kcKne7M PDONLTJdC?BjlO2KLW EbotjzG?Y5 14-0-0 16-0.0 7-0-0 2-0-0 Scale = 1:27.3 I ' 6.00 12 14 13 Cf 12 15 1 3 0 5 � 4 2x3 I 3x4 3x4 = 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets X,Y - 1:0-2-0,Ed e , 3:0-2-0,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/detl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.30 Vert(LL) -0.07 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.13 5-8 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 3 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.07 5-8 >999 240 Weight: 53lb FT=20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2xI SP No.3 REACTIONS. (III tl ize) 1=510/0-8-0, 3=638/0-8-0 M x Harz 1= 108(LC 10) M Uplift 1=-144(LC 12), 3= 260(LC 12) FORCES. (lb) -lax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2=-723/407, 2-3=-727/388 BOT CHORD 1 5=-199/582, 3-5= 199/582 WEBS 5=-33/323 NOTES- 1) Unbalanced roc live loads have been considered for this design. 2) Wind: ASIDE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24111; eave=4ft; Cat. 11; Exp B; Encl., Cpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0 zone;C- � for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip 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 ha 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 Wit fit betweenI ie bottom chord and any other members. 5) Provide mechar1tcal connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint 1 and 260 lb uplift at joint 3. 1 Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ifydesignpammeters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev. 1010312016 BEFORE USE. Design valid for I only with 101ITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. 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 ek+ Mi IT Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storc to, delivery, erection and bracing of trusses and truss systems, see NSU/P/t Qua* Crtledo, D88-09 and SCSI BUUdIng Component 6904 Parke East Blvd. Safety Infolma novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type ,. Qty Ply 9502 POINCIANA T14057342 75167 F2 Common 3 1 Job Reference (optional) chambers I russ, Iqc., i-ort tierce, t-L 2-0-0 7-0-0 6.00 FIT 13 12 2i 3x4 = b.i'su s mar i i zuTts MI I eK inaustrles, Inc. vveo Iviay to uo:ourlo zults rage i ID:oPu2174eUpAns3fef2iEMozLbfw-RbmD7fE1 kcKne7MPDONLTJdCQBjfO2PLW EbotjzG?Y5 13-8-4 6-8-4 4x5 = KI 14 15 Scale = 1:27.1 3x4 = 10 7-0-0 13-8-4 7-0-0 6-8-4 Plate Offsets X,Y - 4:0-0-0,0-0 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.05 5-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.10 5-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 5-8 >999 240 Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x SP N0.3 REACTIONS. (it ize) 4=498/Mechanical, 2=626/0-8-0 M I x Horz 2=106(LC 11) M ix Uplift 4=-141(LC 12), 2= 257(LC 12) FORCES. (lb) - flax. Comp -/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3= 692/373, 3-4=-693/395 BOT CHORD 5= 233/551, 4-5= 233/551 WEBS 5=-23/309 NOTES- 1) Unbalanced roc live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B—_15ft; L=24ft; eave=4ft Cat. 11; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0 zone; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip 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 Deen 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 1 ie bottom chord and any other members. 5) Refer to girder( for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 4 and 257 lb uplift at joint2. Walter P. Finn PE No.22839 l It USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve Yy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev, 10/032015 BEFORE USE.' Design valld for i te only with MiTekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Ik i ore use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Iracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Isalwaysrequiret for stability and to prevent collapse with pomble personal Injury and property damage. For general guidance regarding the fabrication, storc i re, delivery, erection and bracing of trusses and truss systems, seeANS II GuaRly0fletla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intonnaft novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Q qty Ply 9502 POINCIANA T14057343 75167 F3 Monopitch 1 1 Job Reference (optional) cnamoers I russ, I c., r-oft t-lefce, rL 0.1ou 5 rvlal I I Gu 10 ivil I eK II luubu leb, Irlu. YYeu may 1O VD.OV.1 / —I o I.Y. . ID:oPu2174eUpAns3fef2i EMozLbfw-voKbL?EfVwSeFHxbn5uaOX9MCb2h7N_VI uLLP9zG?Y4 -2- ,0 7-4-0 , 13-8-4 111 0 6.00 F12 11 10 2 3x4 = 7-4-0 7-A-A 4x8 = 3 6 2x3 II M Scale=1:26.4 3x4 11 13 4 5 3x4 = 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 0.33 Vert(LL) -0.06 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.13 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.07 6-9 >999 240 Weight: 66 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x SP M 30 except end verticals. WEBS 2xI SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ili size) 2=621/0-8-0, 5=493/Mechanical M x Horz 2=191(LC 12) MI Uplift 2= 236(LC 12), 5= 157(LC 12) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3= 646/292 BOT CHORD 6=-355/506, 5-6= 355/513 WEBS 6=01315, 3-5=-572/396 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=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 7-4-0, Extedor(2) 7-4-0 to 10-4-0 zone; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ a drainage to prevent water ponding. 4) This truss 9en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss haE 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 lie bottom chord and any other members. 6) Refer to girder() for truss to truss connections. 7) Provide mechai ical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 2 and 157 lb uplift at joint 5. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V fy design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for se only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. B Vore 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 require for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, stord ge, delivery, erection and bracing of trusses and truss systems, seeANSMIJ QualityCrNedln DSB-89 and B=Building Component 6904 Parke East Blvd. Safety Inlotmat. Orinvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 9502 POINCIANA T14057344 75167 IF4 Half Hip 1 1 Job Reference (optional) chambers I russ, I C., Fort Fierce, FL -2-0-0 LOADING (pst) TCLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - I TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. to 13-6-8 zone; 3) Provide adequw 4) This truss has 5) ' This truss ha: will fit between 6) Refer to girderl 7) Provide meche joint 2. 3x5 -;- 8.130 s Mar 11 2018 Mi I eK Industries, Inc. wed May 16 06:50:18 2018 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-N_uzYLFHGEaVtRW oKpPpYkiYO?NksvnezY4vxczG?Y3 4-11-10 9-4-0 13-8-4 4-1 1-10 4-4-6 4-4-4 44 = 3x4 = Scale=1:30.8 4 12 13 5 6.00 F12 2x3 3 7 6 3x8 = 3x4 11 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.13 7-10 >999 360 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.26 7-10 >620 240 Rep Stress incr YES WB 0.25 Horz(CT) 0.01 6 n/a n/a Code FB02017fTP12014 Matrix -MS Wind(LL) -0.02 7-10 >999 240 SPM30 SPM30 SP No.3 ze) 6=493/Mechanical, 2=621/0-8-0 Horz 2=227(LC 12) Uplift 6= 169(LC 12), 2= 225(LC 12) K. Comp./Max Ten. - All forces 250 (lb) or less except when shown. =-713/373, 3-4=-430/195, 4-5=-326/237, 5-6=-480/376 = 538/621 =-339/333. 5-7= 354/491 BRACING - PLATES GRIP MT20 244/190 Weight: 75 fb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. live loads have been considered for this design. D; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--45ft; L=24ft; eave=oft; Cat. aCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 9-4-0, Extedor(2) 9-4-0 -C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 drainage to prevent water ponding. !en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. teen 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 e bottom chord and any other members. for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 6 and 225 lb uplift at Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16;2018 ® WARNING- Ve I Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design vaild for only with MiTek9 connectors. This design Is based only upon parameters shown, and Is for an Individual bub'ding component not �^ a truss system, Wore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. tracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlaonal temporary and permanent bracing MiTek" Is always require for stability and to prevent collapse with posslbte personal Injury and property damage, For general guidance regarding the fabrication, storc i le, delivery, erection and bracing of trusses and truss systems, seeANgMIJ QualityCdfeda, D89-89 and BC81 Building Component 6904 Parke East Blvd. Safety Informalk navallable from Truss Plate InstlMe, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job i Truss Truss Type aty Ply 9502 POINCIANA T14057345 75167 F5 Half Hip 1 1 Job Reference (optional) (;namDers I russ, ton weere, rL o.isu s mar i i zwo Nu i eK mausmes, inc. vvea may io uo:ouna zulo rage i I D:oPu2174eUpAns3fef2i EMozLbfw-rASLIhGvt XiMVb5_u W x25yFkJOkObKpoCCgST2zG?Y2 2-0-0 5-11-4 11-4-0 _,_ 13-8-4 2-0 0 5-11-4 5-4-12 2-4-4 5x6 = 3x4 11 Scale=1:36.7 4 13 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.04 6-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017f PI2014 Matrix -MS Wind(LL) -0.03 7-10 >999 240 LUMBER- I BRACING - TOP CHORD 2x SP M 30 TOP CHORD BOT CHORD 2xi� SP M 30 WEBS 2x I SP No.3 BOT CHORD REACTIONS. (1 ize) 2=621/0-8-0, 6=493/Mechanical M17=314/323, Horz 2=264(LC 12) MUplift 2= 211(LC 12), 6=-183(LC 12) FORCES. (lb) -x. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD =-725/244, 3-4=-631/302 BOT CHORD =-457/613 WEBS 4-7=-330/572, 4-6— 429/409 NOTES- 1) Unbalanced roc 2) Wind: ASCE 7- II; Exp B; Encl., 11-4-0 to 13-6- 3) Provide adequ 4) This truss has 5) ' This truss hasJh will fit between 1 6) Refer to girder(! 7) Provide mechai joint 6. PLATES GRIP MT20 244/190 Weight: 78 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. live loads have been considered for this design. ); Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 'Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-4-0, Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 drainage to prevent water ponding. !en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. teen 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 e bottom chord and any other members. for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2 and 183 lb uplift at Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 A WARNING - Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for only with MiTek® connectors. This design Is based only Upon porameters shown, and Is for an Individual building component, not a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding deslgn. acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' M Is always require for stability and to prevent 0011Opse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeA/I S&TP/I QualityCrffedd, DSB-89 and BCSI BufPdIng Component 6904 Parke East Blvd. Safelythlonnol , navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply 9502 POINCIANA T14057346 75167 F6 Monopitch 1 1 Job Reference (optional) cnamuers 1 russ, q run F9erce, rL o. IOU a Mal I I eu I o IVII I an II IUUo1I Ica, 111- VVVU May Iu .—U.— cv I o 'aye I I D:oPu2174eUpAns3fef2iEMozLbfw-rASLIhGvl Xi MVb5_uWx25yFjSOkKbFI oCCgST2zG?Y2 -2-0-0 6-11-4 13-4-0 1$4-8r4 6-11-4 6-4-12 42 A 0 3x4 5- 6.00 FIT 5 JX4 — — I1 JX4 — 6-11-4 13-8-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.04 6-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.03 7-10 >999 240 LUMBER- BRACING - TOP CHORD 2A SP M 30 TOP CHORD BOT CHORD 2A SP M 30 WEBS 2x1 SP No.3 BOT CHORD REACTIONS. (I size) 2=621/0-8-0, 6=493/Mechanical M x Horz 2=303(LC 12) M x Uplift 2=-193(LC 12), 6= 201(LC 12) M x Grav 2=621(LC 1), 6=504(LC 17) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3= 701/113 BOT CHORD 7= 365/585, 6-7=-365/585 WEBS �7=0/312, 3-6=-650/403 NOTES- 1) Wind: ASCE 7 II; Exp B; Encl. members and 1 2) This truss has 3) ` This truss ha will fit between 4) Refer to girder 5) Provide meche joint 6. Scale = 1:40.7 PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 30pi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-6-8 zone;C-C for rces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 :en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0een 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 le bottom chord and any other members. I for truss to truss connections. !cat connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 2 and 201 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V Iy design parametem and READ NOTES ON THIS AND INCLUDED M/rEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design Valid for se only with IvtlTekb 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. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stort ge, delivery, erection and bracing of trusses and truss systems, seeANSUfp11 QualltyCdeda, DSB-89 and RMBuilding Component 6904 Parke East Blvd. Safety Infonnal onovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ■ ply Ply 9502 POINCIANA T14057347 75167 F7 Monopitch 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8A30 s Mar 112018 MiTek Industries, Inc. Wed May 16 06:50:20 2018 Page 1 ID:oPu2174eUpAns3fef2iEMozLbfw-JMojz1 HXorgD7lgASESHd9nuVo4ZKizxRsZ000zG?Y1 -2-0-0 7-1-4 13-8-4 2-0-0 7-1-4 6-7-0 3x4 II 6.00 FIT 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.04 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.10 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.01 6 rVa n/a BCDL 10.0 Code FB02017ITP12014 Matrix -MS Wind(LL) 0.04 7-10 >999 240 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) - TOP CHORD BOTCHORD WEBS NOTES- 1) Wind: ASCE 7- II; Exp B; Encl., members and f 2) This truss has 1 3) ' This truss ha: will fit between 4) Refer to girder( 5) Provide mecha joint 6. BRACING- SP M 30 TOP CHORD SPM30 SP No.3 BOT CHORD ze) 2=621/0-8-0, 6=493/Mechanical Herz 2=303(LC 12) Uplift 2=-193(LC 12), 6=-201(LC 12) Grav 2=621(LC 1), 6=504(LC 17) Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. 7/572, 6-7=-357/572 13, 3-6=-644/399 Scale = 1:41.1 PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. ); Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4fh Cat. 'Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-6-8 zone;C-C for ces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. reen 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 e bottom chord and any other members. for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 2 and 201 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve F ly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1.7473 rev. 1010 12015 BEFORE USE. s� " Design vaild for me only with MilekD connectors. This design Is based only upon parameters shown, and Is for an Individual buildL7g component, not a truss system. building design. ore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Iracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" IsalwaysrequIret prevent for stability and to prevent collapse with possible personal Injury and property damage. For general ouldance regarding the fabrication, sior e, delivery, erection and bracing of trusses and truss systems, seeANSM11 Guafffy Crlfeda, DSO-89 and SCSI Buffding Component e East ssoa ParkeEast Blvd. Safety fnfcrnna navailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, Job Truss Truss Type Ply Ply 9502 POINCIANA T14057348 75167 F8 Monopitch 4 1 Job Reference (optional) cnambers truss, il Offsets 1-on Fierce, rL 0. I JV S IVIGI I I LV 10 IVII I M Inuubll lub, Il lu. Vv Vu I D:oPu2174eUpAns3fef2i EMozLbfw-nZa6ANHAZ9y4kuFNOxzW -2-0-0 2-8-0 5-5-8 7-0-0 11-4-0 13-8-4 2-0-0 2-8-0 2-9-8 1-6-8 4-4-0 2-4-4 q. 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 TCDL 7.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 Rep Stress Incr YES W B 0.36 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 20 SP M 31 'Except' 5- : 2x4 SP M 30 BOT CHORD 2x SP M 30 `Except* 2- : 2x4 SP M 31, 3-12: 2x6 SP No.2, 6-9: 2x4 SP No.3 WEBS 2x SP No.3 REACTIONS. (I size) 8=493/Mechanical, 2=629/0-8-0 M x Harz 2=305(LC 12) M x Uplift 8=-200(LC 12), 2=-196(LC 12) M x Grav 8=504(LC 17), 2=629(LC 1) FORCES. (Ib) - lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8=-465/357, 3-14=-330/0, 3-4=-890/262, 4-6=-275/25 BOT CHORD 1 11= 499/815, 10-11= 501/817 WEBS 10=-727/425, 7-10=-371/528, 4-11=-54/305 NOTES- 1) Wind: ASCE 7 II; Exp B; Encl. members and 1 2) This truss has 3) ' This truss ha. - will fit between 4) Refer to girder 5) Provide mechE joint 2. 7 4-4-0 DEFL, in (too) I/dell Lid Vert(LL) -0.25 3-11 >657 360 Vert(CT) -0.49 3-11 >335 240 Horz(CT) 0.28 8 n/a n/a Wind(LL) 0.27 3-11 >596 240 BRACING- I O V V.OIJ.L l Ll/ I O �ay� I Scale=1:40.0 I9 PLATES GRIP MT20 244/190 Weight: 89lb ` FT=?0% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals, BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-1-11 to 0-10-5, Interior(1) 0-10-5 to 13-6-8 zone;C-C for roes 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ;en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0een 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 1e bottom chord and any other members. I for truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 8 and 196 lb uplift at Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design veld for use only with MITekV connectors. This design Is based only upon patameters shown, and Is for an Individual bUilding component, not a truss system. B building design. fore use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlre i for stability and to prevent collapse with poss;ble personal Injury and property damage. For general guidance regarding the fabrication, stort ge. dellvery, erection and bracing of trusses and truss systems, seeANSMIJ GualBy Cideda, DSO-89 and ®CSI Bufldling Component 6904 Parke East Blvd. Safety Informal navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14057349 75167 F9 Half Hip 1 1 �9502POINCIANA Job Reference (optional) L:hamberS Iuss, to t-on Fierce, rL o. 1 aV a IVlal I I LV 10 IVII - II IU-11-, 1151. 1— 1—Y — —1-- — — I D:oPu2174eUpAns3fef2i EMozLbfw-Gl7UOj IoKS5xM2pZZeUljat4icfeohoEuA264 7-0-0 1 11-4-0 11- 2-8.0 1 4-4-0 1 4-4-0 3x4 11 3x4 II 5 6 18 7 0 0 Scale = 1:36.8 2-8-0 7-0-0 11-4-0 13-8-4 2-8-0 4-4-0 4-4-0 2-4-4 Plate Offsets X,Y 2:0-2-8,Edge], 3:0-1-0,0-2-12 , 10:0-2-12,0-1-4 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.27 3-11 >605 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.52 3-11 >310 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.31 8 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -MS Wind(LL) 0.31 3-11 >516 240 Weight: 88lb FT=20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 20 SP M 30 *Except* except end verticals. 3- : 2x6 SP No.2, 5-9: 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. WEBS 2x,t SP No.3 REACTIONS. FORCES. (lb) - TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced to 2) Wind: ASCE 7 II; Exp B; Encl. 11-10-8 to 13-( 3) Provide adequ 4) This truss has 5) * This truss ha: will fit between 6) Refer to girder 7) Provide mecha joint 2. size) 8=493/Mechanical, 2=624/0-8-0 K Horz 2=274(LC 12) K Uplift 8� 187(LC 12), 2=-206(LC 12) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 14= 335/0, 3-4=-903/384, 4-5= 263779 11=-590/823, 10-11=-592/826, 5-10= 228/423 1 O— 764/522, 6-8=-537/445, 4-11= 65/313 live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=411t; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-10-8, Extedor(2) 3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent water ponding. sen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Deen 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 1e bottom chord and any other members. I for truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 187 Ito uplift at joint 8 and 206 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6834 8904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING- Valty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. m� Design vaild for se only Win MITek0 connectors, This design Is based only upon parameters shown, and Is for on Individual building component, hot a truss system. B Acre use, the building designer must verify the'appllcabillty of design parameters and properly Incorporate this design Into The overall Indicated is to buckling Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Is always require, Bracing prevent of 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 of trusses and truss systems, seeANSM/I Quality Ci fedo, DSB-89 and BC81 Building Component e East seas ParkeEast Blvd. Soletvtntotmol novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, P Job Truss Truss Type . Qty Ply 9502 POINCIANA T14057350 75167 FA Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 16 06:50:23 2018 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-kxhsb2JQ5mDo_C017M?_FoPFSO_kX9CN7gogcpzG?Y_ 2-0-0 2-8-0 7-0-0 9-10-8 _ 11-4-0 13-8-4 2-0-0 2-8-0 4-4-0 2-10-8 1-5.8 2-4-4 2-8-0 5x6 = 3x4 11 3x4 = Scale = 1:32.6 18 b 19 1-5-8 Plate Offsets X,Y - 2:0-2-8,Edge], 3:0-1-0,0-2-12 , 5:0-3-0,0-2-0 , 10:0-2-8,0-2-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.27 3-11 >600 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.53 3-11 >308 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.30 8 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(L-) 0.34 3-11 >483 240 Weight: 88lb FT=20% LUMBER- BRACING - TOP CHORD 2x,. SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x SP M 30 'Except` except end verticals. 3- : 2x6 SP No.2, 6-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x SP No.3 8-1-1 oc bracing: 3-11. REACTIONS. (I size) 8=493/Mechanical, 2=624/0-8-0 M x Horz 2=237(LC 12) M Uplift 8=-172(LC 12), 2=-221(LC 12) FORCES. (Ib) ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 14=-335/0, 3-4=-888/476, 4-5= 960/675, 7-8= 458/371 BOT CHORD 11= 621/797, 10-11= 268/326 WEBS 10— 301/273, 7-10=-356/458, 4-11= 419/421, 5-11=-607/820 NOTES- 1) Unbalanced roc 2) Wind: ASCE 7- II; Exp B; Encl., 9-10-8 to 13-6-t 3) Provide adequa 4) This truss has t 5) ' This truss has will fit between 6) Refer to girder(: 7) Provide mechal joint 2. live loads have been considered for this design. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. Cpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Intedor(1) 0-11-3 to 9-10-8, Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent water ponding. en 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 e bottom chord and any other members. ) for truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 8 and 221 lb uplift at Walter P. Finn PE No.22838 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 A WARNING • V w design parameters and READ NOTES ON THIS AND INCLUDED MD-EKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for se only Win MlTekV 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. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Wek' Is always requir 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, seeANSW11 GualftyClB®IIq DSO-89 and BCSI BuOdhig Component 6904 Parke East Blvd. Safety [hillannatoncivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type n Aty Ply 9502 POINCIANA T14057351 75167 FB Half Hip 1 1 Job Reference o tional unambers truss, Irip., fort Fierce, l-L ill LOADING (psi) TOLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x BOT CHORD 2x WEBS 2x REACTIONS. (It FORCES. (lb) - I TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. 7-10-8 to 12-1- 3) Provide adequw 4) This truss has 5) • This truss ha: will fit between 6) Provide mecha joint 5. O. IOU b IVIdI I I GV 10 IVII I CK II IUU-11—, II— VV eu IV-y I. '.U. I ID:oPu2174eUpAns3fef2i EMozLbfw-kxhsb2JQ5mDo_CO17M?_FoP0005eX5sN7gogcpzG?Y_ 13-10-0 0 7-10-8 5-11-8 4x8 = Scale = 1:27.6 3x4 11 3 12 13 14 4 6.00 12 11 10 2 6 2x3 I 5 3x4 = 3x4 = 7-10-8 13-10-0 7-10-8 5-11-8 (3:0-5-4 0-2-01 SPACING- 2-0-0 CSL DEFL, in (loc) Well Ud PLATES GRIP Plate Grip DOL 1.25 TO 0.35 Vert(LL) -0.08 6-9 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.18 6-9 >909 240 Rep Stress Incr YES WB 0.52 Horz(CT) 0.01 5 n/a n/a Code FBC20171rP12014 Matrix -MS Wind(LL) 0.11 6-9 >999 240 Weight: 67lb FT = 20% BRACING- SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, SP M 30 except end verticals. SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. rize) 2=626/0-8-0, 5=49810-6-0 rHarz 2=201(LC 12) c Uplift 2=-235(LC 12), 5=-162(LC 12) w. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3=-626/284 3=-360/482, 5-6= 360/489 i=0/325. 3-5= 575/425 live loads have been considered for this design. J; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. iCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 7-10-8, Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 a drainage to prevent water ponding. !en designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. teen 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 e bottom chord and any other members. cal connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2 and 162 lb uplift at Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - VmIly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design Valid for l se only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. N building design. ore use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall kacing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always require prevent 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, seeANSM11 QualifyC11fedd, DSO-69 and OCSI Bufld/gg Component Blvd.s e Eat 6904 ParkeEast Safetylnforma novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tam P a, Job Truss Truss Type . Qty Ply 9502 POINCIANA T14057352 75167 GEA Common Supported Gable 1 1 Job Reference (optional) L:namoers I russ, ifjc., t-on rterce, t-L -2-0. 21 b.T3V s Mar l T zwo Ivll I eK mousures, Inc. vvea may lb uo:ou:z4 zult5 rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-CBFEpOK2s4LfbMzxh3W Do?ybdPUJGfwXMUXD8FzG?Xz 23-4-0 25-4-0 11-8-0 2-0-0 Scale = 1:44.6 4x4 = 7 20 19 18 17 3x6 = 23-4-0 10 16 15 14 lK 65 jm 13 O u' 23-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.03 13 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 126 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x SP No.3 REACTIONS. All bearings 23-4-0. (Ib) - M Horz 2=-172(LC 10) M x Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 23, 17, 16, 15, 14 except 2= 164(LC 12), 12=-164(LC 12) M Grav All reactions 250 lb or less at joint(s) 18, 20, 21, 22, 23, 17, 16, 15,14 except 2=270(LC 1), 12=270(LC 1) FORCES. (lb) - N ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7=-103/313, 7-8=-1031322, 8-9=-77/253 NOTES- 1) Unbalanced to(,: live loads have been considered for this design. 2) Wind: ASIDE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Comer(3)-2-0-13 to 0-11-3, Extedor(2) 0-11-3 to 11-8-0, Comer(3) 11-8-0 to 14-8-0 zone; -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designe or wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Det Is as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2 MT20 unless otherwise indicated. 5) Gable requires ntinuous bottom chord bearing. 6) Gable studs sp ced at 2-0-0 oc. 7) This truss has Den designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss ha 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 a bottom chord and any other members. 9) Provide mecha• -cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 23, 17, 16, 15, 14 exce t (jt=lb) 2=164, 12=164. 10) Beveled plate r shim required to provide full bearing surface with truss chord at joint(s) 2, 12. Walter P. Finn PE No.22836 61iTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V *design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for 1,se only with MITeM ca'lnectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. B. Acre 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 Mi DT ek" Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stord le, delivery, erection and bracing of trusses and truss systems, seeANSMII QualifyCrCeda, DSB-89 and BC81 BuUd/ng Component 6904 Parke East Blvd. Safety lnfomla . novaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ,Qty Ply 9502 POINCIANA T14057353 75167 GEE Common Supported Gable 1 1 Job Reference (optional) unamoers I russ, 3 ion coerce, rL 0 2-0- 2-0-0 2 4-6-0 4-6-0 6.00 12 2x3 II 3 8.13u s mar 11 zul tt mi I eK mauSirieS, inc. vvea may 1 b ub:bu:2b 2u16 rage 1 I D:oPu2174eUpAns3fef2iEMozLbfw-gKpcOkKgdNTW D W Y8Fn 1 SKDUkCpgz?6Gga8HngizG?Xy 1 - __ 9-0-0 1 11-0-0 4x4 = 4 10 9 3x4 = 2x3 I 2x3 II 9- 9 Scale = 1:24.4 2x3 II 5 13 14 6 a 7 s 2x3 I 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.03 7 tVr 90 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight:41 lb FT=20% LUMBER- BRACING - TOP CHORD 2A SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x SP No.3 REACTIONS. 11 bearings 9-0-0. (lb) - M Horz 2= 82(LC 10) M Uplift All uplift 100 lb or less at joint(s) 9, 10, 8 except 2=-193(LC 12), 6= 193(LC 12) M Grav All reactions 250 lb or less at joint(s) 9, 10, 8 except 2=251(LC 1), 6=251(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 10=-137/259, 5-8= 137/259 NOTES- 1) Unbalanced roc live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Comer(3)-2-0-13 to 0-11-3, Extedor(2) 0-11-3 to 4-6-0, Comer(3) 4-6-0 to 7-6-0 zone;C-C or members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate 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 Det Is as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires ontinuous bottom chord bearing. 5) Gable studs sp ed at 2-0-0 oc. 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 )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 I ie bottom chord and any other members. 8) Provide mechan cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10, 8 except Qt=lb) 2=193, 6 193. 9) Beveled plate o shim required to provide full bearing surface with truss chord at joint(s) 2, 6. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 0 WARNING- Ve Iy design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE Design valid for only with MITekV connectors. This design Is based only upon, parameters shown, and Is for an Individual building component not a truss system: ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. kacing 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 guldance regarding the fabrlcatlorL stor e, delivery, erection and bracing of trusses and truss systems, seeANS&VI► AualHyCrtleda, DSB-89 and BCSI Bufld(ng Component 6904 Parke East Blvd. Safety Infoirna4 nuvallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ,Qty Ply 9502 POINCIANA T14057354 75167 GEF Common Supported Gable 1 1 Job Reference (optional) Chambers Truss, ill nd., tort Pierce, FL 8.i3O s Mar 11 20118 IVII i ex industries, Inc. Wed May 16 06:50:26 2018 rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-8W N?E4LIOhbNrg7KoUZhtQlwkDAZkZYgpoOKC8zG?Xx 2-0.0 7-0-0 14-0-0 16-0-0 2-0-0 7.0-0 7-0-0 2-0-0 Scale = 1:29.3 4x4 = 5 4 6 6.00 12 16 17 3 7 15 18 B 2 71 M 71I� Li 1:j a 6 9 3x4 = 14 13 12 11 10 3x4 = 14-0-0 14-0-0 Plate Offsets X,Y - 2:0-2-0,Ed e , 8:0-2-0,Ed e LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.10 Vert(CT) -0.03 9 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 67lb FT = 20% LUMBER- BRACING - TOP CHORD 2xA SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2A SP No.3 REACTIONS. 1I bearings 14-0-0. (lb) - M Horz2=113(LC 11) M Uplift Ail uplift 100 Ito or less atjoint(s) 13, 14, 11, 10 except 2=-180(LC 12), 8=-180(LC 12) M Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10 except 2=258(LC 1), 8=258(LC 1) FORCES. (lb) -NI Comp./Max Ten. -All forces 250 (lb) or less except when shown. WEBS 4 13=-117/254, 6-11=-116/254 NOTES- 1) Unbalanced tooI live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=241t; eave=2ft; Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Comer(3)-2-0-13 to 0-11-3, Exterior(2) 0-11-3 to 7-0-0, Comer(3) 7-0-0 to 10-0-0 zone;C-( for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate 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 Detl s as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2 T MT20 unless otherwise indicated. 5) Gable requires Tontinuous bottom chord bearing. 6) Gable studs spf ed at 2-0-0 oc. 7) This truss has tr en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss hasten 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 Ae bottom chord and any other members. 9) Provide mechar cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 14, 11, 10 except (jt=lb) 2= 180, 8=180. Walter P. Finn PE No.22836 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve ty design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design Vdld for L e only with Mllei,3 connectors. This design Is based only upon parameters shown, and Is for an hdividud building component, not atrusssystem.ric ore 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 required for stability and to prevent collapse with possible personal InAxy and properly damage. For general guidance regarding the fatxlcation, stora e, delivery, erection and bracing of trusses and truss systems, seeANSWII QuaflfyCrfeft DSB-89 and BCSI Bul(d/ng Component 6904 Parke East Blvd. Safety InfarmatI4 uvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type laty Ply 9502 POINCIANA T14057355 75167 GR1 Common Girder 1 n L Job Reference (optional) TI. J Job Truss Truss Type Qty Ply 9502 POINCIANA T14057355 75167 GR1 Common Girder 1 n G Job Reference (optional) Chambers Truss, I c., Fort Pierce, FL 9.130 s Mar 11 2U18 MI I eK maustrles, Inc. wea May 16 Ub:bU28 2UI8 Page z I D:oPu2174eUpAns3fef2i EMozLbfw-4vVlem NZwl r44zHjwvb9yr6C51 kSCLx6G5V RHOzG?Xv -OAD CASE(S) Ii andard Uniform LoadsIf) Ve: 1=-54, 4-7— 54, 2-7= 20 Concentratedds(lb) Vert:i-1045(B) 8=-1050(B) 12=-2230(B) 17=-1045(B) 18— 1050(B) 19=-1050(B)20=-1050(B) 21=-1050(B) ® WARNING - Vel fly design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design vald for only with MITek® connectors. This design Is based only upon parameters shown, and Is for can Individual building component, not a truss system. Wore 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 MeW Is always require . for stabllity, 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, seeANOMIJ CuaffyCrdeda, D89-89 and SCSI Bugd/ng Component 6904 Parke East Blvd. Safety Informs navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I.Qty Ply T1 40 57356 75167 GR2 Common Girder 1 n G �9502POINCIANA Job Reference (optional) ' Chambers Truss, Ilic., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 16 06:50:30 2018 Page 1 ID:oPu2174eUpAns3fef2iEMozLbfw-11cV3SOPRw5oJHR51 Kde1GCVrgMPgAxPkP_XLvzG?Xt 2-0.0 7-0-12 9-11-6 12-10-0 17-1-0 21-4-0 25-8-13 30-1-11 34.10-0 2-0-0 7-0-12 2-10-10 2-10-10 4-3-0 4-3-0 4-4-13 4-4-13 4-8-5 m 0 4x4 = a nn174-7 2 3x4 = 3x10 11 4x5V= 6x8V= 4x6 = 4x6 = 6x8 = 6x8 = HUS26 7x8 = 5xl2 MT18HS I I HUS26 HUS26 HUS26 HUS26 10x10 = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 m cb v Scale=1:80.8 7-0-12 9-11-6 12-10-0 17-1-0 21-4.0 25-8-13 30-i-11 34-10-0 7-0-12 2.10-10 2-10-10 4-3-0 4 3-0 4-4-13 4-4-13 4-8-5 Plate Offsets (X Yll- [12:0-5-8 Edge] [13:0-3-8 0-4-8] r14:0-3-8 0-4-41[15:0-4-0 0-4-41117:0-3-8 0-5-0] [19:03-8 0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(L-) -0.08 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.15 14-15 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.08 14-15 >999 240 Weight: 5761b FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x SP No.2 except end verticals. WEBS 2x SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-1 : 2x4 SP M 30 6-0-0 oc bracing: 17-19. WEBS 1 Row at midpt 6-19 REACTIONS. (Ib ize) 2=1387/0-8-0, 19=11349/0-7-0, 12=5737/0-6-0 M Horz 2=251(LC 24) M Uplift 2=-465(LC 8), 19= 3755(LC 8), 12=-1853(LC 8) M Grav 2=1389(LC 17), 19=11349(LC 1), 12=5753(LC 2) FORCES. (lb) - N1 . Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 3= 2408/663, 3-5= 487/179, 5-6= 406/1294, 6-7=-2345/843, 7-8= 3310/1227, 9= 3314/1227, 9-10=-4483/1541, 10-11= 4293/1406, 11-12=-5256/1718 BOT CHORD 21=-660/2087, 20-21= 660/2087, 19-20=-206/399, 17-19= 1122/391, 15-17=-620/2054, -15=-1248/3971,13-14=-1211/3799 WEBS 21— 768/2625, 3-20=-2648/869, 5-20= 1005/3223, 5-19= 3008/971, 6-19= 6327/2165, 17= 1821/5508, 7-17=-2469/824, 7-15=-600/2027, 8-15=-972/2732, 9-15=-2318f780, 1114=-711/2350,10-14=-153/345,10-13=-559/243,11-13= 1580/4965 NOTES- 1) 2-ply truss to bc connected together with 1 Od (0.131 °x3") nails as follows: Top chords con ected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords nnected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connecte as follows: 2x4 - 1 row at 0-7-0 oc, Except member 20-3 2x4 - 1 row at 0-9-0 oc, member 5-20 2x4 - 1 row at 0-9-0 oc, member 19 2x4 - 1 row at 0-9-0 oc, member 6-19 2x4 - 1 row at 0-9-0 oc, member 17-6 2x4 - 1 row at 0-9-0 oc, member 7-17 2x4 - 1 row at 0 -0 oc, member 15-7 2x4 - 1 row at 0-9-0 oc, member 15-8 2x4 - 1 row at 0-9-0 oc, member 15-9 2x4 - 1 row at 0-9-0 oc, rn r 9-14 2x4 - 1 row at 0-9-0 oc, member 14-10 2x4 - 1 row at 0-9-0 oc, member 10-13 2x4 - 1 row at 0-9-0 oc, member 13-11 x4 - 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 iave been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roc live loads have been considered for this design. 4) Wind: ASCE 7- 0; Vult=16Dmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. 11; Exp B; Encl., Cpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are M 120 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 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 a bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mecha cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=465,19=375 i12=1853. 9) Use USP HUS P (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING- Ver Ify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. Design valid for only with MITekV connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. 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 for stabliity 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, seeAN9L4P1l Cua/NyCrlferla, DSO-89 and 9CS18uffd1ng Component 6904 Parke East Blvd. Safety fnfanna navallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 POINCIANA T14057356 75167 GR2 Common Girder 1 2 Job Reference (optional) Chambers Truss, I NOTES- 10) Fill all nail hol LOAD CASE(S) 1) Dead + Roof L Uniform Loads Vert: 1 Concentrated I Vert: 2 33= l( Fort Pierce, FL where hanger is in contact with lumber. (balanced): Lumber Increase=1.25, Plate Increase=1.25 8.130 s Mar 11 2018 MI I eK industries, Inc. wea May 16 OS:bu:30 z016 F'age 2 ID:oPu2174eUpAns3fef2iEMozLbfw-1 IcV3SOpRw5oJHR51 Kdei GCVrgMPgAxPkP_XLvzG?Xt t, 8-11=-54, 2-12=-20 (lb) 84(F) 19= 1050(F)17=-1050(F)15— 1050(F)16=-1050(F)24= 1045(F)25=-1045(F)26=-1050(F)28=-1050(F)30=-1046(F)31— 1046(F) 32=-1046(F) 34=-1042(F) ® WARNING - Va 111i design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. Design valld for me only with MiTe'k8 connectors. This design Is based only upon parameters shown, and Is for on Individual budding 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 deslgn. acing 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 re0arding the fabrication stor e, delivery, erection and bracing of trusses and truss systems, seeANSM11 Quality CrBeda, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety Intomlaf novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type y Aty Ply 9502 POINCIANA T14057357 75167 GR3 Roof Special Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 16 06:50:31 2018 Page 1 ID:oPu2174eUpAns3fef2iEMozLbfw-VUAuHoPRCDDfxR?Ib1 BtaUknOEmUPrAZz3k5tLzG?Xs -2-0-0 5-0-0 6-6-0 2-0-0 5-0-0 1-6-0 Special 44 = 3x4 11 3 10 4 Scale=1:22.3 5-0-0 _ 6-6-0 5-0-0 1-6-0 Plate Offsets X,Y - 2:Ed e,0-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Ven(LL) -0.11 6-9 >683 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.23 6-9 >334 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.11 6-9 >701 240 Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x SP M 30 except end verticals. WEBS 2x SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib ize) 5=368/0-6-0, 2=40210-8-0 M K Horz 2=149(LC 8) M Uplift 5=-128(LC 8), 2=-184(LC 8) M Grav 5=420(LC 29), 2=402(LC 1) FORCES. (lb) - M . Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced rocI live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., Cpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has 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 be ie bottom chord and any other members. 6) Provide echan cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=128, 2=184. 7) Hanger(s) orothar connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 154 lb up at 5-0-0 on top chord, and 245 lb down and 47 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibilq of others. 8) In the LOAD CPI E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Dead + Roof Li, Uniform Loads Vert: 1- Concentrated L Vert: 3= (balanced): Lumber Increase=1.25, Plate Increase=1.25 54, 3-4=-5415-7=-20 ads (Ib) 171 (B) 6=-1 18(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Date: May 16,2018 ® WARNING - Ve fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for only with MiTeND connectors. This design Is based only upon parameters shown, and is for a7 Individual building component, hot a truss system. Babre use, fhe 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 require for stab llty and to prevent collopse with poKkAe personalinjury and properly damage. For general guidance regarding the fabrication, storci je. delivery, erection and bracing of trusses and truss systems, seeANS//IPII ®ualflyC&erla, DSO-89 and BCSI BuBding Component 6904 Parke East Blvd. Safetylnlorma �navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057358 75167 GRA Flat 1 1 Job Reference (optional) Chambers I runs, ill tort rrerce, rL o. 130 s Mar 1 1 GU 1 D 101 1 eN 1MUS 19S, r1C. r6 ay , oyc , I D:oPu2174eUpAns3fef2i EMozLbfw-RtleiTRhkrTNAk9gjSBLfvgyi2PGtY7sQNDCyEzG?Xq 5-10-13 11-7-14 17-4-14 23-1-15 29-0-12 5-10-13 5-9-1 5-9-1 5-9-1 5-10-13 Scale = 1:51.0 NA ED NAILED NAILED NAILED NAILED NAILED NAILED 4x8 = NAILED 2x3 11 NAILED 3x8 = 3x6 NAILED = 2x3 1 NAILED NAILED 4x10 = NAILED 3x4 11 NAILED 1 16 17 2 18 19 20 213 22 23 24 4 5 25 26 6 27 28 29 7 0 31 32 13 33 34 3512 11 36 10 37 38 9 39 40 8 14 Sx8 181 11 NAILED 6x10 —_ NAILED 5x8 MT18HS = NAILED 4x10 —_ NAILED NAILED 2x3 I NAILED NAILED 6x8 = NA ED NAILED NAILED 2x3 11 NAILED NAILED NAILED NAILED 5-10-13 11-7-14 17-4-14 23-1-15 e9-U-12 5-10-13 5-9-1 5-9-1 5-9-1 5-10-13 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.22 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.44 10-12 >780 240 MT18HS 244/190 BCLL 0.0 Rep Stress incr YES WB 0.85 Horz(CT) 0.12 8 rVa n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.21 10-12 >999 240 Weight: 163lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc pudins, BOT CHORD 2x SP M 30 except end verticals. WEBS 2x SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. 1-1 3,21-13,21-10,13-10,6-8: 2x4 SP M 30 WEBS 1 Row at midpt 6-8 REACTIONS. (I ize) 14=2250/Mechanical, 8=2204/Mechanical M x Uplift 14=-709(LC 12), 8=-695(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 2501 or less except when shown. TOP CHORD 14=-2125/854, 1-2=-3057/1108, 2-3=-3057/1108, 3-5=-4494/1625, 5-6-4494/1625 BOTCHORD 11� -13=-1625/4494, 10-12=-1625/4494, 9-10=-1110/3058, 8-9=-1110/3058 WEBS 13=-1280/3533, 2-13= 676/442, 3-13= 1689/613, 3-12=0/454, 5-10=-615/394, 10=-610/1688, 6-9=0/500, 6-8=-3539/1283 NOTES- 1) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;'BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=411i Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 28-11-0 zone;C-C for members and f rces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequ a drainage to prevent water ponding. 3) All plates are M 20 plates unless otherwise indicated. 4) This truss has I 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 a bottom chord and any other members. 6) Refer to girder( for truss to truss connections. 7) Provide mech 'cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 14=709, 8=695 8) "NAILED" indic es 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD C 1 section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Li (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads If) Vert: 1 =-54, 8-14= 20 Concentrated L ads (lb) Vert: 1 -571 5=-1101 10=-57(B) 9=-57(B) 6=-11O(B) 15=-11O(B) 16=-11O(B) 17=-11O(B) 18=-11O(B) 20=-1101 21=-11 (B) 22� 11O(B) 24=-11O(B) 25=-11O(B) 26=-11O(B) 27=-11O(B) 29— 11O(B)30= 57(B) 31=-57(B) 32=-57(B) 33= 57 ) 34=-57(B) 35=-57(B)36=-57(B) 37=-57(B) 38=-57(B)39=-57(13)40_ 57(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 16,2018 ® WARNING - V !y design parameters and READ NOTES ON THIS AND INCLUDED Mn"EK REFERANCE PAGE mu-7473 rev. 10/0"15 BEFORE USE. Design valid for i. se only with FAITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. D ifore 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 Mew Is always require I for stability and to prevent collapse with possible personal Inkay and property damage. For general guldance regarding the fabrication, stord ge. dellvery, erection and bracing of trusses and truss systems, seeANSUfPIf QualtyCr11eda DSO-89 and BCSI Brrgdiing Component 6904 Parke East Blvd. Safety lntorma , novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 2231A. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 POINCIANA T14057359 75167 GRB HALF HIP GIRDER 1 2 Job Reference (optional) cnamoers I russ, 111c., -2-0-0 ron rlerce, rL 3-9-4 7-0-0 11-0-0 15-0-0 2-0-0 3-9-4 3-2-12 4-0-0 4-0-0 Special NAILED 4x8 = NAILED 3x5 = NAILED 4 25 5 26 .00 F12 3x4 3 m 2 01 33 34 21 20 19 2x3 11 3x4 = NAILED 3xl2 = NAILED 3 = Special NAILED 3-9-4 LOADING (psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BOLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x SP M 30 BOT CHORD 2x�SP SP M 30 *Except` 6-,10-13: 2x4 SP No.3 WEBS 2x No.3 O.I—J1V 1 11— I U IVII I— I I IU-1Icy, II— v I D:oPu2174eUpAns3fef2i EMozLbfw-rR_nKVTat mry1 CuFObk2HXSe5FS K4uY16LRszzzG?Xn 19-4-0 23-8-0 28-0-0 30-6-0 4-4-0 4-4-0 4-4-0 1 2-6-0 1 NAILED NAILED 3x4 II NAILED 3x8 = NAILED 6 27 28 7 29 17 7x8 = 35 16 36 18 NAILED 2x3 1I NAILED 3x4 II NAILED NAILED 23-8-0 4-4-0 NAILED 2x3 i I 3x6 = NAILED 8 9 30 NAILED NAILED 4x4 = 4x4 = 31 10 32 11 Scale = 1:56.6 14 � 3715 38 39 I� 4x8 = 6x8 = 13 40 12 NAILED NAILED 3x4 11 5x6 = NAILED NAILED CSI. DEFL. in (loc) Udell Ud TO 0.22 Vert(LL) -0.2216-17 >999 360 BC 0.58 Ved(CT) -0.42 16-17 >866 240 WB 0.87 Horz(OT) 0.15 12 n/a n/a Matrix -MS Wlnd(LL) 0.2216-17 >999 240 BRACING - PLATES GRIP MT20 244/190 Weight: 363 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I 'size) 12=2377/0-6-0, 2=227210-8-0 M Horz 2=185(LC 8) MaxUplift 12=-816(LC 8), 2— 805(LC 8) FORCES. (lb) - Nax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3= 4346/1378, 3-4=-4203/1402, 4-5= 4834/1644, 5-6=-7069/2429, 6-7=-7181/2466, 9= 4981/1724, 9-1O= 4981/1724, 10-11= 2114/737, 11-12=-2301/814 BOT CHORD 21=-1308/3838, 20-21=-1308/3838, 19-20=-1282/3756, 18-19=-133/396, 6-17=-402/223, 6-17= 2307/6688, 15-16=-2307/6688, 14-15=-768/2211, 10-14� 1971/761 WEBS 20=-267/156, 4-20=-67/564, 4-19= 484/1477, 5-19= -1956/789, 17-19=-1562/4585, 17=-942/2682, 7-17=-182/567, 7-16=-9/360, 7-15=-1982/678, 9-15=-455/244, 15=-1 102/3200,11-14=-1067/3057 NOTES- 1) 2-ply truss to b connected together with 1 Od (0.131 "x3°) nails as follows: Top chords co tdered ted as follows:2x4 - 1 row at 0-9-0 oc. Bottom chords nected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connects follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are co 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 isive 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- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; B=45ft; L=31ft; eave=4ft Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequz a drainage to prevent water ponding. 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 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 i lie bottom chord and any other members. 8) Provide mecha I Ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 12=816, 2=805J 9) "NAILED" indic tes 3-10d (0.148"x311) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or olkher connection devices) shall be provided sufficient to support concentrated load(s) 209 lb down and 226 lb up at 7-0-0 on top c ord, and 343 lb down and 91 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibi ity of others. LOAD CASE(S) S,Ldard Walter P. Finn PE No.22836 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING. Vailfy design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII.7473 rev, 10/03/2015 BEFORE USE. Design valld for i, se only with IvllTelw connectors. This design Is based only upon parameters shown, and Is for an Individual buAding component, not a truss system. D, building design. fore use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MOW Is always required prevent 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, seeANSUIPII Quality Cdfedd, DSB-89 and SCSI Building Component Easr 6904 ParkeEasl Blvd. Safety Infanna , navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mpa Tampa, Job Truss Truss Type Qty Ply 9502 POINCIANA T14057359 75167 GRB HALF HIP GIRDER 1 2 Job Reference (optional) Chambers I russ, LOAD CASE(S) Dead + Roof L Uniform Loads Vert: 1 Concentrated I Vert: 4 31=-1 ( I Fort Pierce, t-L 5.1 Ou swear 1 > zul a wri i erc uruusuies, mc, vveu rvray 10 uo.ov.Oo cv i a raye c ID:oPu2174eUpAns3fef2iEMozLbfw-rR_nKVTa1 mry1 CuFObk2HXSe5FSK4uY16LRsZZzG?Xn (balanced): Lumber Increase=1.25, Plate Increase=1.25 -54, 4-11=-54, 18-22=-20, 14-17=-20, 12-13=-20 is (Ib) 62(B) 8— 1OO(B) 18= 67(B) 6=-100(B) 20=-297(B)19= 57(B) 5=-11O(B) 16= 67(B) 7=-100(B) 25— 110(13) 26=-11O(B) 28=-100(6) 29=-100(8) 30=-100(B) I) 32=-11O(B) 33=-57(B) 34=-57(B) 35=-67(B) 36=-67(B) 37=-67(B) 38=-67(B) 39=-67(B)40=-57(B) ® WARNING - V ty design parameters and READ NOTES ON THIS AND 1NCLUDEO MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a inns system. b building design. fore use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always require prevent I for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, stord ge, delivery, erection and bracing of trusses and truss systems, seeANSMIf QuallfyCrBetla, D89-89 and BCS1 Buffd01g Component 6904 Parke East Blvd. Safety thfortmof t ovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057360 75167 GRC Hip Girder 1 2 Job Reference o Ian .. AA.,. (optional) 11 nn10 KAMT . 1 Ai.clrivo Inr Wed M 16 06:50:38 201A Pann 1 Chambers cuss, jr '., rolL Fien:e, rL v. ..,v a,.�u� c.„.. �.�� �..�. ,�,.....,.�...., �..... ...... ...-1 ... .............. __._ _ _ I D:oPu2174eUpAns3fef2i EMozLbfw-og5XIBVgZN6g H W2eVOmW MyX_g3A3YsnbafxzdRzG?XI 4-11-1 9-3-11 13-8-4 18-4-11 22-11-5 27-7-12 30-3-2 33-2-0 4-11-1 4-4-9 4-T 4-8-7 4-6-11 4-8-7 2-7-6 2-10-14 Scale=1:58.5 2x3 11 5x6 = 2x3 11 3x8 = 4x4 = 4 5 24 625 7 8 3x4 6.00 12 3x4 9 3x4 3 10 3x4 i T N 2 r Ln v 1 c0 2 27 28 20 29 19 30 31 17 18 32 16 33 34 15 35 14 36 37 13 38 12 11 3x4 = JU 4 JUS24 2x3 11 JUS24 3x4 = JUS24 6xe = 3x6 = 5x8 — JUS24 2x3 11 JUS24 3x8 — 3x4 = 3x6 II JUS24 JUS24 JUS24 JUS24 3x6 = JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 4-11-1 9-3-11 12-8 4 3-8- 18 4-11 22-11-5 27-7-12 30-3-2 33-2-0 4-11-1 4.4-9 3-4-9 1-0-0 4-8-7 4-6-11 4-8-7 2-7-6 2-10-14 Plate Offsets X,Y 1:0-4-0,0-0-4 , 5:0-3-0,0-2-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.06 15-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.12 15-18 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.07 15-18 >999 240 Weight: 482 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x SP M 30 *Except` except end verticals. 1-1 : 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 REACTIONS, (Ib ize) 1=1305/0-8-0, 18=6120/0-3-8, 11=2597/0-6-0 MnvHorz 1=151(LC 25) M I Uplift 1=-357(LC 8), 18=-2336(LC 8), 11=-1020(LC 8) M Grav 1=1311(LC 17), 18=6120(LC 1), 11=2634(LC 18) FORCES. (Ib) - . Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD i 2= 1731/449, 3-4= 405/1267, 4-5=-305/1101, 5-6=-1176/551, 6-7=-1176/551, 8=-1590/709, 8-9=-1786/765, 9-10= 1366/548, 10-11= 2454/968 BOT CHORD 1 20=-508/1547, 19-20=-508/1547, 15-18=-695/255, 14-15=-718/1841, 13-14= 718/1841, 1 -13= 460/1188 WEBS 2 20=-373/1347, 2-19=-1839/625, 3-19= 552/1727, 3-18=-1685/608, 5-15=-1257/3182, 15=-278/141, 7-15=-1252/480, 7-14= 428/1134, 7-13=-456/221, 8-13_ 249/593, 13=-363/877, 9-12=-1109/467, 10-12=-823/2125, 4-18=-406/189, 5-18= 3082/1178 6-0-0 oc bracing: 18-19,15-18. NOTES- 1) 2-ply truss to bE connected together with 1 Od (0.131 °x3°) nails as follows: Top chords con ected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords nnected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connecte as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are coi 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 iave been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roc live loads have been considered for this design. 4) Wind: ASCE 7- i 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=33ft; eave=oft Cat. II; Exp B; Encl., Cpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequa e drainage to prevent water ponding. 6) This truss has t en designed for a 10.0 psi bottom chord live load nonconCLirrent with any other live loads. 7) . 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 = 10.0psf. 8) Provide mechar cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=357,18=233g 11=1020. 9) Use USP JUS2 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-12 from the left end to 31-4 2 to connect truss(es) to front face of bottom chord. 10) Fill all nail hol s where hanger is in contact with lumber. LOAD CASE(S) �:andard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve tr design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valld for I only with MITek© connectors. This design Is based only upon parameters shown, and Is for an individual building component, trot �' a truss system. building design. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always require- acing prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the stor e, dellvery, erection and bracing of trusses and truss systems, seeANSUIPII QUallfyCrflello, DSB-89 and SCSI Budd/ng Component s9o4 Parka East Blvd.fabrication, Sof®Ivinforma wivailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14067360 75167 GRC Hip Girder 1 2 Job Reference (optional) "chambers I russ, In ., I -on coerce, FL o.r 30 b mar i r 2018 rvu i en uruubineb, Mu. vveu may i o uo.uv.00 cv 16 rage c I D:oPu2174eUpAns3fef2i EMozLbfw-og5Xl BVgZN6gH W2eVOm W MyX_g3A3YsnbafxzdRzG?XI LOAD CASE(S) andard 1) Dead+ Root Li (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads If) Vert: 1 =-54, 5-6=-54, 8-10=-54, 11-21=-20 Concentrated L ads (Ib) Vert: 1-473(F) 13= 473(F) 16= 473(F) 26=-478(F) 27=-478(F) 28= 478(F) 29=-473(F) 30_ 473(F) 31=-473(F) 32=473(F) 33=-473(F) 34=-473(F) 35=-473(F) 36=-47 (F) 37=-473(F) 38= 473(F) ® WARNING - Ve ty design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for only with MITel.O connectors. This design Is based only upon parameters shown, and is for an Individual building component, hot a truss system. ore use, the building designer must verify The applicabillty of design parameters and properly Incorporate this design Into the overall building design, 4acing Indicated Is to prevent buckling of Individual taus web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always rectulret for stabllity and to prevent collapse with possible personal Vilm and property damage. For general guldonce. regarding the fabrlcatlon, storc I je, delivery, erection and bracing of trusses and truss systems, seeANSMII Qualify CrrYeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetv Informallk n3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I I city Ply 9502 POINCIANA T14057361 75167 GRD Half Hip Girder 1 1 Job Reference o tionai L:namoers I russ, Inc., t-on tierce, t-L 1 6.1su s mar r1 zults not i eK inaustries, Inc. vvea may 1b ub:bu:aa zults rage i I D:oPu2174eUpAns3fef2i EMozLbfw-GOfvyXVSKhE W ufdg3j HlvA4AMSa6HNQkoJg W AuzG?Xk 5-0-0 13-9-0 3-9-0 Scale=1:25.1 Special NAILED NAILED 4x8 = NAILED 2x3 II NAILED 3x4 = 3 12 13 4 14 15 5 6.00 12 Vz 2 - 16 17 18 8 7 2x3 II NAILED 3x8 = NAILED 6 3x4 Il 3x4 = Special NAILED 5-0-0 8-9-0 _ 12-6-0 5-0-0 3-9-0 3-9-0 :0-5-4 0-2-01 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x SP M 30 BOT CHORD 2x SP M 30 WEBS 2x SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.16 BC 0.19 W B 0.35 Matrix -MS REACTIONS. (I ize) 6=785J0-6-0, 2=756/0-8-0 M Horz 2=149(LC 8) M Uplift 6=-270(LC 5), 2= 297(LC 8) M f Grav 6=785(LC 1), 2=761(LC 29) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3= 1084/302, 3-4= 781/252, 4-5=-781/252, 5-6= 726/281 BOT CHORD 8= 291/938, 7-8=-291/956 WEBS �.B=-8/323, 4-7=-336/193, 5-7=-301/932 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING - TOP CHORE BOT CHORE in (loc) I/deft Ud -0.02 8 >999 360 -0.04 8-11 >999 240 0.01 6 n/a n/a 0.02 7-8 >999 240 PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roc live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft eave=4ft; Cat. II; Exp B; Encl., Cpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad equ a drainage to prevent water ponding. 4) This truss has t een 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 a bottom chord and any other members. 6) Provide mechar cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 6=270, 2=297. 7) 'NAILED" indi es 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or of r connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 155 lb up at 5-0-0 on top ch( "d, and 245 lb down and 47 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibilit of others. 9) In the LOAD C E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) andard 1) Dead + Roof LI (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads If) Vert: 1 =-54, 3-5=-54, 6-9=-20 Concentrated L • ads (lb) Vert: 3 1,69(F) 8= 117(F) 5=-72(F) 13=-53(F) 14=-53(F) 15_ 53(F) 16=-32(F) 17=-32(F) 18— 32(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Vo Iy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03P2015 BEFORE USE Design valid for only with ivliTet.ID connectors. This design Is based only upon parameters shown, and Is for on 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 i building design. 3racing Indlcatedls to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew 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, seeANS&VII CuattlyCdfeda, DSO-69 and SCSI BulldIng Component 6904 Parke East Blvd. Safetylnformo navallable from Truss Plate. Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057362 75167 J1 Jack -Open 6 1 Job Reference (optional) Chambers Truss, If Fort Pierce, FL 8.130 s Mar 11 2018 Mil eK Industries, Inc. Weo May 16 06:b0:4U 2U18 Nage 1 I D:oPu2174eUpAns3fef2iEMozLbfw-kD DHAsW45_MN W pBOdQp_RNcCPsxOovBul zQ3iKzG?Xj -2-0-0 1-0-0 2-0-0 1-0-0 Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 7 >999 240 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 -MP Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x SP No.3 BOT CHORD 2X4 SP No.3 REACTIONS. Qb ize) 3=-30/Mechanical, 2=26510-8-0, 4=-50/Mechanical M Horz 2=75(LC 12) M Uplift 3=-30(LC 1), 2=-232(LC 12), 4=-50(LC 1) M Grav 3=44(LC 12), 2=265(LC 1), 4=69(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- II; Exp B; Encl., shown; Lumber 2) This truss has t 3) ' This truss has will fit between 4) Refer to girder(. 5) Provide mechai 2=232. PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=oft; Cat. iCpl=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions )OL=1.60 plate grip DOL=1.60 yen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. teen 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 ie bottom chord and any other members. for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve Iydesign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valld for only with M ITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, Lk fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. kacing Indicated Is to prevent buckling of Individual truss web and/orchord members only. Additional temporary and permanent bracing MiTek' lsdwciysrequlre, for stability and to prevent collcp,,- with possible personal Injury and property damage. For general guidance regarding the fabrication, storc i le, delivery, erection and bracing of trusses and truss systems, seeAN8VW11 GualltyCdledo, DSB-89 and BC91 Bugd/ng Component 6904 Parke East Blvd. 'afelyinfonnailk /available from Truss Plate Insfitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057363 75167 J3 Jack -Open 6 1 Job Reference (optional) (;namoers I russ, I f-Orr I'lerCe, 1-L o. 10v b1na1 II — ID Ir111— IIIDDbu IOD, u— rroD1 vv.w. I D:oPu2174eU pAns3fef2iEMozLbfw-CPngNCXisi U E8zm DB8KD_b9N9GHoIMQ 1 Gd9d EmzG?Xi -2-0-0 3-0-0 2-0-0 3-0-0 Scale = 1:14.6 3-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x SP N0.3 BOT CHORD 2x SP No.3 REACTIONS. (I size) 3=50/Mechanical, 2=259/0-8.0, 4=19/Mechanical M x Harz 2=111(LC 12) M Uplift 3= 22(LC 9), 2=-159(LC 12) Wx Grav 3=54(LC 17), 2=259(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- II; Exp B; Encl., members and f 2) This truss has 3) ` This truss has will fit between 4) Refer to girder 5) Provide mecha( 2=159. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL11.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24f; eave=4ft Cat. aCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 2-11-4 zone;C-C for ,ces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 >en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )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 ie bottom chord and any other members. i for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 16,2018 ® WARNING - VaIfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for ise only with MITe1� con nectots. 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. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTew Is always require, for stability and to prevent collapse with possible personal Inkxy and property damage, For general guidance regarding the a, Parke East fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANSM/I CualH6904 Parke East Blvd. yCiMeda, DSB-D9 and BCSI Building Component Tam t 0 Safety Inlarmal rovallable from Truss Plate Insfitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. P Job Truss Truss Type City Ply 9502 POINCIANA T14057364 75167 J5 JACK -OPEN 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 16 06:50:41 2018 Page 1 I D:oPu2174eUpAns3fef2iEMozLbfw-CPngNCXisi UE8zm DB8KD_b9N9GC81MQ 1 Gd9dEmzG?Xi -2-0-0 5-0-0 2-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(ILL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Wind(LL) 0.04 4-7 >999 240 LUMBER - TOP CHORD 2x SP No.3 BOT CHORD 2x SP No.3 REACTIONS. (I size) 3=107/Mechanical, 2=318/0-8-0, 4=52/Mechanical M x Harz 2=147(LC 12) M Uplift 3=-62(LC 12), 2— 154(LC 12) M, x Grav 3=111(LC 17), 2=318(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- II; Exp B; Encl., members and f 2) This truss has 3) ` This truss has1 will fit between 1 4) Refer to girder( 5) Provide mecha 2=154. Scale=1:19.5 m 6 m N or N PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=4511; L=24ft; eave=oft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone;C-C for -ces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ten designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. reen 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 le bottom chord and any other members. for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Ve ry deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10V11 12015 BEFORE USE. " Design valid for only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Be ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. kacing 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 Inlury and property damage. For general guidance regarding the fabrication, storc 1 le, delivery, erection and bracing of trusses and truss systems, seeANSM/I AualffyCiftrb DSO-89 and SCSI BuOdingComponent 6904 Parke East Blvd. Safetylnfotma ravailabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057365 75167 J6 Monopitch 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Mar 11 201 B MiTek Industries, Inc. Wed May 16 06:50:42 2015 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-gb L2aYYLdcc517LPkrrSW oifngbPUpgAUHvAmDzG?Xh -2.0-0 6-6-0 2-0-0 6-6-0 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.12 4-7 >634 240 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wlnd(LL) 0.07 4-7 >999 240 LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD BOT CHORD 2x SP M 30 WEBS 2x SP No.3 BOT CHORD REACTIONS. (I size) 4=217/0-6-0, 2=365/0-8-0 M x Horz 2=173(LC 12) Mg Uplift 4=-79(LC 12), 2=-157(LC 12) M Grav 4=224(LC 17), 2=365(LC 1) FORCES. (lb) - tAax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- II; Exp B; Encl., members and f 2) This truss has I 3) ' This truss haE will fit between 4) Provide mecha 2=157. 3x4 11 3 Scale = 1:23.7 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft Cat. ;pi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-4-4 zone;C-C for :s & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 bottom chord and any other members. d connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except 611=111b) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33810 Date: May 16,2018 WARNING- Va Ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for se only with MITek0 connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. ore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn. acing Intlicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* I Vl l�k° Is always requlre for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storq je, delivery, erection and bracing of trusses and truss systems, seeANSWIl Cuat& Cdledo, D89-89 and BCBf 6ufldtng Component 6904 Parke East Blvd. Safety Informalig novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply 9502 POINCIANA T14057366 75167 J7 Jack -Open 19 1 Job Reference (optional) cnamoers I russ, 1f c., rorr Fierce, ru o. �" � Z' ' ' �� � o ,I ��... ,.,ay. �.. , � , oU� , II ID:oPu2174eUpAns3fef2iEMozLbfw-BovQouYzNvkyNHwblZMh3OEol4oXDGwKjxekJfzG?Xg 2 1 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.09 4-7 >899 360 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.21 4-7 >399 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.13 4-7 >639 240 'LUMBER - TOP CHORD 2 SP M 30 BOT CHORD SP No.3 REACTIONS. (I (size) 3=164/Mechanical, 2=385/0-8-0, 4=77/Mechanical Horz 2=183(LC 12) M x Uplift 3= 97(LC 12), 2= 160(LC 12) Grav 3=169(LC 17), 2=385(LC 1), 4=121(LC 3) FORCES. (lb) - foax. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 II; Exp B; Encl. members and 1 2) This truss has 3) ` This truss ha: will fit between 4) Refer to girder) 5) Provide meche 2=160. Scale: 1/2°=1' PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45f; L=24ft; eave=4ft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for rces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 le bottom chord and any other members. ) for truss to truss connections. ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) Walter P. Finn PE No.22838 MiTek USA, Inc. Fl. Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 A WARNING- V, Ify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for se only Alin MlTelt:J 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 property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requlr 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, seeANSMIJ CualifyCdfedo, D88-89 and BCSI Butiding Component 690a Parke East Blvd. Safety InfatimaI46navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 11 Job Truss Truss Type y Qty Ply T14057367 75167 J7A Jack -Open 7 1 �9502POINCIANA Job Reference (optional) Chambers Truss, 3 Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 16 06:50:43 2018 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-8ovQouYzNvkyNHwblZMh30Ep34mfDGwKjxekJfzG?Xg -2-0-0 2-8-0 7-0-0 2-0-0 2-8-0 4-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.11 3-5 >725 360 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.23 3-5 >358 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.12 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.21 3-5 >396 240 LUMBER - TOP CHORD 2x SP M 30 BOT CHORD 2x SP No.3 REACTIONS. (lbl ize) 4=154/Mechanical, 2=386/0-8-0, 5=87/Mechanical M Horz 2=183(LC 12) M Uplift 4=-83(LC 12), 2= 159(LC 12), 5=-7(LC 12) M a Grav 4=159(LC 17), 2=386(LC 1), 5=111(LC 3) FORCES. (Ib) - gax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7- II; Exp B; Encl., members and f 2) This truss has 3) ` This truss has will fit between 4) Refer to girder( 5) Provide mecha� 2=159. Scale: 1/2"=1' PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45f; L=24ft; eave=4ft Cat. iCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Intedor(1) 0-11-3 to 6-11-4 zone;C-C for •ces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ten designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )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 le bottom chord and any other members. for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Val flydesign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERAmcE PAGE mn-7473 rev. 1010312015 BEFORE USE. Design valid for me only with k4lTekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. B •. bullding design. ore use, the building designer must verlfy the applicability of design parameters and properly Incorporate this design Into the overall Iracing Indicated Is to buckling of Individual truss web and/or chord members only. Addlilonal temporary and permanent bracing MiTek" . Is always require prevent 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, SeeANSM11 AualtfyCrUeda, DS9-89 and ®CSI Bullding Component 6904 Parke East Blvd. Sofly►nlomta navallable from Truss Plate Institute, 216 N. Lee Street, Suite 312, Nexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type 4 City Ply 9502 POINCIANA T14057368 75167 JB Monopitch 1 1 Job Reference o tional unamners i russ, i rUr r r-wice, rL o. rov o iv,m i i cv i rvu , cn a i�umnc.a, a iv. .. o.. i.-I . -I- I D:oPu2174eUpAns3fef2i EMozLbfw-c_To? EZb8Dsp?RVnsGtwcDn?STF?yi UTybOHr5zG?Xf -2-0-0 4-11-11 8-6-0 00-0 4-11-11 3-6-5 2 3x4 11 4 Scale=1:28.9 Plate Offsets X,Y - 2:0-2-10,0-1-8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.13 5-8 >787 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25. BC 0.34 Vert(CT) -0.26 5-8 >390 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wind(LL) -0.03 5-8 >999 240 Weight: 42 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD WEBS NOTES- 1) Wind: ASCE 7 II; Exp B; Encl. members and 1 2) This truss has 3) ` This truss ha; will fit between 4) Provide mecha 2=166, 5=115. BRACING- SP M 30 TOP CHORD SP M 30 SP No.3 BOT CHORD ze) 2=434/0-8-0, 5=295/0-6-0 Horz 2=209(LC 12) Uplift 2= 166(LC 12), 5— 115(LC 12) Grav 2=434(LC 1), 5=303(LC 17) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0. 0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; B=45ft; L=24ft; eave=41t Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 8-4-4 zone;C-C for rces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 yen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )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 Is bottom chord and any other members. cat connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Water P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Velifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010=015 BEFORE USE. Design valid for se only with IvilTek9 connectors. This design is based only upon parameters shown, and Is for at Individual building component, not �J a truss system. 'Bracing fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requirf, I for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stom ge, delivery, erection and bracing of trusses and truss systems, seeAAf9L4pl► QualityCdteda, DOD-89 and @CSI nulld(ng Component 6904 Parke East Blvd. Safetylnronnal Onavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 4 aty Ply 9502 POINCIANA T14057369 76167 KJ5 Diagonal Hip Girder 1 1 Job Reference (optional) unambers I russ, I c., t-on: Fierce, rL a. IOU s rvidi I I cv r o wrI I eN a iuuau 1co, a 1- vv cu Ivjay l v ­. vv o a, " , as, , ID:oPu2174eUpAns3fef2iEMozLbfw-4AOADaaDvX_gca4_0_098RJ9RtdDh9edBF7gNXzG?Xe -2-9-15 3-8-10 7-0-2 2-9-15 3-8-10 3-3-8 Scale = 1:19.1 4 Io NAILED NAILED 4.24 Ff2 3x4 % 12 3 NAILED NAILED n N 11 2 13 7 14 6 5 NAILED 2x3 II NAILED 3x4 = 1 NAILED NAILED 3x4 = 3-8-10 7-0-2 3-8-10 3-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/doff Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.02 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.03 7-10 >999 240 BOLL 0.0 ' Rep Stress incr NO WB 0.11 Horz(CT) 0.00 5 Wa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.04 7-10 >999 240 Weight: 32lb FT=20% LUMBER- BRACING - TOP CHORD 2A SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x SP No.3 REACTIONS. (I size) 4=8 1 /Mechanical, 2=346/0-10-15, 5=113/Mechanical M x Horz 2=146(LC B) Max Uplift 4=-46(LC 8), 2= 271(LC 8), 5=-31(LC 5) M Grav 4=93(LC 17), 2=459(LC 28), 5=192(LC 29) FORCES. (lb) - r j lax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3=-550/57 BOT CHORD 7= 97/431, 6-7=-97/431 WEBS 6=-473/106 NOTES- 1) Wind: ASCE 7 II; Exp B; Encl. 2) This truss has 3) * This truss ha: will fit between 4) Refer to girderl 5) Provide mecha 2=271. 6) "NAILED" indic 7) In the LOAD C. LOAD CASE(S) 1) Dead + Roof Li Uniform Loads Vert: 1 Concentrated L j Vert; 1 0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat 3Cpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ;en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )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 1e bottom chord and any other members. I for truss to truss connections. cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) les 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 3E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). (balanced): Lumber Increase=1.25, Plate Increase=1.25 -54, 5-8= 20 1s (lb) 51(F=25, B=25) 13=72(F=36, B=36) 14=6(F=3, B=3) Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - ify design parameters and READ NOTES ON THIS AND INCLUDED MfiEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for se only With "A lTek0 Connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Micro 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 ek" I p� VIf Iy Is aiwoysre-gt it ,for stability and to prevent collapse with poWb;e personal Injury and property damage. For general guidance regarding the fabrication, stort go, delivery, erection and bracing of trusses and truss systems, seeANN PI1 AuaW CiCedd, DSB-89 and SCSI BuBdbrg Component 6904 Parke East Blvd. Safety rntolmat navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type * Qty Ply 9502 POINCIANA T14057370 75167 KJ7 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, I r i Fori Pierce, FL 8.130 s [vial 11 20 i a rvu i en u[uusu ies, u[c. "eu may to muu.•fo eu i o rage i I D:oPu2174eUpAns3fef2i EMozLbfw-ZNaZQwbrgg6XEkfAzhwOhesKBHzSQcumPvtOv_zG?Xd -2-9-15 3-8-10 7-0-2 2-9-15 3-8-10 3-3-8 Scale = 1:19.1 4 a NAILED Io NAILED 4.24 12 3x4 r- 12 3 NAILED NAILED N 11 2 13 7 14 6 5 NAILED 2x3 II NAILED 3x4 = 1 NAILED NAILED 3x4 = 3-8-10 7-0-2 3-8-10 3-3-8 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.02 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.03 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.04 7-10 >999 240 Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x SP No.3 REACTIONS. (lb size) 4=81/Mechanical, 2=346/0-10-15, 5=113/Mechanical j M Horz 2=146(LC 24) M X Uplift 4= 46(LC 8), 2=-271(LC 8), 5=-31(LC 5) M x Grav 4=93(LC 17), 2=459(LC 28), 5=192(LC 29) FORCES. (lb) - ax. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13=-550/57 BOT CHORD 7= 97/431, 6-7=-97/431 WEBS 6— 473/106 NOTES- 1) Wind: ASCE 7- II; Exp B; Encl., 2) This truss has t 3) ' This truss has will fit between 4) Refer to girder(: 5) Provide mechai 2=271. 6) "NAILED" indics 7) In the LOAD C/ I LOAD CASE(S) f 1) Dead + Roof Li[ Uniform Loads Vert: 1- Concentrated L Vert: 1 I; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=4ft; Cat. Cpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 bottom chord and any other members. for truss to truss connections. ;al connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) as 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Lumber Increase=1.25, Plate Increase=1.25 4, 5-8= 20 (lb) (F=25, B=25) 13=72(F=36, B=36) 14=6(F=3, B=3) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - VC 7y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03f2015 BEFORE USE. Design vaild for it ze only with MiTekb connectors. This design is based only upon parameters shown, and Is for c i Individual txtilding component, rat 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. Iracing 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 possilAe personal hjw y and properly damage.. For general guidance regarding the fabrication, storc j je, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CualtlyCrff®da, DOD-89 and SCSI Building Component 6904 Parke East Blvd. Salety Informs novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type A Qty Ply 75167 KJ9 Diagonal Hip Girder 1 1b [02POINOIANAT14057371 Reference (optional) 0 1Qn c Bahr 112018 .,. .... .. ,.., LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - A TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASCE 7- II; Exp B; Encl., 2) This truss has t 3) ' This truss has will fit between 4) Refer to girder( 5) Provide mechai j 2=299. 6) "NAILED" indic 7) In the LOAD C/ 1OAD CASE(S) 1) Dead + Roof Li' Uniform Loads Vert: 1 Concentrated L Vert; i I i I i SPM30 SPM30 SP No.3 ze) 4=129/Mechanical, 2=462/0-10-15, 5=269/Mechanical Horz 2=182(LC 8) Uplift 4=-77(LC 8), 2= 299(LC 8), 5=-63(LC 8) Grav 4=129(LC 1), 2=589(LC 28), 5=321(LC 29) (. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. =-781/134 = 191/677, 6-7= 191/677 =0/256. 3-6=-734/207 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ); Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft eave--Nt; Cat. iCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 e bottom chord and any other members. for truss to truss connections. ,at connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) ?s 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. .E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). e (balanced): Lumber Increase=1.25, Plate Increase=1.25 Af) 1= 54, 5-8= 20 ads (lb) =51(F=25, B=25) 13=-61(F=-31, B=31) 14=72(F=36, B=36) 15=6(F=3, B=3) 16— 48(F=-24, B=-24) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V 'w design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. f0/032015 BEFORE USE. Design valid for j5c only with IvriTek0 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 &acing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building design. Is always req.Arcd prevent for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regard;ng the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANSMII Qualify Cdfedd, DSB-09 and SCSI BuNkfIng Component ssoa ParkeEast Blvd. East Satetvintarmo navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, Job Truss Truss Type Oily Ply T14057372 75167 MV2 Valley 3 1 �9502POINOIIANA Job Reference (optional) Chambers Truss, Ir��., Fort Pierce, FL 3X4 i 8A30 s Mar 112018 Mi i ek Industries, Inc. vveu iviay 16 06.5e. 9 401 o image I D:oPu2174eUpAns3fef2iEMozLbfw-zyGh2xdkzl U65COlfpT5J H UvJ U 1 zd_PC5t52WJzG?Xa LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 TCDL 7.0 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 LUMBER - TOP CHORD 2x SP No.3 BOT CHORD 2x SP No.3 REACTIONS. (I size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 M x Harz 1=25(LC 12) M Uplift 1=-9(LC 12), 2— 26(LC 12) M x Grav 1=51(LC 1), 2=38(LC 17), 3=28(LC 3) Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 0; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24f; eave=oft Cat. II; Exp B; Encl. Cpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumbei DOL=1.60 plate grip DOL=1.60 2) Gable requires ontinuous bottom chord bearing. 3) This truss has L 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 me bottom chord and any other members. 5) Bearing at joint:,) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bear ng surface. 6) Provide mecha, ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - V .Iy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valld to.,: ise only with MITek9 connectors. This design Is based only upon potameters shown, and Is for an Individual building component, riot �9 a truss system. building design fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing indicated Is to buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require prevent for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, stop ge, dellvery, erection and bracing of trusses and truss systems, seeANSU►p11 ®ualtlyCrBeda, DSB.89 and BCSI Butid/ng Compononf sso4 Parke East Blvd. Safafvinlorma nuvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057373 75167 MV4 Valley 3 1 Job Reference (optional) Lmamoers Iruss,it Ton Tierce, t-L o. io. a mai . I <u io i 11 en uiuuauiw yr ou i w.w. ­ I D:oPu2174eUpAns3fef2iEMozLbfw-vKORTdf_VNkpLVXBmEVZOiZ9Zlgk5uvVZAa9bBzG?XY 3x4 i 3x4 II 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a nfa 999 'TCDL 7.0 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 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4SPNo.3 WEBS 2z4 SP No.3 BOT CHORD REACTIONS. (I/size) 1=120/4-0-0, 3=120/4-0-0 xHorz 1=59(LC 12) Uplift 1=-21(LC 12), 3=-50(LC 12) f x Grav 1=120(LC 1), 3=122(LC 17) FORCES. (lb) - KIlax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE i II; Exp B; End shown; LumbE 2) Gable require: 3) This truss has 4) ' This truss ha will fit betweer 5) Provide mechi Scale = 1:12.8 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions DOL=1.60 plate grip DOL=1.60 continuous bottom chord bearing. 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. ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - efilyd.1g. parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MII.7473 rev. 10/0=015 BEFORE USE. Design valid fc use only with MlTek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. lefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always requi -d for stablllty and to prevent collapse with possible personal Injury and property damage, For general guldance regarding the fabrication, st age, delivery. erection and bracing of trusses and truss systems. seeANSMI1 GuallfyCtftda, DSO-89 and 8C$1 Building Component 6904 Parke East Blvd. Safatylnta ne#onavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 POINCIANA T14057374 75167 MV6 Valley 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Wed May 16 06:50:51 2018 Page 1 ID:oPu2174eUpAns3fef2iEMozLbfw-vKORTdf_VNkpLVX8mEVZOiZATIar5uvVZAa9bBzG?XY 3x4 11 2 3 3x4 i 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.58 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/fP12014 Matrix-P LUMBER - TOP CHORD 2x SP M 30 BOT CHORD 224 SP No.3 WEBS 2 SP No.3 REACTIONS. (I /size) 1=194/6-0-0, 3=194/6-0-0 ax Horz 1=95(LC 12) tUplift 1=84(LC 12), 3= 81(LC 12) Grav 1=194(LC 1), 3=198(LC 17) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD-3=145/256 NOTES- 1) Wind: ASCE II; Exp B; End members and 2) Gable require: 3) This truss has 4) ' This truss hE will fit betweer 5) Provide mech Scale = 1:18.1 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a nla 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a Weight: 21 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft eave=oft Cat. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 zone;C-C for orces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 continuous bottom chord bearing. )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 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. nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING • erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid fc use only with MlTekB connectors. This design Is based only upon parameters shown, and Is for can Individual building component, not a truss system, lefore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building deslg . &acing Indlcated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always requi for s1ab111ty and to prevent collapse with possible personal {nkx and property damage. For general guidance regarding the fabricailom st age, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII CualCyCdleffa, DSB-89 and SCSI Buffeting Component 6904 Parke East Blvd. Safetylnlormaponavailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type 4 Oty Ply 75167 MV8 GABLE 1 1b [02POINCIANAT74057375 Reference (optional) t,namoers muss, n run rierce, rL- I D:oPu2174eUpAns3fef2iEMozLbfw-rjVCuJgE 1 _XaphW ufY1 T7fSB6KIZneoOU3Ff4zG?XW 8-0-0 8-0-0 3x4 II 3 3x4 i 3x4 2x3 11 4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER - TOP CHORD 2 SP No.3 BOT CHORD 2 4 SP No.3 WEBS 214 SP No,3 OTHERS 2: SP No.3 REACTIONS. (I /size) 1=2018-0-0, 4=146/8-0-0, 5=370/8-0-0 px Horz 1=131(LC 12) Max Uplift 1= 9(LC 10), 4=-61(LC 12), 5=-155(LC 12) h Grav 1=57(LC 12), 4=149(LC 17), 5=378(LC 17) pax. FORCES. (lb) - Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2= 279/125 WEBS -5= 278/382 Scale: 1/2"=1' PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=oft; Cat. II; Exp B; Enci GCpj=0.18; MWFRS (directional) and C-C Extedor(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-10-4 zone;C-C for members and I orces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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 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 betwee the bottom chord and any other members. 5) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 5=155. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - I Ferify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid fo use only with MITek9 connectors. This design Is based only Upon parameters shown, and Is for an 6ndlv]dual building component not a truss system deslg More use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building Is always regl . prevent of i ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANVM11 Quality Cdtedu, DSB.89 and BCSI Building Component 6904 Parke East Blvd. ParkeEast Safetv lnfotma Nonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tam Pa, 33610 Job Truss Truss Type City Ply 9502 POINCIANA T14057376 75167 MVA Valley 1 1 Job Reference (optional) unamoers Iuss, li I-orr Fierce, r-L .,r , . — ID:oPu2174eUpAns3fef2iEMozLbfw-rjVCuJgEt_XaphW ufYI T7fYV60TZoPoOU3Ff4zG?XW 3-4-0 3-4-0 3x4 i 3x4 Il 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a rVa 999 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FB02017fTP12014 Matrix-P LUMBER - TOP CHORD 2x SP No.3 BOT CHORD 2 SP No.3 WEBS 2 4 SP No.3 REACTIONS. (I /size) 1=95/3-4-0, 3=95/3-4-0 xHorz 1=47(LC 12) x Uplift I= 16(LC 12), 3=-40(LC 12) Grav 1=95(LC 1), 3=97(LC 17) FORCES. (lb) - pax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=24ft eave=oft; Cat. II; Exp B; Encl GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumbei DOL=1.60 plate grip DOL=1.60 2) Gable require continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweer �ical he bottom chord and any other members. 5) Provide mech connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING- rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mir-7473 rev. 1010312015 BEFORE USE. f j Design valid fc i use only with MiTekD connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not .truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desfgi i. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always reclul d for stability and fo prevent collepse with possible personal Injury and properly damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANS&VII Qua1ityCiNeda, DSB-89 and SCSI Butlding Component 6904 Parke East Blvd. Safety lnfomraRoravailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I Qty Ply 9502 POINCIANA T14057377 75167 MVB Valley 1 1 Job Reference (optional) cnamoers I russ, I t-OR tierce, r I D:oPu2174eUpAns3fef2i EMozLbfw-Kv3a6fhsol7OCzGi RN3GOKBa1 Vftl EexF8ppBW zG?XV 3x4 11 2 3 3x4 i 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FB02017fTP12014 Matrix-P LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE i II; Exp B; Encl and forces & D 2) Gable require: 3) This truss has 4) ' This truss he will fit betweer 5) Provide mech BRACING- SP No.3 TOP CHORD SP No.3 SP No.3 BOT CHORD ze) 1=169/5-4-0, 3=169/5-4-0 Harz 1=83(LC 12) Uplift 1= 29(LC 12), 3=-71(LC 12) Grant 1=169(LC 1), 3=173(LC 17) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.6 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% Structural wood sheathing directly applied or 5-4-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft eave=oft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-2-4 zone;C-C for members WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 continuous bottom chord bearing. )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 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. nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING • lefify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design Valid f use only with MITe'10 connectors. This design Is based only upon parameters shown, and Is for an kxtivbduab building componehL hot a truss system bulldIngdesigh. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Isalwaysreclu }ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sic rage• delivery, erection and bracing of trusses and truss systems, seeANSUlplf QualityCdteda, D89-09 and 8CSI Building Component 6904 Parke East Blvd. Safety Infonnt}tlon3vallabbe from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ,. >, Qty Ply 9502 POINCIANA T14057378 75167 MVC GABLE 1 1 Job Reference (optional) cnamoers i russ, rort twice, rL o., . -.. .. -, .. - 1. ,..., ­ ,. ..- ,.n y ..y., I D:oPu2174eUpAns3fef2i EMozLbfw-Kv3a6fhSol7OCZGi RN3GOKBdyVgXl DkxF8ppB W zG?XV 3x4 11 3 5 4 3x4 i 2x3 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD BOT CHORD 2 4 SP No.3 WEBS 4 SP No.3 BOT CHORD OTHERS 2 4 SP No.3 REACTIONS. (/sfze) 1=-34/7-4-0, 4=145/7-4-0, 5=375/7-4-0 ax Horz 1=119(LC 12) 11 ax Uplift 1= 50(LC 17), 4=-61(LC 12), 5= 157(LC 12) ax Grav 1=74(LC 12), 4=148(LC 17), 5=383(LC 17) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -2= 291/129 WEBS-5=282/412 NOTES- 1) Wind: ASCE II; Exp B; Encl and forces & 1 2) Gable require: 3) This truss has 4) ' This truss he will fit betweet 5) Provide meth 5=157. Scale=1:22.2 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=oft; Cat. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-2-4 zone;C-C for members WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 continuous bottom chord bearing. been 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. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING -I lerify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MI/-7473 rev. 1010312015 BEFORE USE. " Design valid f use only with tdlTekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system lefore, use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desi . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always reqO ad for stability and to prevent coliopse with posslble personal Injury and property, damage, For general guidance regarding the fabrication, st rage, delivery, erection and bracing of tmssesand truss systems, seeANSI/Ipll QualifyCrBedd, DSB-810and BCSI ButldfngComponent 6904 Parke East Blvd. Safety lnfomtallonovallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14057379 75167 MVD GABLE 1 1 �9102POINCIANA _ .__ .. Job Reference (optional) .. ....... ..:r__�.._._:__ __ _� tie_.. .n_ nc.cn.cc nn.o o..,.... Chambers Truss, Fort Pierce, FL o.i30 s Mar r r 20 io rva i en uiuuKrIes, i ic. vveu inay �., ��.��.y= I D:oPu2174eUpAns3fef2iEMozLbtw-o5dyJ?iVZbFFp7rv?4aVYYkgNvo81 g F5UoYMkyzG?XU 3x4 11 3 5 4 3x4 i 2x3 11 3x4 II Scale=1:27.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 37 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. FORCES. (lb) - TOP CHORD WEBS NOTES- 1) Wind: ASCE , II; Exp B; End and forces & t 2) Gable require: 3) This truss has 4) ' This truss he will fit betweer 5) Provide mech 5=161. BRACING- SP No.3 TOP CHORD SP No.3 SP No.3 BOT CHORD SP No.3 ze) 1=99/9-4-0, 4=15019-4-0, 5=385/9-4-0 Horz 1=156(LC 12) Uplift 4= 63(LC 12), 5=-161(LC 12) Grav 1=99(LC 1). 4=153(LC 17), 5=393(LC 17) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2591115 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-2-4 zone;C-C for members FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 continuous bottom chord bearing. een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. been designed for a live load of 20.0psf 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. Inical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 4 except at=lb) Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - eri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design Valld Id, use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. building deslg fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always requied . prevent for stability and to prevent collapse with possible ble personal Injury and property damage. For general guldance regarding the st age, delivery, erection and bracing of trusses and truss systems, seeANSWII CaalByCdfedd, DS849 and BCS1 BuBdIng Component 6904 Parke East Blvd.fabrication, Safety rnlonn. flomvailable, from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 POINCIANA T14057380 75167 MVE Valley 1 1 Job Reference (optional) L,namoers i russ, nip., run rieice, rL 3x4 i ID:oPu2174eUpAns3fef2iEMozLbfw-GI BKW Li7KvN6RHQ5Zn5k51H3XJJ3m7KEiSlwGPzG?XT 5 8 2x3 �1 3x4 11 3 43x4 II Scale = 1:32.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a rVa 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.45 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Weight: 46 lb FT = 20% LUMBER - TOP CHORD BOTCHORD WEBS OTHERS REACTIONS. FORCES. (lb) TOP CHORD WEBS NOTES- 1) Wind: ASCE II; Exp B; Em members ani 2) Gable requir( 3) This truss ha 4) ' This truss h will fit betwee 5) Provide mecl 5=199. SPM30 SP No.3 SP No.3 SP No.3 /size) 1=143/11-4-0, 4=164/11-4-0, 5=475/11-4-0 Tx Horz 1=192(LC 12) tx Uplift 4=-69(LC 12), 5=-199(LC 12) ix Grav 1=143(LC 1), 4=230(LC 17), 5=514(LC 17) lax. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. -2= 288/135 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 11-2-4 zone;C-C for 3rces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 continuous bottom chord bearing. teen 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, with BCDL = IO.Opsf. ,iical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 16,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev. 10/03J2015 BEFORE USE. Design valid ft use only with Mtre.10 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system building dell Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design into the overall Bracing Indicated Is To buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always r prevent ed for stability and to prevent collapse with possible personal inrvrry and property damage. For general guidance regarding the rage, delivery, erection and bracing of trusses and truss systems, seeANSbril AuafByCrBorda, DSB-89 and BCSI Bulld6rg Component fabrication, stiffanovallable 6904 Parke East Blvd. Safety Infrom Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. form Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-In-sixteenths (Drawings not to scale) Failure to Follow Could Cause Properfy Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-brocing, is always required. See SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves wide spacing, 0 WEBS may require bracing, or alternative Tor I NC, bracing should be considered. 0 � 3 �3� = 3. Never exceed the design loading shown and never inadequately braced trusses. aO stack materials on 00 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�-s c6a c5b BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. plates 0-1r,a' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTSARE GENERALLYNUMBERED/LETTERED CLOCKWISE jointond embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from *Plate location details ava►7able in M►Tek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. a. unless otherwise noted, moisture content lumber shall not exceed 19So at time of fabrication. PRODUCT CODE APPROVALS 9, Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular 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 in all respects, equal to or better than that 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. specified. 13. Top chords must be sheathed or puriins provided at indicated design. output. Use T or I bracing spacing on if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17, Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � 18. Use of green or treated lumber may pose unacceptable Effj environmental, health or performance risks. Consult with project engineer before use. Industry Standards: S,{1 D11—NationGl-Desi^l pecific onjo Metal 19. Review all portions of this design (front back, words Plate Connected Wood Truss Construction. - Or8�S6���86I@Wlgg=p(GtFiT2SY]lOC1 is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, hfiTek" 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015