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Home My WebLink AboutTRUSS PAPERWORKMiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 ? These tr_uss_des'gns rely on lumber values established by others. RECEIVED OCT Z 6 ?Di8 COPY RE: 75460 - SASSEVILLE I/sQ5.6808our.1y, Pcrrrlttinq 1 Site Information: Customer Info: PAUL & GAIL SASSEVILLE Project Name: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL MiTek USA, Inc. 6904 Parke East Blvd. SASSEVILLE Model Tampa, FL33610 4115 SCANNED BY St Lucie County Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf --This package includes 63 individual, Truss Design Drawings and 0 Additional Drawings. With my; seal affixed to this sheet, I hereby certify that I am the Truss Design Engine conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineer No. Seal# Truss Name Date No. Seal# Truss Name Date 1 1 T15058315 I Al 9/12/18 118 1 T15058332 C5 9/19/18 12 1 T150583161 A2 1 9/12/18 119 1 T150583331 C7 1 9/12/18 1 13 1 T150583171 A3 l 9/12/18 120 1 T150583341 C8 1 9/12/18 1 14 1 T115058318 l A4 1 9/12/18 121 1 T150583351 D1 1 9/12/18 5 1 T115058319 I A5 1 9/12/18 122 1 T150583361 D2 1 9/12/18 16 T1'5058320 I A6 l 9/12/18 123 1 T150583371 E4 1 9/12/18 1 17 T15058321 I A7 9/12/18 24 1 T150583381 F1 1 9/12/18 1 18 l T15058322 l A8 1 9/12/18 125 I T15058339 l F2 1 9/12/18 19 1 T1'5058323 l A9 1 9/12/18 126 I T15058340 l F3 1 9/12/18 l 110 1 T15058324 I AA 1 9/12/18 127 I T15058341 I F4 l 9/12/18 l Ill I T15058325 AB 1 9/12/18 128 1 T1 5058342 1 F6 1 9/12/18 112 1 T15058326 I AC l 9/12/18 129 I T15058343 I F7 1 9/12/18 1 113 1 T150583271 AD l 9/12/18 130 1 T150583441 F8 1 9/12/18 1 114 1 T150583281 C1 l 9/12/18 131 I T150583451 F9 1 9/12/18 1 115 l T15058329 l C2 1 9/12/18 132 1 T150583461 FA 1 9/12/18 I 16 1 T15058330 1 C3 1 9/12/18 133 1 T15058347 l FB 1 9/12/18 117 1 T15058331 l C4 1 9/12/18 134 1 T15058348 l GR1 l 9/12/18 l The trussldrawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g.,, loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters; or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. W Wo J W Q z t 0 0 � o ~ c O W a - r Nr❑❑ Z ~ m w Q � o 0 � � a o w fL c ® OIL U 1% ZF-o'0oz a WLLm—Fa ��wODUW 9 JmQm�X-gh �( ROzz"z�-w \" ZF- t.ZWW 0UaNwU ��WWPLL00 ..\ C rn WVy07(nF- U OOj�� J C L-UditZ ULL U Uw=�U g �N a ZU¢w)x wOh0o -o= .E o �UXZUOM-w Q lL WOOpupZO QZUaZ¢ Q 3:8wog Q, -Kww 2 �OwOV �J 2w}Z-�ti1-UZ�OO� m a OOc°U°WMOLL Co %%% IN,VE��i�i e o '182 STATE OF : 414Z O R,pQ:•'N 'o Fs .. �C? /O N A1- E �,•�. Jo quin V lez PE No.68182 M ek US , Inc. FL Cert 6634 69 4 Park East Blvd. Tampa FL 33610 Dat : September 12,2018 Velez, Joaquin 1 of 2 RE: 75460 - SASSEVILLE / Q56808 Site Information: Customer Info: PAUL & GAIL SASSEVILLE Project Name: SASSEVILLE Model: Lot/block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL No. Seal# I Truss Name I Date 35 T15058349 1 GR2 9/12/18 36 T1 50583501 GR3 9/12/18 37 1 J T1 50583511 GR4 9/12/18 138 1 1 T1 50583521 GR5 1 9/12/18 139 1 I T150583531 GR6 1 9/12/18 140 1 1 T15058354 1 GRB 1 9/12/18 41 T15058355 GRC 1 9/12/18 1 142 1 1 T15058356 1 GRD 1 9/12/18 143 1 I T15058357 I GRD1 1 9/12/18 144 1 1 T1 5058358 1 H 1 9/12/18 145 1 1 T1 5058359 1 H1 1 9/12/18 1 146 1 I T150583601 J 1 1 9/12/18 147 1 I T15058361 I J1A 1 9/12/18 148 1 I T15058362 I J2A 1 9/12/18 149 1 I T150583631 J3 1 9/12/18 1 150 1 JT150583641A 9/12/18 151 1 I T15058365 I J5 1 9/12/18 152 1 I T15058366 1 J5A 1 9/12/18 53 T15058367 J7 9/12/18 1 54 I T15058368 I J7A 1 9/12/18 155 1 1 T15058369 1 KJ6 1 9/12/18 156 1 1 T15058370 1 KJ7 1 9/12/18 157 1 1 T1 50583711 MV2 1 9/12/18 58 T15058372 1 MV4 9/12/18 59 T15058373 1 MV6 1 9/12/18 60 T15058374 MV8 9/12/18 61 T15058375 1 MV10 1 9/12/18 162 1 1 T15058376 1 MV12 1 9/12/18 1 163 1 1 T15058377 1 MV13 1 9/12/18 A on&A N Job Truss Type L r city Ply SASSEVILLE / 056808 T15058315 75460 At 7Cro on 3 1 Job Reference o tional unamoers irusa, mu., rVIL rieica, rL 7-7-6 14-11-4 7-7-6 7-3-14 6.00 FIT 19 3x4 i 3 3x6 i 2 18 5x6 i 1 4x5 = 4 13 12 11 44 = 34 = 3x8 = 14-11-4 I D:cf451 GW cu l fGPiOyu_4LEFz6O73-L66FI USy8dnApYDvD EK161 gSgjoUjAjeR 1 VyzxyeRmB 20-9-1 26-6-15 32-11-4 5-9-13 5-9-13 6-4-5 20 3x4 5 3x6 6 2x3 — 7 22 10 23 9 4x6 = 3x4 = 9-5-3 8-s-13 21 Scale=1:56.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.22 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.39 9-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.11 9-17 >999 240 Weight: 178 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-13 oc bracing. WEBS 1 Row at midpt 3-11, 5-11 REACTIONS. !Ib/size) 14=1213/Mechanical, 8=1213/0-8-0 MaxHorz 14=236(LC 11) Max Uplift 14=-432(LC 12), 8=-429(LC 12) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3= 1614/859, 3-4=-1347/832, 4-5=-1320/837, 5-7=-2085/1152, 7-8=-2260/1181, 1-14=-1141/684 BOT CHORD 13-14= 205/305, 11-13=-570/1422, 9-11= 648/1529, 8-9=-946/1985 WEBS 3-11=-386/290, 4-11=-446/796, 5-11=-687/450, 5-9=-253/627, 7-9= 329/317, 1-13=-603/1296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-5-4, Interior(1) 3-5-4 to 14-11-4, Extedor(2) 14-11-4 to 1812-12 zone;C-C for members and forces & MWFRS 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 the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girdeIr(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 14=432, 8=429. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid f r 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 design. Before use, the building designer must verify 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 required fabrication, stprage, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANS1/1PI1 HuaiBy Cdfedd, OS8-89 and SCSI Bul(d/ng Component 6904 Parke East Blvd. Safety fnfannattollpvaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type '• Qry Ply SASSEVILLE / 11561108 ` T150�8316 75460 A2 Hip 1 1 Job Reference o tional aw nn4 a &MiT In.ln + inc Inn %A1^A Cnn 10 n7.09•07 01118 nano 1 Chambers Truss, inc., runrrerue, rL �� .o . ID:cf451 GWculfGPiOyu_4LEFz6073-plgdygSavxvORio5mxrXfFDeG78rRd2nghEVVNyeRmA 6-10-14 13-6-4 16-4-4 20-8-2 26-6-15 32-11-4 6-10-14 6-7-6 2-10-0 4-3-14 5-10-13 6-4-5 4x8 = Scale=1:56.7 4x4 = 3 21 4 14 14 II 4x4 = 3x6 = 3x4 = 3x8 = 3x6 = 3x4 = 6- 6 co 14 6 4x4 = 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 FBC2017/TPI2014 CST. TC 0.50 BC 0.50 WB 0.69 Matrix -MS DEFL. in Vert(LL) -0.14 Vert(CT) -0.30 Horz(CT) 0.05 Wind(LL) 0.11 (loc) I/defl Ud 9-18 >999 360 9-18 >999 240 8 n/a n/a 9-18 >999 240 PLATES GRIP MT20 244/190 Weight: 198lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. WEBS 1 Row at midpt 2-12, 3-11 REACTIONS. (Ib/size) 15=1213/Mechanical, 8=1213/0-8-0 Max Horz 15=217(LC 11) Max Uplift 15=-432(LC 12), 8=-429(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-15941897, 2-3=-1393/910, 3-4=-1200/902, 4-5=-1397/941, 5-7=-2022/1170, 7-8=-2247/1246, 1-15=-1150f713 BOT CHORD j 4-15=-1 92/272, 12-14=-642/1399, 11-12=-448/1166, 9-11 =-710/1 525, 8-9= 1007/1977 WEBS 2-12— 311/244, 3-12= 1261275, 3-11= 97/263, 4-11= 302/444, 5-11=-630/450, 5-9=-228/560, 7-9— 365/334, 1-14=-678/1312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=33ft; eave=oft; Cat. II; Exp B; Encl.] GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 3-5-4, Interior(1) 3-5-4 to 13-6-4, Exterior(2) 13-6-4 to 16-4-4, Interior(1) 21-0-2 to 32-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60I 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=432, 8=429 I I Joaquin Velez PE No.68182 IdiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verify design parameters and READ NOTES ON TRIS AND INCLUDED M?EKREFERANCE PAGEM/1-7473 rev. f0/03/2015 BEFORE USE. DesignValid foruse only with MiTek®connectors. this design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before building de.. use,lhe building designer must vediy the applicablllty of design parameters and property Incorporate this design Into . the overall f individual truss web and/or chord members only. Additional temporary and permanent bracing I Bracing IndlcaTed Is topbuckling of' �y T IY101�.k� Is always required for stability andto prevent collapse with possible personal Injury and propedy damage. For general guidance regarding the fabrication, storage, delivery, erectton and bracing of trusses and truss systems, seeAlYSI/IPII ®ualtly CrBterlly, DSB.89 and SCSI Bo9ding Component ¢904 Parke East Blvd. SofefYlnlormaHoffava loble from Truss Plate Institute. 218 N. Lee street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 .1r Job Truss Truss Type f Qty Ply SASSEVILLE / Q56808 ` T15058317 75460 A3 Roof Special 1 1 Job Reference (optional Chambers Tri n-8-0l 7-5-8 1 15-3-8 , 20-8-8 1 28-1-0 1 36-0-0 yeRm9 e=1:66.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.12 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.11 13 >999 240 Weight: 210lb FT=20% LUMBER- BRACING - TOP CHORD 21 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2A SP No.3 BOT CHORD OTHERS 2> 6 SP No.2 WEBS REACTIONS. (Ib/size) 8=1434/0-8-0, 21=1325/0-8-0 Max Horz 21=-217(LC 12) Max Uplift 8=-595(LC 12), 21=-484(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1272/832, 3-4=-1778/1100, 4-5=-1510/1077, 5-7= 1781/1095, 7-8=-2442/1324, 2-17=-525/1094 BOT CHORD 13-15=-1043/2040, 12-13=-619/1513, 10-12= 1037/2116, 8-1 0=-1 037/2116 WEBS 3-15=-816/552, 3-13=-600/497, 4-13=-175/457, 5-12=-218/476, 7-12— 738/470, 7-10=0/335, 3-17=-750/510, 15-17=-1127/2204, 2-21=-1835/1081 NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. 24-3-11, Interic grip DOL=1.60 3) Provide adequ 4) This truss has 5) ` This truss ha: will fit between 6) Bearing at joint capacity of bee 7) Provide meche 8=595, 21=484 Structural wood sheathing directly applied or 4-1-14 oc purlins, except end verticals. Rigid ceiling directly applied or 7-1-11 oc bracing. 1 Row at midpt 3-13, 4-12, 7-12, 15-17 f live loads have been considered for this design. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-7-3, Interior(1) 3-7-3 to 15-3-8, Exterior(2) 15-3-8 to (1) 24-3-11 to 38-0-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate 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 1e bottom chord and any other members, with BCDL = IO.Opsf. s) 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify ng surface. ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Vefez PE No.68182 MiTek USA, Inc- FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 WARNING - Verify Design fo? design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 101012015 BEFORE USE. with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not valid use only a tnlss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate MIS design Into the overall building designs Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �O�ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAtdSMI? ®uaigy Cdt dd, DS8-09 and SCSI Bugdhv Component 6904 Parke East Blvd. Safety InfofmaBortavailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type + Qty Ply SASSEVILLE / Q56808 ' T15058318 75460 A4 Roof Special 1 1 Job Reference o tional Chambers Truss, Ic., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I ek Industries, Inc. Wed Sep 12 0/:26:29 2018 rage i I D:cf451 G W cui fGPiOyu_4LEFz6O73-lhoNN W UrRY9kgOyUuMu?kgl_fwg DvW G47?jcaFyeRm8 8- 5-0-12 9-5-8 17-3-8 18-8-8 24-3-8 29-1 %8 36-0-0 38-0-0 8- 4-4-12 4-4-12 7-10-0 1-5-0 5-7-0 5-7-0 6-1-8 Scale=1:65.2 5x6 = 5x8 = 6.00 F12 4 527 CO '14 6 3x4 III 3x4 II 3x6 3x8 = 3x6 3x4 = I 8- 9-5-8 17-3-8 18-8-8 2/-1-0 ati-u-u 8- 8-9-8 7-10-0 1-5-0 8-4-8 8-11-0 Plate Offsets (X Y)-- (4:0-3-8 0-2-41 (5:0-6-0 0-2-81 (19:0-6-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.17 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25, BC 0.51 Vert(CT) -0.33 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.14 14-16 >999 240 Weight: 234lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc puffins, BOT CHORD 2x4 SP M 30 `Except* except end verticals. 2-h 8: 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 SP No.3 `Except* WEBS 1 Row at midpt 17-19, 3-19, 3-14, 5-14, 6-13 1-20: 2x6 SP No.2 REACTIONS. (lb/size) 20=-631/0-8-0, 19=1984/0-8-0, 9=140610-8-0 Max Harz 20=-257(LC 12) f�ax Uplift 20=-631(LC 1), 19= 717(LC 12), 9=-584(LC 12) Max Grav 20=277(LC 8), 19=1984(LC 1), 9=1406(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-486/612, 3-4= 15611977, 4-5=-1317/962, 5-6=-1525/987, 6-8=-2193/1210, 8-9= 2412/1267 BOT CHORD 19-20= 202/338, 2-19=-907/764, 16-17=-789/1723, 14-16=-802/1740, 13-14=-451/1302, i1-13=-753/1711, 9-11= 1004/2106 WEBS 17-19=-874/1871, 3-19= 1689/1027, 3-16=-559/404, 3-14=-532/429, 4-14=-178/451, 5-14= 189/270, 5-13=-244/610, 6-13= 673/439, 6-11=-158/525, 8-11= 317/266 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7r. 0- Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp B; Encl.! GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 17-3-8, Exterior(2) 17-3-8 to 18-8-b, Interior(1) 22-3-11 to 38-0-13 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 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 Ithe bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=631, 19=7117, 9=584. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE Design valld foduse only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 requirgd 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, seeANSI/IPII Quality Cdteda, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety /ntannahbnovaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply SASSEVILLE / Q56808 ` T15058319 75460 A5 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., c Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:26:31 2018 Page 1 I D:cf451 GW cut fGPiOyu_4LEFz6O73-i3w8oC W 5yAQSvK6s?nwTp5OMekVYNObNbJCje8yeRm6 9n-n-n 211-is-t:t 29-7-11 36-0-0 , 38.0-0 , 6.00 12 5-4-0 ' 5-4-0 16-6-8 '5x6 = 1-8-0 1 6-1-8 11-5-8 1 18-0-0 , 27-5-8 1 36-0-0 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.23 11-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.43 11-13 >991 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.11 11-13 >999 240 LUMBER- BRACING - TOP CHORD 21 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except' 2-17: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except` WEBS 1-j9: 2x6 SP No.2 REACTIONS. (Ib/size) 19=-581/0-8-0, 18=1933/0-8-0, 9=1407/0-8-0 Max Harz 19= 286(LC 12) Max Uplift 19= 581(LC 1), 18=-622(LC 12), 9= 584(LC 12) Max Grav 19=155(LC 12), 18=1933(LC 1), 9=1426(LC 18) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1666/1066, 4-5=-1532/957, 5-6=-1498/963, 6-8=-2320/1221, 8-9=-2482/1242, I- 19= 168/315 BOT CHORD 18-19=-214/370, 2-18=-477/335, 15-16=-389/995, 13-15=-718/1643, 11-13=-717/1672, 6-11— 979/2150 WEBS 16-18= 471/1186, 3-18= 1250/840, 3-16=-524/287, 3-15=-478/948, 4-15= 606/390, 4-13=-531/438, 5-13=-542/1037, 6-13=-677/444, 6-11=-200/603, 8-11=-316/275 NOTES- 1) ,Unbalanced roc 2) Wind: ASCE 7- II; Exp B; Encl., 18-0-0 to 21-7 3) Provide adequ, 4) All plates are 3: 5) This truss has 1 6) ` This truss ha: will fit between 7) Provide mecha 19=581, 18=62 Scale=1:67.5 PLATES GRIP MT20 244/190 Weight: 226 lb FT = 20% Structural wood sheathing directly applied or 4-7-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-13, 6-13 if live loads have been considered for this design. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft eave=5ft Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 4-4-11, Interior(1) 4-4-11 to 18-0-0, Exterior(2) 3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ite drainage to prevent water ponding. c4 MT20 unless otherwise indicated. >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, with BCDL = 10.Opsf. lical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2. 9=584. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/031,2015 BEFORE USE. Design valid for'use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall designl Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fVliTeW building prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUP11 AualffyCrdeddo DSB-89 and SCSI Bulld/ltg Component 6904 Parke East Blvd. Safety Infolmaflonavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type * Qty Ply SASSEVILLE / Q56808 T15058320 75460 A6 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.00 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:26:32 2018 Page 1 ID:cf451 G W cu 1 fGPiOyu_4LEFz6O73-AGTW?YWjjTYJXTh3ZVRiMlwYJ8pk6p_W pzyGBayeRm5 23-9-13 29-7-11 36-0-0 , 38-0-0 5-9-13 15-9-13 5x6 = 3x8 = 4x6 = 4x6 = ' 3x8 = Scale=1:67.5 8- 2=9-8 8-1-8 13-5-8 18-0-0 20-9-8 28-1-8 36-0-0 8- 2'.1-8 5-4-0 5-4-0 4-6-8 2-9-8 7-4-0 7-10-8 Plate Offsets (X Y)-- f3:0-3-0 0-2-01 r19:0-7-4 0-6-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.28 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.55 12-14 >772 240 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.11 12-14 >999 240 Weight: 236lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 2-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-17, 7-14 1-20: 2x6 SP No.2 REACTIONS. (Iti/size) 20=-429/0-8-0, 19=1778/0-8-0, 10=1409/0-8-0 Max Horz 20� 286(LC 12) Max Uplift 20= 558(LC 17), 19=-339(LC 12), 10=-589(LC 12) Max Grav 19=1876(LC 17), 10=1443(LC 18) FORCES. (lb) - I ax. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-469/453, 4-5=-1623/1057, 5-6=-1533/1003, 6-7=-1530/987, 7-9=-2430/1288, 9-10= 2542/1265, 1-20= 81/271 BOT CHORD 1'9-20=-208/380, 2-19=-322/181, 16-17=-460/1096, 14-16=-657/1547, 12-14=-746/1682, 1I0-12— 999/2201 WEBS 117-19=-89/935, 3-19=-992/695, 3-17=-414/660, 4-17=-1164/680, 4-16=-314/775, 5-16=-450/295, 5-14=-529/432, 6-14=-618/1091, 7-14=-674/453, 7-12=-231/668, 9-12=-303/270 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp B; Encl.,IGCpi=0.18; MWFRS (directional) and C-C, Exterior(2) 0-2-12 to 6-4-11, Interior(i) 6-4-11 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 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) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss hasl been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=558, 19=33 , 10=589. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 l 6904 Parke East Blvd. Tampa FL 33010 Date: .,P.ntP.mhAY 19 9niA ® WARNING -Verity design parameters and READ NOTES ON TR/S AND INCLUDED M/TEKREFERANCE PAGE Mf1-7473 rev. f0/032015 BEFORE USE- Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual bolding Conot � a truss system. fore use, the lwilding designer must verify the applicability of design parameters and properly (ncorporaTe ihts design into the overall building design. indicated Is To buckling Individual truss Additional temporary bracing as acing prevent of web and/or chord members only. and permanent MOTeYc" is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaTbn, sTorgge, tlelivery, erection and bracing of trusses and truss systems, se. S if Cu.IRyCrBerfa, DS 9 and BCS! Bugding Component 6904 Parke East BNd. Sa/ety /nfolmaffolgvollabie from Truss PiaTe Institute, 218 N. Lee Street, Suite m 2. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply SASSEVILLE / 056808 ` T15058321 75460 A7 Roof Special 1 1 Job Reference (optional) unamoers i russ, ll c., runt tierce, ru 8- 4-9-8 10-1-8 15-5-8 8- 4-1-8 5-4-0 5-4-0 6.00 12 5x6 = 7x8 = 3 24 25 2 1 i 20 9 l 18 17 3x8 = 5x6 = 5x6 = 6 26 V3029 15 3x6 = 3x8 = 1-8 15-5-8 22-' 0-8-0 4-1-8 5-4-0 ,, ry va ro.n o n n n ni rin.n a o o. i o� a mat i I D:cf451 GW cu 1 fGPiOyu_4LEFz6073-eS 1 uDuXLUngA9dGF7CyxuW TjzY9_rlAg2dhgj 1 yeRm4 23-9-13 29-7-11 36-0-0 , 38-0-0 27 7 3x6 B 9 14//3213 33 12 3x6 = 6-8-0 t2 6 cf 28 10 0 o v M 3x5 = 36-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.32 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.56 15-17 >760 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.10 12-14 >999 240 Weight: 246lb FT=20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc pudins, BOT CHORD 2 4 SP M 30 `Except* except end verticals. 2 I1I8, 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2)4 SP No.3 *Except` WEBS 1 Row at midpt 5-15, 4-17 1-20: 2x6 SP N0.2 REACTIONS. (II/size) 20= 403/0-8-0, 19=1752/0-8-0, 10=1410/0-8-0 Max Horz 20=-286(LC 12) Max Uplift 20=-517(LC 17), 19= 480(LC 12), 10=-587(LC 12) Max Grav 20=32(LC 9), 19=1893(LC 17), 10=1500(LC 18) FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-703/590, 4-5=-1628/1012, 5-6=-1839/1167, 6-7=-2030/1194, 7-9=-2590/1350, 9-10= 2643/1276, 1-20= 207/290 BOT CHORD 19-20=-200/353, 2-19=-423/399, 15-17=-445/1208, 14-15=-447/1324, 12-14=-751/1823, 10-12=-1008/2293 WEBS 17-19=-179/955, 3-19= 1115/658, 3-17= 293/616, 5-15=-916/662, 6-15=-474/766, 6-14=-442/846, 7-14=-586/453, 7-12=-292/612, 9-12=-315/274, 4-17= 1005/559, 4-15=-202/662 NOTES- 1) Unbalanced ropf live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft L=36ft; eave=5ft; Cat. 11; Exp B; Enci.1 G6pi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 4-9-8, Extedor(2) 4-9-8 to 8-4-11, Interior(1) 15-5-8 to 38-0-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60I 3) Provide adequate drainage to prevent water ponding. 4) All plates are 31�4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between Ithe bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=517, 19=480, 10=587. ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1117I-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storige, delivery, erection and bracing of trusses and truss systems, seeAtlS&Vfl Qua/fly Cdteda, DSB-89 and BCS/ BuBding Component Safety intormatlonavaiiabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 MiTek" 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type k Qly Ply SASSEVILLE / Q56808 T15058322 75460 AS Roof Special 1 1 Job Reference o tional Chambers iruss,itc., MRri8rce,rL o.1ovsMai ii�uid rvnienZI USM_S, r1C..._ ep ..asu I D:cf451 GW cul fGPiOyu_4LEFz6O73-6ebGQEYZF5ol mnq RhwTARj?umxVhak6pHH RN FTyeRm3 8- 6-7-0 11-11-0 17-3-0 10-0 23-9-13 29-7-11 36-0-0 38-0.0 8- 5-11-0 5-4-0 5-4-0 -9- 5-9-13 5-9-13 6-4-5 Scale = 1:66.9 5x6 = 5x6 = 5x6 = 6'00 F12 3x4 — 3 25 4 6 5 6x8 = 24 26 3x5 11 23 3x4 3x4 2 7 11 3x4 3x6 8 13 9 28 15 29 30 12 19I`8 27 3x4 II 10 C9) o 1114 v o ill 16 14 3x4 = 3x5 3x6 = 3x6 = 3 4 11 3x8 = 5x12 = -8- 6-7-0 11-11-0 17-3-0 26-4-4 36-0-0 8- 5-11-0 5-4-0 5-40 9-1-4 9-7-12 Plate Offsets (X Y)-- f3-0-3-0 0-2-0j r10.0-2-10 0-1-81 r18:0-5-8 0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.37 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.61 14-16 >687 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.10 12-14 >999 240 Weight: 245lb FT=20% LUMBER- BRACING - TOP CHORD 2t14 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc puriins, BOT CHORD 2> 4 SP M 30 *Except* except end verticals. 2-[1 7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 3-18, 5-14, 7-14, 4-16 1-19: 2x6 SP No.2 REACTIONS. (Ib/size) 19= 402/0-8-0, 18=1751/0-8-0, 10=1410/0-8-0 Max Horz 19— 286(LC 12) lv�ax Uplift 19=-508(LC 17), 18= 579(LC 12), 10=-585(LC 12) Max Gram 19=113(LC 12), 18=1848(LC 17), 10=1486(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4— 815/671, 4-5=-1474/971, 5-6=-1552/1012, 6-7=-1602/963, 7-9= 2349/1215, 9-1 0=-2572/1294,1-19= 338/365 BOT CHORD 18-19=-191/368, 2-18— 579/614, 14-16=-410/1163, 12-14= 755/1792, 10-12=-1025/2246 WEBS 16-18— 204/971, 3-18— 1142/631, 3-16— 236/556, 5-14=-605/430, 6-14=-590/1014, -14=-690/448, 7-12=-156/517, 9-12= 350/287, 4-16=-805/463, 4-14=-120/470 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. ll; Exp B; Encl.1 GCpi=0.18; MW FRS (directional) and C-C Extehor(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 6-7-0, Exterior(2) 6-7-0 to 10-2-3, Interlor(1) 17-3-0 to 38-0-13 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 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 betweenithe bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 19=508, 18=579, 10=585. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMll-7473 rev. 10103/2015 BEFORE USE, Design valid foduse only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design{ Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addltional temporary and permanent bracing Is always required for stability and to prevent collapse wlih possible personal injury and property damage. For general guidance regarding the fabrication, storpge, delivery, erection and bracing of trusses and truss systems, seeANSU1PI1 QualityCdledd, DSB•89 and BCSI Bugdhv Component Safety /ntonnallorrovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 MiTele 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply SASSEVILLE / 056808 T15058323 75460 A9 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL c nn F7�_ 1 5x6 = r;..c — 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:26:35 2018 Page 1 I D:cf451 GW cu 1 fGPiOyu_4LEFz6O73-ar9feZZcOOwuOxPeEd?P_xY2SLsZJ DvzWxAwnvyeRm2 18-0-0 23-9-13 29-7-11 36-0-0 38-0-0 2-9-0 5-9-13 5-9-136-4-5 5x6 = 13 Scale=1:65.2 � o 1Io q LOADING (psf) 1 TCLL 20.0 1 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 FBC2017ITP12014 CS1. TC 0.29 BC 0.57 WB 0.83 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Well Ud -0.31 16-17 >999 360 -0.55 16-17 >768 240 0.02 10 n/a n/a 0.10 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 245lb FT=20% LUMBER- BRACING - TOP CHORD 21 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins, BOT CHORD 2x4 SP M 30'Except- except end verticals. 2-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 -Except' WEBS 1 Row at midpt 4-17, 5-16 1-20: 2x6 SP No.2 REACTIONS. (I 20=-407/0-8-0, 19=1756/0-8-0, 10=1410/0-8-0 I/size) Max Harz 20=-286(LC 12) Max Uplift 20=-519(LC 17), 19=-470(LC 12), 10=-587(LC 12) Max Grav 20=25(LC 9), 19=1889(LC 17), 10=1493(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-681/579, 4-5=-1627/1017, 5-6=-1842/1178, 6-7=-1998/1184, 7-9= 2566/1344, 9-10=-2626/1275, 1-20= 194/285 BOT CHORD i9-20=-200/348, 2-19= 409/378, 16-17=-448/1199, 13-16=-446/1312, 12-13= 751/1806, 10-12= 1008/2278 WEBS i7-19=-174/947, 3-19=-1102/662, 3-17— 301/618, 4-17=-1017/571, 4-16=-213/673, 5-16=-924/677, 6-16=-482/759, 6-13=-434/836, 7-13=-587/451, 7-12=-286/609, 9-12=-314/273 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(i) 3-9-15 to 4-7-0, Extedor(2) 4-7-0 to 8-2-3, Interior(1) 15-3-0 to 38-0-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60I 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3z4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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 = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=519, 19=470, 10=587. Joaquin Velez PE No.68182 Mi rek USA, Inc- FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MIF7473 rev, 10/03/2015 BEFORE USE Design valid for�use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component not � a truss system. Before use, The bulding designer must verity the applicability of design Parameters and properly Incorporate this design into the overall building design.) Bracing indicated is fo buckl(ng of Individual Truss web and/or chord membersonly. Additional temporary and permanent bracing �►/qT pe'' prevent Is always required for stability and to prevent collapse wilh possible personal Injuryand property damage. For general guidance regarding the fabrication, storbgo, delivery, erection and bracing of trusses and Truss systems, seeANSf/fPlt Caa111yCrUeda, DSB 89 and BCSf Ba6ding Component (VIi 1P.R� 6904 Parke East Blvd. SafetyIntormallonavariable'from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexand ia, VA22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply SASSEVILLE / Q56808 T15058324 75460 AA Roof Special 1 1 Job Reference (optional) Chambers Truss, Iric., Fort Pierce, FL 6.00 4xE 8.130 s Mar 11 2018 MI I eK Industries, Inc. Wetl Sep 12 07:26:37 2018 I'aga 1 I D:cf451 GW cu 1 fGPiOyu_4LEFz6O73-W DH P2FasYOAcdFZOM21 t3MdN89Z1 n95FzFfl soyeRmO 23-9-13 29-7-11 36-0-0 5-9-13 5-9-13 6-4-5 1 3x4 11 :Sx4 — Jxa — Scale: 3/16°=1' 10 Iv 0 3-8-0 10-0-0 13-3-0 18-0-0 20-7-13 28-0-11 36-0-0 1-1-0 6-4-0 3-3-0 4-9-0 2-7-13 7-4-13 7-11-5 Plate Offsets (X Y)-- f2:0-3-0 0-2-01 j 16:0-2-8 0-2-01 f 18:0-2-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.23 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.45 11-13 >849 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 11-22 >999 240 Weight: 232lb FT=20% LUMBER- IBRACING- TOP CHORD 2— SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, BOT CHORD 2x4 SP M 30 -Except' except end verticals. 3-1,7,4-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 4-18, 5-13, 7-13 1-19: 2x6 SP No.2 REACTIONS. III bearings 3-8-0 except (jt=length) 10=0-8-0. (lb) - Max Horz 19=-222(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 19=-431(LC 18), 18=-689(LC 12), 10= 404(LC 12) Max Grav All reactions 250 Ito or less at joint(s) 19 except 18=1941(LC 1), 18=1941(LC 1), 10=1153(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11F2� 248/567, 2-3=-1901506, 3-4=-188/517, 4-5=-970/673, 5-6= 1136/781, 6-7= 1134/779, 7-9= 2044/1146, 9-10= 2162/1128, 1-19=-186/461 BOT CHORD 118-19= 173/260, 3-18=-519/397, 4-16= 237/559, 13-14=-392/984, 11-13=-598/1359, 110-11= 897/1872 WEBS 1,6-18=-353/970, 4-1 8=-1 694/971, 14-16=-448/1159, 5-14= 600/265, 6-13=-420/729, 7-13=-681/461, 7-11=-296/684, 9-11=-321/316, 1 -1 8=-625/339 NOTES- 1) Unbalanced rogf live loads have been considered for this design. 2) Wind: ASIDE 7-10, Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; B=45ft L=36ft; eave=5ft; Cat. 11; Exp B; Encl.,GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 6-2-3, Interior(1) 6-2-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss hasl been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 19, 689 lb uplift at joint 18 and 404 lb uplift at joint 10. Joaquin Veiez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Vel rify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MO-7473 rev. f0/03/2015 BEFORE USE, Design valid for use only with MITek®connecfors. fits design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verify the app11 abJity of design parameters and properly Incorporate This design into the overall building design. &ac" indlcaTed is io fwckling of lndI dual truss web and/or chord members only. Additional Temporary and permanent bracing p/�T iii prevent h always required for stability and to prevent collapse with possible personal Injury _.'.property damage. For general guidance regarding the and labr�ation, storage, delivery, erection and bracing of trusses and truss systems, seeANSUlplI ®ualffyCdferta, DSB-09 and SCSI BuQdlltg Component IYtF01�.k° 6904 Parke East Blvd. Safefv In/otmaltorravollable from Truss PioTe Institute, 218 N. Sheet, Sulie 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type '• Qty Ply SASSEVILLE / 056808 T75058325 75460 AB Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:26:38 2018 Page 1 I D:cf451 GW cu 1 fGPiOyu_4LEFz6O73-?QrnGbb UJJ ITFP8 DwIY6bZAY7ZtAWXaPCvPbOEyeRm? 8- 7-0-0 8-3-0 15-0-0 20-9-13 26-7-11 33-0-0 8- 6-4-0 6-9-0 5-9.13 5.9.13 6-4-5 4x5 = 6.00 12 l 13 12 3x4 = 3x4 = 3x4 11 6x12 = 3x6 = 24-4-11 6-9-0 Scale = 1:59.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.23 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.41 10-12 >936 240 BCLL 0.0 * Rep Stress Incr YES WB 0.96 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.11 10-20 >999 240 Weight:201 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc puriins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 2-15,3-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-12, 4-12 1-17: 2x6 SP No.2 REACTIONS. (16/size) 17=-783/0-8-0, 16=2032/0-8-0, 9=1176/0-8-0 Max Horz 17=-229(LC 12) Max Uplift 17=-818(LC 17), 16=-583(LC 12), 9— 423(LC 12) Max Grav 17=146(LC 12), 16=2032(LC 1), 9=1190(LC 18) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-17=-94/439, 2-3=-1576/965, 3-4=-1549/953, 4-5=-1259/813, 5-6=-1227/816, &8= 2056/1138, 8-9=-2214/1170 BOT CHORD 16-17=-158/270, 2-16=-1562/793, 10-12=-634/1456, 9-10=-936/1932 WEBS 2-14=-984/1887, 12-14= 723/1627, 5-12=-409/778, 6-12=-691/449, 6-10=-252/626, 8-10=-331/318, 4-14=-271/245, 4-12=-765/519 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Encl.,I 66pi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-6-6, Intertor(1) 3-6-6 to 15-0-0, Exterior(2) 15-0-0 to 18-3-10 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 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 Ehe bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 818 lb uplift at joint 17, 583 lb uplift at joint 16 and 423 lb uplift at joint 9. I I I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Sentemher 19901A © WARNING -Verily design parameters and READ NOTES ON THIS AND 1111CLUDED MITEKREFERANCE PAGE M11-7473 rev. 10,(03)2015 BEFORE USE. Design valid for lure only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not sot a truss system. Before building design.I 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 requird,d 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 AualBy Cdeda, DSB-89 and SCSI SuirdIng Component 6904 Parke East Blvd. Safety/ntonnaRonuvallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply SASSEVILLE / Q56808 T15058326 75460 AC Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5x8 = 6.00 12 B.13u s Mar 11 2u15 MI I eK inoustries, Inc. vvea zjep 1z u/:zb:3a zults raga 1 I D:cf451 G W cut fGPiOyu_4LEFz6O73-TcO9Txc64dQJtYj PTT3L8nj huyEkF22YRY88xgyeRm_ 20-9-13 26-7-11 33-0-0 5-9-13 5-9-13 6-4-5 13 12 3x4 = 3x4 = 3x4 11 3x8 = 3x6 15-0-0 9-0-5 Scale=1:69.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.21 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.35 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.12 13 >999 240 Weight: 204lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc purlins, BOT CHORD 2x4 SP M 30 -Except- except end verticals. 2-15,4-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 3-16, 5-14, 6-12 1-17: 2x6 SP No.2 REACTIONS. (lb/size) 17=-1123/0-8-0, 16=2378/0-8-0, 9=1170/0-8-0 Max Horz 17=193(LC 11) Max Uplift 17= 1123(LC 1), 16=-880(LC 12), 9=-420(LC 12) Max Grav 17=439(LC 12), 16=2378(LC 1), 9=1175(LC 18) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-17=-456/702, 2-3=-150/300, 3-4=-1937/1096, 4-5=-2165/1366, 5-6=-1226/811, 6-8= 1980/1100, 8-9= 2168/1159 BOT CHORD 116-17= 229/305, 2-16— 929/666, 4-14=-665/631, 10-12=-620/1447, 9-10=-926/1893 WEBS 114-16= 916/1986, 3-16— 2288/1284, 3-14=-306/124, 12-14= 306/1006, 5-14=-714/1087, 5-12=-189/498, 6-12=-690/444, 6-10= 232/589, B-10=-343/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 740; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Encl.,IGCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-6-6, Interior(1) 3-6-6 to 15-0-0, Extedor(2) 15-0-0 to 18-3-10 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 hasl been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1123 lb uplift at joint 17, 880 lb uplift at joint 16 and 420 lb uplift at joint 9. 7) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated at (17). I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGF MII-7473 rev. 1e/0312015 BEFORE USE. Design valid for Ilse only with MITek® connectors. This design is based only upon parameters shown, and is for on individual building component not �° a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design Into the overall building design. I Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSNIPfl QualityCrBerfa, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SatelylnformaRonovailable from Truss Plate Institute.218 N. Lee Street, Suite 312 Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type k Qty Ply SASSEVILLE / Q56808 T15058327 75460 AD Roof Special 1 1 Job Reference o tional cnamoers I Fuss, mc., Fors rlerce, rL S 4-3-0 7-0-0 S-: 3-7-0 2-9-0 J4x8 = 10= 1 2 7 3x4 11 4xl2 = 4 14 15 6x8 — 4x10 = 0. IOU J IVIaI I I ZU 10 IVII I eR II IUUJe1eb, IU. VVeU OUP 14 U1:40:9U GU 10 rage I I D:cf451 GW cu 1 fGPiOyu_4LEFz6O73-xoyYhHdkrxYAVi I bi Aaah_FgbMat_StifCuhS7yeRlz 15-0-0 20-9-13 26-7-11 33-0-0 8-0-0 5-9-13 5-9-13 6-4-5 Sx8 = 5 6.00 12 23 24 3x4 6 3x6 7 2x3 8 1 26 27 10 25 13 3x4 11 12 M = 3x6 = 3x4 = 8= 4-3-0 7-0-0 15-0-0 23-11-11 33-0-0 8= 3-7-0 2-9-0 8-0-0 8-11-11 9-0-5 plate Offsets fXY1-- rl4.0-2-0.0-2-121. 1`15:0-3-8.0-2-01. 117:0-3-6.0-2-01 Scale=1:60.7 0 mCO 9 I 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.21 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.36 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.13 13 >999 240 Weight: 196lb FT=20% LUMBER- BRACING - TOP CHORD 2XI4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc puriins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 4-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 5-14, 6-12 2-16: 2X4 SP M 30 OTHERS 2X6 SP No.2 REACTIONS. (if b/size) 9=1209/0-8-0, 21=1217/0-8-0 Max Horz 21=208(LC 11) Max Uplift 9=-435(LC 12), 21— 454(LC 12) FORCES. (lb) -max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1166/692, 3-4=-2394/1330, 4-5=-2500/1541, 5-6= 1312/855, 6-8=-2043/1143, 6-9_ 2240/1203, 2-17= 492/1041 BOT CHORD J4-15=-1176/2437, 4-14=-435/424, 10-12=-659/1523, 9-10=-965/1968 WEBS 3-15=-770/428, 3-14=-356/235, 12-14=-352/1073, 5-14� 870/1389, 5-12— 177/486, 6-12=-688/442, 6-10=-232/588, 8-10= 343/324, 3-17=-1217/665, 15-17=-1155/2394, 2-21=-1750/971 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-10, Interior(1) 3-3-10 to 15-0-0, Exterior(2) 15-0-0 to 18-3-10 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing atjoint(s) 21 considers parallel to grain value using ANSIfTPl 1 angle to grain formula. Building designershould verify capacity of bearing surface. 7) Provide mechajlical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 9 and 454 lb uplift at joint 21. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. M312015 BEFORE USE. Design valid for ruse only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storpge, delivery, erection and bracing of trusses and truss systems, seeAMSI/IPII QualityCdfeda, DSB-89 and BCSI Bulld/ag Component Safety IntormaHonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 pp �� yq� tItl iTek* 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 I T15058328 75460 C1 Hip 1 1 Job Reference (optional) unarrmers I russ, i�rc., rort rierce, ru -2-0-0 4-9-4 ts.l3u s mar 11 zults mi I eK Inausirles, Inc. vvea Jep iz u/:zo:41 'Cults rage l ID:m5Qw_AcDzoW WFtUk733JlfyoEyK-P?WwuddMcEgl6stnbu5pDCo42mxgjzlrusdF_ZyeRly .0 20-4-0 , 24-4-0 , .0 o _0 4-0-0 Scale = 1:44.5 4x4 = 3x8 = 4x4 = 4 17 5 18 19 6 20 6.00 12 3x4 2x3 � 7 3 m _o a 16 m 0 C' cm 2 I O 1 12 11 10 9 8 3x6 i 3x8 = 3x6 = 2x3 11 3x8 = 3x6 11 9-0-0 14-8-0 20-4-0 24-4-0 r - 9-0-0 5-8-0 5-8-0 4-0-0 Plate Offsets (X Y)-- f2:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.29 Vert(LL) -0.12 12-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.25 12-15 >999 240 BOLL 0.0 } Rep Stress Incr YES WB 0.64 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.05 10-12 >999 240 Weight: 135lb FT=20% LUMBER- BRACING - TOP CHORD 214 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-13 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-15 oc bracing. REACTIONS. (I 2=1011/0-8-0, 8=890/Mechanical I/size) Max Horz 2=169(LC 12) lax Uplift 2=-429(LC 12), 8= 317(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1577/977, 3-4=-1314/807, 4-5=-1133/791, 5-6=-671/510, 6-7= 791/509, 7-8=-858/574 BOT CHORD �-12=-944/1385, 10-12=-693/1170, 9-10=-693/1170 WEBS 3-12=-313/317, 4-12=-119/376, 5-9= 670/399, 7-9= 442/780 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7!10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl.i GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 9-0-0, Exterior(2) 9-0-0 to 24-2-4 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 Been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 429 lb uplift at joint 2 and 317 lb uplift at joint 8. 1 Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verily design paremeren and READ NOTES ON THIS ANDWCLUDED M?EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for I. -only with MIT. 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 vedry the applicability. of design parameters and properly Incorporate this design Into the overall building design &acing Indicated is to prevent buckling of Indiv(dual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and To prevent collapse with possible personal InJury and property damage. For general guidance regarding the �'�'e�' fabrication, storage, deilvery, erection and bracing of irussesand truss systems, seeANSI/IPII GualByClUedo, DSB�9and SCSI Bu1ldLtgComponent 6904 Parke East Blvd. Safety /Mo/malPomvailoble fmm Truss Plate Institute. 218 N. Lee Street, SulTe 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' City Ply SASSEVILLE / Q56808 T15058329 75460 C2 Hip 1 1 Job Reference (optional) unamoers i russ, mc., run rieux, rL 5-9-4 0.10 D Ma, 1 1 —1O IVII I CB IIIUUJUICJ, II IV. vvuu —Fl 1 rage I D:m5Qw_AcDzoW W FtUk733JIfyoEyK-tB416ze?NYoukOS_9bd2mPLCEAJ WSVH?7W NoW?yeRix 18-4-0 24-4-0 7-4-0 6-0-0 Scale=1:41.5 4x8 = 4x6 = 3 16 17 184 6.00 12 19 3x4 i 15 20 4x5 2 5 m 0 14 m 0 7 1 N O 10 9 8 21 7 6 3x4 = 2x3 11 3x4 = 3x6 3x8 = 3x6 11 5-9-4 11-0-0 18-4-0 24-4-0 1 I 5-9-4 5-2-12 7-4-0 6-0-0 Plate Offsets (X Y)-- (3:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.05 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.11 7-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.05 10-13 >999 240 Weight: 129lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-9 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS. (lb/size) 1=895/0-8-0, 6=895/Mechanical Max Harz 1=116(LC 11) Max Uplift 1=-312(LC 12), 6=-323(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1617/933, 2-3=-1175/753, 3-4=-762/592, 4-5=-918/579, 5-6=-844/576 BOT CHORD 1 -1 0=-896/1436, 9-10=-896/1436, 7-9= 580/1019 WEBS 2-9=-487/363, 3-9= 135/418, 3-7=-377/208, 5-7=-418l791 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE AM Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; EnclJ G6pi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 22-6-15, Interior(1) 22-6-15 to 24-2-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60I 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 1 and 323 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10/0=015 BEFORE USE. Design valid for;use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chordmembers only. Additional temporary and permanent bracing T MOW lv always requir�d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the labrlcotlon, storbge, delivery, erection and bracing of trusses and truss systems, seeAAISMI7 AuallfirCrtisda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety lnfoanaBonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type ' A Qty Ply SASSEVILLE / Q56808 T15058330 75460 C3 Half Hip 1 1 Job Reference (optional) Chambers i russ, mc., -orr, ,,erc,, rL 8.130 5 IVidl 1120 i o Nil i eK ii uKriGs, MC. "ed Sep IL G126:YG cv to Faye I I D:cf451 GW cu1 fGPiOyu_4LEFz6O73-tB416ze? NYoukOS_9bd2m PL8pAIOSNY?7W NoW?yeRlx 6-8-8 12-10-8 18-7-4 24-4-0 6-8-8 6-2-0 5-8-12 5-8-12 i 4x8 = Scale = 1:42.2 2x3 II 3x4 = 3 16 17 18 4 19 5 6.00 FIT 15 3x4 i tI 2 14 =/H PI LA 0 10 9 8 20 7 21 6 3x4 = 2x3 I 3x6 = 3x4 = 3x8 = 3x6 11 6-8-8 12-10-8 18-7-4 24-4-0 6-8-8 6-2-0 5-8-12 5-8-12 Plate Offsets (X Y)-- f3:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.06 10-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.12 10-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.07 10-13 >999 240 Weight: 142lb FT=20% LUMBER- BRACING - TOP CHORD 21 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-13 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS. (lb/size) 1=895/Mechanical, 6=895/Mechanical Max Horz 1=263(LC 12) Max Uplift 1=-282(LC 12), 6=-353(LC 12) Mix Grav 1=895(LC 1), 6=927(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD i-2=-1578/772, 2-3=-1028/555, 3-4= 630/403, 4-5=-630/403, 5-6=-845/589 BOT CHORD il-10— 961/1410, 8-10=-961/1410, 7-8= 583/879 WEBS 2-10=0/280, 2-8=-614/433, 3-8=-168/456, 3-7=-377/273, 4-7� 349/314, 5-7=-610/953 NOTES- 1) Wind: ASCE 7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; 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 12-10-8, Exterior(2) 12-10-8 to 17-1-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint 1 and 353 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verify design parameters and READ NOTES ON TN/S AND INCLUDED M1rEKREFERANCE PAGE M11-7473 rev 10/012015 BEFORE USE Design valid for�use only with MITek®connecTors. This design is based only upon parameters shown, and Is for an individual building component not � a truss system. Before use, the building designer must verify the applicabfllty of design parameters and properly Incorporate this design Into the overall building desfgn� &acing indicated is To prevent bung of Individual truss web and/or chord members only. Additional temporary and permanent bracing p1g tI� IY1��'eSt h always required for stability and to prevent collapse with possible personal In1ury and properly damgge. For general guidance regarding the fabricatlon, stor{tge, delivery, erection and bracing of trusses and Truss systems, seeANSI/IPII QuaMyClftGrAo DSB 99 and BCSI Bufld/ng Component 6904 Parke East Blvd. SaMWf fonna"navailabie from Truss Plate Institute, 218 N. Lee street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ` Qty Ply SASSEVILLE / Q56808 T15058331 75460 C4 Roof Special 1 1 Job Reference (optional) unamoers i russ, rori rierce, rL. t5.16u s iviar 1 i zu1 u iwr i eK maustnes, mc. vvea sep i z ur:zb:4s zui is rage i lnc., I D:cf451 GWculfGPiOyu_4LEFz6O73-LNegJJfd8swIMAOAil8HIdtRDafUBsE8LA6M3SyeRlw 6-4-4 12-2-0 13-5-8 18-10-12 24-4-0 6-4-4 5-9-12 1-3-8 5-5-4 5-5-4 Scale=1:42.5 4x4 = 3 4x12 = 3x4 = 3x4 I 4 5 6 6.00 12 16 17 18 19 3x4 i 2 r` o, 15 u� 1 I 0 11 10 9 8 7 3x4 = 2x3 11 3x6 = 3x8 = 3x4 = 6x8 = 6-4-4 13-5-8 18-10-12 24-4-0 6-4-4 7-1-4 5-5-4 5-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.06 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.13 9-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 11-14 >999 240 Weight: 144lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2X4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (Ib/size) 1=895/Mechanical, 7=895/Mechanical Max Horz 1=222(LC 12) Max Uplift 1=-292(LC 12), 7=-343(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1599/774, 2-3=-1027/558, 3-4=-1088/671, 4-5=-714/433 BOT CHORD 1-11= 905/1391, 9-11=-905/1391, 8-9=-610/988, 7-8=-433/714 WEBS 2-11=0/286, 2-9— 615/405, 3-9=-368/707, 4-9=-367/235, 4-8=-390/252, 5-8=-143/441, 5-7=-1015/616 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7J10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp B; Enci.1 GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interjor(1) 3-0-0 to 12-2-0, Exterior(2) 12-2-0 to 13-5-8 zone;C-C for members and forces i£ 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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between ithe bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 1 and 343 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MIP7473 rev. 10103,2015 BEFORE USE Design valid for se only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.) Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1V7iTek" Is always required fabrication, storgge, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANS&VIi CualltyCrifeda, DSB-89 and SCSI BuQdMg Component 6904 Parke East Blvd. Safety /nformatfon3vaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / 056808 � T15058332�I 75460 C5 Roof Special 1 1 Job Reference (optional) Chambers i russ, Inc., Pon Pierce, t-L 8.130 s IVlar 11 20i8 rvll l eK irraasrr1es, MG. Vved Sep rz 0726:44 cv is rdye i ID:cf451 G W cu 1 fGPiOyu_4LEFz6O73-pZC2XegFu92czKbMGOf W rgQZfz_nwHyHagsvbuyeRIv 6-4-4 12-2-0 15-5-8 19-9-0 24-4-0 6-4-4 5-9-12 3-3-8 4-3-8 4-7.0 4x4 = Scale=1:42.5 3 4x4 = 3x4 II 6.00 12 15 4 3x4 = 6 2x3 \\ 16 17 2 14 n m v �1 I 0 10 9 18 19 8 3x4 = 3x4 = 3x6 = 7 3X8 = 6x8 = 8-0-0 15-5-8 24-4-0 8-0-0 7-5-8 8-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.13 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.27 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 10-13 >999 240 Weight:131 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-3 cc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-4 cc bracing. REACTIONS. (lb/size) 1=895/Mechanical, 7=895/Mechanical Max Horz 1=181(LC 12) Max Uplift 1=-301(LC 12), 7=-335(LC 12) FORCES. (lb) - Yax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD j-2=-1567/833, 2-3= 1431/845, 3-4=-1320/794, 4-5= 1130/639 BOT CHORD jjj 10=-876/1403, 8-10=-540/890, 7-8= 450/725 WEBS 2-10=-346/333, 3-10= 321/629, 3-8= 283/564, 4-8=-739/521, 5-8= 290/614, 5-7=-1007/636 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1I10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., l GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-2-0, Exterior(2) 12-2-0 to 15-5-8 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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint i and 335 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WAAN/NG - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 10/03/2015 BEFORE USE -- Design valid for se only with MlTekr) connectors. This design is based only upon parameters shown, and Is for an individual building component not IN a truss system 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 M6TeW Is always required prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor6ge, delivery, erection and bracing of trusses and truss systems, seeANSM11 Qua1By Cldtedo, DSB-89 and BCS! Building Component 6904 Parke East Blvd. Safety /nfolmatfonctvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058333 75460 C7 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:26:45 2018 Page 1 I D:cf451 G W cu 1 fGPiOyu_4LEFz6O73-HmmRk_gtfTATbTAZgjAI02zjTNl ufk3RpUbS7KyeRlu 17-5-8 , 24-4.0 5-3-8 Scale=1:42.6 3x4 = 3x4 = 3x6 = 48 = 3x6 11 9-0-0 LOADING (psf) I I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.16 7-9 >999 360 TCDL 7.0 J Lumber DOL 1.25 BC 0.45 Vert(CT) -0.26 7-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Wind(LL) 0.09 9-12 >999 240 LUMBER- BRACING - TOP CHORD 21 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 BOT CHORD REACTIONS. (I I/size) 1=895/Mechanical, 6=895/Mechanical Max Harz 1=141(LC 12) Max Uplift 1=-307(LC 12), 6— 328(LC 12) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD-2=-1556/838, 2-3=-1345/777, 3-4=-1532/890, 4-5=-1272/696, 5-6=835/529 BOT CHORD-9=-839/1397, 7-9=-504/890 WEBS 2-9=-361/341, 3-9= 245/603, 3-7=-353/668, 4-7=-983/676, 5-7=-758/1396 PLATES GRIP MT20 244/190 Weight: 123 lb FT = 20 Structural wood sheathing directly applied or 5-7-1 oc purlins, except end verticals. Rigid ceiling directly applied or 7-11-5 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 i10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl. i G6pi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-2-0, Exterior(2) 12-2-0 to 15-2-0, Intertor(1) 17-5-8 to 24-2-4 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechaI ical connection (by others) of truss to bearing plate capable of withstanding 307 lb uplift at joint 1 and 328 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for vise only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.) Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPfI AuallfyC/Beria, DSB-89 and SCSI BuHd/ng Component 6904 Parke East Blvd. Safofy/nionnotionavallobie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandrlo, VA22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply SASSEVILLE / 056808 T15058334 75460 08 Roof Special 1 1 Job Reference (optional) unamoers r russ, rtrc., MR rierce, rL M O 3x4 = 6-4-4 14 12-2-0 6.00 12 15 3x4 2 10 9 2x3 11 3x6 = 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 BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - TOP CHORD BOT CHORD WEBS SPM30 SPM30 SP No.3 - — J M., 1 1 GU I O 1- I CA 11 IUUJl11C.7, II ". V Jup I 1 ¢yc ID:cf451 G W cut fGPiOyu_4LEFz6O73-HmmRk_gtfTATbTAZgjA102znvNKpfl8RpUbS7KyeRll. 4x4 = 3 4x12 = 3x4 I I T 4 16 17 5 8 7 &= 6x8= CSI. DEFL. in (loc) I/dell Lid TC 0.23 Vert(LL) -0.0410-13 >999 360 BC 0.26 Vert(CT) -0.0910-13 >999 240 WB 0.72 Horz(CT) 0.02 7 n/a n/a Matrix -MS Wind(LL) 0.0610-13 >999 240 size) 1=661/Mechanical, 6=127/Mechanical, 7=887/Mechanical x Horz 1=235(LC 12) x Uplift 1=-194(LC 12), 6=-94(LC 9), 7= 404(LC 12) x Grav 1=661(LC 1), 6=128(LC 22), 7=887(LC 1) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2=-1082/466, 2-3=-540/249, 3-4=-462/288, 5-7=-379/328 10=-629/933, 8-10=-629/933, 7-8=-272/426 10=0/268, 2-8=-597/403, 3-8=-87/259, 4-8=-141/265, 4-7=-628/406 BRACING- 18 Scale=1:42.7 jm 6 ADEQUATE SUPPORT REQUIRED m 6 PLATES GRIP MT20 244/190 Weight: 117 lb 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 9-0-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. Ii; Exp B; Enci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 12-2-0, Exterior(2) 12-2-0 to 15-10-0, Interidr(1) 15-10-0 to 24-3-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60I 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 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 Ithe bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 1, 94 lb uplift at joint 6 and 404 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc- FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 Q WARNING - derify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid forluse only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a Truss system. Before building designJ 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 reciuirerd prevent 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, seeANSUWI1 GuaBly CrBedd, DSB-09 and SCSI Bumd/ng Component 6904 Parke East Blvd. Tampa, FL 33610 Sofetytnfonna%tonavailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Job Truss Truss Type " Qty Ply SASSEVILLE / Q56808 T15058335 75460 D1 Half Hip 1 1 Job Reference (optional) unamoers I russ, inc., I -on Fierce, I-L 1 2x3 3 6.00 12 12 11 2 3x5 = 9-0-0 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 YES BCDL 10.0 Code FBC2017fFP12014 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - TOP CHORD BOT CHORD WEBS SPM30 SPM30 SP No.3 B.13V s mar T T zU13 MI I eK Inaustrles, Inc. vvea bep l z ui:zb:4b zui u rage 1 I D:cf451 GW cut fGPiOyu_4LEFz6O73-myKpxKhVQnJKDdIIORh_wFVx2nfiOJea28LOfmyeRlt 4x4 = 3x4 = Scale=1:30.0 4 13 14 5 7 3x8 = 6 3x5 11 CSI. DEFL. in (loc) I/deft Ud TO 0.27 Vert(LL) -0.12 7-10 >999 360 BC 0.35 Vert(CT) -0.25 7-10 >669 240 WB 0.32 Horz(CT) 0.01 6 n/a n/a Matrix -MS Wind(LL) 0.05 7-10 >999 240 size) 6=510/0-3-8, 2=63810-8-0 x Horz 2=248(LC 12) x Uplift 6=-204(LC 12), 2=-275(LC 12) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3= 690/374, 34= 483/292, 4-5=-386/293, 5-6=-486/410 7=-518/576 7=-294/323, 5-7— 388/514 BRACING - PLATES GRIP MT20 244/190 Weight: 75 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; 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 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 6 and 275 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc- FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 1010312016 BEFORE USE. ' Design valid for y se only with MITekO connectors. This design is based only upon parameters shown, and is for an indlAdual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into The overall building design. I Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSMM11 QualityCrBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformatlonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type " ' Qty Ply SASSEVILLE / Q56808 T15058336 75460 D2 Half Hip 1 1 Job Reference (optional) Chambers Truss, Ic., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:26:47 2018 Page 1 ID:cf451 GW cu1 fGPiOyu_4LEFz6O73-E8tB9gi7B4RBgnKxx8CDTT27FB2Q7l KkGo4ZCDyeRls 2-0-0 , 5-9-4 11-0-0_ 14-1-12 2-0-0 5-9-4 5-2-12 3-1-12 4x8 '= 3x4 11 Scale=1:35.2 i 5-9-4 11-0-0 14-1-12 r 5-9-4 5-2-12 3-1-12 Plate Offsets (X Y)-- (4:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.02 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.05 8-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) -0.02 8-11 >999 240 Weight: 84lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2x4 SP N0.3 BOT CHORD REACTIONS. (I I/size) 2=638/0-8-0, 6=510/0-3-8 Max Horz 2=289(LC 12) Max Uplift 2=-261(LC 12), 6=-218(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 781/312, 3-4=-321/130 BOT CHORD 2-8=-525/663, 7-8=-525/663 WEBS 3-7=-503/376, 4-7=-148/352, 4-6=-480/413 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 ocbracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7J10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl. G4i=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(i) 0-11-3 to 11-0-0, Extertor(2) 11-0-0 to 14-0-b 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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 2 and 218 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 12,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND WCLUDEO MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE Design valid for�use only a4Th MITek� connectors. This design Is based oNy upon parameters shown,.and is for an Individual building component, not d Truss system. Before use, The building designer must verify The applicability of design parameters and properly incorporate this design Into The overall building design &acing Indlcated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing iv�BTek° 6 always required for stability and To prevent collapse wBh possible personal injury aril property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSU1Pl1 Huallly CrBeda, DSB-09 and BCS1 BuIldGtg Component 6904 Parke East Blvd. Saletyrn/otrnaflorpv"able from Truss Plate inslifute, 218 N. Lee SireeT. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply SASSEVILLE / Q56808 T16058337 75460 ' E4 Roof Special 3 1 j Job Reference (optional) unamuers I runs, Inc., rurr rlerce, rL 0. IOU b IVIAI I I GV 10 IVII I CR II IUU-I ICO, II IU. VV CU I D:cf451 GW cu 1 fGPiOyu_4LEFz6O73-i LRZM OjlyOZ2Sxv8V -2-0-0 7-9-4 2-D-0 51Q6-4 25-60 27-4-0 2 -0 -07-9-4 5-6-0 i 0 6x10 MT1 BHS = 6.00 12 2x3 II 3x4 II 5 6 7 IG V/.GV.40 GV 10 r3l�C 1 3x4 = 2x3 11 3x6 6x8 = 3x4 11 3x4 II 3x4 = I Scale =1:59.9 I9 �o 210 7-9-4 14-0-0 16-4-0 , 21-f%Q 27-4-0 30-0-0 7-9-4 6-2-12 2-4-0 5-6-0 5-6-0 Plate Offsets (X Y)-- f 10:0-4-0 0-1-71 rl1:0-0-4 Edgel f15:0-2-0 0-2-41 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 0.55 Vert(LL) -0.16 10-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.29 10-14 >661 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 j Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.09 10-14 >999 240 Weight: 166lb 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 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-16,10-13: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Iti/size) 2=202/0-8-0, 11=331/0-8-0, 17=1913/0-8-0 Max Harz 2— 241(LC 10) Mix Uplift 2=-205(LC 12), 11=-242(LC 12), 17=-563(LC 12) Max Grav 2=416(LC 21), 11=343(LC 22), 17=1913(LC 1) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 186/694, 3-5=-264/973, 5-6=-42/533, 6-7= 56/628, 7-9= 232/831, 9-10= 54/257 BOT CHORD �-19=-598/283, 17-19= 598/283, 7-15=-595/368 WEBS 3-19=0/299, 3-17= 586/397, 15-17=-1062/661, 6-15— 231/444, 9-15— 638/356, 9-14=0/309, 5-17= 1037/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=30ft; eave=4ft Cat. II; Exp B; Encl.,l GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-13 to 0-11-3, Interior(1) 0-11-3 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The FabricatiorJ Tolerance at joint 6 = 16 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 2, 242 lb uplift at joint 11 and 563 Ib uplift at joint 17. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 12,2018 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for Nse only with MITeke connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �° a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.I Bracing Indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor6ge, delivery, erection and bracing of trusses and truss systems, seeANS&VII Cualfly Ctfletda, DS849 and BCSI BuUdhv Component 6904 Parke East Blvd. Sa1elylnionna6novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA22314. Tampa, FL 33610 Job Truss Truss Type ' ' Qty Ply SASSEVILLE / 056808 T15058338 75460 F1 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Ipc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:26:49 2018 Page 1 ID:cf451 GWcut fGPiOyu_4LEFz6O73-AX?xaMkOjihv45UK3ZFhYu7Kb_b5ba21 k6ZgG5yeRiq -2-0-0 2.8-0 6-0-4 8-2.0 13-8-0 15-0-0V8-f 2-0-0 2-8-02-1-12 5-6-0 1-4-0 -8- 3x5 = 3x6 = Offsets 6-0-4 4x5 = 3x4 11 6.00 12 3x4 11 8 9 3x6 = sxo 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.21 3-14 >906 360 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.40 3-14 >470 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.29 10 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.24 3-14 >761 240 LUMBER - 2X4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except' 3-I15: 2x6 SP No.2, 7-11: WEBS 2X4 SP No.3 OTHERS 2A SP M 30 LBR SCAB 1-4 2x4 SP M 30 one sidc WEDGE Left: 2x4 SP No.31 REACI Scale = 1:47.3 I9 PLATES GRIP MT20 244/190 Weight: 121 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing. 2=695/0-8-0, 10=563/Mechanical rz 2=358(LC 12) ift 2=-255(LC 12), 10=-265(LC 12) Iv 2=695(LC 1), 10=567(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-17=-363/0, 3-4=-1204/471, 4-5— 867/331, 8-9= 276/216, 9-10=-581/451 BOT CHORD 3-14=-745/1153, 13-14=-749/1157, 12-13=-504f766, 11-12=-669/537, 7-12=-352/397 WEBS 5-13=-185/454, 5-12= 697/440, 8-11=-598/774, 4-13=-541/339 NOTES- 1) Attached 9-14 from end at joi 2) Unbalanced r( 3) Wind: ASCE i II; Exp B; Encl 15-0-0 to 15-6 4) The Fabricatic 5) This truss has 6) ' This truss he will fit betweer 7) Refer togirdei 8) Provide mechi joint 10. >cab 1 to 4, front face(s) 2x4 SP M 30 with 1 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 1-3-11 : 1, nail 1 row(s) at 3" o.c. for 4-7-8; starting at 7-0-8 from end at joint 1, nail 1 row(s) at 7" o.c. for 2-0-0. f live toads have been considered for this design. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 15-0-0, Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Tolerance at joint 3 = 0% een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide he bottom chord and any other members. ;) for truss to truss connections. i!cai connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 2 and 265 lb uplift at 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE Design valid foduse only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design! Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requirgd for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality CiBedtl DSB-89 and SCSI Bulld/ng Component Safety /ntoimallonovailab le from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East 81vd. Tampa FL 33610 Date: September 12,2018 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply SASSEVILLE / Q56808 T15058339 75,460 F2 Common 6 1 Job Reference (optional) Chambers Truss, Ihc., I Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:26:50 2018 Page 1 I D:cf451 GWcul fGPiOyu_4LEFz6O73-ejZJnikOU?pmh F3 W dHmw55gT701 tK66AymJDoYyeRlp 2-0-0 7-9-4 15-0-0 1,5-8-� r 2-0-1 7-9-4 7-2-12 8- m 0 4x4 = 4x4 11 6.00 ri2 5 6 3x4 = 3x4 = 6x5 I I Scale = 1:47.1 7-9-4 7-9-4 15-8-2 7-10-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.12 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.20 7-8 >920 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.09 B-11 >999 240 Weight: 84lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-8, 6-7 REACTIONS. (Ib/size) 2=694/0-8-0, 7=567/Mechanical Max Horz 2=358(LC 12) Max Uplift 2=-255(LC 12), 7— 264(LC 12) Max Grav 2=694(LC 1), 7=676(LC 17) FORCES. (lb) -1)'/lax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 821/189, 3-5=-894/434, 5-6=-266/224, 6-7= 519/441 BOT CHORD 2-8=452/732 WEBS 3-8=-5011492, 5-8= 613/1003 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; 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 15-0-0, Exterior(2) 15-0-0 to 15-6-6 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 the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechaj ical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 2 and 264 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGEM1F7473 rev 1010312015 BEFORE USE Design valid for arse only with MiTek® connectors. this design is based only upon parameters shown, and is for an Individual building component not �� a truss system. Bi)fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.I Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricafion, storage, delivery, erection and bracing of trusses and truss systems, seeAAMM11 Quality Ctftedat DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformatlonovailabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type ' ' Qty Ply SASSEVILLE / 056808 T150583401 75460 F3 Common 1 1 1 Job Reference (optional) cnamoers 1 russ, inc., rorl rrerce, rL o. Iov a ]war I 1 GV 10 .- I an 111uualr1—, 11— v.cu —F — — , , may, , ID:cf451 GWcui fGPiOyu_4LEFz6O73-ejZJnikOU?pmhF3WdHmw55gZjOlZK7wAymJDoYyeRlp -2-0-0 , 7-9-4 15-0-0 1,5-8- 2-0-0 7-9-4 7-2-12 8- CO i 0 3x6 = 3x4 11 6.00 12 5 6 3x4 = 2x3 11 oxo = Scale = 1:48.6 7-9-4 7-9-4 15-8-2 7-10-14 Plate Offsets (X Y)-- i5:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.08 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.15 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 8-11 >999 240 Weight:81 lb FT=20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2t 4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 3-7 REACTIONS. (lb/size) 2=694/0-8-0, 7=567/Mechanical Max Horz 2=370(LC 12) Max Uplift 2=-250(LC 12), 7=-269(LC 12) Max Grav 2=694(LC 1), 7=576(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-826/183 BOT CHORD 2-8=-481/694, 7-8= 481/694 WEBS 3-8=0/360, 3-7= 759/519 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl.1, GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 15-0-0, Extedor(2) 15-0-0 to 15-6-6 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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 6) Refer to girder s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 2 and 269 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid forjuse only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design] Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �/pr prevent Is always requir6d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Itl1i eW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11®ualIfyCdfeda, DSB-89 and BCSI BUUdIng Component 6904 Parke East Blvd. Safety InformaUorlavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply SASSEVILLE / Q56808 T15058341 75460 F4 Common 2 1 Job Reference (optional) uilarnuers i Fuss, nrc., i I r UFF rlelce, rL-IF . " - _,_ I D:cf451 GW cut fGPiOyu_4LEFz6O73-6w7i?2leFJxdJ0eiA_H9dJDm0oNt3aHJBQ2nL_yeRlo -2-0-0 7-11-9 15-8-2 2-0-0 7-11-9 7-8-9 3x4 11 ann171-7 5 3x4 = 2x3 11 °Xb = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.07 6-7 >999 360 TCDL 7.0 I Lumber DOL 1.25 BC 0.35 Vert(CT) -0.14 7-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.06 7-10 >999 240 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) - TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASCE 7 II; Exp B; Encl. members and' 2) This truss has 3) * This truss ha will fit between 4) Refer to girder 5) Provide meths joint 6. BRACING- SP M 30 TOP CHORD SPM30 SP No.3 BOT CHORD WEBS size) 2=694/0-8-0, 6=567/Mechanical x Harz 2=380(LC 12) x Uplift 2= 245(LC 12), 6= 274(LC 12) x Grav 2=694(LC 1), 6=582(LC 17) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3=-814/149 7=-443/681, 6-7=-443/681 7=0/361, 3-6=-758/490 Scale=1:46.7 PLATES GRIP MT20 244/190 Weight: 82 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc pullins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-6, 3-6 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 15-6-6 zone;C-C for Frces & MWFRS 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. r) for truss to truss connections. iical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 2 and 274 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12.2018 ® WARNING - Verlfy deslgn parameter; and READ NOTES ON This AND INCLUDED MrTEKREFERANCE PAGEMII-7473 rev. f0/03/2015 BEFORE USE. ON Deslgn valid for�se only with MlTek®connecTors. `his design is based only upon parameters shown, and is for an Indivdual building component, not a truss system. Before use, The building designer must verify the applicab(11 of design parameters and properly incorporate this design Into the overall building deslgn. Bracing indicated is to buckling of Individual buss web and/or chord members only. Additional temporary and permanent brac(ng ��'ek" prevent Isalways requir9d for stability and To prevent collapse with possible personal inJury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storpge, delivery, erection and bracing of and truss systems, seeANSU7PlI Auallfy CAfeda, DSB�9 and BCSI Bul/d/ng Component So/etyN/oanaljolgvolloble from Truss Plate institute, 218 N. Lee SireeT, Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type AQty Ply SASSEVILLE / Q56808 T15058342 76,460 F6 Half Hip 1 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:26:52 2018 Page 1 I D:cf451 GW cul fGPiOyu_4LEFz6O73-a6h4CNmGOd3TxYDvkhoOAW lthCi_o1 MTQ4oKtQyeRln -2-0-0 7-8-8 14-10-8 15-8-$ 2-0-0 7-8-8 7-2-0 -9-1 m 0 0 6.00 12 3x6 = 3x4 11 5 6 3x4 = 2x3 II exa = 15-8-2 Scale: 1/4"=1' 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 FBC2017/TP12014 CSI. TC• 0.58 BC. 0.35 WB 0.30 Matrix -MS DEFL. in Vert(LL) -0.08 Vert(CT) -0.16 Horz(CT) 0.01 Wind(LL) 0.05 (loc) I/defl Ud 7-8 >999 360 7-8 >999 240 7 n/a n/a 8-11 >999 240 PLATES GRIP MT20 244/190 Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2�1((4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS. (Ib/size) 2=694/0-8-0, 7=567/Mechanical Max Harz 2=367(LC 12) Max Uplift 2= 251(LC 12), 7=-268(LC 12) Max Grav 2=694(LC 1), 7=575(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-830/191 BOT CHORD 2-8— 487/699, 7-8=-487/699 WEBS 3-8=0/360.3-7=-761/522 NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. 14-10-8 to 15-E 3) Provide adequw 4) This truss has 5) ` This truss ha: will fit between 6) Refer to girder) 7) Provide mecha joint 7. tf live loads have been considered for this design. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, 1ntedor(1) 0-11-3 to 14-10-8, Exterior(2) -6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ite drainage to prevent water ponding. 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. >) for truss to truss connections. iical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at joint 2 and 268 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMll-7473 rev. laV3/2015 BEFORE USE. Design valid for �lse only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. 1334ore building design. 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 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM1I QualifyCrderla, DSBd9 and BCSI Building Component 6904 Parke East Blvd. Safely Intormatfonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ITruss Truss Type ' city Ply SASSEVILLE / Q56808 T15058343 75460 F7 Half Hip 1 1 j Job Reference (optional).� Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:26:52 2018 Page 1 I D:cf451 G W cui fGPiOyu_4LEFz6O73-a6h4CNmGOd3TxYDvkhoOAW Iz_CkhoyyTQ4oKtQyeRln 2-0-0 , 6-8-8 12-10-8 1%8-2 r 2-0-0 6-8-8 6-2-0 2-9-10 4x8 = 3x4 11 Scale = 1:40.6 6.00 FIT Jx4 — env ,1 -- DAD — 6-8-8 12-10-8 15-8-2 6-8-8 6-2-0 2-9-10 Plate Offsets (X Y)-- (5:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.04 9-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.08 9-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017lFPI2014 Matrix -MS Wind(LL) 0.03 9-12 >999 240 Weight: 951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2xI4 SP No.3 BOT CHORD REACTIONS. (Ifi/size) 2=694/0-8-0, 7=567/Mechanical Max Horz 2=327(LC 12) Max Uplift 2= 269(LC 12), 7=-250(LC 12) FORCES. (lb) - I ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-865/300, 3-5=-310/89 BOT CHORD �-9= 545/733, 8-9=-545/733 WEBS 3-9=0/285, 3-8= 605/429, 5-8=-164/405, 5-7=-548/448 NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. 12-10-8 to 154 3) Provide adequ 4) This truss has 5) ' This truss ha: will fit between 6) Refer to girder 7) Provide meche joint 7. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-10-10 oc bracing. if live loads have been considered for this design. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=241t; eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, interior(1) 0-11-3 to 12-10-8, Exterior(2) 6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Ite drainage to prevent water ponding. )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 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 fhe bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 2 and 250 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 8634 6804 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MITeke connectors. This design Is based only upon parameters shown, and is for an Individual building component not �' a Truss system. Before building design.I use, the building designer must verify the applicability of design parameters aril properly incorporate This design into the overall Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Addiltonal Temporary and permanent bracing �n Mi IT ek' Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM1I Quality 09oft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /ntormal(onavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type ' City Ply SASSEVILLE / Q56808 T15058344 75460 F8 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:26:53 2018 Page 1 ID:cf451 GWcui fGPiOyu_4LEFz6O73-21FSPjnunwBKYin5lPJdik18kc4yXPrcfkXtPsyeRlm -2-0-0 6-3-4 12-0-0 13-1-8 15-8-2 2-0-0 6-3-4 5-8-12 1-1-8 2-6-10 4x4 = 4x12 = 3x4 11 Scale = 1:38.5 6-3-4 13-1-8 15-8-2 6-3-4 6-10-4 2-6-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.04 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.08 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.03 9-12 >999 240 Weight: 100 lb FT = 20% LUMBER- BRACING - TOP CHORD 2>S4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2 4 SP M 30 except end verticals. WEBS 214 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=567/Mechanical, 2=694/0-8-0 Max Horz 2=286(LC 12) Mlax Uplift 7= 234(LC 12), 2=-285(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-886/335, 3-4= 330/135 BOT CHORD 2-9=-516/749, 8-9=-516/749 WEBS 3-9=0/281, 3-8=-587/381, 5-8=-226/356, 5-7=-542/365 NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp B; Encl. 12-0-0 to 13-1- 3) Provide adequ 4) This truss has 5) ' This truss he will fit between 6) Refer to girder 7) Provide mecha joint 2. rf live loads have been considered for this design. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interar(1) 0-11-3 to 12-0-0, Exterior(2) 3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ite 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 the bottom chord and any other members. �) for truss to truss connections. lical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 7 and 285 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ®WARMING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Md-7473 rev. 10/03/2015 BEFORE USE. Design valid for ruse only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.) Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required fabrication, storage, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualllyCdeft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/ntonnaflonavallabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / 056808 T15058345 75460 F9 Common 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 S Mar 11 2018 MI I ek Industries, Inc. Wed Sep 12 u/:26:54 2018 rage 1 I D:cf451 G W cut fGPiOyu_4LEFz6073-XVogd3n W YEJ BAsMHs6gsFxglX?OlGvimtOHRxJyeRll 2-0-0 6-3-4 12-0-0 15-8-2 2-0-0 6-3-4 5-8-12 3-8-2 5x6 = Scale = 1:37.9 4 13 14 N v 7-11-9 7-11-9 lb-8-2 7-8-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.10 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.17 6-7 >999 240 BCLL 0.0 ", Rep Stress Incr YES WB 0.44 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.03 7-10 >999 240 Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2A SP M 30 except end verticals. WEBS 2x4 SP No.3 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=694/0-8-0, 6=567/Mechanical Max Harz 2=236(LC 12) Max Uplift 2=-301(LC 12), 6=-219(LC 12) Max Grav 2=694(LC 1), 6=578(LC 17) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-861/413, 3-4=-717/419 BOT CHORD 2-7_ 494/776, 6-7=-175/266 WEBS 3-7=-332/325, 4-7=-285/624, 4-6=-493/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7i10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl.1 GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 12-0-0, Exterior(2) 12-0-0 to 15-0-b 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'the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint 2 and 219 lb uplift at joint 6. Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - VOnly design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll--7473 rev. 10/03,2015 BEFORE USE. Design valid forluse only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parametersand properly Incorporate this design Into the overall building deslgnl Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1' MiTelc' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS!/IPII ®ualByCrfleft DSB•89 and SCSI Bugd/ng Component 6904 Parke East Blvd. Safety Infonnattonavaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058346 75460 FA Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:26:542018 Page 1 I D:cf451 GW cut fGPi0yu_4LEFz6O73-XVogd3nW YEJ BAsMHs6gsFxgJT?QdGuamtOHRxJyeRll 12-1-8 -2.0-0 6-2-8 11-10-8 12r0-,0 15-8-2 i r 2-0-0 6-2-8 5-8-0 4 - 3-E10 0-1-8 4x4 = Scale = 1:38.4 4 14 12-1-8 6-2-8 11-10-8 12rQ�0 15-8-2 6-2-8 5-8-0 0- 3-6-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.03 8-11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.07 8-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) -0.02 B-11 >999 240 LUMBER- IBRACING- TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2X4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=694/0-8-0, 6=567/Mechanical Max Horz 2=236(LC 12) lax Uplift 2=-301(LC 12), 6=-219(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-886/433, 3-4=-384/242, 5-6=-540/419, 4-5=-341/267 BOT CHORD 2-8=-526/752, 7-8=-526/752 WEBS 3-8=0/258, 3-7=-551/392, 5-7=-277/421 NOTES- 1) Unbalanced to 2) Wind: ASCE 7 II; Exp B; Encl. 12-0-0 to 15-6- 3) This truss has 4) ' This truss ha will fit between 5) Refer to girder 6) Provide mech6 joint 6. PLATES GRIP MT20 244/190 Weight: 89lb 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. tf live loads have been considered for this design. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=18ft; B=45ft L=24ft; eave=oft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 12-0-0, Exterior(2) 3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 teen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. a) for truss to truss connections. iical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint 2 and 219 Ib uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - IlLfify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid forluse only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before building design use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall I Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 is always requir;!d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storpge, delivery, erection and bracing of trusses and truss systems. seeANSWI1 Auallfy CAfedd, DS849 and BCSI Bulld/ng Component 6904 Parke East Blvd. Safety/nfonnaflollavallobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type ` City Ply SASSEVILLE / Q56808 T15058347 75460 FB Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:26:55 2018 Page 1 I D:cf451 GW cut fGPiOyu_4LEFz6O73-?hMCgPo8JYR2oOxUPgL5n9NTRPjt?ORv620_UlyeRlk -2-0-0 5-2-8 9-10-8 14-1-8 15-8-2 2-0-0 5-2-8 4-8-0 4-3-0 1-6-10 4x4 = 5x6 = Scale=1:32.6 'ixd 11 14-1.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.16 8-11 >999 360 MT20 2441190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.32 8-11 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) -0.03 8-11 >999 240 Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2> 14 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing. REACTIONS. (lb/size) 2=694/0-8-0, 7=567/Mechanical Max Harz 2=236(LC 12) Max Uplift 2=201(LC 12), 7= 219(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3= 859/521, 3-4=-555/330, 4-5=-435/364 BOT CHORD 2-8=-6327750 WEBS 3-8=-365/355, 5-8=-310/455, 5-7=-540/424 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7J10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp B; Encl. J GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Intedor(1) 0-11-3 to 9-10-8, Exterior(2) 9-10-8 to 14-1-8 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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint 2 and 219 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. -- Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not Iff a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. ) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUMII CaalByCrBeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infoimattonovatlable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply SASSEVILLE / Q56808 i T15058348 75460 GR1 Roof Special Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.i3u s mar 11 zu1S mi l eK Inousines, Inc. vvea aep iz urzo:ao zuio rage i ID:cf451 GWcul fGPiOyu_4LEFz6O73-Ttwb2lpn4rZvPAWgzXtKKMweUp31 kIZ2LimYOByeRlj 4-5-0 8-3-8 12-2-0 15-9-12 , 19-5-8 24-4-0 4-5-0 3-10-8 3-10-8 3-7-12 3-7-12 4-10-8 3XI JUS24 4x4 = Scale=1:44.0 5-11-4 12-2-0 19-5-8 24-4-0 5-11-4 6-2-12 7-3-8 4-10 8 Plate Offsets (X Y)-- f1:0-0-0 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.08 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.19 9-10 >999 240 BCLL 0.0 j Rep Stress Incr NO WB 0.67 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 10-12 >999 240 Weight: 133lb FT=20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2A SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1281/Mechanical, 8=1020/Mechanical Max Harz 1=132(LC 7) Max Uplift 1=-505(LC 8), 8= 386(LC 8) Structural wood sheathing directly applied or 4-6-6 oc purlins, except end verticals. Rigid ceiling directly applied or 7-6-10 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2499/1015, 2-3=-2384/1005, 3-4=-1339/584, 4-5=-1336/586, 5-6=-1876/732, 6-7= 1586/589, 7-8=-978/389 BOT CHORD 1-12=-953/2208, 10-12=-672/1650, 9-10=-536/1383 WEBS 3-12=-393/904, 3-10=-739/394, 4-10= 406/962, 5-10= 367/209, 5-9= 134/409, 6-9= 1027/451, 7-9=-653/1767 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7i10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Bit; B=45ft; L=24ft; eave=4ft Cat. II; Exp B; Encl.! GCpi=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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 505 lb uplift at joint 1 and 386 lb uplift at joint 8. 8) Use USP JUS24 (With 1 Od nails into Girder & 1 Od nails into Truss) or equivalent at 5-11-4 from the left end to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads!(plf) Vert: 1-4=-54, 4-6— 54, 6-7=-54, 8-13= 20 Concentrated Loads (lb) Vert: 12=-51 1 (B) Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 WARNING -Verity design paremeters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI/-7473 rev. SO/0311015 BEFORE USE. Design valid for use only with MiTekC� connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate 1TrIs design Into the overall Wilding design.) &acing Indicated Is tobuckling of Individual Huss web and/or chord members only. Additional temporary and permanent bracing T MOW prevent h always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pli fivalltyCdferftl, DSB�9 and SCSI BUUd/rtg Component 6904 Parke East Blvd. SoMW /nformaf)or[rvdlabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply SASSEVILLE / Q56808 T15058349 75460 GR2 Common Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:26:58 2018 Page 1 ID:m5Qw_AcDzoWWFtUk733JIfyoEyK-PG2LTRglbTpdfTg35yvoPn?rCdc7Cb4LoOFe44yeRlh 16-11-4 4-7-9 6-9-7 8-9-7 10-11-4 12-11-4 14-11-4 1 -10-1 18-10-8 22-1-10 5-1 -4 27-11 4 4-7-9 2-1-13 2-0-0 2-1-13 2-0-0 2-0-0 -11-1 1-0-6 1-11-0 3-3-2 3-9-10 2-0-0 HUS26 7r14 MT18HS i HUS26 7x8 MT18HS II 3x10 11 HUS26 6x10 MT18HS = 10x10 = HUS26 HUbZb 1Ox10 = 6x10 MT181-[S HUS26 7x8 = HUS26 HUS26 HUS26 HUS26 4-7-9 , 8-9-7 12-11-4 18-10-8 25-11-4 _ 4-1-13 4 1-13 5-11-4 7-0-12 Plate Offsets (X Y)-- i1:0-1-11,Edgel,r8:0-1-4,0-1-121,i11:0-4-0,Edgel,j13:0-4-7,Edgel,fl8:0-3-12,0-4-121 Scale=1:52.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.37 15-16 >844 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.67 15-16 >461 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.18 13 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MS Wind(LL) 0.38 15-16 >808 240 Weight:191 lb FT=20% LUMBER - TOP CHORD 2 4 SP M 31 'Except' 1-b: 2x6 SP 240OF 2.oE BOT CHORD 2x6 SP 240OF 2.0E WEBS 2z4 SP No.3 'Except' 4-18,6-16,8-15: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. WEBS 1 Row at micipt 6-16 JOINTS 1 Brace at Jt(s): 20, 21, 22, 23 REACTIONS. (lb/size) 1=6712/0-7-4, 13=503910-8-0 Max Harz 1_ 199(LC 6) Max Uplift 1=-2498(LC 8), 13=-1987(LC 8) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11929/4513, 2-3— 9692/3726, 3-4=-9682/3749, 4-5=-7437/2914, 5-6= 7401/2928, 6-7— 7462/2957, 7-8=-7572/2984, 8-9=-10671/4150, 9-10= 10597/4100, 10-12� 10634/4043, 12-13=-10781/4089 BOT CHORD 1-19=-3917/10656, 18-19_ 3917/10656, 16-18=-3151/8668, 15-16=-2759/7689, 13-15=-3530/9592 WEBS 2-19=-640/1872, 2-20= 2243/860, 18-20=-2281/875, 4-18=-1035/2799, 4-21=-2937/1182, 16-21=-2957/1191, 6-16=-2496/6394, 16-22=-1892/770, 8-22= 2063/837, 8-23=-1389/3652, 15-23=-1298/3420, 9-23— 269/105 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp B; Encl.J GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenthe bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2498 lb uplift at joint 1 and 1987 lb uplift at joint 13. 7) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max starting at 1-1-0 from the left end to 18-10-8 to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 A WARNING- V dly design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. f0, 03/2015 BEFORE USE -- Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Bbfore 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 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecilon and bracing of trusses and truss systems, seeANS&VI1 CualllyCdleda, DSB-89 and SCSIWHd/ng Component 6904 Parke East Blvd. Safety/ntormogonavailabie from Truss Plate Insfttule. 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type " Qry Ply SASSEVILLE / Q56808 T15058349 75460 GR2 Common Girder 1 1 11 Job Reference (optional) Chambers truss, Inc., Fort Fierce, FL tmau s Mar ii ZUIts 1vu 1 OK mausmes, Inc. vvea oep IZ Vf:Zo:aa eV 10 rage e ID:m5Qw_ACDzoWWFtUk733JIfyoEyK-PG2LTRglbTpdfTg35yvoPn?rCdc7Cb4Lo0Fe44yeRIh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads,(plf) Vert: 6-26=-54, 6-14= 54, 1-13=-20 Concentrated oads (lb) Vert: 1 9=-1000(F) 18=-875(F) 16=-875(F) 15=-1843(F) 25=-101 1(F) 30=-641(F) 31— 875(F) 32=-875(F) 33=-875(F) 34=-870(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/0311015.BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.) Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPIi CualffyCdteda, DSB-89 and BC81 Buffdtng Component 6904 Parke East Blvd. Safety/nfonnaHollavaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type " Qty Ply SASSEVILLE / Q56808 T15058350 75460 GR3 HIP GIRDER 1 2 Job Reference o tional Chambers I russ, i,,c,, t-ort Nlerre, f-L 8.11su s iviar 11 ZU1 o Mi i ex inausuies, inc. vveu oep i e ur:zo:oa zu i o r-dye i I D:cf451 G W cut fGPiOyu_4LEFz6O73-tScjgnrfMmxUGdFFegQ 1 y?Y6MOOmx8yV1 g_CdWyeRlg -2-0-0 4-2-2 7-9-12 12-0-0 16-2-4 19-9-14 23-11-4 2-0-0 4-2-2 3-7_10 4-2-4 4-2-4 3-7-10 4-1-6 Scale = 1:43.4 4x8 = 5x8 MT1 BHS = 2x3 3 4 17 5 6.00 Fi2 3x6 O 6 m a 7 2III rn m till 1111 Io 0 1 12 11 10 9 18 19 8 20 21 4x4 = 3x4 II 4x6 = 4xS = 10x10 = HU926 3xio II 5x12 THD26-2 HUS26 HUS26 HUS26 4-2-2 7-9-12 12-0-0 16-2-4 19-9-14 23-11-4 ii 4-2-2 3-7-10 4-2-4 4-2-4 3-7-10 4-1-6 Plate Offsets (X Y)-- (2:0-2-4 Edge1 (3:0-5-12 0-2-01 (5:0-5-8 0-2-41 (7:Edge 0-3-71 (9:0-3-8,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.16 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.29 8-9 >991 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.17 8-9 >999 240 Weight: 274lb FT=20% LUMBER- BRACING - TOP CHORD 2>S4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc puriins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-11: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 3-12,4-10,5-9: 2x4 SP M 30 REACTIONS. (I I/size) 7=6894/0-7-4, 2=2889/0-8-0 Max Harz 2=127(LC 7) Max Uplift 7=-2625(LC 8), 2=-1178(LC 8) FORCES. (lb) - II lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5739/2185, 3-4=-7155/2841, 4-5=-7155/2841, 5-6=-10007/3929, 6-7= 13008/4995 BOT CHORD 2-12=-1849/5052, 10-12= 1849/5062, 9-10= 3472/9142, 8-9=-4421/11624, 7-8=-4421/11624 WEBS 3-12= 22/366, 3-1 0=-1 180/2982, 5-10=-2761/1309, 5-9=-2369/6104, 6-9=-3089/1180, 6-8=-902/2577 NOTES- 1) 2-ply truss to bg connected together with 1Od (0.131"xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 9-5 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered 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 have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl.) GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2625 lb uplift at joint 7 and 1178 lb uplift at joint 2. 10) Use USP THD26-2 (With 16d nails into Girder & I Od nails into Truss) or equivalent at 15-9-10 from the left end to connect truss(es) Joaquin Velez PE No.68182 to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg, down. MiTek USA, Inc. FL Geri 6634 11) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max starting at 16-7-12 from 6904 Parke East Blvd. Tampa FL 33610 the left end to122-7-12 to connect truss(es) to front face of bottom chord. Date: 12) Fill all nail holes where hanger is in contact with lumber. I September 12,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for itse only with MITek6 connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.) Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� a' IYA��eRa Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storpge, delivery, erection and bracing of trusses and truss systems, seemisy PII AualllyCdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfonnaBonovailabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' City Ply SASSEVILLE / Q56808 T15058350 75460 GR3 HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t3.13o s mar 11 2018 Ml I eK inausmes, Inc. vvea Sep iz urzo:oa zults rage z I D:cf451 GW cut fGPiOyu_4LEFz6C73-tScjgnrfMmxUGdFFegOly?Y6MOOmx8yV1 g_CdWyeRig LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads,(plf) Vert: 1i 3=-54, 3-5=-54, 5-7=-54, 2-7=-20 Concentrated Loads (lb) Vert: 9-3127(F) 18=-1193(F) 19=-1193(F) 20= 1193(F) 21— 1193(F) 0 WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/mills BEFORE USE. Design valld forluse only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building designl Bracing Indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAMSMII QualityCdteda, DSB-89 and Ili SuIlding Component 6904 Parke East Blvd. Solety/ntonnallonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply SASSEVILLE / 056808 T15058351 75460 GR4 Roof Special Girder 1 n G Job Reference (optional) Gnambers I russ, nc., I-ort I'lerCe, rL 6.73u s mar 11 zu1t1 MI I eK mausrnes, inc. Vvea bep 1L ui:z/:Ul zultf rage 1 I D:cf451 GW cul fGPiOyu_4LEFz6O73-prkU5StvuOBC WxPdm4SV 1 QdQhggGPx6oU_TI hPyeRle 5-0-2 , 8-9-12 12-7-6 17-3-2 18-10-6, 23-5-8 28-0-10 32-11-4 IN 5-0-2 3-9-10 3-9-10 4-7-12 1-7.4 4-7-2 4-7-2 4-10-10 20 e3 5xl2 MT18HS I HUS26 4x4 = 4x8 = 6.00 12 4 21 5 5x12 = 2x3 II 5x8 = 3x4 II z4 19 [0 [n 18 �n 17 ea 10 av 15 • 1413 ac .sa 12 04 o0 11 37 10 6x8 — 3x4 — 3x8 = 4x6 = 4x5 = 3x4 II HUS26 5x8 = HUS26 3x4 11 HUS26 6x10 MT18HS = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 5x6 = HUS26 HUS26 HUS26 HUS26 HUS26 Scale=1:66.3 5-0-2 8-9-12 12 7- -6 17-3-2 18-10-6 23-5-8 28-0-10 32-11-4 5-0-2 3-9-10 3-9-10 4-7-12 1-7-4 4-7-2 47-2 4-10-10 Plate Offsets (X Yi)-- r5:0-5-4 0-2-01 r10:Edge 0-4-81 r14:O-1-8 0-2-81 r19:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.28 12-13 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.18 12-13 >999 240 Weight: 5851b FT=20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD BOT CHORD 2u6 SP N0.2 WEBS 2�4 SP N0.3 `Except' BOT CHORD 1-i9: 2x4 SP M 30 WEBS REACTIONS. (Ib/size) 20=5478/Mechanical, 10=5689/0-8-0 Max Harz 20=122(LC 8) lax Uplift 20=-2379(LC 8), 10— 2650(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-5040/2225, 1-2=-5814/2544, 2-3=-6915/3102, 3-4=-6375/2948; 4-5=-5703/2687, 5-6= 6598/3088, 6-7=-5472/2548, 7-8= 5472/2548 BOT CHORD 18-19=-2726/5941, 17-18=-2859/6166, 15-17� 2788/5980, 13-15— 3005/6446, 12-13= 3011/6459, 11-12=-1568/3368, 10-11= 1568/3368 WEBS 1-19=-3308/7559, 2-19= 3507/1645, 2-18= 203/395, 3-18=-278/807, 3-17=-958/408, 4-17= 1191/2622, 5-17= 746/291, 5-15= 1475/3176, 6-15=-2194/1010, 6-13=-266/649, 6-12=-1807/843, 7-12=-284/166, 8-12= 1788/3838, 8-11=-655/1530, 8-10= 5978/2783 Structural wood sheathing directly applied or 5-11-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-2-5 oc bracing. 1 Row at midpt 8-10 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chordslconnected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered 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 have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 711110, Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=18ft B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Enci.{ GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequlate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` 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 Ithe bottom chord and any other members, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2379 lb uplift at joint 20 and 2650 lb uplift at joint 10. 11) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max starting at 1-10-8 from the left end to' 31-10-8 to connect truss(es) to front face of bottom chord: 12) Fill all nail holes where hanger is in contact with lumber. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 Q WARNING - edly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111II-7473 rev. I aVZ2015 BEFORE USE. Design valid forluse only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pIq building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requir6d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f V11T eke fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII Qua/9y Crdieda, DSB-89 and BCS1 Mding Component 6904 Parke East Blvd. Safety Intonnalftrnovallable from Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058351 75460 GR4 Roof Special Girder 1 2 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK industries, Inc. wea Sep 12 U/:2I:Ul 2U78 Nage 2 I D:cf451 GW cut fGPiOyu_4LEFz6O73-prkU5StvuOBCWxPdm4SV 1 QdQhggGPx6oU_TlhPyeRle LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads,(plf) Vert: 1,-2=-54, 2-4=-54, 4-5=-54, 5-6=-54, 6-9= 54, 10-20=-20 Concentrated Loads (lb) Vert: III=-547(F) 14= 547(F) 23=-547(F) 24=-547(F) 25=-547(F) 26=-547(F) 27=-547(F) 28=-547(F) 29=-547(F) 31= 547(F) 32=-547(F) 33= 547(F) 34=-547(F) 35=-547(F) 36=-547(F) 37=-543(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.) Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU7PI1 QualityCrBeitlo, DSB-89 and BCSiBuilding Component 6904 Parke East Blvd. Safety intormafbnovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058352 75460 GR5 Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I eK Industries, Inc. Wed Sep 12 07:21:02 2018 f age T I D:cf451 GWcul fGPiOyu_4LEFz6O73-11 HslouXfhK375zq Ko_kadAh?E7H8 W ixjeDsEryeRld 4-9-8 9-0-8 13-3-8 18-4-12 22-8-8 , 24-4-0_ , 4-9-8 4-3-0 4-3.0 5-1-4 4-3-12 1-7-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 1 LUMBER - TOP CHORD 2 4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2z4 SP No.3 44 = Scale=1:46.1 3x8 = 4x4 = 4 17 185 6 3x4 6-11-0 13-3-8 _ 18-4-12 6-11-0 6-4-8 5-1-4 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.06 13 >999 360 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.12 11-13 >999 240 Rep Stress Incr NO WB 0.44 Horz(CT) 0.04 8 n/a n/a Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.06 13 >999 240 REACTIONS. (lb/size) 1=1030/Mechanical, 8=1325/Mechanical Max Horz 1=240(LC 8) Max Uplift 1=-355(LC 8), 8=-561(LC 8) t2 C? N ,p PLATES GRIP MT20 244/190 Weight: 165 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 1 Row at midpt 5-11, 5-9, 7-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1933/686, 2-3=-1775/652, 3-4=-1260/516, 4-5= 1084/496, 5-6=-308/159, 6-7=-360/161, 7-8=-1296/551 BOT CHORD 1-13= 797/1703, 11-13=-635/1392, 10-11=-426/981, 9-10=-426/981 WEBS 2-13=-250/178, 3-13=-106/378, 3-11=-472/249, 4-11=-91/312, 5-11= 228/396, 5-10= 254/654, 5-9=-1276/564, 7-9= 477/1146 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl.1 GCpi=0.18; MW FRS (directional); 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 355 lb uplift at joint 1 and 561 lb uplift at joint S. 8) Use USP JUS24 (With 10d nails into Girder & 1 od nails into Truss) or equivalent at 18-4-12 from the left end to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOADCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads 1(pif) Vert: 1 L4=-54, 4-6=-54, 6-7=-54, 8-14=-20 Concentrated Loads (lb) Vert: 10=-565(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. IM03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII OUa/9yCtR0lla, DSB49 and SCSI Bullding Component 6904 Parke Easi Blvd. Safety /nfolmaHonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058353 75460 GR6 Flat Girder 1 1 ' Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 1 3x4 = 6.13u s mar 11 zulti MI I etc industries, inc. vved Sep 12 OT:zrua za is raye r ID:cf451 GWcul fGPiOyu_4LEFz6O73-mDrEW8uAQ?SwiEYOtVVz6riuKeMXt3p4yHyPmHyeRlc 3.8.0 5 HUS26 2 3x4 11 3x4 11 4 4x4 = 3-8-0 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.02 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.04 3-4 >942 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.03 3-4 >999 240 Weight: 23 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD BOT CHORD 2x6 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=531/Mechanical, 3=585/Mechanical Max Uplift 4=-249(LC 4), 3=-274(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-8-0 oc pudins, except end verticals. Rigid ceiling directly applied or 9-5-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl.; GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This 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 Ithe bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint 4 and 274 lb uplift at joint 3. 7) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loadsl(plf) Vert: 1''-2= 54, 3-4=-20 Concentrated Loads (Ib) Vert: 5,L-867(F) Joaquin Velez PE No.68182 fdiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. f0/03/2015 BEFORE USE. Design valid foriuse only with MITek6 connectors. ]his design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bet building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storpge, delivery, erection and bracing of trusses and truss systems, seeANSUIPfi Qualify Cifeda, DSBd9 and BC91 Bugding Component 6904 Parke East Blvd. Sately infoanallonavallable from Truss plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 1 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058354 75460 GRB Hip Girder 1 1 Job Reference (optional) cnamoers i russ, mc., ron rrerce, rL m i 0 6.00 112 NAILED NAILED 4x8 = 3 20 NAILED NAILED NAILED 2x3 II 21 22 23 4 24 tm 3u s mar i i zut a Mr l eK mausmes, inc. vvea NAILED 3x8 = NAILED 3x6 = NAILED NAILED 25 5 26 6 27 28 Special 7 44 = iz u/:z/:u4 zuib rage i f2Fy? ljkcNTEAxizlkyeRlb Scale=1:47.2 3x4 = 2x3 11 NAILED NAILED 4xB = 5x6 WB= 2x3 II NAILED NAILED 3x4 = 3x5 = NAILED NAILED NAILED NAILED Special NAILED 4-9-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DO 1.25 TC 0.56 Vert(LL) -0.21 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.42 10-12 >741 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.23 10-12 >999 240 Weight:121 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-4-0 oc bracing. WEBS 2x4 SP N0.3 WEBS 1 Row at midpt 6-9 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=1403/0-8-0, 2=1516/0-8-0 Max Harz 2=88(LC 7) Max Uplift 8=-519(LC 8), 2=-638(LC 8) Max Grav 8=1403(LC 30), 2=1516(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2739/979, 3-4= 3861/1444, 4-6_ 3B61/1444, 6-7=-2518/973, 7-8=-2791/1031 BOT CHORD 2-13= 822/2438, 12-13=-823/2458, 10-12=-1358/3873, 9-10=-1358/3873, 8-9= 861/2451 WEBS 3-13= 12/362, 3-12= 587/1610, 4-12=448/283, 6-10=0/331, 6-9=-1544/542, 9— 241/930 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L--26ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 38-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 519 lb uplift at joint 8 and 638 lb uplift at joint 2. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 162 lb up at 21-3-0 on top chord, and 232 lb down and 69 lb up at 21-1-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads'(plf) Joaquin Velez PE No.68182 Vert: 1-3=-54, 3-7=-54, 7-8=-54, 14-17= 20 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12.2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED XTEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek9 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 verily the applicability of design parameters and properly Incorporate this design Into the overall building deslgnvracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {SOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1PI1 Quality Cruedd, DSB-89 and BCS1 Bugd/ng Component 6904 Parke East Blvd. - Safety /nformohblpvdlable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty PIy SASSEVILLE / Q56808 T15058354 75460 GRB Hip Girder 1 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Wed Sep 12 07:27:05 201 B Page 2 ID:m5Qw_AcDzoW W FtUk733JIfyoEyK-icz,cgwQycid_YiP?wXRBGo7lR3zLgjNPbRWgAyeRla LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3-5(F) 7=-52(F) 13=-128(F) 9=-128(F) 20= 46(F) 21— 46(F) 23=-46(F) 24=-46(F) 25=-46(F) 26= 46(F) 27= 46(F) 28=-46(F) 29= 29(F) 30= 29(F) 31� 29(F) 32=-29(F)33= 29(F) 34= 29(F) 35=-29(F) ® WARNING - I rlly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building designs Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always reclulred 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, seeANS&WI1 QualByCdtella, OS&89 and SCSI BuBd/ng Component 6904 Parke East Blvd. Safety /nfonnot/onovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply SASSEVILLE / 056808 T15058355 75460 GRC Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:27:06 2018 Page 1 I D:m5Qw_Ac DzoW W FtUk733JIfyoEyK-AoXNBAx2jwgUciHbZe2gkTKISrR74GVXeFB3NcyeRIZ 2-0-0 3-9.4 7-0-0 12-1-15 17-2-1 22-4-0 24-400 2-0-0 3-9-4 3-2-12 5-1-15 5-0-3 5-1-15 2-0-0 Special NAILED 48 = 2x3 11 NAILED NAILED 3 17 18 4 NAILED NAILED NAILED 3x10 = NAILED 19 20 21 225 23 24 NAILED 4x4 = Scale=1:44.5 lI? 0 m o CO m 0 3M6 = X.J I I 3XU = Z" I I oxa — A. Special NAILED NAILED 5-1-15 NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.13 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.25 11-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.64 HOrz(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.14 11 >999 240 Weight:131 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc pudins, BOT CHORD 2X4 SP M 30 except end verticals. WEBS 2X4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. WEBS 1 Row at micipt 5-9 REACTIONS. (lb/size) 2=1825/0-8-0, 8=1863/Mechanical Max Harz 2=169(LC 8) Max Uplift 2= 761(LC 8), 8=-707(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3314/1227, 3-4=-3448/1354, 4-5= 3448/1354, 5-6=-1039/419, 6-7= 1157/441, 7-8= 1869/698 BOT CHORD 2-13=-1109/2890, 11-13=-1110/2911, 10-11=-1080/2824, 9-10=-1080/2824 WEBS 3-13=-26/645, 3-11= 276/730, 4-11=-592/386, 5-11=-299l768, 5-10=0/412, 5-9=-2191/852, 6-9=0/258, 7-9=-633/1688 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110- Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1811; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl.[ GCpi=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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 761 lb uplift at joint 2 and 707 lb uplift at joint 8. i 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 252 lb up at 7-0-0 on top chord, and 357 lb down and 104 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1:25 Uniform Loads'(pIf) Joaquin Velez PE No.68182 Vert; 1-3=-54, 3-6= 54, 6-7= 54, 8-14=-20 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verily des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE Design valid for,use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn.1 Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only, Addiffonal temporary and permanent bracing MiTek" Is always requlr4d for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storbge, delivery, erection and bracing of trusses and truss systems, socANS&WIT CualllyCtfledd, DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safetytnlonnoflonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058355 75460 GRC Hip Girder 1 1 Job Reference (optional) Ghambers Icuss, Inc., Fort Nlerce, FL MIsu s IVIM t I Zu 16 ivu i en rrruubuieb, mc. vveu oep IL Vl.G/.VV GV io rayn c I D:m5Qw_AcDzoW W FtUk733JIfyoEyK-AoXNSAx2jwq Uci H bZe2gkTKISrR74GVXeFB3NcyeRIZ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-162(F) 6= 110(F) 12=-57(F) 13=-296(F) 11=-57(F) 4=-110(F) 9— 57(F) 17= 110(F) 18=-110(F) 19= 110(F) 22=-110(F) 23=-110(F) 24= 110(F) 25= 57(F) 26=-57(F)27=-57(F) 28=-57(F) 29=-57(F) ® WARNING - design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid foruse only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. tl 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 n/� T OHl01e�° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII GaalllyCrdedo, DSO-89 and BCSI Bugd/ng Component 6904 Parke East Blvd. Safety /nformaflonovallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexondfla. VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058356 75460 GRIDHalf Hip Girder 1 1 Job Reference (optional) —u I.— I I—, ! i ., ruu neiue, rL 2-0-0 6.00 F12 - 2 1 3x4 = 0.1:51J 5 Mar 11 Lultr MI I eK Inuusure5, Inc. vvea oep iz ui:zt:ut evib rage 1 I D:cf451 GW cut fGPi0yu_4LEFz6O73-e?51 LWxgU EyLEssn6 LZvHhtVVFgjpmigtvwdv2yeRIY 10-6-14 14-1-12 Scale = 1:30.3 NAILED NAILED NAILED 4x8 = NAILED 2x3 II NAILED 3x4 = 3 12 4 13 14 5 8 15 7 16 17 2x3 I I NAILED 4x8 = NAILED 6 Special NAILED 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.06 8-11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.13 8-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.05 8-11 >999 240 LUMBER- IBRACING- TOP CHORD 2X4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2X4 SP N0.3 BOT CHORD REACTIONS. (lb/size) 6=1249/0-3-8, 2=941/0-8-0 Max Horz 2=207(LC 25) Max Uplift 6=-524(LC 5), 2=-402(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1360/438, 3-4= 847/327, 4-5=-847/327, 5-6=-1164/538 BOT CHORD 2-8=-441/1159, 7-8=-443/1181 WEBS 3-8=-50/576, 3-7=-498/166, 4-7=-430/294, 5-7— 460/1193 PLATES GRIP MT20 244/190 Weight: 75 lb FT = 20% Structural wood sheathing directly applied or 5-8-9 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced ro f live loads have been considered for this design. 2) Wind: ASCE 7110- Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl.,I GCpi=O.18; MWFRS (directional); 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 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 Ithe bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 524 lb uplift at joint 6 and 402 lb uplift at joint 2. 7) "NAILED" indicates 3-10d (0.148"x3") or 3-12d-(0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 356 lb down and 103 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Life (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads I(plf) Vert: 113=-54, 3-5= 54, 6-9— 20 Concentrated Loads (lb) Vert:8L-294(B) 3=-110(B) 5=-139(B) 12=-110(B)13=-110(B) 14=-111(B) 15=-57(B)16=-57(B) 17=-57(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verity Design valid for design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI17473 rev. laM2015 BEFORE USE. ise only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicablllty 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 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatlon, storage. delivery, erection and bracing of trusses and truss systems, seeAtdSUlplf 0ualifyCr6edq DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntonnaHonovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058357 75460 GRD1 Half Hip Girder 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:27:08 2018 Page 1 I D:cf451 GWcu 1 fGPiOyu_4LEFz6O73-6 Bf7Zsy1 FX4CsOR_g348puQitf9Xy9ag5ZgARVyeRIX 4-2-0 7-9-8 11-5-0 14-1-12 4-2-0 3-7-8 3-7-8 2-8-12 i NAILED 4x8 = 3x4 11 3xo — HUS26 HUS26 HUS26 3x8 I I 6x8 = 46 = 6x8 = HUS26 HUS26 HUS26 11-5-0 Scale=1:40.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.07 8-9 >999 360 MT20 244/190 TCDL 7.0 j Lumber DOL 1.25 BC 0.43 Vert(CT) -0.12 8-9 >999 240 BCLL 0.0 j Rep Stress Incr NO WB 0.73 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.07 8-9 >999 240 Weight: 203lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc puriins, BOT CHORD 2z6 SP 240OF 2.OE except end verticals. WEBS 2A SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=392810-8-0, 6=4286/0-3-8 Max Harz 1=233(LC 25) Max Uplift 1=-1407(LC 8), 6— 1758(LC 8) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7008/2515, 2-3=-4513/1644, 3-4=-1666/626 BOT CHORD 1-9= 2438/6268, 8-9=-2438/6268, 7-8= 1576/3997, 6-7=-626/1547 WEBS 2-9=-740/2154, 2-8=-2606/988, 3-8=-1340/3676, 3-7=-3643/1412, 4-7=-148013858, 4-6= 3697/1496 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered 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 have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechahical connection (by others) of truss to bearing plate capable of withstanding 1407 lb uplift at joint 1 and 1758 lb uplift at joint 6. 9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 3-9-8 oc max. starting at 1-6-12 from the left end to 13-4i 4 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-54, 1-6— 20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building deslgn.l Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storpge, delivery, erection and bracing of trusses and truss systems, seeANSW11 CuaBly Cdfedd, OSB-89 and BC51 BuIldIng Component 6904 Parke East Blvd. Safety Infolmallonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / 056808 T15058357 75460 GRD1 Half Hip Girder i 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:27:08 2018 Page 2 ID:cf451 G W cut fGPiOyu_4LEFz6O73-6Bf7Zsyl FX4CsOR_g348puQitfgXYgag5ZgARVyeRIX LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8= 1061(F) 4=-74(F) 12= 1061(F) 13— 1061(F) 14=-1061(F) 15= 1551(F) 16=-1308(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1101-7473 rev. 10M2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Bhfore 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 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor�ge, delivery, erection and bracing of trusses and truss systems, seeANSW11.Quallly Ci feda, DSB-89 and BCSI Bagdhv Component 6904 Parke East Blvd. Safety Infaanallonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 ' T15058358 75460 H Half Hip 1 1 Job Reference o tional - Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:27:09 2018 Page 1 I D:cf451 G W cut fGPiOyu_4LEFz6O73-aNCVm BzwOrC3T9OAEmcNM6ytW2YC HmBzKD PkzxyeRI W 2-0-0 5-6-0 6-6-4 2-0-0 5-6-0 1-0O 4 44 = 3x4I Scale = 1:22.1 \/ 3x4 = 3x4 = 5-6-0 6-6-4 5-6-0 1-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.05 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.11 5-8 >692 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(ILL) 0.06 5-8 >999 240 Weight: 32lb FT=20% LUMBER- I BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD BOT CHORD 2z4 SP M 30 WEBS 2x4 SP No.3 ' BOT CHORD REACTIONS. (lb/size) 5=218/0-6-4, 2=365/0-8-0 Max Harz 2=177(LC 12) Max Uplift 5=-86(LC 12), 2— 193(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; 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 5-6-0, Exterior(2) 5-6-0 to 6-4-8 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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 5 and 193 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 I ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. -- Design valid for, use only wilh MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design! Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always requlr6d 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, seeANSVW11 Gua1ByC/Beda, DSB-89 and SCSI BOBd/ng Component 6904 Parke East Blvd. Safety lnfamaRonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply SASSEVILLE / 1156808 T15058359 75460 H 1 Monopitch 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:27:09 2018 Page 1 I D:cf451 GW cut fGPiOyu_4LEFz6O73-aNCVml3zwOrC3T90AEmcNM6yss2Y?HnIzKDPkzxyeRI W -2-0-0 6-6-4 2-0-0 6-6-4 2 3x4 11 Scale: 1/2"=l' 4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.12 4-7 >628 240 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) 0.07 4-7 >999 240 Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2�4 SP M 30 except end verticals. WEBS 2x4 SP No.3 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=218/0-6-4, 2=365/0-8-0 Max Horz 2=194(LC 12) Max Uplift 4=-94(LC 12), 2= 184(LC 12) Max Grav 4=225(LC 17), 2=365(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; EncIJ GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-4-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4 and 184 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE AM-7473 rev. laV3/2015 BEFORE USE. Design valid for use only with MIek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not �� building designrTBracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&7pll Quality Criteria, DSB-89 and BCS►Building Component 6904 Parke East Blvd. Safety /ntomfallonovallable from Truss Plate Institule, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 0ty Ply SASSEVILLE / 056808 T15058360 75460 ' J1 Jack -Open 18 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:27:10 2018 Page 1 I D:cf451 GW cui fGPiOyu_4LEFz6073-3amt_X_Zn9Kw5JbMoT7cuJVwJSvBOEX6Zt9H W NyeRI V -2-0-0 2-0-0 1-0.0 Scale =1:9.5 1-0-0 1-0-0 Plate Offsets (X Y)-- f2:Edge 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.76 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.00 7 >999 240 BOLL 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 Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2�(4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 4 SIPNo.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3— 30/Mechanical, 2=265/0-8-0, 4=-50/Mechanical Max Horz 2=84(LC 12) Max Uplift 3=-30(LC 1), 2= 266(LC 12), 4=-50(1_13 1) Max Grav 3=50(LC 12), 2=265(LC 1), 4=78(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eavestft; Cat. 11; Exp B; Encl.� GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This 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 Ithe bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 266 lb uplift at joint 2 and 50 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 10/03,2015 BEFORE USE. -- Design valid for use only with MlTek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. 126-fore use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design.) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII GualltyCdteda, DSB-89 and BCSI Humd/ng Component Tampa, FL 33610 Solely lntormallonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 i T15056361 75460 J1A Jack -Open 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Wed Sep 12 07:27:10 2018 Page 1 ID:m5Qw_AcDzoW W FtUk733JIfyoEyK-3amt_X_Zn9KW5JbMOT7cuJV5_SXNOEX6Zt9HW NyeRIV 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 6 >999 240 BCLL 0.0 1 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.00 6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2z4 SP No.3 REACTIONS. (lb/size) 1=37/0-8-0, 2=20/Mechanical, 3=16/Mechanical Max Horz 1=20(LC 12) Max Uplift 1=-7(LC 12), 2=-13(LC 12), 3=-5(LC 12) Max Grav 1=37(LC 1), 2=21(LC 17), 3=16(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:7.0 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft B=45ft; L--24ft; eave=oft; Cat. II; Exp B; Encl.; GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss IT $I been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between he bottom chord and any other members. 4) Refer to girder s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1, 13 lb uplift at joint 2 and 5 lb uplift at joint 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate This design Into the overall �� building deslgn.l Bracing Indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeIC Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMII Qualify Crfreda, DSB-89 and SCSI Bugding Component 6904 Parke East Blvd. Safety /ntannaf on3vailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / 056808 T16058362 75460 J2A Jack -Open 1 1 Job Reference o tional ' Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek Industries, Inc. wed Sep 12 ur27:11 2u18 rage 1 ID:m5Qw_AcDzoW W FtUk733JlfyoEyK-XmKGBt?BYSSnjT9YLBerRW2DgsDVlhnGnXug2gyeRIU 2-11-4 2-11-4 Scale:1"=1' 3x4 = 2-11-4 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 0.21 Vert(LL) -0.00 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017lfP]2014 Matrix -MP Wind(LL) 0.01 3-6 >999 240 Weight: 9lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 21%4 SP N0.3 REACTIONS. (Ib/size) 1=106/0-7-4, 2=68/Mechanical, 3=39/Mechanical Max Horz 1=58(LC 12) Max Uplift 1=-22(LC 12), 2=-49(LC 12), 3=-5(LC 12) Max Grav 1=106(LC 1), 2=70(LC 17), 3=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-'10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl.GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumbe, DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1, 49 lb uplift at joint 2 and 5 lb uplift at joint 3. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 12,2018 WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10(03/2015 BEFORE USE -- Design valid for;use only with MiTekla connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �' building design) Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAA[syWll CaallfyCrUeda, DSB-89 and BCS1 BalldhV Component 6904 Parke East Blvd. Safetylnfomrallorlavailable from Truss Plate institute, 218 N. Lee Street, state 312. Alexandria, VA22314. Tampa, FL 33610 Job 1 Truss Truss Type Qty Ply SASSEVILLE / 056808 T15058363 75460 J3 Jack -Open 18 1 Job Reference (optional)' Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:27:11 2018 Page 1 I D:cf451 G W cut fGPiOyu_4LEFz6O73-XmKGBt?BYSSnjT9YLBerR W 253sDxlhnGnXug2gyeRl U -2-0-0 3-0-0 2-0-0 Scale = 1:14.6 Plate Offsets (X,Y)-- (2:0-0-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 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: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2>fI4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Iblsize) 3=50/Mechanical, 2=259/0-8-0, 4=19/Mechanical Max Horz 2=124(LC 12) Max Uplift 3=-26(LC 9), 2=-183(LC 12) lax Gray 3=55(LC 17), 2=259(LC 1), 4=47(LC 3) FORCES. (Ib) - �vlux. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 II; Exp B; Encl. members and 2) This truss has 3) ' This truss ha will fit between 4) Refer to girder 5) Provide meche joint 2. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. GCpi=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 :)rces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 reen 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. 3) for truss to truss connections. iical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3 and 183 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for6se only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before building design.) use. the building designer must verify 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 WeW h always required fabrication, storbge, for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, sooANSWIr QualRyCifteda, DSB-89 and BCSI BuUding Component 6904 Parke East Blvd. Safety/nfanna/lonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / 1156808 ' T15058364 75460 J4 Jack -Open 9 1 Job -Reference. o tional ' cnamners I russ, Inc., r-on vierce, r-L O•,OV O ... -1. . .. ID:m5Qw_AcDzoW W FtUk733JIfyoEyK-?yuePD?plmaeKdkivu94_kaGpGW FU81 POBeOaGyeRIT -2-0-0 4-9-0 2-n-0 4-9-0 LOADING (psf) SPACING- 2-&0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 4-9-0 CSI. DEFL. in (loc) I/defl Ud TC 0.76 Vert(LL) -0.02 4-7 >999 360 BC 0.44 Vert(CT) -0.04 4-7 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Wind(LL) 0.04 4-7 >999 240 BRACING - Scale = 1:18.9 PLATES GRIP MT20 244/190 Weight: 18 Ib FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical, 2=310/0-8-0, 4=49/Mechanical Max Horz 2=160(LC 12) Max Uplift 3=-66(LC 12), 2= 179(LC 12) Max Grav 3=105(LC 17), 2=310(LC 1), 4=82(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; 13=45ft; L=24fh eave=4ft; Cat. II; Exp B; Encl 1, GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has *n designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between) the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mech finical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 3 and 179 lb uplift at joint 2. Joaquin Velez PE No.68182 l iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 Q WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid fed use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not sot a truss system. Before building design) 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 y� MOW Is always required fabrication, storpge, for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeAAFSWII GualltyCrBefh, DSB-89 and BCSI BuQdlag Component 6904 Parke East Blvd. Safety IntormoBonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / 056808 T15058365 75460 J5 Jack -Open 11 1 Job Reference o tional ' Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:27:13 2018 Page 1 ID:m5Qw_AcDzoW W FtUk733JIfyoEyK-T9SOcZOR34iVynJxTcgJWx7RZggPDbHZFrNx6iyeRIS -2-0.0 5-0-0 2-0-0 5-0-0 Scale =1:19.5 T N ' 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 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 FBC2017/TP12014 Matrix -MP Wind(LL) 0.05 4-7 >999 240 Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (1t1/size) 3=107/Mechanical, 2=317/0-8-0, 4=52/Mechanical Max Horz 2=165(LC 12) Max Uplift 3=-71(LC 12), 2=-180(LC 12) Max Grav 3=111(LC 17), 2=317(LC 1), 4=85(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 2) This truss has 3) . This truss ha: will fit between 4) Refer togirden 5) Provide mecha joint 2. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft eave=4ft; Cat. GCpi=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 Drces & MWFRS 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 the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 3 and 180 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE —m Design valid for�use only with MiTek® connectors. this design is based only upon parameters shown, and Is for an individual building component not Del' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor�ge, delivery, erection and bracing of trusses and truss systems, seeANSb?pll Quality Ctifedta, DS"9 and BCSI BuUding Component 6904 Parke East Blvd. Satety fn/onnotibnovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058366 75460 J5A Jack -Open 1 1 Job Reference (optional) l,narruers 1 russ, Ipc., raft rlerCe, I-L I 1 3x4 = 0. 13V b IVIa1 1 1 GV 10 IV1I1 eR II IUUb Llleb, IiU. VVeV OUP I V/:L/: 10 GV 10 rnye I ID:m5Qw_Ac DzoW W FtUk733JIfyoEyK-T9SOcZOR34iVynJxTcgJ Wx7Rygo3DbHZFrNx6iyeRIS 5-0-0 5-0-0 Scale=1:17.9 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.03 3-6 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.07 3-6 >899 240 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) 0.06 3-6 >929 240 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2xI SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2xi SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (it/size) 1=183/0-8-0, 2=118/Mechanical, 3=65/Mechanical Max Horz 1=100(LC 12) Max Uplift 1= 39(LC 12), 2= 85(LC 12), 3=-6(LC 12) Max Grav 1=183(LC 1), 2=122(LC 17), 3=90(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 1 2) This truss has 3) ' This truss ha will fit between 4) Refer to girden 5) Provide mechs and 6 lb uplift 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft B=45ft; L=24ft eave=4ft Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 4-11-4 zone;C-C for Imes & 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. 1) for truss to truss connections. iical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 1, 65 lb uplift at joint 2 joint 3. Joaquin Velez PE No.68182 Mi I'ek USA, Inc. FL Cent 6634 6604 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before building design. 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 p/g IY10TW Is always required fabrication, storage, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, socANSMIf Qua/fly Cr fella, DS9-89 and BCSI Buffding Component 6904 Parke East Blvd. Safety lnfoenoH,onavallable from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058367 75460 J7 Jack -Open 24 1 Job Reference (optional)' Chambers Truss, Ic., Fort Pierce, FL 8.130 s Mar 11 2018 MfTek Industries, Inc. Wed Sep 12 07:27:14 2018 Page 1 I D:cf451 GW cut fGPiOyu_4LEFz6O73-xLOOpvl3q NgMaxu71 JBY39fg B36yy2Xi UV7Vf9yeRl R 2-0-0 7-0-0 2-0-0 7-0-0 7-0-0 Pl.fo Affect. W V1-- M-n-n-A FrI-1 Scale: 1/2°=l' LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.09 4-7 >899 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.21 4-7 >399 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.14 4-7 >601 240 Weight: 26lb FT=20% LUMBER - TOP CHORD 21 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. FORCES. (lb) - 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 mecha joint 2. ze) 3=164/Mechanical, 2=385/0-8-0, 4=77/Mechanical Horz 2=205(LC 12) Uplift 3=-112(LC 12), 2= 187(LC 12) Grav 3=170(LC 17), 2=385(LC 1), 4=121(LC 3) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eaveflft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for )rces & MWFRS 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. i) for truss to truss connections. lical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 187 lb uplift at Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--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 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �y y lYld l�k° Is always reclulred 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, seeANSU1W1 QualityCriteda, DSO-89 and SCSI Sugd/ng Component 6904 Parke East Blvd. Safety InformaHonavaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058368 75460 J7A Jack -Open 5 1 _ Job Reference o tional unamuer5 rruSS, q1u., __. _. I I D:cf451 GW cu 1 fGPiOyu_4LEFz6O73-xLOOpv13gNgMaxu71 J BY39fhg34Ky2Xi UV7Vf9yeRl R I I I I I I I I 0 2-0-0 Scale: 1/2"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.04 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.07 5-8 >941 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.07 5-8 >905 240 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2�(4 SP No.3 BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-8-0, 5=0-8-0. (Ib) - Max Horz 2=205(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 4,5 except 3= 111(LC 12), 2=-182(LC 12) Max Grav All reactions 250 lb or less at joint(s) 3, 4, 5 except 2=342(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl.1 GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 1.0.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 3=111, 2=182.I Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED AfITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid fod use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before building design! use, the building designer must verify the applicaNiity 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 MiTeW Is always required fabrication, storage, for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and Truss systems, seeANS&V119ualByCdfeda, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety /Monnallonavallable from Truss Plate Insiitute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058369 75460 KJ6 Diagonal Hip Girder 2 1 Job Reference o tional ' Chambers truss, nc., tort Fierce, I -I_ a. i3u 5 Mar 1120IO IVII l UK lNUUba ley, 111V. VVeU OUP 14 V/.G/. I GV 10 rdye 1 ID:m5Qw_AcDzoW W FtUk733JIfyoEyK-PXam1 F2hbhyDB4TKal inbMCu5TcDhUHri9s2BbyeRIQ -2-9-15 3-6-8 6-7-14 2-9-15 3-6-8 3-1-6 Scale = 1:18.5 4 v a NAILED NAILED 3x4 % 12 4.24 12 3 NAILED N NAILED p 11 N 2 13 7 14 6 5 NAILED 2x3 I NAILED 3x4 = 1 NAILED NAILED 3x4 = I 3-6-8 6-7-14 3-6-8 3-1-6 Plate Offsets (X Y)-- f2:0-0-13 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.01 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight:31 lb FT=20% LUMBER- BRACING - TOP CHORD 2�(4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2rf4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2114 SP No.3 REACTIONS. (Ib/size) 4=76/Mechanical, 2=394/0-10-15, 5=128/Mechanical Max Horz 2=158(LC 8) Max Uplift 4=-53(LC 8), 2=-294(LC 8), 5=-47(LC 5) f ax Grav 4=82(LC 17), 2=429(LC 28), 5=183(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-510/82 BOT CHORD 2-7— 122/394, 6-7=-122/394 WEBS 3-6=433/134 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End I G6pi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has peen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between Ithe bottom chord and any other members. 4) Refer to girder s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2=294. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 1) Dead + Roof L Uniform Loads Vert: 1 Concentrated I Vert: 1 (balanced): Lumber Increase=1.25, Plate Increase=1.25 4=-54, 5-8= 20 oads (lb) 1=25(B) 12= 1(F) 13=29(F=-7, B=36) 14=-8(F= ll, B=3) Joaquin Velez PE No.68182 hTiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid forluse only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not �� a truss system. Before building design use, the building designer must verify 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 {y� IY101T eW is always required fabrication, storage, for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANS0711 AuaBlyCrHeda, DSB-89 and BCS1 BulldIng Component 6904 Parke East Blvd. Safety/nformatlonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa. FL 33610 Job Truss Truss Type , Qty Ply SASSEVILLE / 056808 T15058370 75460 KJ7 Diagonal Hip Girder 5 1 Job Reference (optional)' L,namoers cuss, inc., rorr rwtue, rL_-.- I D:m5Qw_AcDzoW W FtUk733JIfyoEyK-tj89Eb2JM?43pE2W8kEO8al3rtwCQtc?xpcbjlyeRIP -a-15 5-1-9 9-10-1 2 1 4.24 12 NAILED 3x4 NAILED 12 NAILED NAILED it NAILED NAILED 13 4 14 15 7 16 6 NAILED NAILED 2x3 II NAILED 5 3x4 = NAILED NAILED NAILED 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.31 Vert(LL) -0.09 7-10 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 6-7 >999 240 BOLL 0.0 ' Rep Stress Incr . NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SPM30 SPM30 SP No.3 PLATES GRIP MT20 244/190 Scale: 1/2'=1' I� 0 Weight: 44lb 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. NOTES- 1) Wind: ASCE 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; End', GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss ha6 been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mech nical connection (by others) of truss to bearing plate capable of withstanding 100 Itouplift at joint(s) 4, 5 except (jt=lb) 2=338. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) In the LOAD TSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASEStandard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: �-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 1.1=51(F=25, B=25) 13=-61(F=-30, B=-30) 14=72(F=36, B=36) 15=6(F=3, B=3) 16=-47(F=-24, B=-24) v m C6 Joaquin Velez PE No.69182 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE. Design valid fof use only with MITek®connectors. This design Is based only upon parameters shown, and is for an IndlNdual building component noY ' a Truss system. building deslgri. 9efore 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 p� IYIo iT p.W Is always required fabrication, sTo�age, for stability and to prevent collapse wish possible personal Injury and property damgge. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSUIPII 9ualByCdfeda, DSO-89 and BCS1 Bugding Component 6904 Parke East Blvd. Sp/®tyfntormo/lonavdlobie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply SASSEVILLE / 1156808 � T15058371 75460 MV2 Valley 3 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek Industries, Inc. Wea Sep 1z ui:2/:1J 2018 Page i ID:cf451 GWcut fGPiOyu_4LEFz6O73-IlpHtc5CfwTegin5psnjmCNdu4?JdlmRdngFKMyeRIM 2-0-0 r 2-0-0 Scale = 1:7.8 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 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 FBC2017lrP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=28(LC 12) Max Uplift 1=-11(LC 12), 2=-29(LC 12) Max Grav 1=51(LC 1), 2=39(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7I-I10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18fh B=45ft; L=24ft; eave=4ft; at. II; Exp B; Encl. 4 GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & 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 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 the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Joaquin Velez PE No,68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid foil use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design'. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always reclulred 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 QualityCdfeda, DSR-8? and BCSI BuUding Component 6904 Parke East Blvd. Safetylntolmaftonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058372 75460 MV4 Valley 3 1 Job Reference o tional cnamoers i russ, I rort rietce, rL I D:cf451 GW cui fGPi0yu_4LEFz6O73-II pHtc5CfwTegi n5psnjmC NY14ycdl mRdngFKMyeRIM 3x4 i 3x4 II 2 3 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.43 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2I 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2�4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Harz 1=66(LC 12) flax Uplift 1= 26(LC 12), 3= 59(LC 12) Max Grav 1=120(LC 1), 3=123(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE II; Exp B; End shown; Lumb( 2) Gable require: 3) This truss has 4) ' This truss hE will fit betweer 5) Provide mech -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions r 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. s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.69182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 WARNING - rerify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI/-7473 rev. 10ID312016 BEFORE USE -- �� Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indic-ated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always requited 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, seeANSVMIT QuafBy CtBeHa, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety tafoanaBonavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SASSEVILLE / Q56808 T15058373 75460 MV6 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:27:20 2018 Page 1 I D:cf451 GW cut fGPiOyu_4LEFz6O73-mVNf4y6gQDbVIsMH Nalyl Qvk1 UCyM IObsRapsoyeRI L 3x4 II 2 3 3x4 i 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 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/TP12014 Matrix-P LUMBER - TOP CHORD 2>F4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 i REACTIONS. (lb/size) 1=194/6-0-0, 3=194/6-0-0 Max Harz 1=106(LC 12) Max Uplift 1=-42(LC 12), 3=-95(LC 12) Max 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 2-3=-146/273 Scale = 1:18.3 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 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 purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18fh B=45ft; L=24ft; eave=4ft Cat. Ii; Exp B; Encl ,, GCpi=0.18; MWFRS (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 members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 PAtTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 I ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED bfITEK REFERANCE PAGE M11.7473 rev. 10/03f2015 BEFORE USE, Design valid for' use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTP11 Quality Criteria DSB-69 and BCS1 BuIld/ng Component 6904 Parke East Blvd. Safety rntonncNorKrvailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply SASSEVILLE / 1156808 T15058374 75460 MV8 Valley 2 1 Job Reference o tional ' L:namoers i russ, ; rort vierce, rL o.wv a iwai ��,o w �� „� �, �� ..�� r ,... , ID:cf451 GW cut fGPiOyu_4LEFz6073-mVNf4y6gQDbVIsM HNalylQvktUIZM kHbsRapsoyeRl L 3x4 11 3 3x4 11 3x4 i 2x3 5 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Verl(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 FBC2017ITP12014 Matrix-P LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. FORCES. (lb) - TOP CHORD WEBS NOTES- 1) Wind: ASCE I II; Exp B; Encl members and 2) Gable require; 3) This truss has 4) ` This truss he will fit betweer 5) Provide mechi 5=165. BRACING- SP No.3 TOP CHORD SP No.3 SP No.3 BOT CHORD SP No.3 ze) 1=89/8-0-0, 4=111/8-0-0, 5=336/8-0-0 Harz 1=147(LC 12) Uplift 4=55(LC 12), 5=-165(LC 12) Grav 1=89(LC 1), 4=114(LC 17), 5=344(LC 17) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 263/117 Scale: 1/2"=1' PLATES GRIP MT20 244/190 Weight: 31 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; 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 7-10-4 zone;C-C for orces & MWFRS 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.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) 4 except Qt=lb) Joaquin Velez PE No.68182 Mirek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/032015 BEFORE USE, Design valid for use only with MITek® connectors. This design Is based only upon parameteis shown, and is for an individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building designs Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MeW prevent Is always requirgd 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, seeANS1t7PII QualityCdleda, DSO-89 and BC51 Building Component Safotylydormatlonovailabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply SASSEVILLE / 1156808 T15058375 75460 MV10 Valley 1 1 Job Reference (optional)' Chambers Truss, tc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Sep 12 07:27:17 2018 Page 1 I D:cf451 GW cu 1 fGPiOyu_4LEFz6O73-LwhXSx3y71 CwROdi i RIFhnH BdHE29OS8ATL9FTyeRIO 10-0-0 10-0-0 3x4 11 3 3x4 i 5 4 2x3 11 3x4 11 Scale = 1:28.7 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 FBC2017ITP12014 CSI. TC 0.50 BC 0.34 WB 0.12 Matrix-S DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) -0.00 (loc) I/defl Lid n/a 999 n/a 999 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 40lb FT=20% LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 SP N0.3 except end verticals. WEBS 2X4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 SP N0.3 REACTIONS. (lb/size) 1=124/10-0-0, 4=145/10-0-0, 5=414/10-0-0 Max Horz 1=188(LC 12) ax Uplift 4=-72(LC 12), 5=-203(LC 12) lax Grav 1=124(LC 1), 4=149(LC 17), 5=424(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-280/128 WEBS 2-5=-308/390 NOTES- 1) Wind: ASCE 7 II; Exp B; Encl. members and 2) Gable requires 3) This truss has 4) ` This truss ha will fit between 5) Provide mechE 5=203. 110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; 6�35ft; L=24ft; eave=4ft; Cat. l GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-10-4 zone;C-C for ,orces & MWFRS 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. l 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. Inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design volld for!use only With MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component not �' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building designl Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ek" Mt lT Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storbge, delivery. erection and bracing of trusses and truss systems, seeANSUWII ®ualily CdtefM, DSB-89 and BCSI Bugdhv Component 6904 Parke East Blvd. Safety lnfonna/fonavatiable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply SASSEVILLE / Q56808 T15058376 75460 MV 12 Valley 1 1 Job Reference (optional)" unarnuers i rusn, nc., run rierce, rL ID:cf451 GW cul fGPiOyu_4LEFz6O73 ,LwhXSx3y71CwROdi iRl FhnHELH BU90P8ATL9FTyeRIO 12-0-0 3x4 11 3 3x4 5- 5 8 4 3x4 11 2x3 II Scale=1:34.7 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 FBC2017/TP12014 CSI. TC 0.26 BC 0.57 WB 0.12 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud n/a n/a 999 n/a n/a 999 0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 48 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I REACTIONS. (lb/size) 1=153/12-0-0, 4=174/12-0-0, 5=505/.12-0-0 Max How 1=229(LC 12) Max Uplift 4=-86(LC 12), 5= 249(LC 12) Max Grav 1=153(LC 1), 4=249(LC 17), 5=559(LC 17) FORCES. (lb) - IMax. Comp./Max. Ten. - All forces 250 (Ib) Or less except when shown. TOP CHORD 1-2= 300/149 WEBS 2-5=-375/400 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encli, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 11-10-4 zone;C-C for members and forces & 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 (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 the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 5=249. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010MOIS BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �. a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stofage, delivery, erection and bracing of trusses and truss systems, seeANSIM11 QualBy CrBeda, DSB-89 and BCS1 Bullding Component 6904 Parke East Blvd. Safety infotmaHonavatiable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply SASSEVILLE / 1156808 T75058377 75460 MV 13 GABLE 1 1 Job Reference o tional t;namoers I russ, Inc., i-on Fierce, t-L 3x4 i 7 2x3 11 o.l au s ivrar 11 zu10 Ivu I er utausu les, Inc. vveu OUP I c V r:c r: 10 cv I0 raye I I D:cf451 GW cu 1 fGPiOyu_4LEFz6O73-g6FvfG4aucLn2YCvG9G UD?gRVhdGurtIO75iowyeRiN 13-10-8 13-10-8 6 2x3 11 3x4 11 4 Scale =1:39.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 60lb 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 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-10-8. (lb) - Max Horz 1=267(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5 except 6=-200(LC 12), 7=-163(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=507(LC 17), 7=331(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-368/180, 2-3=-255/120 WEBS 3-6_ 307/335. 2-7=-248/290 NOTES- 1) Wind: ASCE 710; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-10-8, interior(1) 3-10-8 to 13-8-12 zone;C-C for members and orces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss 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 betweenithe bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=lb) 6=200, 7=163. Joaquin Velez PE No.66182 Mi fek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Sentamhar 19.90I R I , ® WARNING- derify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valid forluse only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSbV11 Qua/ByCtMeda, DSB-89 and BCSI BuOd/ng Component 6904 Parke East Blvd. Safety lnlonnatlonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1/id' from outside edge of truss. This symbol indicates the required direction of slots in connector plates, `Plate location details available in MrTek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards. ANSI/TPII : National Design Specification for Metal Plate -Connected -Wood Truss Constructs DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ff-in-sixteenths (Drawings not to scale) c O U a- O BOTTOM CHORDS 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required, See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of fabricotion. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks, Consult with project engineer before use. 19. Review all portions of this design (front, back, words and -pictures) -before -use -Reviewing -pictures alone- --- is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.