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Home My WebLink AboutTRUSS® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. D,Iiffek RE: �1�1 442698-G EM-CAN NON - MiTek USA, Inc. Information: 6904 Parke East Blvd. Site i, Tampa, FL 33610-4115 Cus omer Info: GEM BLDRS Project Name: CANNON Model: Lot/ lock: Subdivision: Add"ess: DYER RD City:11 FORT PIECE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Addr� ss: City. State: Gen ral Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loa ,ing Conditions): Desi9 n Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Win I Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This ackage includes 67 individual, dated Truss Design Drawings and 0 Additional Drawings. With ^ny seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index, sheet conf rms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. !!Seal# Truss Name IDate No. I Seal# Truss Name I Date 1 T14183126 1 AO 5/31/18 118 1 T14183143 1 CO2 5/31/18 2 T14183127 1 A02 5/31/18 119 1 T14183144 1 CO3 5/31118 3 iT14183128 1 A03 5/31/18 120 1 T14183145 1 C04 5/31/18 4 T14183129 1 A04 5/31/18 121 1 T14183146 1 CJ1 5/31/18 5 1JIT14183130 1 A05 5/31/18 122 1 T14183147 1 CJ2 5/31/18 6 IT14183131 A06 5/31/18 123 1 T14183148 1 CJ3 5/31/18 7 1 T14183132 A07 5/31/18 124 1 T14183149 1 CJ5 5/31/18 8 11 iT14183133 1 A08 5/31/18 125 1 T14183150 1 CJ31 5/31/18 9 1 IT14183134 1 B01 5/31/18 126 1 T1 41831511 CJ32 5/31/18 10 1 14183135 1 B02 5/31/18 127 1 T14183152 1 CJ52 5/31/18 11 1 1.14183136 1 B03 5/31/18 128 1 T14183153 D01 5/31/18 12 1.14183137 1 B04 5/31/18 129 1 T14183154 D02 5/31/18 13 14183138 B05 5/31/18 130 1 T14183155 D03 5/31/18 14 14183139 1 B06 5/31/18 131 1 T14183156 1 D04 5/31/18 15 1 T14183140 1 B07 5/31/18 J32 IT14183157JEJ3 5/31/18 16 1 T14183141 B08 5/31/18 133 IT14183158JEJ4 5/31/18 117 1 T14183142 1 C01 1 5/31/18 134 1 T14183159 ( EJ5 1 5/31/18 1 The tru "s drawing(s) referenced above have been prepared by MiTek A US, I !c. under my direct supervision based on the parameters provide , by Builders FirstSource - Plant City. Truss ,design Engineer's Name: Albani, Thomas My lice „se renewal date for the state of Florida is February 28, 2019. IMPOR' ANT NOTE' The seal on these truss component designs is a certification that the a 'gineer named is licensed in the jurisdiction(s) identified and that the designs c mply with ANSI/TPI 1. These designs are based upon parameters shown (e. loads, supports, dimensions, shapes and design codes), which were given to M 1 ek. Any project specific information included is for MiTek's customers file refere be urposeTek only, and was not taken into account in the preparation of these desi 1 ns.pMihas not independently verified the applicability of the design parameter 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 ov „rall building design per ANSI/TPI 1, Chapter 2. %,``,,`� ��`Z`� • N 8 ' eq i��i 39880 • TAT E OF .' 4/ Z .FS . <.0 R I /ONA1-E:�`� 1111111111,10 Thomas A. bans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: May 31,2018 FILE COPY Albani, Thomas 1 of 2 : 1442698-GEM-CANNON - Information: :omer Info: GEM BLDRS Project Name: CANNON Model: 3lock: Subdivision: Iress: DYER RD : FORT PIECE State: FL o. 'Seal# I Truss Name I Date 5 T14183160 I ER 5/31/18 6 T1 41831611 EJ31 5/31/18 7 JT14183162JEJ32 5/31/18 8 IT14183163JEJ34 5/31/18 1.9 IT14183164JEJ35 5/31/18 0 T14183165 1 EJ71 5/31/18 1 T14183166 1 EJ72 5/31/18 142 1T14183167 1 FG1 1 5/31/18 143 1 T14183168 1 G03 1 5/31/18 ;4 1 T14183169 1 G04 1 5/31/18 5 1 T14183170 1 G05 5/31/18 4,6 1 T14183171 G06 5/31/18 14'1,7 1 T14183172 1 G07 5/31/18 8 T14183173 G08 5/31/18 9 1 T14183174 1 G09 5/31/18 0 T14183175 1 G10 5/31/18 ii T14183176 1 G11 5/31/18 2 IT14183177 I G12 5/31/18 3 T14183178 1 G13 5/31/18 4 T14183179 1 HJ3 5/31/18 195 1 T1 4183180 1 HA 1 5/31/18 1 6 1 T14183181 1 HJ5 1 5/31/18 1 57 1 T14183182 1 HJ7 1 5/31/18 1 5, 1 T14183183 1 HJ71 5/31/18 5' 1 T14183184 1 K01 5/31/18 160 1 T14183185 1 K02 5/31/18 6', IT14183186IL01 5/31/18 6 T14183187 1 V01 5/31/18 6 T14183188 1 V02 5/31/18 6 T14183189 1 V03 5/31/18 6 T14183190 I VO4 5/31/18 60 IT141831911VO5 5/31/18 671 1 T14183192 1 V06 5/31/18 2of2 Job Truss Truss Type Qty, Ply II t ik T14183126 1442698-G d M-CANNON A01 Roof Special Girder 1 2 Job Reference (optional) bullaers 5x6 = .&B STP = r-orr rlece, rL awawo 7.6-4 6- 5x8 = 3x6 = 5x6 = 3 4 5 21 La Lreu La 19La aV 18a1 aL 17 3x8 II 4x10 MT20HS = LUS24 LUS245x8 = 3x4 II HHUS26-2 LUS24 4x6 = LUS24 LUS26 LUS24 LUS24 O.LLV O -y — LV I O IV CIS IIIUUJII ICJ, II laY V ouc Oc?YPehxeU_io6xzNgS4-MBSpcgf DHZtcK7JgDysvxzdO7Fs3vOr2jcbddpzB_19 126-10.0 32-8-0 I 35-8-0 38-8-0 1 40.8-0 1 2 0 5-10-0 3-0.0 3-0-0 2_ 0 c„o — 5x8 = 3.00 12 13 12 ST1.5x8 STP= 2x4 II 8x10 = LOADING SPACING- 2-0-0CSI. DEFL. in (loc) Udell Ud TCLL .0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.34 19-21 >999 240 TCDL Isf) .0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.41 19-21 >936 180 BCLL .0 ' Rep Stress Incr NO WB 0.74 Horz(CT) 0.19 13 n/a n/a BCDL .0 Code FBC2017/1P12014 Matrix-SH LUMBER - TOP CHOR I 2x4 SP No.2 BOT CHOR 2x6 SP M 26 *Except* 11 5-17: 2x4 SP No.3, 13-16: 2x8 SP 240OF 2.OE, 10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 11 16-18,8-14: 2x4 SP No.2, 8-13: 2x6 SP No.2 OTHERS II 2x4 SP No.3 - Scale = 1:75.4 1 !x4 = 1 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 568 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,12-13,10-12. REACTION (lb/size) 1=4187/0-8-0, 13=5562/0-8-0 Max Horz 1=-192(LC 9) Max Uplift 1= 2472(LC 8), 13=-3134(LC 9) FORCES. I1b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR I 1-2=-8708/5155, 2-3=-6390/3892, 3-4= 5617/3538, 4-5=-7653/4647, 5-6=-8426/5082, 6-7=-7005/4222, 7-8=-614213616, 8-9=-494/644, 9-10— 389/648 BOT CHOR 1-21— 4584/7657, 19-21— 45B477657, 18-19=-3313/5689, 16-17= 247/397, 5-16= 2144/3524, 15-16= 4316/7552, 14-15=-3012/5357, 13-14=-1074/714, 12-13=-555/440, 10-12= 556/441 WEBS 2-21= 987/1851, 2-19= 2307/1489, 3-19= 1597/2648, 4-18=-2432/1410, II16-18= 3801/6471, 4-16=-1651/3030, 6-16=-399/498, 6-15=-4178/2565, 7-15= 2399/3908, 7-14= 1085f722, 8-14=-3645/6440, 8-13= 4598/2699 NOTES- iI 1) 2-ply truss'fo be connected together with 10d (0.131 "x3") nails as follows: Top chord connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom ch 11rds connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Webs con ected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads a. 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) Unbalanceld roof live loads have been considered for this design. 4) Wind: AS 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL�.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.1 ;I MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide ad Equate drainage to prevent water ponding. 6) All plates µe MT20 plates unless otherwise Indicated. 7) This truss Gas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) •This trus 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 betw en the bottom chord and any other members. 9) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=2472, 1 '� 3134. 10) Use Sim p ,on Strong -Tie HHUS26-2 (14-1 Od Girder, 4-1od Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to front face f bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 A WARNIN - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev. f0/03/2015 BEFORE USE. Deslgn vall ,for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a trus.syste . Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building de ign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek7 Is always re 'ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, seeANSUIP/r Aua/tlyOffeft DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety►nfo allonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply r i Roof Special Girder 1 T14183126 1442698-GE -CANNON A01 2 Job Reference (optional) Builders f IrptSource, I-ort HleCe, FL 34y4b b.zzu s iviay z4 zuI b Na i eK inuusnies, mc. i nu rviay o i r caa:uu zu i o rays e I D:rcJ POI40c?YPehxeU_io6xzNgS4-M8SpcgfDHZtcK7Jg DysvXidO7Fs3vOr2jcbddpzB_19 NOTES- 11) Use Si pson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 19-0-12 to connec truss(es)to front face of bottom chord. 12) Use Si pson Strong -Tie LUS26 (4-10d Girder, 3-1 Od Truss, Single Ply Girder) or equivalent at 21-0-12 from the left end to connect truss(es) to front face of bottom chord. 13) Fill all n it holes where hanger is in contact with lumber. 14) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 487 lb down and 360 lb up at 23-0-12, 500 lb down and 275 lb up at 25-0-12'I487 lb down and 331 lb up at 27-0-12, and 489 lb down and 266 lb up at 29-0-12, and 475 lb down and 235 lb up at 31-0-12 on bottom chord. The design/ election of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform loads (pit) ert: 1-3=-54, 3-5=54, 5-6=-54, 6-7=-54, 7-11=-54, 1-17= 20, 13-16— 20, 10-13=-20 Concentr ted Loads (lb) it: 15_ 500(F) 25= 1044(F) 26=-473(F) 27=-473(F) 28= 473(F) 29=-475(F) 30=-475(F) 31=475(F) 32= 475(F) 33=-487(F) 34=-487(F) 35=-489(F) 36— 475(F) ® WARNING I, Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design vaild a truss syste or use only wllh MIT00 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 1. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into The overall �s building desl n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always req' rlcallon, fab Ired for stability and to prevent collapse with possible personal Injury and property damage. For general'guidance regarding the orage, delivery, erection and bracing of trusses and truss systems, seeANSYMY CualByCtlferld, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety jmonr,`antolpvailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply r W T14183127 1442698-GE -CANNON A02 Roof Special 1 1 Job Reference (optional) Builders �I; ce, Fort Piece, FL 34945 8.220 s May 24 2018 MITek industries, Inc. Thu May 31 12:39:01 2018 Page 1 ID:rcJP0140c?YPehx6U_io6xzNgS4-gLOBpOgr2t?TyGtsng083AA9KfA1 es?ByGKA9FzB_l8 5-8-5 10-10-2 16-0-8 20-7-8 22-11-8 24-17-8 32-8.0 35-8-0 38-8-0 40-8-0 5-8-5 T-1113 5-2-6 4-7-0 2-4-0 ' 2•D-D 7-8-8 3-0-0 3-0-0 2-0-0 5x6 = 5x8 = 6.00 F12 5x6 = 5x6 = 5x8 STP= 5x6 r ST1.5x8 STP = 2x4 II 5x12 = Scale = 1:76.9 0 I O v x4 = CO 1 6 Plate Offsets° Y -- 1:0-5-7 Ed a 2:0-3-0 0-3-0 4:0-3-0 0-2-0 5:0-6-0,0-2-8 7:0-3-8 0-2-4 8:0-4-0 03-0 13:0-10-0 0-3-0 18:0-4-0 0-3-0 LOADING (Isf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.31 17-18 >999 240 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.58 17-18 >670 180 BCLL 1.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.31 13 nta n/a BCDL 1 .0 Code FBC2017/fP12014 Matrix-SH Weight: 216lb FT=20% LUMBER- BRACING - TOP CHOR 12.4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1-18: 2x4 SP No.1 WEBS 1 Row at midpt 8-14 WEBS 2x4 SP No.3 *Except* ll 8-13: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP 1o.3 i REACTIONS. (lb/size) 13=1817/0-8-0, 1=1131/0-8-0 Max Horz 1=-208(LC 10) Max Uplift 13=-787(LC 13), 1=-478(LC 12) FORCES. (I' - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2 3575/2528, 2-3=-3337/2214, 3-4=-2316/1454, 4-5=-2126/1421, 5-6=-1725/1249, 6-7=-1234/925, 7-8_ 1418/880, 8-9— 1500/731, 9-10=-1258/591 BOT CHORD 1-18=-2081/3203, 17-18=-1453/2804, 16-17=-535/1595, 14-16=-561/1531, �I 13-14=-651/1712, 12-13=-513/1354, 10-12=-513/1354 WEBS 2-18=-189/479, 3-18=-269/510, 3-17— 720/810, 4-17=-348/760, 5-17=-463/847, 6-14=-907/596, 7-14=-39/395, 8-14= 1566/1802, 8-13= 1506/1488, 9-13= 116/295 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpj=0.18; IMWFRS (envelope) and C-C Exterior(2) 0-4-0 to 6-4-0, Interior(1) 6-4-0 to 16-0-8, Exterior(2) 16-0-8 to 22-11-8, Interior(1) 2 -11-8 to 24-11-8, Exterior(2) 24-11-8 to 30-11-8, Interjor(1) 30-11-8 to 40-8-13 zone; cantilever left and right exposed ;C-C for me" bets and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) This truss h �s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty 6n the bottom chord and any other members. 6) Bearing at J .int(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of 'earing surface. 7) Provide me Panical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 13=787, 1= 78. Thomas A. Albani PE No.39380 Mi7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid or use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � of sysre 'I Before trse, the building designer must verity the applicab➢ity of design parameters and properly Incorporate this design Into the overall building desl 'n. &acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MeW Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualByCrBeft DSB-89 and BCS1 BugdOtg Component 6904 Parke East Blvd. Safety IntomrIpHonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply r � T14183128 1442698-GE -CANNON A03 Roof Special 1 1 Job Reference (optional) I3mcferS rIr i5ource, rori niece, I-L 34y4b a.zzv s rway car c� i o rvu i en a iuwuma, arc. i i w .nay o i ic.oa.w cv v V.I ID:rcJP0140c?YPehxeU_io6xzNgS4-mj7yEih6aUFBBal Ev5QcBbFavTrg6mcUPapHD7zB_16 5-1-3 ' 2-7-8 ' 2-0-0 5x6 = 5x6 = 6.00 12 6 7 5x6 = 5x6 = 5x6 = 1 24 5x12 5x6 11 ST1.5x8 STP = 16 15 ST1.5x8 STP = 2x4 11 5x12 = Scale=1:80.0 2x4 11 2x4 11 13 2x4 = 14 C2 0 Plate Offsetsl Y -- 3:0-3-0 Ede 8:0-3-0 0-2-0 16:0-10-0 0-3-0 LOADING ( isf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 2 .0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.31 21 >999 240 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.48 20-21 >805 180 BOLL 0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.29 16 n1a n/a BCDL 1 0 Code FBC2017/fP12014 Matrix-SH Weight: 230Ito FT=20% LUMBER- I BRACING - TOP CHOR 1I 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc purlins, BOT CHOR 2x4 SP No.2 except end verticals. WEBS 2x4 SP No*3 `Except` BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. 1-24,11-16: 2x6 SP No.2, 1-23: 2x4 SP N0-2 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 24=1135/0-8-0; 16=1821/0-8-0 Max Horz 24=-288(LC 13) �I Max Uplift 24=-499(LC 12), 16=-808(LC 13) FORCES. (1 ') -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-24= 1095/692, 1-2= 2698/1589, 2-4— 3315/2039, 4-5=-3227/1912, 5-6=-2271/1319, 6-7=-1677/1034, 7-8=-1292/913, 8-9=-1467/913, 9-11=-994/409, 11-12=-1536/772, 12-13= 1234/571 BOT CHORD ,I 23-24=-168/288, 21-23=-1529/3144, 20-21=-994/2529, 19-20= 443/1583, 17-19_ 167/808, 16-17=-800/1856, 15-16=-481/1322, 13-15= 481/1322 WEBS 1-23=-165212831, 2-23=-1651/1132, 4-21=-287/373, 5-21 =405/648, 5-20=-600/689, 6-20= 828/1571, 7-19= 806/508, 8-19=-155/444, 9-19= 490/578, 9-17= 824/833, 11-17-1 355/1607, 11-16= 1468/1336, 12-16=-197/426 NOTES- II 1) Unbalance I roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; IMW FRS (envelope) and C-C Exterior(2) 0-2-12 to 3-0-8, Interior(1) 3-0-8 to 18-4-0, Exterior(2) 18-4-0 to 20-11-8, Interior(1) 2 -11-8 to 22-11-8, Exterior(2) 22-11-8 to 28-11-8, Interior(1) 28-11-8 to 40-8-13 zone; cantilever left and right exposed ;C-C for me' bets and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad Pate drainage to prevent water ponding. 4) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss as been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty en the bottom chord and any other members. 6) Bearing at J int(s) 24 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of ,Baring surface. 7) Provide me 0anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 24=499, 16 �808. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; May 31,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid or use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Dot a truss syste �! Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building deli 'n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe ' Is always req Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, s14&rage, delivery, erection and bracing of trusses and truss systems, seeANSUWII Cual6yCrRedd, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safetylntom aflon3vallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandri6• VA 22314. Tampa, FL 33510 Job Truss Truss Type ' Qty Ply III r i T14183129 1442698-GE CANNON A04 Roof Special 1 1 Job Reference (optional) buitaers Jource, rort r'rece, rL 3'+U'+D o .. a away cY cv i v rvu , cn u,uuou,w, a n,. , ,,., rvmy — .vv. w _ . -I- ID:rcJP0140c?YPehxeU_io6xzNgS4-i6FifNj M65VVQuBdOW S4EOKtFGY4aelntu101OzB_14 5-0-8 i 11-4-8 17-8-8 20-11.8 26-0-0 i 32-8.0 35.8.0 38-8-0 40-8-0 3 7-8-0 3-0-0 3-0-D 5x6 = Sx8 = 4 5 6.00 12 l 3x4 32.5 ' Sx8 = 5x6 = 1 17 5x8 = 16 18 19 3x4 4x6 ZZ 20 4x6 5x6 3.00 ri2 21 �II5x6 I I ST 1SxB STP = 13 12 ST1.5x8STP= 2x4 II 5x12 = Scale = 1:75.4 I N4 = 1 0 6 4 1n N m Plate Offsets' X,Y -- 4:0-3-0 0-2-0 5:0-6-0 0-2-8 13:0-10-0 0-3-0 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TCLL 2 �0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.31 18-20 >999 240 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.88 Ven(CT) -0.49 18-20 >803 180 BCLL �0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.28 13 n/a n/a BCDL 1 .0 Code FBC2017/fP12014 Matrix-SH Weight: 228 lb FT = 20% LUMBER - TOP CHORD 12x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 12x4 SP No.3 *Except` 1-21,8-13: 2x6 SP No.2, 1-20: 2x4 SP No.2 OTHERS 12x4 SP No.3 BRACING - TOP CHORD ' Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-10 oc bracing. WEBS 1 Row at midpt 8-14 REACTIONS.1 (lb/size) 21=1135/0-8-0, 13=1821/0-8-0 Max Horz 21=-317(LC 13) Max Uplift 21� 499(LC 12), 13=-775(LC 13) FORCES. (I l - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD �I 1-21=-1088/755, 1-2=-2974/1816, 2-3=-3123/1811, 3-4=-2291/1318, 4-5=-1814/1191, 5-6=-1510/1026, 6-8=-1387/765, 8-9= 1497/727, 9-10— 1256/588 BOT CHORD 20-21=-150/322, 18-20=-1694/3246, 17-18=-1281/2834, 16-17=-295/1332, 14-16=-327/1195,13-14= 736/1791,12-13=-510/1351,10-12=-510/1351 WEBS 11-20=-1865/3077, 2-20=-164011133, 2-18=-413/399, 3-18=-37/335, 3-17=-814/818, 4-17=-305/750,5-17=513/813,6-14=-561/669,8-14=-1573/1865,8-13=-1497/1436, 9-13=-1191302 NOTES- 1) Unbalance 'roof live loads have been considered for this design. 2) Wind: ASC ^ 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; NWFRS (envelope) and C-C Extedor(2) 0-2-12 to 5-0-8, Interior(1) 5-0-8 to 1.7-8-8, Exterior(2) 17-8-8 to 26-11-8, Interior(1) 2 -11-8 to 40-8-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO.1=1.60 plate grip,DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss h !�s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betwe n the bottom chord and any other members. 6) Bearing at j �int(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacityof learingsurface. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=499, 13775. r Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING iVedfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid pr use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot a truss syste f Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desl h. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req red for stability and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding the fabrication, s rage, delivery• erection and bracing of trusses and truss systems, seeANSVW11 CualUyCd1®da, DS8-69 and BCS1 BuildingComponen} 6904 Parke East Blvd. Safoly Inlomq�aBonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply t i T14183130 1442698-GE -CANNON A05 Roof Special 1 1 Job Reference (optional) Builders FirttSource, Fort Piece, FL 34945 13-2-4 1 19-4-0 'T.T.oll 16 5x6 11 .5x8 STP = 8.220 s May 24 2018 MiTek Industries, Inc. Thu May 31 12:39:07 2018 Page 1 PehxeU io6xzNaS4-fVNT43kceimdaBL08wUYJRQDB4Fa2YW4KBnVMvzB_12 Sx6 = Scale = 1:77.3 ST1.5x8 STP = 2x4 11 5x12 = Plate Offsetsi X,Y -- 12:0-10-0 0-3-0 13:0-2-12,0-3-0 , 15:0-6-0 0-3-0 LOADING ( 11f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.35 14-15 >999 240 MT20 244/190 TCDL . 0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.79 14-15 >492 180 BCLL Rep Stress Incr YES WB 0.75 Horz(CT) 0.25 12 n/a n/a BCDL 1 1�0 �0 Code FBC2017/TPI2014 Matrix-SH Weight: 220lb FT=20% LUMBER- 1 BRACING - TOP CHORDII 214 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. i 1-2: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-11-14 oc bracing. BOT CHORd 2x4 SP No.2 `Except` WEBS 1 Row at midpt 1-15, 5-14, 7-13 14-15: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 1-16,7-12: 2x6 SP No.2, 1-15: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 16=1135/0-8-0, 12=1821/0-8-0 Max Horz 16=-369(LC 13) Max Uplift 16=-514(LC 12), 12= 788(LC 13) FORCES. (I '� - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-16=-1089/766, 1-2=-3004/1725, 2-3=-3592/2156, 3-4=-2290/1272, 4-5=-1565/923, 5-7=-1398/691, 7-8— 1497l732, 8-9_ 1256/586 BOT CHORD I 15-16— 154/373, 14-15= 104612565, 13-14= 283/1219, 12-13=-740/1790, 11-12=-508/1351, 9-11= 508/1351 WEBS 1-1 5=-1 746/3083, 2-15= 1895/1338, 3-15=-620/916, 3-14= 616/747, 4-14= 692/1520, j 5-13=-530/667, 7-13= 1529/1881, 7-12� 1502/1404, 8-12=-128/319 NOTES- 1) Unbalance proof live loads have been considered for this design. 2) Wind: ASC 1 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 19-4-0, Exterior(2) 19-4-0 to 25-4-0, Interior(1) 2 -4-0 to 40-8-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DO 1=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss h 's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betwe n the bottom chord and any other members. 6) Bearing at lnt(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of raring surface. 7) Provide me , anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=514, 12 788. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 0 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. Design valid a truss syste r use only with MiTek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �; Before use, the building designer must verify the applicab0lty of design parameters and properly Incorporate this design Info the overall � building desl P. &acing Indicated Is To prevent buckling of individual Truss web and/or chord members only. Addilbnal Temporary and permanent bracing �t/� T 9Y�0 9�k" h always re ed for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabril lon, st ;rage, delivery, erecllon and bracing of trusses and Truss systems, seeANS!/IPII Qua/ByCdlerla DSB B9 and SCSI Bugd/ny Component 6904 Parke East Blvd. Safety InMim, Miici o.lable from Truss plate Institute, 218 N. Lee Street. Suit. 312, Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply r 1 T14183131 1442698-GE A -CANNON A06 Roof Special 1 1 Job Reference (optional) Builders Fir tSource, Fort Piece, FL 34945 B.220 s may 24 2U1 B mi I ek industries, Inc. Thu may 31 12:39:08 20i 8 rage 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-7hxrH PI FPOuU HLwCheOnrfyOl UZXny4DZrX2vLzB_11 33-8-0 i 4-7-6 9-05.8 14-2 16 �08�303-0 5'0-16 0 & 5-1-5122-�224 12 70 2-0 44 861 6x12 MT20HS 11 1-1-8 Scale = 1:87.2 6.00 12 3x6, II 5 3x6 II 4 6 81 32 46 2x4 11 5x6 = 7 3x6 � 5x8 5x8 = 1 8 4x6 9 0 10 24 33 r 0 0 5x12 = 23 2x4 11 q y 25 5x8 ZZ o = 12 2x4 = �(b 6x8 % 417 13 1 3.00 F12 22 20 19 15 14 3x o 26 2x4 � 21 5x8 = 4x6 II 4x6 = ST1.5x8 STP = ST1.5x8 STP = 6x8 = 6x12 MT20HS = �f 4x6 11 2x4 11 4)8-rob 32-8-0 9.0-8 16.8-0 21-7-4 21-a•0 26.9.0 27r0-8 31-5-0 32.6-(i i 35-8-0 i 38-8-0 9-0.8 7.7-8 4-it-4 P 12 5-1-0 0• 8 4-4-8 -1• 2-0-0 3-0-0 0-1-8 J 1-0-0 Plate Offsets' X Y -- 5:0-2-0,0-2-8 9:0-1-0 0-1-12 l l:0-4-4 0-2-0, 16:0-3-0 0-0-0 19:Ed a 0-3-8 20:0-3-8 0-3-0 , 24:0-5-0 0-3-4 25:0-4-0 0-3-4 LOADING (sf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.83 Vert(L-) -0.20 24-25 >999 240 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.47 24-25 >689 180 MT20HS 187/143 BCLL 10 Rep Stress Incr NO WB 0.92 Horz(CT) 0.18 20 r1/a rVa BCDL 1 i0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.53 12 >139 120 Weight: 248lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-9-1 oc bracing. BOT CHOR 12x4 SP No.2 *Except* WEBS 1 Row at midpt 2-26, 7-20, 5-24, 3-24 WEBS 24-25,11-18: 2x4 SP No.1, 9-19: 2x4 SP M 31, 15-16: 2x4 SP No.3 2x4 SP No.3 `Except` 1-26: 2x6 SP No.2, 2-25,7-20,6-23,5-24: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS 1 (lb/size) 26=1420/0-8-0, 17=1005/0-3-0, 20=212010-7-0 Max Horz 26=-404(LC 13) Max Uplift 26=-582(LC 12), 17— 804(LC 13), 20=-500(LC 12) Max Grav 26=1420(LC 1), 17=1047(LC 24), 20=2120(LC 1) FORCES. (1 'J - Max. Comp./Max. Ten. - All forces 250 (lb) or Tess except when shown. TOP CHORD 2-3= 37981 486, 3-4=-3558/2361, 4-5=-3651/2726, 5-6= 1986/1605, 6-7=-1951/1446, 11 7-9= 166/345,9-10_ 13941724,10-11=-334111572,11-12=-1225/567 BOT CHORD 25-26=-982/1604, 24-25=-2571/4096, 23-24=-986/1954, 19-20= 433/953, 9-18=-682/1635, 17-18=-1323/2936, 16-17= 1380/3059, 11-16=-1333/3091, 15-16= 443/1105, 14-15_ 482/1340,12-14=-472/1313 WEBS 2-26=-2206/1568, 2-25= 1664/2643, 3-25=-1799/1353, 10-18= 2588/1170, 10-17=-1443/3093, 9-20=-1206/436, 20-22=-2321/1503, 7-22— 2235/1499, 11-15=-1522/605, 7-23= 1211/2142, 6-23— 868/935, 4-24=-1058/1186, 5-24=-2248/2974, 5-23=-747/80, 3-24=-859/642 NOTES- i 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 19-4-0, Extedor(2) 19-4-0 to 25-4-0, Interior(1) 2 -4-0 to 40-8-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO 1=1.60 plate grip DOL=1.60 3) Provide adpuate drainage to prevent water ponding. 4) All plates ar MT20 plates unless otherwise indicated. 5) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as been designed for alive load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe n the bottom chord and any other members. 7) Bearing at J 'int(s) 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of t eating surface. 8) Provide me panical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 26=582, 17=804, 20=500. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid or use only with MiTek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a fruss sysfe '! Before use, The building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building deli Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing nA T IY@f lek• Is always req tired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcafton, s orage, delivery• erection and bracing of trusses and truss systems, seeANSd1P11 QualityCiffeda, DSB•89 and BCSi BuBdIng Component 6904 Parke East Blvd. Safety Info aHonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply � 1 T14183131 1442698-GE -CANNON A06 Roof Special 1 1 Job Reference (optional) 8wiaers rirsttsource, I -on Fiece, rL 34U4b O.LGV J IVIGy LV LV I O IVII I CR II IUUJII ItlJ, 11IV. I Ilu lvlay o 1 : �ayv ID:rcJP0140c?YPehxeU_io6xzNgS4-btVDVImtAKOKvVVOFLX00sVZVtumW PKMoVGbRnzB_10 NOTES- 9) Hanger(s or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 473 lb up at 17-0-0, and 500 lb down and 473 lb up at 21-8-0 or itop chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the L ,AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS (S) Standard 1) Dead + R I of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) ert: 1-3— 541 3-4=-54, 4-5— 174(F= 120), 5-6=-174(F= 120), 6-13=-54, 24-26=-20, 22-24=-20, 19-21= 20, 16-18— 20, 12-15� 20 Concentr °ted Loads (lb) ert: 6= 500(F) 4=-500(F) A WARNING IlVerity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. laW2015 BEFORE USE. Design valld qr use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not �" a truss syste !Before use, the building designer must verity the applicability of design parameters and properly incorporate: this design Into the overall building desl in. 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, for stability and To prevent collapse with possible personal Injury and properly'damage. For general guidance regarding the delivery, bracing trusses Truss DSB-89 6904 Parke East Blvd. safety Inrorn sPorage, erection and of and systems, seeANSVZPII CualBy Cdlerla, and BC51 BuIlding Component Offanovall able from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply s T14183132 1442698-GE -CANNON A07 Roof Special 1 1 { Job Reference (optional) Builders Fort Piece, FL 34945 8.220 S May 24 2018 MI I eK industries, Inc. I nu May 3i iz::19:1 U 21118 rage 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-343bi5nVxe8BXf4bp32Fx42kuH E? FrkW 0909zDzB_i ? 33-8-0 i 5-11-0 11.0.8 1. 4 19.4-0 21-6-0 26-9.0 27r0-8 31-5-0 -6-8 35-8-0 38-6-0 40-a-0i S•11-0-1-12 4-1-12 2-4.0 5-1-0 0- 8 4-4-8 -1-8 2-0-0 3-0-0 2-0-0 1-1-B 28 5x6 = ST1.5x8 STP = 6.00 12 6x8 = a„a Ii ' 3x6 II 21 — ST1.5x8 STP = 2x4 Z:Z 6x8 = 6x12 MT20HS = 2x4 11 Scale=1:83.5 33-s-o 3z-a-o 5-11-0 ' 11-0-8 16-&0 21-8-0 21-9-8 2s-s-0 27rP8 31-5-0 32-6 35-a-0 3a-8-0 I 5-11-0 5-0-0 0- 5-0-8 -9 4.4.9 -1-E 2-0-0 3-0-0 0-1-8 Plate Offsets' X,Y -- 9:0-1-0 0-1-12 11:0-4-4 0-2-0 16:0-3-0 0-0-0 19:Edge, 0-3-8 20:0-3-8 0-3-0 24:0-5-0 0-3-4 LOADING (plf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 \ TC 0.79 Vert(LL) -0.19 24-25 >999 240 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.41 24-25 >789 180 MT20HS 187/143 BCLL 0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.16 20 n/a n/a BCDL 1 1I Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.53 12 >139 120 Weight: 256lb FT=20% LUMBER- TOP CHORD BRACING - 12x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc puffins, 3-5: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 4-0-13 oc bracing. 24-26,11-18: 2x4 SP No. 1, 9-19: 2x4 SP M 31, 15-16: 2x4 SP No.3 WEBS 1 Row at midpt 1-27, 5-24, 7-20 WEBS 2x4 SP No.3 *Except* 1-28: 2x6 SP No.2, 6-23,5724,7-20: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 28=1420/0-8-0, 17=1006/0-3-0, 20=2119/0-7-0 Max Harz 28=-439(LC 13) Max Uplift 28= 593(LC 12), 17=-803(LC 13), 20=-487(LC 12) Max Grav 28=1420(LC 1), 17=1046(LC 24), 20=2119(LC 1) FORCES. (I h - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-28=-1370/1023, 1-2=-1663/1127, 2-3=-3654/2435, 3-4=-3505/2336, 4-5= 3585/2616, i 5-6=-1983/1593, 6-7= 1952/1438, 7-9=-168/344, 9-10= 13941724, 10-11=-3341/1572, 11-12=-1225/567 BOT CHORD 27-28=-282/456, 25-27=-964/1724, 24-25=-2387/3859, 23-24=-981/1955, 19-20= 432/953, 9-18=-681/1635, 17-18_ 1323/2936, 16-17=-1380/3059, 11-16=-1333/3091, 15-16= 443/1105, 14-15= 482/1340, 12-14= 472/1313 WEBS 11-27=-1387/2053, 2-27=-1526/1163, 2-25=-1541/2328, 3-25=-1623/1208, 7-23=-1202/21411 6-23=-861/925, 4-24=-930/1003, 5-24=-2108/2885, 5-23= 749/86, 3-24=-684/526, 10-18= 2588/1169, 10-17— 1443/3093, 20-22=-2320/1495, 7-22= 2235/1492, 9-20=-1206/435, 11-15= 1522/605 NOTES- I 1) Unbalanced � oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=17Omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; WFRS (envelope) and C-C,Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 19-4-0, Exterior(2) 19-4-0 to 25-4-0, Interior(1) 2 - 4-0 to 40-8-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DO 1L1.60 plate grip DOL=1.60 3) Provide ade 'luate drainage to prevent water ponding. 4) All plates ar MT20 plates unless otherwise indicated. 5) All plates ar 4x6 MT20 unless otherwise indicated. 6) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss as 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 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 will fit be twe n the bottom chord and any other members. 6904 Parka East Blvd. Tampa FL 33610 8) Bearing at Jo Ot(s) 28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of b arng surface. Date: 9) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) May 31,2018 ® WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1.7473 rev. 10/03/2015 BEFORE USE, Design valid r use only with Mile ICQJ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system:lBefore use, the building designer must verify the appllcabRity of design parameters and properly Incorporate this design into the overall building desl Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �;��,�� Its always req fired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st"rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CuaiByCdterb, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. ' saletyln/omlpUonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ! Truss Truss Type r , aty Ply T14183132 1442698-GE II CANNON A07 Roof Special 1 1 i Job Reference o tional Builders Fir$tSource, Fort Piece, FL 34945 t1.ZZU 5 May z4 zui tl ivit I eK IfluuSrlles, rrla. r riu,rvlay a I ic[oa: ru Lv I o raye c I D:rcJP0140c?YPehxeU_io6xzNgS4-343bi5nVxe8BXf4bp32Fx42kuHE? FrkW 0909zDzB_l ? NOTES- 10) Hanger i) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 473 lb up at 17-0-0, and 500 lb down and 473 lb up at 21-8 0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the L IAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS (S) Standard 1) Dead +i oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniformads (plf) n: 1-3-54, 3-4=54, 4-5=-174(F=-120), 5-6=-174(F=120), 6-13=-54, 24-28=-20, 22-24=-20, 19-21=-20, 16-18— 20, 12-15=20 Concertted Loads (lb) ert: 6=-500(F) 4= 500(F) 0 WARNING 11 Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss syste �i Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des! Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��'t'®k' h always rey red for sTab(Iity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabricotlon, s orage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Gual9yCr8eda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety into . 16novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply A T14183133 1442698-GE -CANNON A08 Roof Special 1 1 Job Reference (optional) Builders Fort Piece, FL 34946 6.220 s May 24 2018 MiTek Industries, Inc. Thu May 31 12:39:12 2018 Page 1 I D:rcJP0140c?YPehxeU_io6xzNgS4-?SAM7mo1SFOvmzDzwU4jOV74u5vljm3pUTVF16zB_0z 33-8-0 6-i-0 11-11.0 19-4-0 21-6-0 26.9.0 31-5-0 32.6-6 358-0 i 38-8-0 i 40-B-0 6-1-4 5-9-12 7.5-0 211 5-1.0 4-8-0 -1-8 2.0-0 3-0-0 2-0-0 1-1-8 6.00 12 28 5x6 = ST1.5x8 STP = 6x8 = :ixR II ' 3x6 II 21 cv ST1.5x8 STP = 2x4 ::� 6x8 = is is w 6x12 MT20HS = 2x4 11 33-8-0 32.8-0 i 6-1-0 it-11.0 16-8-0 21-8-0 2N-112 26-9-0 27e-8 31.5-0 $2-6-� 35:8-0 1 38-8-0 6-1-0 5-9-12 4.9-0 5-0-0 0-1 12 4-11-4 0-S-8 4.4-8 -1- -0- 2-0-0 3-0-0 0-1-R Scale = 1:83.5 cl� 0 0 II j� ?x4 = m n 3 10 � 6 LOADING ( I f) SPACING- 2-0-0 CSI. DEFL. ' in (loc) I/defl Ud PLATES GRIP TCLL 2 ' 0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.19 24-25 >999 240 MT20 244/190 TCDL �0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.39 24-25 >819 180 MT20HS 187/143 BCLL .0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.16 20 n/a n/a BCDL 1 �0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.53 12 >139 120 Weight: 258lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD BOT CHOR 2x4 SP No.2 'Except' 9-19: 2x4 SP M 31, 11-18: 2x4 SP No.1, 15-16: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 `Except' WEBS 1-28: 2x6 SP No.2, 6-23,5-24,7-20: 2x4 SP No.2 OTHERS 2x4 SP No.3 I REACTIONS .I _(ib/size) 28=1419/0-8-0, 20=2124/0-7-0, 17=1001/0-3-0 Max Horz 28=-455(LC 13) Max Uplift 28=-598(LC 12), 20— 483(LC 12), 17— 802(LC 13) Max Gram 28=1419(LC 1), 20=2124(LC 1), 17=1042(LC 24) FORCES. (I 1- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-28=-1369/1023, 1-2= 1573/1066, 2-3=-3565/2382, 3-4=-3481/2328, 4-5=-3558/2570, 5-6=-1978/1584, 6-7=-1949/1431, 7-9= 164/349, 9-10— 1395/726, 10-11=-3341/1572, 11-12= 1225/567 BOT CHORD 27-28=-298/473, 25-27=-878/1633, 24-25— 2297/3755, 23-24=-975/1950, 19-20= 434/954, 9-18=-678/1633, 17-18=-1324/2936, 16-17=-1380/3059, 11-16=-1333/3092, 15-16= 443/1105, 14-15=-482/1340, 12-14=-472/1313 WEBS 17-23=-1198/2144, 1-27= 1340/1983, 2-27= 1491/1156, 2-25= 1524/2293, 3-25=-1554/1161, 6-23= 861/921, 4-24=-879/924, 5-24=-2054/2852, 5-23=-751/90, 20-22=-2324/1493, 7-22= 2238/1489, 9-20=-1204/432, 10-18=2586/1166, 10-17=-1439/3091, 11-15_ 1522/605, 3-24=-623/484 Structural wood sheathing directly applied or 2-6-9 oc purlins, except end verticals. Rigid ceiling directly applied or 3-10-8 oc bracing. 1 Row at midpt 1-27, 2-25, 5-24, 7-20 NOTES- 1) Unbalance l roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; lv1WFRS (envelope) and C-C Exterior(2) 0-2-12 to 6-1 4, Interior(1) 6-1-4 to 19-4-0, Exterior(2) 19 4 0 to 25 4-0, Interior(1) 2 -4-0 to 40-8-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DO =1.60 plate grip DOL=1.60 3) Provide ade' uate drainage to prevent water ponding. 4) All plates ar ° MT20 plates unless otherwise indicated. 5) All plates at ' 4x6 MT20 unless otherwise indicated. 6) This truss h 't been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss as 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 betwe n the bottom chord and any other members. 8) Bearing at J int(s) 28 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of earing surface. 9) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 28=598, 20 483, 17=802. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ,, WARNING iVedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/0312015 BEFORE USE. Design valid or use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss systeItion3vallable Before rise, the building designer must verify the appllcaWlity of design parameters and properly incorporate this design into the overall building de. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always reed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcalionrage, delivery, erection and bracing of trusses and truss systems, seeANSMII QualityCr8eft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sofetylnfo from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14183133 1442698-GE -CANNON AOB Roof Special 1 1 Job Reference (optional) Builders Fir$tSource, Fort Piece, FL 34945 B.22o s May 242ults milek industries, inc. InUMay3l i2:3 :i220iB Paye2 I D:rcJ P0140c?YPehxeU_io6xzNgS4-?SAM7moISFOvmzDzwU4jOV74u5vljm3pUTVF16zB_Oz NOTES- 10) Hanger(„) or other connection devices) shall be provided sufficient to support concentrated Ioad(s) 500 lb down and 473 lb up at 17-0-0, and 500 Ib down and 473 Ib up at 21-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS(S) Standard 1) Dead + R of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform bads (plf) �rt: 1-3= 54, 3-4=-54, 4-5= 174(F= 120), 5-6=-174(F= 120), 6-13— 54, 24-28=-20, 22-24_ 20, 19-21=-20, 16-18=-20, 12-15=-20 Concentr ted Loads (lb) ,ert: 6=-500(F) 4=-500(F) ® WARNING I'lVerify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MB-7473 rev. 10/03)2015 BEFORE USE. Design valid or use only with Mliek6 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss syste J Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desl n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nA T 9tl�0 e V Is always regrlilred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, si" rage, delivery, erection and bracing of trusses and truss systems, seeANSM11 CaalByC add, DSO-89 and SCSI BuQding Component 6904 Parke East Blvd. Safety/n/o40flonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply II � T14183134 1442698-GE -CANNON B01 Roof Special 1 1 j Job Reference (optional) Builders Fir Source, Fort Piece, FL 34945 8.220 s May 24 2018 mI I eK Industries, Inc. I nu may 31 12:uu:14'zul t7 Page 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-yrl6YSq?_sed?GNM2u6B5wCOkudABgE5xn_M5?zB_Ox 19-4-0 1-3-0 7-7-0 13-11-0 16-8.0 16iti-8 21-8-0 27-4-0 1,1-0 6-4-0 6-4-0 2-9-0 0-3-s 2.4-8 2-4-0 5-8-0 6.00 12 2x4 15 3x6 ZZ ST1.5x8 STP = 4x12 = 6x8 = STP = 16 21-8-0 21-1,0-4 27-4-0 LOADING (sf) SPACING- 210-0 CSI. DEFL. in (loc) I/deft I TCLL 2 0 Plate Grip DOL .25 TC 0.92 Vert(LL) 0.29 11-12 >999 240 TCDL Lumber DOL 1.25 BC 0.88 Vert(CT) -0.34 12 >952 180 t0 e Rep Stress Incr 0 WB 4 Horz(CT) 0.26 16 Na n/a BCDL 1 !0 Code Matrix-SH LUMBER - TOP CHORD,I 2x4 SP No.2 BOT CHORD � 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-15,8-16: 2x6 SP No.2, 6-11: 2x4 SP NO.2 Scale = 1:67.0 PLATES GRIP MT20 244/190 Weight: 207 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-8-14 oc bracing. WEBS - 1 Row at micipt 2-14, 3-12, 2-15, 6-11 REACTIONS.i (lb/size) 15=1458/0-8-0, 16=2113/0-8-0 Max Horz 15=-103(LC 13) Max Uplift 15— 570(LC 12), 16=-634(LC 12) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1709/1214, 3-4= 3484/2368, 4-5=-3604/2447, 5-6= 3659/2601, 6-7=-2141/1614, 7-8=-2105/1398, 9-16=-2113/1384, 8-9=-2068/1411 BOT CHORD 14-15=-206/264, 12-14=-1230/1770, 11-12=-2483/3653, 10-11=-1274/2068 WEBS 2-14=-1309/1945, 3-14=-1464/1165, 3-12=-1374/2073, 4-12=-1446/1064, 4-11=-522/434, 2-15= 143211146, 7-1 0=-881 1946, 5-11=-7721740, 8-10= 1306/2069, 6-11=-2137/2868, 6-10= 632/220 NOTES- 1) Unbalance hoof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;'IMWFRS (envelope) and C-C Exterior(2)0-2-12 to 7-3-0, Interior(1) 7-3-0 to 19-4-0, Exterior(2) 19-4-0 to 25-4-0, Interior(1) 2 ,-4-0 to 27-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) This truss h "s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betwpn the bottom chord and any other members. 6) Bearing at j int(s)15, 16 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of ° ,paring surface. 7) Provide me 0anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 011=11b) 15=570, 16 1634. 8) Hanger(s) o ,other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 473 lb up at 17-0-0, and 00 lb down and 473 lb up at 21-8-0 on top chord. The design/selection of such connection device(s) is the responsibilit 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(i Standard 1) Dead + Roolj;Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid r use only with MI connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not pBefore �� a truss syste use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desl In. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilionat temporary and permanent bracing MOWIs always re fabrication, l red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the siprage, delivery, erection and bracing of trusses and truss systems, seeANSI//WI GualltyChterlh, DSB-89 and BCSI BuIldhig Component 6904 Parke East Blvd. Safety lniomd,6Honavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply r T14183134 1442698-GEI-CANNON B01 Roof Special 1 1 . Job Reference (optional) Builders Flrgtsource, Fon Niece, FL 3494b tl.zzu s may z4 zui a mu i eK mausuies, inc. i nu may o i i z:Ce: r'r eu i o r-dye e I D:rcJ PO14Oc?YPehxeU_io6xzNgS4-yrl6YSq?_sed?GNM2u6B5wC0kudABg E5xn_M5?zB_Ox LOAD CAS (S) Standard Uniform oads (plf) ert: 1-2=-54, 2-4=-54, 4-5= 54, 5-6— 174(F= 120), 6-7=-174(F=-120), 7-8= 54, 11-15=-20, 9-11=-20 Concenti ited Loads ((b) ert: 7— 500(F) 5— 500(F) ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valld qr use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not II � a truss syste building desl Before 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 MiTeW Is always req tied for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 CualIfyCdtedo, DSO-89 and SCSI BuIld/ng Component 6904 Parke East Blvd. surety rnro pNonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14183135 1442698-GEII -CANNON B02 Roof Special 1 1 Job Reference (optional) Builders Fir 'tsource, Fort Piece, FL 34945 8.220 s May 24 2018 MI I eK mausirles, inc. Thu May 31 1z:3H05 201 B rage 1 I D:rcJP0i 140c7Y-PehxeU_io6xzNgS4-Q1 sUlogelAmUdQyYcceQe7ldj12W w6xFARjweRzB_Ow 197-15 9-4-15 15 19-0-15-4-0 232-4 2-F--038 6-2-7 6508 3-1910- - 3--6-5 471LI 0-3-15 4x6 = Scale=1:67.6 6.00112 c c — 5 3xE 3x4 % 3x6 13 ST1.5x8 STP = 5x6 11 Plate LOADING (§f) SPACING- 2-0-0 TCLL 2 .0 Plate Grip DOL 1.25 TCDL 0 Lumber DOL 1.25 BCLL 0 Rep Stress Incr YES BCDL 1 .0 Code FBC2017/TP12014 LUMBER - TOP CHO BOT CHO WEBS FORCES. TOP CHO BOT CHORD WEBS NOTES- 1) Unbalance 2) Wind: ASC GCpi=0.18 Interior(1) Lumber DC 3) Provide ad 4) This truss 1 5) ' This truss will fit betw 6) Refer togiI 7) Bearing at capacity of 8) Provide me 13=464, 1 Z 16-8-0 CSI. DEFL. in (loc) I/defl Lid TC 0.65 Vert(LL) 0.11 10 >999 240 BC 0.55 Vert(CT) -0.2310-11 >999 180 W B 0.98 Horz(CT) 0.12 14 n/a n/a Matrix-SH BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 2x4 SP No.3 *Except` BOT CHORD 1-13,7-14: 2x6 SP No.2 WEBS (lb/size) 13=994/0-8-0, 14=994/Mechanical Max Harz 13=-103(LC 13) Max Uplift 13=-464(LC 12), 14=-380(LC 12) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-2=-451/392, 2-3=-1093/957, 3-4=-1652/1367, 4-5= 1673/1399, 5-6— 771/802, 6-7=-761/594, 1-13=-974/820, 8-14=-9941750, 7-8— 972f762 11-12=-311 /401, 10-11= 832/1142, 9-10=-609/901 2-12=-718/665, 2-11=-739/985, 3-11= 702f713, 3-10= 476/639, 4-10=-993/931, 5-10=-106311413, 5-9=-488/316, 6-9=-239/434, 1-12= 612/808, 7-9=-605/844 I II 14 PLATES GRIP MT20 2441190 Weight: 207 lb FT = 20% Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals. Rigid ceiling directly applied or 6-5-8 oc bracing. 1 Row at micipt 5-9 roof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., NWFRS (envelope) and C-C Exterior(2) 0-2-12 to 9-4-15, Interior(1) 9-4-15 to 19-4-0, Exterior(2) 19-4-0 to 25-4-0, 4-0 to 27-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; t1.60 plate grip DOL=1.60 fuate drainage to prevent water ponding. Is been designed for a.10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 :n the bottom chord and any other members. er(s) for truss to truss connections. int(s) 13 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify eating surface. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 101032015 BEFORE USE. Design valid or use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' a truss sysie I Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desl 'n. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� r 9�Ai'iek• Is always req fired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANSWIi QualityCiBeft DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety fnrom 6floitavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ITruss Truss Type Qty Ply 1442698-GE it CANNON B03 ' e Hip 1 1 T14183136 Job Reference (optional) ouuuers rut L riaca, rI_ o•raYa �.«., �.,.+r �-. �.. �., ,.�, .,�. �.......�....., �..... ........ ..r ID:rcJP0140c7YPehxeU_io6xzNgS4-uDQsz8rGW UuLFaXk9J9fALHpViOzfboOP5TTAtzB_Ov 4-4-0 10-1-13 16.8-0 21-8-0 i 27-4-0 r 4-4-0 5.9-13 6-6-4 5-0-0 6.00 r12 5x8 = 3x4 = 3x4 = 2x4 11 5x8 — 2 3 16 4 17 5 6 3x£ 14 ' ST1.5x8 STP = Sx6 = Scale=1:61.9 Plate Offsets X Y -- 2:0-6-0 0-2-8 6:0-6-0 0-2-8 7:0-1-12 0-1-8 15:0-1-00-2-4 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 �0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.09 10 >999 240 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.17 10-11 >999 180 BCLL 0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.09 15 n/a n/a BCDL 1 0 Code FBC2017fFP12014 Matrix-SH Weight: 198 lb FT = 20% LUMBER- ' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` BOT CHORD 1-14,7-15: 2x6 SP No.2 REACTIONS. (lb/size) 14=994/0-8-0, 15=994/Mechanical Max Harz 14=-79(LC 13) Max Uplift 14=-412(LC 9), 15— 395(LC 8) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 584/522, 2-3=-1051/995, 3-5=-1433/1256, 5-6=-1433/1256, 6-7=-9391757, 1-14=-959/858, 8-15=-994/802, 7-8=-949/834 BOT CHORD 11-13= 358/498, 10-11= 804/1097, 9-10=-568/802 WEBS 2-13=-630/608, 2-11=-660/858, 3-11=-636/661, 3-10= 382/472, 5-10=-328/432, 6-10=-729/912, 6-9=-480/479, 1-13=-5911774, 7-9=-608/857 Structural wood sheathing directly applied or 4-6-11 oc purlins, except end verticals. Rigid ceiling directly applied or 6-7-1 oc bracing. NOTES- ff 1) Unbalance (roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; WFRS (envelope) and C-C Exterior(2) 0-2-12 to 12-9-13, Interior(1) 12-9-13 to 21-8-0, Exterior(2) 21-8-0 to 27-1-4 zone; cantiI 'li er left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade ' uate drainage to prevent water ponding. 4) This truss h 1,S been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss "as 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 betwe n the bottom chord and any other members. 6) Refer to gir �r(s) for truss to truss connections. 7) Bearing at J +nt(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of Baring surface. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=1b) 14=412, 15 395. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10103MIS BEFORE USE. Design valld "ruse only wlih MII 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 desl Is always req n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, st .'rage, delivery, erection and bracing of trusses and truss systems, seeANSU711 GuaiByCriferlb, DSO-89 and BCSI Building Component 6904 Parke East Blvd. safety /nfonn Borlavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply T14183137 1442698-GEN CANNON B04 Hip 1 1 Job Reference (optional) t5maers r-i :ce, raft rrece, rL .7q`J40 0.G4U b May 49 4U 10 ,V,I I en a luuOu,tlD, a w. n,u may o , , c.oa.. , ray. , I D:rcJ P0140c?YPehxeU_io6xzNgS4-MO_FAUsuHnOCsk6xj 1 gujYgz56hW O42YdICOiJzB_Ou 2-4-0 8-5-3 15-1-8 18-2-8 23-8-0 27-4-0 2-4-0 6-1-3 6-8-6 3-1-0 5-5-8 3-8-0 6.00 F12 5x6 —_ Scale=1:57.0 3x4 = 4x6 = 2x4 I I 3x6 = 5x8 = 2 3 16 4 5 6 7 2x4 14 ST1.5x8 STP = 5x8 = 3.uu 112 15-1-8 LOADING (p Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.12 13-14 >999 240 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.25 13-14 >999 180 BCLL 0 � . Rep Stress Incr YES WB 0.74 Horz(CT) 0.12 15 n1a n/aBCDL 100 Code FBC2017ITP12014 Matrix-SH LUMBER- ! BRACING- PLATES GRIP MT20 2441190 Weight: 196 lb FT = 20% TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc puffins, BOT CHORD ( 2x4 SP No2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-5-11 oc bracing. 1-14,8-15: 2x6 SP No.2 WEBS 1 Row at midpt 2-13, 2-14 REACTIONS. (lb/size) 14=994/0-8-0, 15=994/Mechanical Max Harz 14=-59(LC 13) Max Uplift 14=-458(LC 9), 15=-436(LC 8) FORCES. (I ) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except whens own. TOP CHORD 2-3=-1072/910, 3-5=-1705/1368, 5-6=-1714/1378, 6-7=-1522/1254, 7-8=-713/553, 9-15=-994/758, 8-9=-971/771 BOT CHORD 13-14= 207/301, 12-13=-789/1114, 11-12=-1181/1558, 10-11= 445/617 WEBS 2-13=-798/1089, 3-13=-767/775, 3-12=-589/735, 5-12=-246/280, 6-12=-199/280, 6-11=-461/453, 7-11=-887/1153, 7-10=-627/585, 2-14=-975/855, 8-10= 609/838 NOTES-I 1) Unbalanoof live loads have been considered for this design. 2) Wind: A7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.WFRS (envelope) and C-C Extedor(2) 0-2-12 to 10-9-13, Intedor(1) 10-9-13 to 23-8-0, Extedor(2) 23-8-0 to 27-1-4 zone; caer left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6 3) Provide uate drainage to prevent water ponding. 4) This truss been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This tru"as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be n the bottom chord and any other members. 6) Refer to r(s) for truss to truss connections. 7) Bearing at j nt(s) 14 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of Baring surface. 8) Provide me �lanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=458, 15 436. ® WARNING ,�Ver//y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1-7473 rev. 10/0=015 BEFORE USE. Design valid ruse only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss syste �� Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des l n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always rest Bred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st+ rage, dellvery, erection and bracing of trusses and truss systems, seeANSLRP11 Cual/fy Cluerla, DSB-89 and BCSI BuOd/ng Component Safety /ntomeflonovailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 1V@Sol eIC 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14183138 1442698-GE 'CANNON B06 Hip 1 1 Job Reference (optional) nulluers Ice, rVrl r,ece, rL OVU' 0 ay c ur v —I- I D:rcJ P0140c?YPehxeU_io6xzNgS4-gcXdNgtW2583Uuh7HkB7FmN88W 2v7TfhsPyaEmzB_Ot Oi4r0 6.8-12 13-1-8 19-6-8 25.8-0 27-4.0 , 0-4-0 6-4-f2 6-4-12 6-5-0 6-1-8 1-8-0 ' 6.00112 2x4 11 Scale=1:54.1 3x8 = 3x4 = 2x4 11 3x4 = 3x4 = 5x6 = 1 192 3 4 20 5 6 7 12 .5x8 STP = 5x6 11 3.00 12 rre!•1�.Fairl�wlfl:r 6.8-12 13-1-8 19-6-8 25-8-0 27-4-0 6-8-12 6-4-12 6-5-0 6-1-8 1-8-0 Plate Offsets X Y -- 6:0-3-0 0-2-0 LOADING (p If) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2 10 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.16 10 >999 240 MT20 244/190 TCDL to Lumber DOL 1.25 BC 0.64 Vert(CT) -0.22 10-11 >999 180 BCLL M Rep Stress Incr YES WB 0.98 Horz(CT) 0.14 18 n/a n/a BCDL 1 ,i0 Code FBC2017/TPI2014 Matrix-SH Weight: 192 lb FT = 20% LUMBER - TOP CHO BOT CHO WEBS FORCES. TOP CHO BOT CHORD WEBS NOTES- 1) Wind: ASC GCpj=0.18; cantilever h DOL=1.60 2) Provide adr 3) This truss f 4) ' This truss will fit betwi 5) Refer to gir 6) Bearing at j capacity of 7) Provide me 12=508, 18 BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 2x4 SP No.3 *Except* BOT CHORD 1-12,7-18: 2x6 SP No.2 WEBS (lb/size) 12=994/0-8-0, 18=994/Mechanical Max Horz 12= 41(LC 13) Max Uplift 12=-508(LC 8), 18=-473(LC 8) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-1034/747, 2-3= 1992/1461, 3-5= 1992/1461, 5-6= 1651/1268, 1-12_ 941/780, 8-18=-994/748 10-11= 719/1077, 9-1 0=-1 222/1651, 8-9=-329/408 1 -11 =-924/1284, 2-11=-886/821, 2-10=-820/1083, 3-10=-331/373, 5-10= 272/389, 5-9— 545/583, 6-8=-986/867, 6-9=-1024/1426 Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-3-9 oc bracing. 1 Row at midpt 1-11 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., 1WFRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Intedor(1) 6-2-12 to 25-8-0, Extedor(2) 25-8-0 to 27-1-4 zone; and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip ate drainage to prevent water ponding. 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. (s) for truss to truss connections. t(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify (ring surface. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING i� Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. f0/03/2015 BEFORE USE. Design valid pr use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual [wilding component, not �" a truss syste building des! . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always re Ired for stabillTy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s dellvery, erection and bracing of trusses and truss systems, seeANS&VII AuaftlyCi feda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetymnlo ,'rage, aflotpvdiabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply ` T14183139 1.442698-GENILANNON B06 Roof Special 1 1 Job Reference (optional) Bunaers Firstsource, non niece, rL .74s4b 8.2 U 5 IVlay Z4 eV Ib IVII I eK IrrUUSLIIe5, I[](;. I IIU IVIay 01 I4L0ufLV eu I o raye I ID:rcJP0140c?YPehxeU_io6xzNgS4-m?fNoWumaiOnjBgW09DbLBSSOJhUbOQ JjRhJezB_Or 5-8-8 11 M011 19-1 "12 27-4-0 5-8-8 5-5-0 8-0-4 8-2-4 Scale=1:47.4 3x6 = 1 I 3x6 = 2 18 2x4 11 3 46 = 3x4 = 4 5 5x8 = 6 TLiu II ro N m 7 s a II II 3)6 5x12 = 3x8 = `D •6- N JS10 3x6 G I 3.00 12 2x4 11 2x4 1I 6- i -0 2x4 — 17 i 11 r 3x8 = i 5-8-8 11-1-8 19-1-12 27-4-0 I 5-8-8 5-5-0 8-0-4 8-2-4 Plate Offsets' X Y -- 4:0-3-0 Ed a 8:0-3-8 0-1-8 LOADING (p If) SPACING- 2-0-0 CS]. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 2 10 Plate Grip DOL 1.25 TC 0.81 Vert(L-) 0.23 8-9 >999 240 MT20 244/190 TCDL 0 h0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.38 8-9 >856 180 BCLL Rep Stress Incr YES WB 0.90 Horz(CT) 0.16 17 n/a n/a BCDL 1 0 1 Code FBC2017ITP12014 Matrix-SH Weight: 175 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling�directlyapplied or4-10-0 oc bracing. 6-17: 2x6 SP No.2 WEBS 1 Row at micipt 6-8 REACTIONS. (lb/size) 11=997/Mechanical, 17=997/Mechanical Max Uplift 11=-503(LC 8), 17— 503(LC 8) FORCES. (I' - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-951l776, 1-2=-1073/782, 2-3=-2290/1629, 3-5— 2290/1629, 5-6=-2047/1425, 7-17=-997/693, 6-7=-923/723 BOT CHORD 9-10= 811/1116, 8-9=-1425/2047 WEBS 1-10=974/1340, 2-10=-954/847, 2-9— 963/1376, 3-9=-354/398, 5-9=-218/259, 5-8=-555/603, 6-8= 1463/2101 NOTES- I 1) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18;IMWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-1210 27-1-4 zone; cantileverleft and right exposed; C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ad uate drainage to prevent water ponding. 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss 6s; 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 betw en the bottom chord and any other members. 5) Refer to gin er(s) for truss to truss connections. 6) Provide me � hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=503, 17 ,.503. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verity tlesign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO.7473 rev. 10/03/2015 BEFORE USE Design valid pr use only with Iv11TekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a ULISS syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall In. building desl Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always real fired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualWCrBerla, DSB-89 and BCS1 BolldingComponent 6904 Parke East Blvd. safety Infam i6flonavallable from Truss Plate Inslitule, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 o russ Truss Type ty y II T141(i3140 14426P6-GE CANNON 607 Roof Special 1 1 I� Job Reference (optional) eumers mrsi source, ron vrece, M saygb a.200 J N— 30 2017 M,, tlk i,.dU.w—. U.. I I N rvl3y J I ytl ID:rcJP0140c?YPehxeU_io6xzNgS4-cVOYMsPbbiXVh?5YcY6oA0yiJBr?2Wb6FCOKODZ PE 4-8-8 9-1-5 15-2-4 21-1-4 27-4-0 4-8-8 4-5-0 6-0-12 5-11-0 6-2-12 Scale:1/4"=l' 2x4 I 3x6 —_ 2x4 11 5x6 = 3x4 = 3x8 = 1 2 18 3 4 5 6 16 N t0 7 v 11 10 38= 8 36 T Sx12 =3x4 KI = -6 3x42M 11 2x4 11 2x4 11 3X8 =17 3.00 12 6-11-0 9-1-8 15-2-4 21-1-4 112-023-2-4 271-0 9-1.8 6-0-12 5-11-0 0--121-11-4 4-1-12 Plate Offse s X Y -- 4:0-3-0 03-0 9:0-3-8 0-1-B 17:0-2-9 Edge LOADING O sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.30 11-12 >999 240 MT20 244/190 TCDL i7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.64 11-12 >506 180 BCLL II0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.21 17 n/a rda BCDL I10.0 Code FBC2017/TP12014 Matrix-SH Weight: 166 lb FT = 20 LUMBER- 11 BRACING - TOP CHOR , 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc puffins, BOT CHOR ) 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-17: 2x6 SP No.2 WEBS 1 Row at mfdpt 2-12, 6-9 REACTION 5. (lb/size) 12=997/Mechanical, 17=997/Mechanical �I Max Uplift 12=-503(LC 8), 17=-503(LC 8) FORCES. i 'b) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHOR 2-18=-2534/1786, 3-18— 2534/1786, 3-4= 2534/1786, 4-5=-2782/1952, 5-6— 1990/1386, 7-17=-997/693, 6-7= 936/714 BOT CHOR 11-12— 870/1102, 10-11=-1962/2790, 9-10=-1386/1990 WEBS I 2-12=-1470/1194, 2-11= 1078/1683, 3-11=-274/310, 6-9— 1451/2082, 4-11= 278/213, 5-9=-664/617, 4-10=-217/290, 5-10=-612/857 NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpf=0.1 MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 27-1-4 zone; cantilever left and right exposed ; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide a equate drainage to prevent water ponding. 3) This truss �1as been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This tru 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) Refer to gl'{der(s) for truss to truss connections. 6) Provide m echanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 12 and 503 lb uplift at joint 17 LOAD CAS (S) Standard Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Ode: May 31,2018 ® WARNING 11erlly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI-7473 rev. 1010372015 BEFORE USE Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �" a truss syste � Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building dest in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always rect gred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s brage, delivery, erection and bracing of trusses and truss systems, seeANSYWII Qua/ByClBerla, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Sdfeiylnfom 616ncivallabte from Truss Plate Inslilute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14183141 1442698-GEM CANNON B08 Roof Special Girder 1 2 Job Reference (optional) tiunaers t-irs{source, t-on riece, t-L J4U4b 4-9-7 Nl 5x6 = I 1 I 18 NAILED 19 NAILED NAILED 2x4 1 20 2 21 NAILED 22 NAILED 3x4 = 3 23 u i 14 c nn 34 35 13 36 7 10 = NAILED 3x4 = 31 32 33 15 NAILED 1 16 = I NAILED 2x4 11 ILED NAILED NAILED O.LLV J IVIQy CY GV 10 IVII I GA II IVUJIIICJ, II may I avc ID:rcJP0140c?YPehxeU_io6xzNgS4-BaLW RXxftdnLafZ54Hnlyp4zxXjWopkQOhfLwzz6_Oo 16-1-9 20.11-0 27-4-0 4-11-3 4-9-7 6-5-0 Scale=1:46.8 NAILED 46 = 424 NAILED 3x8 = NAILED 25 5 26 NAILED 27 NAILED 2x4 11 6 28 NAILED 29 NAILED 30 5x6 = 7 n ins ::n 11 37 38 12 39 40 NAILED 2x4 11 NAILED 7x10 NAILED NAILED 41 42 43 10 9 NAILED NAILED 8 2x4 11 6x8 = NAILED 16-1-9 11-2-7 14-11-3 11-2-7 Plate Offsets KY)- -- 4:0-3-O,Ed a 8:Ed a 0-4-0 11:0-3-4 0-3-8 14:0-3-4 0-3-8 17:Ed a 0-4-0 LOADING (p ;f) 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) 0.48 12-13 >674 240 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.56 12-13 >575 180 BCLL 00 Rep Stress Incr NO WB 0.60 Horz(CT) 0.27 8 n/a n/a BCDL 10'0 Code FBC2017/TP12014 Matrix-SH Weight: 374 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* 2-16,6-9: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 "Except' 1-14,7-11: 2x4 SP No.2 REACTIONS. (ib/size) 17=1978/Mechanical, 8=1958/Mechanical Max Uplift 17=-1166(LC 4), 8=-1152(LC 4) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-1 7=-1 807/1205, 1-2=-5194/3164, 2-3=-5292/3171, 3-5=-7177/4254, 5-6— 5278/3160, 6-7=-5188/3157, 7-8=-179311187 BOT CHORD 14-16-0/291, 2-14=-611/651, 13-14=-4254/7177, 12-13=-4285/7226, 11-12— 428517226, 9-11=0/303, 6-11=-603/645 WEBS 1-14=-3254/5351, 7-11— 3247/5345, 5-11=-2077/1199, 3-14=-2010/1155, 5-12=0/422, 3-13=0/402 Structural wood sheathing directly applied or 4-2-2 oc pudins, except end verticals. Rigid ceiling directly applied or 7-8-9 oc bracing. Except: 10-0-0 oc bracing: 14-16, 9-11 NOTES 11 - 1) 2-ply truss t be connected together with 1 Od (0.131 "&') nails as follows: Top chords onnected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom cho '1 s connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-Q oc. Webs conn lcted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads ar iconsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connecti ns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASC 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.111-7=-54,16-17=-20,15-16=-20,11-14=-20, W FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide auate drainage to prevent water ponding. 5) This truss been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This trus 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 betn the bottom chord and any other members. 7) Refer to gr(s) for truss to truss connections. 8) Provide manical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 17=1166,152. 9 "NAILEDin cates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASStandard 1) Dead + RLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Ls (plf) V-20, 15-16= 20, 11-14= 20, 9-10=-20, 8-9=-20 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10M12015 BEFORE USE. Design valldpr use only with MITek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 7 Incorporate this Into the �a a truss sysie Before use, the building designer must verify the app4lcab0ity of design parameters and properly design overall building desl n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always req red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, Safety rnfoZy s orage, delivery, erection and bracing of trusses and truss systems, seeANSYWI1 QualBy CrBello, DSB-89 and BCSI Bullding Component novailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply T14183141 1442698-GE:Ui ,CANNON BOB Roof Special Girder 1 2 Job Reference (optional) Builders Firsl5ource, Fort Piece, FL 34945 8.220 s May 24 2018 MI I eK Industries, Inc. I nu May 31 1z:3y:23'LUl B rage 2 I D:rcJ PO14Oc?YPehxeU_io6xzNgS4-BaLW RXxftdnLafZ54Hnlyp4zxXj W opkQOhfLwzzB_Oo LOAD CAS '' Standard Concentr, ed Loads (lb) V t: 18=-97(B) 19= 97(B) 20=-97(B) 21=-99(B) 22=-99(B) 23— 99(B) 24= 99(B) 25= 99(B) 26— 99(B) 27= 99(B) 28= 97(B) 29= 97(B) 30= 97(B) 31= 49(B) 3 L -49(B) 33=-49(B) 34=-48(B) 35=-48(B) 36=-48(B) 37=-48(B) 38= 48(B) 39=-48(B) 40=48(B) 41=-49(B) 42= 49(B)43=-49(B) ® WARNING ' Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 114I1-7473 rev. 70/03/2015 BEFORE USE. Design vaild Pr use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss syste I Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 'n. building desl Bracing Indicated Is to preventbuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing tVEgTek" Is always req Bred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s Orage, delivery, erection and bracing of trusses and truss systems, seeANSVW11 Cual@yCif®rlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intom t0fionovallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply • T14183142 1442698-GErV CANNON C01 Half Hip Girder 1 2 Job Reference (optional) Builders Firs Source, Fort Piece, FL 34945 8.220 s May 24 2U1U MI I eK mausmes, Inc. I nu may 31 12:39:24 201 tl rage 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-fmvuetxHexvCCp8Hd?IXV1 dDawQHXGaaELPuSPzB_on 2-0-0 3-10-0 i 7-1-8 12-5-0 13-0-Q 3-10-0 3-3-8 5-3-8 -7- 2x• 6 3x4 = — n HHUS26-2 3x4 11 6.00 F,2 d S 11.bxti Jlr= LUS26 6x8 = Scale=1:42.8 3-10-0 7-1 13-0-0 , II r 3-10-0 3-3-8 5-10-8 Plate Offsets X Y -- 2:0-1-4 Edge], 3:0-3-0 0-3-0 5:0-3-12 0-4-0 6:0-4-8 0-1-8 LOADING (p 3f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2 10 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.11 5-6 >999 240 MT20 244/190 TCDL 0 Lumber DOL. 1.25 BC 0.96 Vert(CT) -0.14 5-6 >999 180 BCLL 0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.02 5 n/a n/a BCDL 1 0 Code FBC2017ITP12014 Matrix-SH Weight: 183 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP N0.3 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. ` (lb/size) 5=3059/0-8-0, 2=1899/0-8-0 Max Horz 2=399(LC 8) Max Uplift 5=-1764(LC 8), 2=-986(LC 8) FORCES. (I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3569/1789 BOT CHORD 2-6— 1824/3087, 5-6= 1788/3017 WEBS �I 3-6=-1627/3078, 3-5= 3441/2045 NOTES- 1) 2-ply truss t be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom cho Ids connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs conn cted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads at '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 connect ons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL�1.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18;; WFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss h s 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 betty 'Ln the bottom chord and any other members. 6) Provide me 'hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 5=1764, 2= 86. In 7) Use Simps Strong -Tie HHUS26-2 (14-10d Girder, 4-10d Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to back face o'�bottom chord. 8) Use Simps h Strong -Tie LUS26 (4-10d Girder, 3-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 11-0 12 to connect truss(es) to back face of bottom chord. 9) Fill all nail h les where hanger is in contact with lumber. Thomas A. Albani PE No.39380 LOAD CASE( Standard MiTek USA, Inc. FL Cert 6634 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Uniform LoE Vert ds (plf) 1-4=-54, 2-5=-20 Date: May 31,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid f'or use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syste ��. Before use• the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des( ' n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing !�/IiTe'k" 5 always req, Intl for stab(Ilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems. se0ANSYW11 CualMyCrBedd, DSO-69 and SCSI Butfd/ng Component 6904 Parke East Blvd. , Saretv Into allonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610. Job Truss Truss Type Qty Ply T14183142 1442698-GEM CANNON f C01 Half Hip Girder 1 2 Job Reference (optional) Builders FirstlSource, Fort Piece, FL 34945 LOAD CASES) Standard Concentra'ed Loads (lb) V ;,t: 6=-1958(13) 10=-977(B) 11=-977(B) 8.22U S May 24 2UI6 MI I eK Inausrrles, Inc. I nu May 3l l2:Jy:2b 2Ul v t-age 2 I D:rcJP0140c?YPehxeU_io6xzNgS4-7yTGrDyvPFl3gzjTBipm2E9OKKM W GjgjT?8R_szB_Om ® WARNING ilVedly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MfI-7473 rev. f0/03/2015 BEFORE USE Design valid a truss syste .� ruse only wlih MITek®connectors. fits design Is based only upon parameters shown, and Is for an IndlvlduaI building component, not Before use, the building designer must verify the applicability of design parameters and properly Incorporate lhis design into the overall building desl n. Bracing Indicated Is fo prevent buckling of Individual buss web and/or chord members only. Additional Temporary and permanent bracing �;i'e�" Is always req 'red for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabrlcallon, sl ". rage, dellvery, erection and bracing of trusses and truss systems, seeANSI/lplI QUallfyCdleda, DS949 and SCSI BUOd/gg Component 6904 Parke East Blvd. Safety worlg6t/orgvoilable from Truss Plate InskMe, 218 N. Lee Street. Suite 312 Aiexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply r T14183143 I 1442698-GEM CANNON CO2 Hip 1 1 Job Reference (optional) BuiiderS FirSi -ounce, 1-01"i Mace, rL J4V4b a,Zza 5 may Z4 ZV I a Iv11 I en uluusu ros, uic. r nu may o, --ow b LV I o rauu 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-b90e3ZzX9Y9wS6IfIQK?aSiUMkgb?7Ytifu?W IzB_01 2,0-0 5-9-4 11-0-0 12-8-0 18-3-2 24-0-0 29-2-12 35-0-0 2 0-0 5-9-4 5-2-12 1-8-0 5-7-2 5-8-14 5-2-12 5-9-4 f Scale = 1:66.1 5x6 = 2x4 II 3x4 = 5x8 = 4 5 22 6 23 7 6.00 12 2x4 11 3x4 24 B 3 co 0 21 2x4 11 20 25 2x � I I 9 m 2x4 = 2 Iv 6 1 Ce x8STP= 16 15 14 13 i2 11 10 ST1.6x8STP= o 3x6 = 3x4 = 3x6 = ST1.5x8 STP= 3x4 = 3x6 = 3x4 = 2x4 I I 3x6 = 6x8 = 5-9-4 12-8-0 18-3.2 24-0-0 29-2-12. 35-0-0 5-9-4 6-10-12 5-7-2 5-8-14 5-2-12 5-9 4 Plate Offsets X Y -- 4:0-3-0 0-2-0 7:0-6-0 0-2-8 LOADING (p q SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.06 9-10 >999 240 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.08 9-10 >999 180 BCLL 0 0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 9 n/a n/a BCDL 10.6 i Code FBC2017lrP12014 Matrix-SH Weight: 197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=665/0-8-0, 2=33210-8-0, 14=1674/0-8-0 Max Horz 2=158(LC 12) Max Uplift 9= 299(LC 13), 2= 214(LC 12), 14=-602(LC 9) Max Grav 9=688(LC 24), 2=383(LC 23), 14=1674(LC 1) FORCES. (11 - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 13-4=-200/335, 4-5=-275/557, 5-6=-275/557, 6-7=-279/424, 7-8=-717/670, 8-9=-1170/965 BOT CHORD 2-16=-159/262, 14-16= 429/557, 13-14=-68/278, 11-13=-238/587, 10-11=-748/977, 9-10= 748/977 WEBS 3-16= 326/586, 4-16=-716/656, 4-14=-581/619, 5-14= 246/307, 6-14=-1079/895, 6-13=-207/460, 7-13=-463/382, 7-11=-222/376, 8-11=-459/587 NOTES- 1) Unbalanced,'roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; W FRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 11-0-0, Exterior(2) 11-0-0 to 19-5-13, Interior(1) 1 -5-13 to 24-0-0, Exterior(2) 24-0-0 to 32-5-13, Interior(1) 32-5-13 to 34-8-0 zone; cantilever left and right exposed ;C-C for member land forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade luate drainage to prevent water ponding. 4) This truss h 's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss gas 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 betwe ° n the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 9=299,2=2 4,14=602. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING ]Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid or use only with MITek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not I, a Tnrss syste building des Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design into the overall l "n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��•�•�k" Is always rec red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s orage, dellvery, erection and bracing of trusses and Truss systems, seeANS&7PI1 CualByCrBe1M, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety In if navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14183144 1442698-GEW,'CANNON CO3 Hip 1 1 Job Reference (optional) nuimers rus4ovurce, rvrL rrece, rL O4U40 6.00 12 23 3 m d1 STP = 12-8-0 19-3-2 2 3-8-0 6-7-2 5x8 = 4 5 16 15 14 3X6= ST1.5x8STP= 3x4 ' 6x8 = 19-3-2 ID:rcJP0140c7YPehxeU_fo6xzNgS4-3La1Gv_9wsHn3GtsJ7rE7fFf686okgOOwJdY3kzB_Ok Pr-n-n 30.2-12 35.0-0 , 37-0-0 , 5x6 = 5x8 = 24 6 7 13 12 11 3x4 = 3x4 = 3x6 = LOADING (p ;f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 200 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.14 9-11 >999 240 TCDL 7'0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.29 9-11 >921 180 BCLL 0 0 ' Rep Stress Incr YES W B 0.43 Horz(CT) 0.03 9 n/a n/a BCDL 100 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS OTHERS 2x4 SP No.3 I2x4 SP No.3 Scale: 3/16°=1' 8 2m 5 0 v 9 w 10 6 ST1.Sx8 — 3x6 = PLATES GRIP MT20 244/190 Weight: 192 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 2=373/0-8-0, 14=1603/0-8-0, 9=824/0-8-0 Max Harz 2=123(LC 11) Max Uplift 2=-227(LC 12), 14=-649(LC 9), 9=-380(LC 13) Max Grav 2=403(LC 23), 14=1603(LC 1), 9=840(LC 24) FORCES. (I a - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-222/265, 4-5=-254/567, 5-6= 254/567, 6-7=-500/535, 7-8=-885/743, 8-9=-1122/985 BOT CHORD 14-16=-199/462, 13-14=-138/490, 11-13=-302l752, 9-11=-697/939 WEBS 3-16=-331/507, 4-16=-157/345, 4-14=-659/525, 5-14= 296/393, 6-14=-12301949, 6-13=-79/410, 7-13= 332/265, 7-11= 126/371, 8-11=274/449 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterfor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-0-0, Extedor(2) 9-0-0 to 17-5-13, Interior(1) 1 5-13 to 26-0-0, Exterior(2) 26-0-0 to 34-8-0, Interior(1) 34-8-0 to 37-0-13 zone; cantilever left and right exposed ;C-C for members a d forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade ' uate drainage to prevent water ponding. 4) All plates ar 2x4 MT20 unless otherwise indicated. 5) This truss h s been designed for a 16.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ' as 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 betwe ' n the bottom chord and any other members. 7) Provide me �anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=227, 14=49, 9=380. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 WARNING IVeN1y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev- 10/03/2075 BEFORE USE. Design valid i r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual twllding component not �� a truss syste building desi Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall h. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �q r I VAiTe Is always req red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, s ¢rage, delivery, erection and bracing of trusses and truss systems, seeAt LWII QualityCdtado, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satetylnforr�ptlonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply it 1442698-GEM CANNON C04 Hip Girder 1 1 T14183145 Job Reference (optional) o ";T..L InAIN i..o Inn This hAo.. Al 12:39: 9 20111 P�no 1 Builders First OUfCe, Fort Flee(', rL CIW4D �.«� S ,v�oy ct cv i.. ,v,i � �n �� ..�.,.,....,, ��.,. � , �.. �.�,.r .. .�......�.. �_ I D:rcJ P0140c?YPehxeU_io6xzNgS4-?jinhb?QSTXVJaOEQYuiC4K?OxnlCSgJOc6f7dzB_Oi -2-0-0 7-0-0 12-8-0 20-5-6 28-0-0 35-0-0 37-0-0 2-0-0 7-0-0 5-8-0 7-9-6 7-6-10 7-0-0 2-0-0 THIS TRUSS IS NOT SYMMETRIC. Scale: 3/16'=V PROPER ORIENTATION IS ESSENTIAL. NAILED NAILED NAILED NAILED 6x8 3x6 11 5x8 = 6x8 = NAILED NAILED NAILED NAILED NAILED NAILED 6x8 — 6.00 12 3 22 23 424 25 26 27 5 286 29 30 31 7 — I m I � m 8 m m 61 9 6 xBSTP= 15 32 14 33 13 34 35 36 37 3812 39 11 40 41 10 ST1.5x8 — �4x6 = 5x8 = ST1.6x8 STIR = NAILED 4x6 = 5x8 = NAILED 4x6 NAILED NAILED 8x10 = NAILED NAILED NAILED NAILED NAILED NAILED I 7-0-0 12-8-0 20-5-6 28-0-0 35 11 -0-0 7-0-0 5-8-0 7-9-6 7-6-10 Plate Offsets ,Y -- 3:0-4-0 0-1-15 6:0-3-8,0-4-4 7:0-4-0,0-1-15 8:0-3-14 0-1-13 13:0-18 0-48 LOADING (p F) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.15 10-12 >999 240 MT20 244/190 TCDL 7 b Lumber DOL 1.25 BC 0.68 Vert(CT) -0.21 10-12 >999 180 BCLL A ' Rep Stress Incr NO WB 0.96 Horz(CT) 0.05 8 n/a n/a BCDL 1A Code FBC2017frP12014 Matrix-SH Weight: 222lb FT=20% 1 LUMBER- BRACING - TOP CHORD ' 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc puffins. 3-5,5-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-13 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 3-13, 7-12 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 6-13 4-13: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=505/0-8-0, 13=3171/0-8-0, 8=1398/0-8-0 Max Horz 2=100(LC 26) Max Uplift 2=-299(LC 8), 13=-1848(LC 5), 8=-798(LC 9) Max Grav 2=511(LC 19), 13=3171(LC 1), 8=1400(LC 20) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 384/196, 3-4=-514/985, 4-6= 515/984, 6-7=-1924/1216, 7-8=-2365/1314 BOT CHORD 2-15= 102/344, 13-15=-101/324, 12-13=-1052/1922, 10-12=-1055/2005, 8-10=-1055/2026 WEBS 3-15= 22/565, 3-13=-1421/846, 4-13= 806/828, 6-13=-3160/1863, 6-12=0f704, 7-10=-17/696 NOTES- 1) Unbalance ! roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad Oate drainage to prevent water ponding. 4) All plates a 2x4 MT20 unless otherwise indicated. 5) This truss h is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty on the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) I 2=299, 13= 848, 8=798. 8) "NAILED" ir tlicates 3-1 Od (0.148"x3") or 3-12d (0. 148"0.25") toe -nails per NDS guidlines. 9) Hanger(s) o r other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 314 lb up at 7-0-0, and 18 lb down and 314 lb up at 28-0-0 on top chord, and 311 lb down and 116 lb up at 7-0-0, and 311 lb down and 116 lb up at 27-1 1f4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOA ; CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE($) Standard 1) Dead+ Roo ILive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (Pit) VeJ'J,. 1-3=-54, 3-7=-54, 7-9=-54, 2-8=-20 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING : Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev. 10/03201S BEFORE USE. Design valid pr use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss syste �I. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desl • n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always re for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallonSafety .Ired systems, DSB�9 and BCSI Building Component Blvd. , lin/om!ilaBonavailabie from Truss Plate Inastiltutte, 218 Nam. Lee Street. tt 312, Alexa�a, VQA 2314.111eda, Tampa, FL 3610 Job Truss Truss Type Qty, Ply i � T14183145 1442698-GEM iCANNON C04 Hip Girder 1 1 1 Job Reference (optional) Builders Firstpource, Fort Niece, FL 34945 6.220 S may 24 2U1 t3 mi I eK industries, Inc. I nu may 31 1 z:39:z9 2u1 t3 rage z I D:rcJ P0140c?YPehxeU_io6xzNgS4-?j inhb?QSTXVJaOEQYuiC4K?OxnICSgJOc6f7dzB_Oi LOAD CASE S) Standard Concentra ed Loads (lb) V 3= 140(F) 7=-140(F) 15=-262(F) 10= 262(F) 22=-97(F) 23=-97(F) 24=-97(F) 25=-97(F) 26= 97(F) 27=-97(F) 28= 97(F) 29=-97(F) 30=-97(F) 31= 97(F) 3 =-49(F) 33=-49(F) 34=-49(F) 35=-49(F) 36=-49(F) 37=-49(F) 38=-49(F) 39— 49(F) 40=-49(F) 41= 49(F) WARNING �V fify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0=015 BEFORE USE. Design valid r use only with MITek0 connectors. Thts`design Is based only upon parameters shown. and is for an Individual building component, not �� a trusssysterrgqII�� Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building desi�yn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��'�,�" h always req red for stability and to prevent collapse wish possible personal injury and property damage. For general guidance regarding the fabricallon, s rage, delivery, erection and bracing of trusses and truss systems, seeANSMI1 QualityCtlfeft DSH-89 and BCSI BuBdhngComponent 6904 Parke East Blvd. SafetyInto pNonovdlable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply i LANNON T14183146 1442698-GEM CA Corner Jack 16 1 Job Reference (optional) Builders Firstource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Thu May 31 12:39:30 2018 Page 1 I D:rcJP0140c?YPehxeU_io6xzNgS4-UwG9vwO2DnfMwkbR_GPxlltCaLH W x7uSdGsCf3zB_Oh -2-0.0 1-0-0 , 2-0-0 1-0-0 3 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20 0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.00 2 >999 240 TCDL % Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 00 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 100 Code FBC2017/TP12014 Matfix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 Scale = 1:9.5 co u> 0 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 108/Mechanical, 2=282/0-8-0, 4=9/Mechanical Max Horz 2=74(LC 12) Max Uplift 3=-108(LC 1), 2=-197(LC 12) Max Grav 3=106(LC 8), 2=282(LC 1), 4=18(LC 3) FORCES. (I j - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reaction Ishown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h a" s 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 betty gn the bottom chord and any other members. 4) Refer to gird er(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=106, 2=1 97. Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE I. Design valid D r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss systen ! Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desi in. Bracing Indlcated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��'eV Is always re Bred for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabrication, s brage, delivery, erecaon and bracing oft f trusses and truss systems, seeANSUlP11 Cua/ByCr11eI(o, DS8-89 and BCS18u0dOtg Component 6e04 Parke East Blvd. Salefylnlo pBonavailable from Truss Plate Institute- 218 N. Lee Street, Suite312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14183147 1442698-GEM CANNON CJ2 Corner Jack 8 1 Job Reference (optional) Builders First ource, Fort Piece, FL 34945 8.220 s May 24 2018 Mtl ek industries, Inc. Thu May 31 12:39:31 2018 rage 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-y6gX6G1 g_4nDYuAdYzwAHV PSnldYga8crwbmC W zB_Og -1-4-0 1-6-0 _ 1-4-0 1-6-0 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20 P Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 2 >999 240 TCDL 70 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 rVa n/a BCDL 1100 Code FBC2017fTP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 - Scale = 1:9.2 m T 0 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1/Mechanical, 2=170/0-4-0, 4=15/Mechanical Max Harz 2=73(LC 12) Max Uplift 3= 14(LC 12), 2=-99(LC 12) Max Grav 3=22(LC 8), 2=170(LC 1), 4=29(LC 3) I FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reaction ll� 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 betw �n the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Thomas A. Albani PE No,39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 WARNING ®esign , Verity design parameters and READ NOTES'ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE vali Dd ar use only with MITekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss syste j Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building des! in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi'j'ek' Is always real Tred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s Qrage, dellvery, erection and bracing of trusses and truss systems, seeANSUIPII GuaIByC16811a, DSB-89 and BCS1 Buflding Component 6904 Parke East Blvd. Safety In allonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14183148 1442698-GEM CANNON CJ3 Corner Jack 9 1 11 Job Reference (optional) bUllQers rrrsypource, rarL rrece, rL 34`J40 0 0 1 -2-0-0 2-0-0 O.LGV J IVIQy GV LV I O IVII I tlp II IUUOOIOJ, II Imo, I I w Inay I I ilea I I D:rcJP0140c?YPehxeU_io6xzNgS4-QIOwKc2llOv4Al 1p5gRPgjyW r9yxP1014aLJkyzB_Of LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20, Plate Grip DOL 1.25 TC 0.75 Vett(LL) -0.00 2-4 >999 240 TCDL 7 0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 00, 0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10,0 Code FBC2017/TP12014 Matrix-P LUMBER- I! TOP CHORD ` 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=11/Mechanical, 2=286/0-8-0, 4=26/Mechanical Max Harz 2=128(LC 12) Max Uplift 3= 38(LC 12), 2=-158(LC 12) Max Grav 3=28(LC 8), 2=286(LC 1), 4=52(LC 3) FORCES. (I0) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.6 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15R; Cat. II; Exp C; Encl., GCpi=0.18; NMW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactlon shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss � as 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 betw en the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide me "hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 2=158. 1 Thomas A. Alban! PE No.39360 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Design Ver!/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103,2016 BEFORE USE. or MITek� connectors. This design Is based only upon shown, and Is for an Individual building component, not valid a truss syste use only with parameters l Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building dell "n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �n T IUt� l�� Is always re ' [red for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, s brage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII GuafdyClC®Ilia, DSB-69 and BCSI BuIldIng Component 6904 Parke East Blvd. Safety An �.6flon3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 1ANNON T14183149 1442698-GEM CJ5 Corner Jack 4 1 11 Job Reference (optional) t3U11aers rirsl ource, ron mete, rL J'+U40 6.ZZU s Witty Z4 ZU 10 IVII I Ur, II IUUSllleb, ell:. I IIU IYldy O 1 IZ.0u.o4 — to rays 1 II ID:rcJP0140c?YPehxeU_io6xzNgS4-MhVgki3YH?9nPLvCD5Ttv81sLybWtxu2YugapgzB_Od -2-0-0 5-0-0 m 0 0 1 2-0-0 m 0 to � N N Scale = 1:19.5 LOADING (p f) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20 p Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.9 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL GO ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTPI2014 Matrix-P Weight: 23lb FT=20% LUMBER - TOP CHORD I2x4 SP No.2 BOT CHORD ' 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=91/Mechanical, 2=334/0-8-0, 4=46/Mechanical Max Horz 2=184(LC 12) Max Uplift 3=-120(LC 12), 2=-161(LC 12) Max Grav 3=91(LC 1), 2=334(LC 1), 4=92(LC 3) I FORCES. (Ib � -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 4-11-4 zone; cantilever left and right exposed ;C C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h �s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty pn the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=120, 2=1 07. Thomas A. Alban! PE No.3938D MITek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 31,2018 ® WARNING ,Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 1010=015 BEFORE USE. Design valld pr use only with MITek® connectors. This deslgn.ls based only upon parameters shown, and Is for an Individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11A Is always recru BIred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Itl@0T1��" fabrication, s orage, delivery, erection and bracing of trusses and truss systems. seeANSYMIJ CUaIByCtBedd, DSB-89 and BCSIBuilding Component 6904 Parke East Blvd. Safety Intom allonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14183150 1442698-GEM ANNON CJ31 Corner Jack 1 1 Job Reference (optional) t5muets rubtoounx, ruts riet:e, rL a�a�o .gay �,. ........-1 I D:rcJP0140c?YPehxeU_io6xzNgS4-QIOwKc21IOv4AI 1p5gRPgjydX9yfPi 014aLJkyzB_Of 3-0-0 2x4 = 3 Scale: 1 "=1' LOADING (p 1) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defy Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL , 7 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 1-3 >999 180 BCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 1 o 0 Code FBC2017lrP12014 Matrix-P Weight: 10 Ito FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD I2x4 SP No.2 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. I (lb/size) 1=106/Mechanical, 2=78/Mechanical, 3=29/Mechanical Max Horz 1=84(LC 12) Max Uplift 1=-32(LC 12), 2= 90(LC 12) Max Grav 1=106(LC 1), 2=78(LC 1), 3=58(LC 3) FORCES. (IN -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 11 1) Wind: ASC 7-10; Vult=l iumph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reaction 'I shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss 'as 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 betWE en the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEX REFERANCE PAGE 1,11II-7473 rev. 1010312015 BEFORE USE. Design valid' or use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, notsot a truss systerr 'I Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bullding desl in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�T CtleL e W Is always req red for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANSYNII AualByCrBerla, DSB-89 and BCSI Bugdhv Component 6904 Parke East Blvd. Safety into . nuvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14183151 it 1442698-GEM ANNON CJ32 Corner Jack 2 1 Job Reference (optional) nunuets rnst�owre, run riece, rL Oqa4D o .....gay —+ .. 1 ,,,..... ..r .., �...., , ,.y.. ID:rcJP0140c?YPehxeU_io6xzNgS4-uVxlXy2wWilxnBKOfOyeMwUhbZEg8UeuJE4tGOzB_Oe -2-0-0 2.8.0 3-0-0 2-0-0 2-8-0 0-4-0 cn _o 6 m 0 m T 6 Scale=1:14.6 2-8-0 3-0-0 2-8-0 0-4.0 Plate Offsets X Y -- 3:0-6-12 0-3-3 LOADING (p i f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20 p Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.01 2-6 .>999 240 MT20 244/190 TCDL 7 p Lumber DOL 1.25 BC 0.36 Vert(CT) -0.02 6 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 Na n/a BCDL 10.p Code FBC2017/rP12014 Matrix-R Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=29/Mechanical, 2=289/0-8-0, 5=17/Mechanical Max Horz 2=128(LC 12) Max Uplift 4=-24(LC 12), 2= 156(LC 12) Max Grav 4=33(LC 19), 2=289(LC 1), 5=43(LC 3) FORCES. (I - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- J 1) Wind: ASC 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; kW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reaction (shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss 'as 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 betw en the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide me jlanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=156. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361D Date: May 31,2018 Q WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 1010312015 BEFORE USE. I Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss syste ' Before use, the building designer must vetlty the applicability of design parameters and properly Incorporate this design Into the overall building des l n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always req ilred for stabiilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Cua/ByCtfladd, DSB-89 and BCSI Building Component 6904'Parke East Blvd. Safety Intom ,06novallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job j Truss Truss Type Qty Ply T14183152 1442698-GEM- P ANNON CJ52 Corner Jack 2 1 Job Reference (optional) tsumers t-Irsr ource, ron Mace, rL :i4U4b b.ZZU s may Z4 ZUI is iwi i eK muustries, inc. i nu Niay n i 1 caa:aa ZU i a raye i ID:rcJP0140c?YPehxeU_io6xzNgS4-gt32ye4A2JHel VUOnp?6SLal5MvmcO7BmYZzLHzB_Oc -2-0-0 2-8-0 5-0-0 2-0-0 2-8-0 2-4-0 m 0 0 1 Scale=1:19.5 2-8-0 5-0-0 2-8-0 2-4-0 Plate Offsets X Y -- 2:0-2-10 0-1-8 3:0-4-0 0-1- LOADING (p %) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 20 b Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.07 6 >822 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.10 6 >564 180 BCLL 0 0 ` Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=88/Mechanicai, 2=341/0-8-0, 5=53/Mechanical Max Horz 2=184(LC 12) Max Uplift 4=-86(LC 12), 2=-157(LC 12), 5=-8(LC 12) Max Grav 4=88(LC 1), 2=341(LC 1), 5=79(LC 3) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except When shown. NOTES- 1) Wind: ASC! GCpi=0.18; exposed;C 2) This truss h 3) ' This truss will fit betwc 4) Refer to gin 5) Provide me 2=157. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. If; Exp C; Encl., 1W FRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 4-11-4 zone; cantilever left and right : for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 > been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. ir(s) for truss to truss connections. ianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING t Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE. �' Design valld a truss systenil. for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building dell j n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always req ilred for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabrication, s'orage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualllyC1lfoda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety fnfonnaBonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14183153 1442698-GEM- ANNON DOI Common Girder 1 2 Job Reference (optional) Buuaers rrrsi ource, Pori Piece, rL J4`J40 u 8.ZZs iviay 242010 ivii I ur IrluusLrles, mc. , nu rv,ay J, IL:JY:ou Lu Io rave i I D:rcJPOi4Oc?YPehxeU_io6xzNgS4-14dQ9_5ppdPVef3aKW W L_Z6GwmEdLipL?CJXtjzB_Ob -2-0-0 3-10-0 7-1-8 10-8-0 14-2-8 17-6-0 1 21.4-0 , 4x6 11 Scale = 1:40.8 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 5 6.00 12 34 i// \\ 6 3x4 i 3x4 I 3 7 8 2x4 112 M 2x4 = i r IN I17 18 19 20 21 22= 13 12 11 10 9 ST1.5x8 STP = i LUS26 LUS26 LUS26 3x8 2x4 I I 6x8 = 7x10 = 5x6 = 2x4 I 3x12 MT20HS HHUS26-2 LUS26 LUS26 LUS26 3-10-0 10-8-0 14-2-8 17-6-0 21-4-0 3-10-0 3-3-$ 3-6-8 3-3-8 3-10-0 Plate Offsets Y -- 2:0-2-10 0-1-8 8:0-2-9 0-1-8 10:0-3-0 0-3-8 11:0-5-0 0-4-8 12:0-3-B 0-4-0 LOADING (ps I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.18 11-12 >999 240 MT20 244/190 TCDL 7.�� Lumber DOL 1.25 BC 0.41 Vert(CT) -0.24 10-11 >999 180 MT20HS 187/143 BCLL 0.9 Rep Stress Incr NO WB 0.61 Horz(CT) 0.06 8 n/a n/a BCDL 10.1 Code FBC2017frP12014 Matrix-SH Weight: 276Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD �2x6 SP M 26 WEBS 2x4 SP No.3 `Except' 5-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ' (Ib/size) 8=5281/0-8-0, 2=4168/0-8-0 Max Harz 2=156(LG,12) Max Uplift 8=-2477(LC 9), 2=-2161(LC 8) FORCES. (11 1- Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7941/4043, 3-4=-8134/4219, 4-5=-6348/3257, 5-6=-6349/3250, 6-7=-8343/4104, 7-8=-9940/4701 BOT CHORD 2-13=-3610/6956, 12-13=-3610/6956, 11-12=-3729/7249, 10-11=-3523/7439, 9-10=-4088/8734, 8-9— 4088/8734 WEBS 5-11=-2758/5428, 6-11=-2524/1226, 6-10= 1083/2487, 7-10=-1502/656, 7-9= 556/1522, i 4-11= 2257/1381, 4-12=-1249/2213, 3-12= 364/409 NOTES- 1) 2-ply truss III ,I be connected together with 1 Od (0.131 "x3') nails as follows: Top chords onnected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are cconsidere d equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectii, ns 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: ASC 1,7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpj=0.18; W FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates ar 1 MT20 plates unless otherwise indicated. 6) This truss h is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwI-les the bottom chord and any other members. 8) Provide menical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=2477, 2=61. 9) Use SimpsStrong-Tie HHUS26-2 (14-10d Girder, 4-10d Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to front face of bottchord. 10) Use Sim pStrong-Tie LUS26 (4-10d Girder, 3-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left, end to 19-2 to connect truss(es) to front face of bottom chord. 11) Fill all nail where hanger is in contact with lumber. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 WARNING 'IVerify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. Apr -- Design valid use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss syste I Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desli in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always regrtlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the CA rCerto, DSO-09 and BCS►Bu�d/gq Component Blvd. Safetyrnforn aHonovdaillable from Trriss Plate Institute, 218 N. Lee Street. Suite 312 AIeNandria► 22314. 314 Tampa, FL 3361 Job Truss Truss Type Qry Ply T14183153 1442698-GEM- ANNON � D01 Common Girder 1 2 Job Reference (optional) Builders First$ource, Fort Piece, FL 34945 8.22U S May 24 ZU16 MI I eK mausuies, Inc. I nu May 31 1Z:JU:Jb ZU16 rage 2 I D:rcJ POI40c?YPehxeU_io6xzNgS4-14dQ9_5ppdPVef3aKW W L_Z6GwmEdLipL?CJXtjzB_Ob LOAD CASE;,) Standard 1) Dead + Rf Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lds (plf) v 1-5=-54, 5-8=-54, 2-8= 20 Concentrated Loads (lb) Ve�jt: 12=-1938(F) 17=-977(F) 18=-977(F) 19=-974(F) 20=-974(F) 21=-974(F) 22=974(F) ® WARNING il Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10/012015 BEFORE USE %r building Design valid a truss syste use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual component not `.Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl ' n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" 8 always req fabrication, fired. for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII QualityCrlfefta, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Soretir lnformojlanovallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type City Ply T14183154 1442698-GEM- ANNON D02 Common 6 1 Job Reference (optional) bunaers mrsio.purce, YOn niece, rL 34V40 6.eeU b Mdy L4 eU 18 1W I tl& II IUUbU Itlb, II IU. 1 I IU IVl y J 1 I G.J ' .... raye 1 ID:rcJP0140c7YPehxeU_io6xzNgS4-mGBpNK5RawXMGpenuEl aXmfNaAYA4EHUEs24P9zB_Oa 4x6 = 4 Scale = 1:40.1 6.00 12 2x4 \\ 15 2x4 // 3 5 14 16 i 13 2x4 11 2 6 2x4 72 Io 0 1 �I s II s e 9 8 7 a STP — 3x4 = 3x4 = 3x4 = ST1.5x8 STP = 3x4 3x4 = 7-5-6 .13-10-10 _ 21-4-0 7-5-6 6-5-4 7-5-6 Plate Offsets 2:0-2-10 0-1-8 6:0-1-0 Ed e LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 7, Lumber DOL 1.25 BC 0.52 Vert(CT) -0.16 6-7 >999 180 BCLL 0. Rep Stress Incr YES WB 0.28 Horz(CT) 0.03 6 n/a n/a BCDL 10. Code FBC2017fTP12014 Matrix-SH Weight: 102lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=757/0-8-0, 2=902/0-8-0 Max Holz 2=154(LC 12) Max Uplift 6=-316(LC 13), 2=-410(LC 12) FORCES. (Ib I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1261/1008, 3-4=-1098/974, 4-5=-1126/1038, 5-6= 1277/1072 BOT CHORD 2-9=-789/1054, 7-9=-386f728, 6-7=-817/1088 WEBS 4-7=-367/433, 5-7=-268/444, 4-9= 314/422, 3-9_ 256/425 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCp1=0.18' MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 10-8-0, Exterior(2) 10-8-0 to 16-8-0, Interloi 1 -8-0 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DO !=1.60 plate grip DOL=1.60 3) This truss h °s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss as 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 betwe n the bottom chord and any other members. 5) Provide me 0anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 6=316,2=4 0. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev. 1010312015 BEFORE USE. Design valid pr use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �. a truss syste building desl Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall "n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffel ' Is always req ilred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, Satotv Inforn s orage, delivery, erection and bracing of trusses and truss systems, seeANSY711®UalllyCiBerla, DSB-89 and BCSI Bugdalg Component i6flonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14183155 1442698-GEM- ANNON D03 Common 10 1 Job Reference (optional) Buuaers First ource, t-on Piece, FL 34945 8.220s may 24 2u1 a mu I ek mauslries, inc. i nu May 31 12:39:38zu1 a rage r I I D:rcJ P0140c?YPehxeU_io6xzNgS4-FSI Baf63LEgDuyDzSxYp3_C W FauCpeKeSW odyczB—OZ -2-0',0 6-6-4 11 9-8-0 10-8-0 11-8-0 12-7-13 14-9-12 21-4-0 23-4-0 2-0 0 6-6-4 2-1-15 -11-13 1-0-0 1-0-0 -11-13 2-1-15 6-6-4 2-0-0 Scale=1:41.0 8x10 = 5 3x8 = it 3x8 = 4 6 �13 6.00 FIT 3 21 22 I 20 23 lm 2 B x m d 17 o 1 a r 9 0 II 8 STP = 12 — 10 ST1.5x8 ST 3x8 i 3x8 6-6-4 14-9-12 21-4-0 _ 6-6-4 8.3-8 6-6-4 Plate Offsets Y -- 2:0-2-10 0-1-8 8:0-2-10 0-1-8 LOADING (psf) 'I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.89 Vert(LL) -0.46 10-12 >539 240 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.75 10-12 >331 180 BCLL 0 0 - Rep Stress Incr YES WB 0.48 Horz(CT) 0.02 8 1 n/a BCDL 10.p Code FBC2017/TP12014 Matrix-SH Attic-0.1510=12 664 360 Weight: 113lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x6 SP M 26 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-11: 2x6 SP No.2 WEBS 2x4 SP No.2 `Except' 5-13: 2x4 SP No.3 / OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=977/0-8-0, 8=977/0-8-0 Max Horz 2=-142(LC 10) Max Uplift 2=-358(LC 12), 8=-358(LC 13) Max Grav 2=1099(LC 2), 8=1099(LC 2) FORCES. (lb II Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1646/657, 3-4=-12971710, 4-5=-435/1163, 5-6=-447/1163, 6-7=-1297/702, 7-8=-1644/650 BOT CHORD 12-12= 318/1369, 10-12= 318/1369, 8-10— 318/1369 WEBS ! 4-13_ 2688/1274, 6-13--2688/1274, 7-10=0/586, 3-12=0/591 NOTES- 1) Unbalancediroof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; WFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 10-8-0, Exterior(2) 10-8-0 to 16-8-0, Interior(1) 1 18-0 to 23-4-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DO —1.60 plate grip DOL=1.60 3) All plates at ' 2x4 MT20 unless otherwise indicated. 4) This truss h Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ,as 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 bel e n the bottom chord and any other members. 6) Ceiling dea Ilload (5.0 psf) on member(s). 3-4, 6-7, 4-13, 6-13 7) Bottom cho live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=358, 8=3 8. , 9) ATTIC SPA IE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 31,2018 WARvalld Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. D Design valid a truss syste or use only with MITek® connectors. This design Is based only upon parameters shown, and. is for an Individual building component, not I'4 Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �' building dest A n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ISI! T LUAA e V Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANSUfPII Gual6'yCrIfeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforn i4fibnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job ! Truss Truss Type Qty, Ply T14183156 1442698-GEM- ANNON D04 GABLE 1 11 Job Reference (optional) buiiaerS mrsigpurce, rafr t-16C% t-L 04V40 L0-0 5-0-0 10-8-0 -0-0 5-0-0 5-8-0 Sx8 = NAILED 3 6.00 12 ILI 22 23 3x4 11 2 O.eeU S,V,dy e• LU,O,V„, tln,l W-1I—,„N. ...0 —Y o, ,caoc ,ayc I D:rcJ P0140c?YPehxeU jo6xzNgS4-f 1 QJCh9xd92o1QxY735 W hcq?lnteO?549U t iYwzB_OW 16-4-0 21-4-0 23-4-0 5-8-0 5-0-0 2-0-0 4x6 = NAILED 5x8 = AILED NAIL 101 24 25 jI, J 10 26 27 9 28 29 8 BSTP= NAILED NAILED NAILED NAILED 3x4 = 5x8 = NAILED Scale = 1:45.5 m 0 6 3x4 I I N m e : 7 Io ST1.5x8 ST 3x4 = Plate Offsets (( ,Y)— [2:0-1-8,0-0-0], [3:0-1-12,0-6-3], [3:0-6-0,0-2-8], [4:0-1-8,0-1-0], [5:0-6-0,0-2-8], [5:0-1-12,0-0-5], [6:0-1-8,0-0-0], [9:0-4-0,0-3-0], [12:0-1-12,0-1-8], 15:0-1-12 0-1-8 LOADING (ps1!j SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.) Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.17 9 >999 240 MT20 244/190 TCDL 7.5 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.21 8-9 >999 180 BCLL 0. Rep Stress Incr NO WB 0.42 Horz(CT) 0.06 6 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-SH Weight: 134 lb FT = 20% LUMBER - TOP CHORD I2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4SPNo.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1213/0-8-0, 6=1213/0-8-0 Max Horz 2=79(LC 26) Max Uplift 2= 697(LC 8), 6=-697(LC 9) FORCES. (lb - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 1944/1120, 3-4=-2408/1511, 4-5=-2408/1511, 5-6=-1944/1121 BOT CHORD 2-10=-935/1686, 9-10=-933/1708, 8-9=-893/1670, 6-8=-895/1649 WEBS 3-10=0/413, 3-9= 607/837, 4-9=-474/569, 5-9=-607/837, 5-8=0/413 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc puffins. Except: 3-2-0 oc bracing: 3-4, 4-5 BOT CHORD Rigid ceiling directly applied or 6-1-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 NOTES 1 1) Unbalanced,roof live loads have been considered for this design. 2) Wind: ASC I7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; 11 WFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss desggl ed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide ade ° uate drainage to prevent water ponding. 5) All plates ar " 2x4 MT20 unless otherwise indicated. 6) Gable studs'ISpaced at 2-0-0 oc. 7) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e) 'This truss as 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 betwe �n the bottom chord and any other members. 9) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=697, 6=6 10) Graphical I rlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) "NAILED" i u dicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) Hanger(s) oI other connection device(s) shall be provided sufficient to support concentrated load(s) 102 lb down and 207 lb up at 5-0-0, and 02 lb down and 207 lb up at 16-4-0 on top chord, and 300 lb down and 51 lb up at 5-0-0, and 300 lb down and 51 lb up at 16-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOA CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASED Standard 1) Dead + Roo',Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 A WARNING 11I Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MI1-7473 rev. 10/03120f5 BEFORE USE. Design valid a truss to or use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not �I Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall � building des' n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �/f MiT eW Is always recl red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, s'rage, delivery, erection and bracing of trusses and truss systems, seeANS&Ml QualRyCr9edo, DS8-89 and BCS1 Building Component 6904 Parke Easr Blvd. Safety In pBonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply � T14183156 1442698-GEM- ANNON DM GABLE 1 1 I i Job Reference (optional) dlllltlers Flfst`:jpurce, I -on Niece, I-L 3494b tf.LLu 6 may L4 zui if IVII I eK I11auSll IeS, Illu. I Ilu IVldy J 1 I G:Ja:Y I GU I o rdye c I D:rcJ P0140c?YPehxeU_io6xzNgS4-fl QJCh9xd92olQxY735W hcq? InteO?549U 1 IYwzB_OW LOAD CASE() Standard Uniform Lo I ds (plf) Ve : 1-3= 54, 3-5=-54, 5-7— 54, 2-6=-20 Concentrat d Loads (lb) Ve 3=-54(B) 5=-54(B) 10=-108(B) 9_ 26(B) 4=-37(B) 8=-108(B) 22=-37(B) 23= 37(B) 24= 37(B) 25= 37(B) 26=-26(B) 27= 26(B) 28=-26(B) 29_ 26(B) ® WARNING iiVerify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid r use only with MITek6 connectors. Ibis deslgn Is based only upon parameters shown, and Is for an Individual building component, not a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desi 'h. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iit+liTek' Is always regwired for stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ffeda, DSB-09 and BCSI Building Component Blvd. Safety(nforlrPP611onavallable form Truss Plate Institute. 218 NLee Slreet.sSu to 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply � T14183157 1442698-GEM-3ANNON EJ3 Jack -Open 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Thu May 31 12:39:41 2018 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-f1 QJCh9xd92olQxY735W hcg4pnl bO5d49U 1IYwzB_OW -2-0-0 2-0-0 2-0-0 2-0-0 Scale: 1 °=1' LOADING (ps) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20. Plate Grip DOL 1.25 TO 0.61 Vert(LL) -0.00 2 >999 240 TCDL 7. , Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 2-4 >999 180 BOLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 rtla n/a BCDL 10. Code FBC2017lrP12014 Matrix-P LUMBER - TOP CHORD i2x4 SP No.2 BOT CHORD 11120 SP No.2 OTHERS II2x4 SP No.3 m 0 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 12/Mechanical, 2=250/0-8-0, 4=19/Mechanical Max Horz 2=101(LC 12) Max Uplift 3— 12(LC 1), 2= 150(LC 12) Max Grav 3=40(LC 8), 2=250(LC 1), 4=38(LC 3) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASO il7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; VIWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reaction !shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss jas 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 betwen the bottom chord and any other members. 4) Refer to gir ° r(s) for truss to truss connections. 5) Provide me fanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (t=lb) 2=150. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 WARNING iiVerity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE -- " Design valltl r use only with MITek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste Before use, the building designer must verify the appllcab0lty of design parameters and properly Incorporate this design into the overall building desl 'h. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MeW 8 always recr dred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,,ss orage, delivery, erection and bracing of trusses and truss systems, seeANSVNII QualityCiBedd, DS8-09 and BCSI Building Component 6904 Parke East Blvd. Safety Intom 611bnavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply T14183158 1442698-GEM- ANNON EJ4 Diagonal Hip Girder 2 1 d Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Thu May 31 12:39:46 2018 Page 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4,0? ECGPC4Shg5rBgVwdhhOgXO5okShMsplmk3E8zB_OR -1-10-10 3-4-15 1-10-10 3-4-15 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.�0 Plate Grip DOL 1.25 TC 0:32 Vert(LL) -0.01 2-4 >999 240 TCDL 7.6 Lumber DOL 11.25 BC 0.12 Vert(CT) -0.01 2-4 >999 180 BCLL o.6 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=44/Mechanical, 2=273/0-5-5, 4=31/Mechanical Max Harz 2=104(LC 4) Max Uplift 3=-53(LC 6), 2=-186(LC 4) Max Grav 3=94(LC 29), 2=273(LC 1), 4=63(LC 3) FORCES. (lb' I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:11.3 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; iVIWFRS (envelope); cantilever left and right exposed; 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 I as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty en the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 2=186. 6) "NAILED" i dicates 3-1Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) In the LOA �jCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASEStandard 1) Dead + RocLive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo S (plf) Ve 1 1-3= 54, 2-4=-20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 ray. 10103,2015 BEFORE USE. Design valid a truss syste or use only with MITek(b connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not I. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deli n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �/�T A�'�" MOW Is always reci "Iced for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, seeAN911W1I OualByCdlerlo, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nfomictibnovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14183159 1442698-GEM- ANNON EJ5 Jack -Open 7 1 I Job Reference (optional) Builders FirstE burce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Thu May 31 12:39:46 2018 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-0?ECGPC4Shg5rBgVwdhhOgXvJohJhMsplmk3EezB_OR -2-0-0 5-0-0 2-0-0 5-0-0 Scale = 1:19.5 Plate Offsets „ Y -- 2:0-2-0 Ed e I LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20. Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7. , Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10. Code FBC2017lfP12014 Matrix-P Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD L4 SP No TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 12x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS �2x4 SP No.3 REACTIONS. (lb/size) 3=91/Mechanical, 2=334/0-8-0, 4=46/Mechanical Max Horz 2=184(LC 12) Max Uplift 3= 120(LC 12), 2= 161(LC 12) Max Grav 3=91(LC 1), 2=334(LC 1), 4=92(LC 3) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC I'7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-310 4-11-4 zone; cantilever left and right exposed;C-P for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss 6 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 will fit betwe n the bottom chord and any other members. 4) Refer to gir Or(s) for truss to truss connections. 5) Provide me Oanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 3=120, 2=1 1. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING V.,If deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/0=015 BEFORE USE. Design vaild Ipr use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a trrrss syste m Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des i n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nn T 1, Is always req for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the G V&O I�R. fabrication, s „red orage, delivery, erection and bracing of trusses and truss systems, seeANSUMIl GuallfyCrBedd, DSB-89 and BCSI BuQd/ng Component 6904 Parke East Blvd. Safety In/o cHorgvdlable from Truss Plate Institute �218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job l Truss Truss Type Qty Ply T14183160 1442698-GEM- IANNON EJ7 Jack -Open 18 1 Job Reference (optional) tsuuuers rusra uice, run riece, rL OYawo „• — � ..goy ",� ,•,,•r �._-... - .- . - _ . I D:rcJ PO14Oc?YPehxeU_io6xzNgS4-U BoaTkDi D?oxTLPiU KCwxt40MCyYQp6yXQUcmazB_OQ 2-0-0 7-0-0 2.0-0 7-0-0 Q m `r 6 2 0 Scale=1:25.2 i 7-0-0 , 7-0-0 LOADING (ps)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.12 2-4 >649 240 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.58 Vert(CT) -0.18 2-4 >430 180 BCLL 0. Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-SH Weight: 29lb FT=20% LUMBER - TOP CHORD ix4 x4 SP No.2 BOT CHORD SP No.2 OTHERS ,2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. 1(lb/size) 3=1 51 /Mechanical, 2=397/0-8-0, 4=69/Mechanical Max Horz 2=239(LC 12) Max Uplift 3=-168(LC 12), 2=-176(LC 12) Max Grav 3=151(LC 1), 2=397(LC 1), 4=119(LC 3) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASC 17-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 6-11-4 zone; cantilever left and right exposed;C-b for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss "as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be IT the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING ;' Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10103/2015 BEFORE USE. Design valid or use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss systen;� Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall " buliding des( n. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Addlaonal temporary and permanent bracing �p MiTe Is always req'Tred for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s brage, delivery, erection and bracing of trusses and truss systems, SeeANSL*7PI1 Qualify Offe o, DSO-89 and SCSI BulldbvComponent 6904 Parke East Blvd. Safety fnfontjaffonovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T14183161 1442698-GEM- ANNON EJ31 Jack -Open 1 1 I Job Reference (optional) Builders First ource, Fort Piece, FL 34945 8.220 s May 24 2018 M t ex industries, Inc. Thu May 31 12:3e:422018 rage I D:rcJ POI40c?YPehxeU_io6xzNgS4-7E_hQ19ZOTAfMaW khndl EgMJzBLQIYsDN8mr5NzB_OV 285 i 368 2-8-5 0-10-3 Scale = 1:13.4 4x6 = LOADING (ps ) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.01 3-5 >999 240 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 3-5 >999 180 BCLL 0. Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-R Weight: 16lb FT=20% LUMBER- i BRACING- . TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puffins, BOT CHORD ' 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=335/Mechanical, 4=218/Mechanical, 5=39/Mechanical Max Horz 3=115(LC 12) Max Uplift 3=-144(LC 12), 4=-166(LC 12) Max Grav 3=335(LC 1), 4=218(LC 1), 5=56(LC 3) FORCES. (Ib l- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-3=-258/147 NOTES- 1) Wind: ASC 1 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; WFRS (envelope) and C-C Exterior(2) 0-1-12 to 2-8-12, Intedor(1) 0-1-12 to 3-5-12 zone; cantilever left and right exposed ;C r, for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ad e � uate drainage to prevent water ponding. 3) This truss h is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss gas 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 betwe n the bottom chord and any other members. 5) Refer to gi I *) for truss to truss connections. 6) Provide me , ,!cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 3=144, 4=1 6. 7) Graphical p i.ilin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Alban! PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING if Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. Design valid or use only with MITek® connectors, fits design is based only upon parameters shown, and Is for an indlNdual building component, not a inrss syste building desl y Before use, the building designer mtrst verity the applicab0lty of design parameters and properly Incorporate this design into the overall &acing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �/t T V Is always rec fabrication, In prevent red for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the s orage, delivery, erection and bracing of trusses and buss systems, seeANSU1P'I QuaiByCdledo DSB-89 and BCSI Bulldlag Component ItltiA e 6904 Parke East Blvd. Safety Info rRolfavallable from Truss Plate Inslltuto, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply r ^ T14183162 1442698-GEM- 3 ANNON EJ32 Jack -Open 1 1 Job Reference (optional) buimers rlrsi I urce, rori niece, rL J4V40 M;. ZU S May Z4 ZUl b NII I eK mausines, Inc. I nu iviay Jl 1z:Jy:4J ZUl tl rage 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-bQY4d NAC9m I W _k5xFU8_m1 vXgbhNU? I Nco W OdpzB_0 U 1-10-3 2-8-5 3-6-8 1-10-3 0-10-2 0� 10-3 Scale = 1:16.4 8 2x4 11 1-10-3 1-10-3 7 6 2x4 I 2-8-5 3-6-B 0-10-2 0-10-3 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.01 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL - 1.25 BC 0.15 Vert(CT) -0.01 7-8 >999 180 BCLL 0.6 Rep Stress Incr YES WB 0.05 Horz(CT) -0.02 5 n/a n/a BCDL 10 Code FBC2017/fP12014 Matrix-SH Weight: 191b FT=20% LUMBER- II BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. i (lb/size) 8=123/Mechanical, 5=42/Mechanical, 6=82/Mechanical Max Horz 8=23(LC 12) Max Uplift 8_ 46(LC 8), 6= 18(LC 9), 6=-54(LC 12) FORCES. (Ib I -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 11 1) Unbalance 'roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 1-10-10, Interior(1) 1-10-10 to 2-8-5, Exterior(2) 2-8-5 to 3-5-12 zone; cantilever I ft and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss h °s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss ,� as 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 gin er(s) for truss to truss connections. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 5, 6. 8) Graphical p rlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1=12015 BEFORE USE. Design valid a truss syste building des! pr use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing � �n T�Ai" 1, Is always re fabrication, SafetyInfo ilred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the s brage, dellvery, erection and bracing of trusses and truss systems, seeAAMMI) Cua/ByCdleda, DSB-89 and BCSI BuIldhlg Component 'a novallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 9V@Q I 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply ' T14183163 1442698-GEM- ANNON EJ34 Jack -Open 1 1 Job Reference (optional) rsunaers rirst,�ource, rort Hece, t-L M4b 2x, 4 3x4 = LOADING (ps) SPACING- 2-0-0 CSI. TCLL 20. Plate Grip DOL 1.25 TC 0.53 TCDL 7. Lumber DOL 1.25 BC 0.34 BCLL 0. , Rep Stress Incr YES WB 0.00 BCDL 10. Code FBC2017lrP12014 Matrix-R LUMBER - TOP CHORD �2X4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 12x4 SP No.3 REACTIONS. i (lb/size) 4=123/Mechanical, 2=85/Mechanical, 3=39/Mechanical Max Horz 4=93(LC 12) Max Uplift 4=-8(LC 12), 2=-107(LC 12), 3=-10(LC 12) Max Grav 4=123(LC 1), 2=85(LC 1), 3=63(LC 3) FORCES. (lb)'l- Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown O.zeu s IYlay Z4 eulo lvil I eK Inuu6Lrleb, Ina. I nu lvaly J I IL:Ja:44 LV I O raytl I I D:rcJ P0140c?YPehxeU_io6xzNgS4-3c6Srj Bgw4QNctg7oCfDJ FScG_YDSM W rSFy9FzB_0T 3.6-8 3-6-8 Scale=1:18.6 N 6 N J DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.02 3-4 >999 240 MT20 244/190 Vert(CT) 0.02 3-4 >999 180 Horz(CT) -0.05 2 n/a n/a Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASC 17-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; W FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reaction 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 °as 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 gir er(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 Itouplift at joint(s) 4, 3 except (jt=lb) 2=107. 'l Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING I Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid a truss syste or use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not it Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall �' building desl " n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilionai temporary and permanent bracing Mek' Is always req for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• s .Ired orage, delivery, erection and bracing of trusses and truss systems. seeANSWII Ouaftly0flerla, DSB-89 and SCSI BuUd/ng Component 6904 Parke East Blvd. SafetyInfoa Il vallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Oty Ply I T14183164 1442698-GEM- ANNON EJ35 Jack -Open 2 1 Job Reference (optional) tivaaers rlrsi ource, rar[ t-WCe, rL 34V40 may ..— .,,......ry — ,1.""._" „' ..-yam . ID:rcJPOI40c?YPehxeU_io6xzNgS4-Xogg23CShOYED1 FJMvASrS_rl OMByt9g36?VhizB_OS i 5-6-8 5-6-8 F ST1.5x8 STP = 2x4 11 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20. Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.01 4-5 >999 240 TCDL 7.' Lumber DOL 1.25 BC 0.19 Vert(CT) 0.01 4-5 >999 180 BCLL 0.5 Rep Stress Incr YES WB 0.16 Horz(CT) -0.03 3 Na n1a BCDL 10. Code FB02017fTP12014 Matrix-P LUMBER - TOP CHORD I2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS i2x4 SP No.3 REACTIONS. (lb/size) 3=49/Mechanical, 4=4/Mechanical, 5=353/0-8-0 Max Harz 5=155(LC 12) ! Max Uplift 3=-91(LC 12), 4=-3(1_13 12), 5=-11 O(LC 12) u Max Grav 3=56(LC 19), 4=35(LC 10), 5=353(LC 1) Scale = 1:21.6 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib' - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 1-2=-331/123 BOT CHORD 1-5=-119/331 WEBS 2-5=-233/528 NOTES- 1) Wind: ASCII 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; WFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces &.MWFRS for reaction ishown; 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 i" as 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 betwe an the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide me (tanical,connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=110. I Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss systenit building deli Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall "n. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addllional temporary and permanent bracing WeW Is always reci fabricallon, prevent red for sfability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the s tbrage, delivery, erection and bracing of trusses and truss systems, seeANSMPI► QualityClBedb, DSO-89 and SCSI BulId/ng Component 6904 Parke East Blvd. Safety Intom i,affanovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 Job 11 Truss Truss Type Oty, Ply T14183165 1442698-GE1v1- ANNON EJ71 Jack -Open 4 1 j Job Reference (optional) liultaers I-irst ource, Tort wece, t-L 3494b 8.22U S May 24 2U1 a MI I ex inousiries, Inc. I nu may 31 1z:3a:48 2u18 rage 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-yNLzg4EK—Jwo4Vzu11j9T5cE5cE59GL6m4D910zB_OP -2-0-0 2-8.0 7.0-0 LOADING (p TCLL 2C TCDL 7 BCLL C BCDL 1C LUMBER - TOP CHORD BOT CHORD OTHERS SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.26 6 >309 240 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.26 6 >303 180 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.12 5 n/a n/a Code FBC2017ITP12014 Matrix-R SP No.2 SP No.2 *Except' 2x4 SP No.3 SP No.3 A Scale = 1:25.2 PLATES' GRIP MT20 244/190 Weight: 32 Ib IFT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=142/Mechanical, 2--406/0-8-0, 5=83/Mechanical Max Horz 2=239(LC 12) Max Uplift 4=-143(1-13 12), 2— 172(LC 12), 5=-12(LC 12) Max Grav 4=142(LC 1), 2=406(LC 1), 5=116(LC 3) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. If; Exp C; Encl., GI -18; FIRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 6-11-4 zone; cantilever left and right exposed ;C- D for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss ias been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe ° n the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=143, 2=1 pp. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 31,2018 ® WARNINGIf ,l Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid or use only with MlTek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss syste 1 Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desIl JII Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITeW Is always req fabrication, s red for stabillfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the orage. delivery, erection and bracing of trusses and truss systems, seeANSM11 CualtlyCrBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety[I 'allonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply , T14183166 1442698-GEM- ANNON EJ72 Jack -Open 7 1 1. Job Reference (optional) Builders First T urce, Fort Piece, FL 34945 8.220 s May 24 2018 MITek Industries, Inc. Thu May 31 12:39:49 2018 Page 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-QavLuQFylc2fifY4bl FO019QZ? hsujbF_kzjgTzB_00 2-0-0 7.0.0 2-0-0 7-0-0 LOADING (ps ) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.5 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.05 2-4 >999 240 TCDL 7. Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 2-4 >999 180 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matfix-SH LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD I2x6 SP No.2 OTHERS 2x4 SP No.3 i Scale: 1/2"=1' PLATES GRIP MT20 2441190 Weight: 36 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. I'(lb/size) 3=142/Mechanical, 2=39710-8-0, 4=79/Mechanical Max Horz 2=239(LC 12) Max Uplift 3=-161(LC 12), 2=-176(LC 12) Max Grav 3=142(LC 1), 2=397(LC 1), 4=129(LC 3) FORCES. (lb Ef - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC i7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; WFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 6-11-4 zone; cantilever left and right exposed ;C- for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any, other live loads. 3) ' This truss `as 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 betwe ' n the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at j( int(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of t ',earing surface. 6) Provide mec hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=161, 2=1 i6. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Celt 6834 8804 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNMG 'IVerity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE. Design valid r use only with MITek® connectors. This design is based only upon parameters shown. and Is for an individual building component not 11 �' a truss syste Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building desil in. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' Is always req fabrication, s dred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the forage, delivery, erection and bracing of trusses and truss systems, seeAMSVW11 Gua/MyCiCedo, DSB-89 and BCS1 Budding Component 6904 Parke East Blvd. Safety Info 'oHomvailable from Truss Plate Institute- 218 N. Lee Street, Suite 312, Mexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply I T14183167 1442698-GEM- ANNON FG1 FLAT GIRDER 1 2 Job Reference (optional) Builders FirstS jurce, Fort Piece, FL 34945 8.220 S May 24 2018 MI I eK industries, inc. Thu May 31 12:39:50 2018 rage ID:rcJP0140c?YPehxeU_io6xzNgS4-umTj5mGbWwAW Ko7H9SmdYW ij9P11d6SPDOiGNvzB_0N 3-0-0 1 6-0-0 3-0-0 3.0.0 3x4 1 6x8 = 3x4 11 Scale=1:13.1 1 2 p 3 — 6x8 = ST1.5x8 STP = ST1.5x8 STP = 3-0-0 6-0-0 !I 3-0-0 3-0-0 Plate Offsets Y -- 4:0-4-0,0-4-0 6:0-4-0 0-4-0 LOADING (ps) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20. Plate Grip DOL . 1.25 TC 0.25 Vert(LL) 0.03 5 >999 240 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.36 Vert(CT) -0.03 5 >999 180 BCLL 0. Rep Stress Incr NO WB 0.28 Horz(CT) 0.01 4 n/a n/a BCDL 10. Code FBC2017lrP12014 Matrix-P Weight: 79 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD !2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6,3-4: 2X8 SP 2400F 2.0E REACTIONS. 1(lb/size) 6=1904/0-8-0, 4=1331/0-8-0 Max Uplift 6=-1469(LC 4), 4=-1007(LC 4) FORCES. (lb - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 'i 1-6=-867/697, 3-4= 294/236 BOT CHORD 5-6= 1763/2294, 4-5— 1763/2294 WEBS 2-6=-2459/1890, 2-5=-195/267, 2-4=-2459/1890 NOTES- 1) 2-ply truss t(' be connected together with 1 Od (0.131"x3') nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom cho "s connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connE cted 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 connecti °ns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; W FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide ade luate drainage to prevent water ponding. 5) This truss N is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss hIas 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 betwe n the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=1469, 4=1 D07. 8) Hanger(s) at Mother connection device(s) shall be provided sufficient to support concentrated load(s) 964 lb down and 820 lb up at 0-9-4, and 938 lb down and 806 lb up at 2-9-4, and 934 lb down and 807 lb up at 3-7-12 on top chord. The design/selection of such connec f ion device(s) is the responsibility of others. LOAD CASE() Standard 1) Dead+ Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Thomas A. PE No.39380 Vert 1-3=-54, 4-6=-20 MiTeInc. FL USA, Inc. FL Cert 6634 Concentrate Vert Loads (lb) 2= 938 7= 964 8=-934 6904 Parke East Blvd. Tampa FL 33610 i Date: May 31,2018 ® WARNING ',I Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste it Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �t� �gTek" is always recii Areal for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, s orage, delivery• erection and bracing of trusses and truss systems, seeANSWII CualltyCrMetla, DSB-89 and BCSI Buliding Component 91pvollable 6904 Parke East Blvd. ty Safeinfo t, from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T14183168 1442698-GEM- ANNON G03 Monopitch 4 1 j Job Reference (optional) tsumers rlrsr ource, run riece, rL owe4D I 1 -2-0-0 U.ZZU 5 May Z4 ZU IV IVII ILK InauSlrieb, Irru. I rlu rviay 01 icoa.o r— 10 rays 1 ID:rcJP0140c?YPehxeU_ io6xzNgS4-Mvl5J6GDHEINxviTlAHs51Em2pLvMSITYS2SgvLzB_ON 6-11-8 3x4 11 n 4 Scale = 1:43.1 3x4 = �y it bw = 7-2-8 7_�-Q LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL 20. Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.05 5-6 >999 240 TCDL 7. Lumber DOL 1.25 BC 0.49 Vert(CT) -0.11 5-6 >999 180 BCLL 0. Rep Stress ]nor YES WB 0.76 Horz(CT) 0.01 5 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-SH LUMBER- 1. BRACING - PLATES GRIP MT20 244/190 Weight: 78 lb FT = 20% TOP CHORD 12x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD !;2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. - OTHERS 12x4 SP No.3 REACTIONS. I (lb/size) 5=495/Mechanical, 2=647/0-8-0 Max Horz 2=437(LC 12) Max Uplift 5= 348(LC 12), 2=-249(LC 12) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD i 2-3=-701/178, 4-5=-148/309 BOT CHORD 2-6=-582/605, 5-6=-584/601 WEBS 3-6-0/319, 3-5— 673/646 NOTES- 1) Wind: ASC 7-10. Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; W FRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 14-0-4 zone; cantilever left and right exposed ;C C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h"s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss as 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 betwe a n the bottom chord and any other members. 4) Refer to gir er(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) except Qt=lb) 5=348, 2=2 9. Thomas A. Albani PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ®WARMING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/012015 BEFORE USE. Design valid or use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syste I Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desi in. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing lk° MOW Is always req'. Ired for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s brage, delivery, erection and bracing of trusses and truss systems, seeANSW11 GualBy0fledd, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnto atlonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply , T14183169 1442698-GEM- ANNON G04 Half Hip 1 1 Job Reference (optional) buiiaers mrsilource, rorl rlece, t L 34`J40 D.- O IV-y G - I U IVII I CA II IUUJP IOa Inv. I ... -.y I L. 14y- , ID:rcJP0140c?YPehxeU_io6xzNgS4-g9bTWSHr2XQEZ6HfGto5exnu4Dcb5?2hghBNRozB_OL -2.0-0 21 7-10.0 13-0-0 14-2-0 2-0-0 2-8-0 5-2-0 5-2-0 2x. 6 5x6 = 2x4 11 Scale = 1:41.4 6.00 F12 6 7 14 I 3x4 = 6x8 = oxv ! I 2-B-0 7-10.0 13-0-0 14-2-0 , 2-8-0 5-2-0 5-2-0 1-2-0 Plate Offsets . Y -- 2:0-0-1 0-3-0 4:0-0-10 0-2-4 5:0-4-0 0-3-0 6:0-3-0 0-2-0 LOADING (ps) 11 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.93 Vert(L-) 0.38 4-9 >427 240 MT20 244/190 TCDL 7.5 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.40 4-9 >413 180 BCLL 0. Rep Stress Incr YES WB 0.34 Horz(CT) 0.20 14 n/a n/a - BCDL 10.3 11 Code FBC2017lrP12014 Matrix-SH Weight: 95 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD 1-5: 2x4 SP No.1 BOT CHORD 2x4 SP N0.2 `Except` BOT CHORD 14-10: 2x8 SP 240OF 2.OE, 4-8: 2x4 SP No.1 WEBS WEBS 12x4 SP No.3 `Except` 7-14: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0 I REACTIONS. (lb/size) 2=652/0-8-0, 14=493/Mechanical Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 4-7-0 oc bracing. 1 Row at midpt 6-9 Max Horz 2=409(LC 12) Max Uplift 2=-256(LC 12), 14=-314(LC 12) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4= 328/10, 4-5=-795/524, 5-6=-846/863, 8-14= 504/604 BOT CHORD 4-9= 8771756 WEBS 5-9=-4511745, 6-8=-4741709, 6-9=-1097/975 NOTES- 1) Unbalanced; oof live loads have been considered for this design. 2) Wind: ASC J 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., M GCpi=0.18; W FRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 13-0-0, Exterior(2) 13-0-0 to 13-11-4 zone; cantiIJ ver left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 l 3) Provide adequate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss ias 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 betwe - n the bottom chord and any other members. 6) Refer to girc r(s) for truss to truss connections. 7) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=256, 14= 14. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 A WARNING -I Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid Pr use only with MITeke connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a Truss system. building desiJn. Before 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 We W Is always req'red 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, seeANSWI1 GuaBfyCrtleda, DSB-89 and BCSI BUgditlg Component 6904 Parke East Blvd. Safety Inraml offhnovaliable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Oty Ply T14183170 1442698-GEM- ANNON G05 Half Hip 1 1 � Job Reference (optional) m 6 rorl riece, r-L J4`J40 O.— O IVldy G — 10 IVI1 I WN 11I—LI-0, 1111. I aay I nd� 1 I D: rcJ P0140c?YPehxeU_io6xzNgS4-J L9skolTprY5BGssgbJKA8K3gdxJqTurvLxwzEzB_OK 2-0-0 2-8-0 6-10-0 11-0-0 14-2-0 2-0-0 2-8-0 4-2-0 4-2-0 3-2-0 3x4 = 6x8 = -... 5x8 = 2x4 11 Scale = 1:38.7 6 7 14 I C9? 2-8-0 11-0-0 14-2-0 2-8-0 8-4-0 3-2-0 Plate Offsets Y -- 2:0-0-1 0-3-0 2:0-10-15 0-3-0 , 6:0-6-0,0-2-8 LOADING (ps) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.47 4-9 >349 240 MT20 244/190 TCDL 7, Lumber DOL 1.25 BC 0.88 Vert(CT) -0.65 4-9 >252 180 BCLL 0.. .Rep Stress Incr YES WB 0.30 Horz(CT) 0.22 14 n/a n/a BCDL 10.11 Code FBC2017lTP12014 Matrix-SH Weight: 90lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 `Except` 6-7: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 4-10: 2x8 SP,240OF 2.0E WEBS 2x4 SP No.3 *Except` 7-14: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 2=652/0-8-0, 14=493/Mechanical Max Horz 2=353(LC 12) Max Uplift 2=-276(LC 12), 14=-254(LC 12) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-274/0, 4-5=-793f718, 5-6=-397/272, 8-14— 493/540 BOT CHORD 4-9=-1012/772, 8-9=-322/310 WEBS 5-9=-542/796, 6-9=-390/539, 6-8=-580/588 NOTES- 1) Wind: ASC GCpj=0.18; zone; cantil DOL=1.60 2) Provide ad( 3) This truss 1- 4) ' This truss will fit betw( 5) Refer to gin 6) Provide me 2=276, 14= BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-0-9 oc bracing. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., 4WFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 11-0-0, Exterior(2) 11-0-0 to 13-11-4 Ier left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip ate drainage to prevent water ponding. 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. ;s) for truss to truss connections. tnical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNINC F Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design vail a truss syste ,for use only with MITeM connectors. This design Is based only upon parameters shown, and is for an Individual building component, not . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desgn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always re wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricotlon Safety InIdA orago, dellvery, erection and bracing of trusses and truss systems, seeANSI/7p11 QualityCrBelra, DSO-89 and BCS/ Building Component noHonovaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r Qty Ply T14183171 1442698-GEM- ANNON G06 Half Hip 1 1 Job Reference (optional) Isumers I -on niece, rL d4e4b meeu S Ividy 44 ev 16 Iv11 I d& 11luubu lvJ' II — 111u -ay J I I c.ua.oY cv 1 o rayo 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-nXjExBJ5Z9hyoQR20lgZj MsKcOKMZu?_B?gU W gzB_OJ -2.0.0 2-8-0 9-0-0 14-2-0 r 2-0-0 2-8-0 6-4-0 5-2-0 6x8 = 2x4 11 5 6 13 to Scale = 1:33.8 2-8-0 6-4-0 5-2-0 Plate Offsets ' Y -- 2:0-0-1 0-3-0 , 4:0-0-12 0-3-0 5:0-5-4 0-2-0 LOADING (PS9 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.54 4-8 >304 240 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.48 4-8 >338 180 BCLL 0.6Rep Stress Incr YES WB 0.44 HOrz(CT) -0.25 13 n/a n/a BCDL 10.E Code FBC2017/TPI2014 Matrix-SH Weight: 80lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 5-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP M 31 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-9: 2x4 SP No.2, 4-9: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except` 6-13: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 2=652/0-8-0, 13=493/Mechanical Max Horz 2=298(LC 12) Max Uplift 2=-284(LC 12), 13=-236(LC 9) FORCES. (I j - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-274/0, 4-5=-646/489, 7-13=-493/478 BOT CHORD 4-8=-6081540, 7-8=-6141552 WEBS 5-8=-126/365, 5-7=-683/763 NOTES- 1) Wind: ASC GCpi=0.18; cantilever I DOL=1.60 2) Provide ad 3) This truss h 4) ' This truss will fit betty 5) Refer to gin 6) Provide me 2=284,13= 7-10; Vult=170mph (3-second gust) Vasd=132mph;.TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., 1WFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-0-0, Extedor(2) 9-0-0 to 13-11-4 zone; and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip ate drainage to prevent water ponding. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. (s) for truss to truss connections. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARN/N I- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE Design vatic for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste, 6. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding de n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always re 4ulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, 'forage, delivery, erection and bracing of trusses and truss systems, seeANS&VIi QualilyCrIteda, DSO-69 and BCSI Building Component 6904 Parke East Blvd. Safety info ,. aRonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T14183172 1442698-GEM- ANNON G07 Half Hip Girder 1 2 Job Reference (optional) ouimers rirst5 urce, ion niece, rL J41J40 . -ay .Y . . .. ,.,v1 � � __ � � • -I I D:rcJP0140c?YPehxeU_io6xzNgS4-FkHceTJjKSppQaOEyOMoFZPORQa21MS8NfQ126zB_01 -2-0-0 2-8-0 7-0-0 14-2-0 2-0-0 2-8-0 4-4-0 7-2-0 Scale=1:31.3 sxa 5x6 11 = NAILED NAILED NAILED 3x4 II 4 13 14 15 5 I 6.00 12 m 6 N I 3 2x4 I 4x12 7 6 0 2 16 17 18 9 m 1 2x4 I I .4 4 _ s NAILED NAILED NAILED - 12 a c 8 STP = 2x4 11 II� - LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20 0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.32 8 >516 240 TCDL 7 0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.33 8 >492 180 BCLL 0 0 ' Rep Stress Incr NO WB 0.36 Horz(CT) 0.19 12 n/a n/a BCDL 10 b Code FBC2017,rrP12014 Matrix-SH LUMBER- ! BRACING - TOP CHORD' 2x4 SP No.1 'Except` TOP CHORD 4-5: 2x4 SP NO.2 BOT CHORD 12x4 SP N0.2 `Except" BOT CHORD 3-8: 2x4 SP No.3 WEBS ' 2x4 SP No.3 `Except' 5-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS.11 (lb/size) 2=962/0-8-0, 12=1064/Mechanical PLATES GRIP MT20 244/190 Weight: 148 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-8. Max Horz 2=242(LC 8) Max Uplift 2=-540(LC 8), 12=-686(LC 5) FORCES. (1 - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-452/137, 3-4=-1821/1076, 6-12=-1064/686, 5-6=-348/347 BOT CHORD 3-7=-1063/1630, 6-7=-1077/1671 WEBS 4-7=-260/855, 4-6=-1628/1057 NOTES- 1) 2-ply truss o be connected together with IOd (0.131"x3") nails as follows: Top chords `connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chc 'fds connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs con ected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are a 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 connect ions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18 �1MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adi vent water ponding. 5) This truss is 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 betty Ien the bottom chord and any other members. 7) Refer to gi er(s) for truss to truss connections. 8) Provide m �hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=540, 12 686. 9) "NAILED" i 'dicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 237 lb up at 7-0-0 on t p chord, and 381 lb down and 212 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the respo I lbility of others. LOAD CASE(S) Standard Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design vali for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an individual building component not �� a truss sysi building d Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Ign. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� i Is always re prevent ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iT efdt� LM fabrlcatlon 'storage, dellvery, erection and bracing of trusses and truss systems, seeANSi#7P/1 OuafflyQ left DSO-89 and BCSIBuOd/ng Component 6904 Parke East Blvd. Safety Into i„ aHanovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply 1442698-GEM- ANNON G07 Half Hip Girder 1 2 T14183172 Job Reference (optional) builders Flrst,,,purce, FOn McCe, t-L a484b meeu u Ividy 44 Gu 10 IVII I — II IUUDU 1—, II IU. 11IU may .� 1 1 c...,:, cv 1 oao c I D:rcJ P0140c?YPehxeU_io6xzNgS4-FkHcBTJj KSppQaOEyOMoFZPORQa21 MSBNfQ126zB_01 LOAD CASE(, Standard 1) Dead + Ro f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ,ds (plf) Ve : 1-3= 54, 3-4=-54, 4-5=-54, 2-8=-20, 3-6=-20 Concentrat Id Loads (lb) Vej:,7=-334(B) 4=-88(B)13=-88(B) 14=-88(B) 15=-91(B) 16=-63(B) 17=-63(B)18=-64(B) 11 ® WARN/ G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 10/03/2015 BEFORE USE -- Design vat � for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss syst 'm. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building d 'sign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �/� 7� 11ftA 1e�• Is always r ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcatio )storage, delivery, erection and bracing of trusses and truss systems, seeANSMIl AualByCrlledla, DS9-89 and BCSI Butiding Component 6904 Parke East Blvd. Safety fnIc i.moffonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T14183173 1442698-GEM- ANNON G08 Half Hip 1 1 Job.Reference (optional) tj poets t-IrS Itlrce, r-or[ rrece, r-L .54e4D I -2-0-0 ..may _. ... I D:rcJP0140c?YPehxeU_io6xzNgS4-jwq_MpKL5mxg2jbQVjtl onxcnq_X1 oNHbJ9aaZzB_OH 12-4-0 136-814-2-0 5-11-4 1 f-7- 2x4 = Q.A i 5 3x4 = �' — LOADING (p f) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.75 TCDL 70 Lumber DOL 1.25 BC 0.72 BCLL 0 Rep Stress Incr YES WB 0.45 BCDL 10 0 Code FBC2017/TPI2014 Matrix-SH 4 LUMBER - TOP CHORD '; 2x4 SP No.2 BOT CHORD,: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=507/Mechanical, 2=649/0-8-0 Max Horz 2=433(LC 12) Max Uplift 6=-340(LC 12), 2=-251(LC 12) FORCES. (I j - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 719/179, 3-4=-258/10 BOT CHORD 2-10=-583/637, 9-10=-585/633, 7-9= 220/349, 4-7— 95/304 WEBS 3-9— 540/449, 4-6=-451/519 w v DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.09 8 >999 240 MT20 244/190 Vert(CT) -0.09 2-10 >999 180 Horz(CT) -0.13 6 n/a n/a Scale = 1:42.4 Weight: 87 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-2-4 oc bracing. Except: 9-6-0 oc bracing: 7-9 NOTES- 1) Wind: ASC E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.181MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3.to 14-0-4 zone; cantilever left and right exposed ; tC for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This trus,1has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betw . en the bottom chord and any other members. 4) Refer to gi der(s) for truss to truss connections. 5) Provide m 'chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 6=340, 2= 51. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARM I G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev, 1010312016 BEFORE USE. Design Val n for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss syst building d 'in. Before use, the building designer must verify the applicability of design parametersand properly Incorporate this design Into the overall slgn. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �A MiT Is always r tabril prevent 'Wred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIr CDal Cr9eda, DS"9 and SCSI BUIld/ng Component eW 6904 Parke East Blvd. Safety Itrf jimationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job i Truss Truss Type , Qty Ply T14183174 1442698-GEM- NNON I G09 Half Hip 1 1 Job Reference (optional) Builders FirstS 'urce, Fort Piece, FL 34945 8.220 s May 24 2018 MI I etc industries, Inc. Thu may at 2:39.57 2018 rage ID:rcJP0140c?YPehxeU_io6xzNgS4-B60MZ9L_s43Xgt9d3QOGL_UnXELMmGVRgzv87?zB_OG 2-0.0 6-4-12 11-6-8 12-10.0 , 14-2-0 , 0_ 6-4.12 5-1-13 1-3-8 ' 1-4-0 ' 5x6 = 4x6 = Scale = 1:37.3 4 5 cm ,3 2x 6 l i 3x4 = 6-4-12 6-4-12 12-10.0 6-5-4 14-2-0 Plate Offsets X Y -- 2:0-2-0 Ede 4:03-0 0-2-7 9:03-8 0-1-8 LOADING (p 'I SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 2016 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.13, 8 >999 240 MT20 244/190 TCDL 7 10 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.13 8 >999 180 BCLL C.0 ' Rep Stress Incr YES WB 0.33 Horz(CT) -0.12 6 Na n/a BCDL 1 0 Code FBC2017[TP12014 Matrix-SH Weight: 88 lb FT = 20% LUMBER- ' TOP CHORD 2x4 SP No.2 `Except` 4-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 12x4 SP No.3 REACTIONSIJ (lb/size) 6=520/Mechanical, 2=651/0-8-0 ' BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-4-5 oc bracing. Except: 8-4-0 oc bracing: 7-9 Max Horz 2=365(LC 12) Max Uplift 6=-255(LC 12), 2=-276(LC 12) FORCES. (I ) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-720/416, 3-4=-317/189, 4-5=-274/325, 5-6= 437/530 BOT CHOR 2-10=-742/630, 9-10=-742/630, 7-9— 312/363 WEBS 3-9=-490/577, 5-7=-558/469 i NOTES- 1) Unbalanc( tl roof live loads have been considered for this design. 2) Wind: AS .E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1 MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 11-6-8, Exterior(2) 11-6-8 to 14-0-4 zone; cantilever eft and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 11 3) Provide a( equate 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 trus 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 betv�een 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 100 lb uplift at joint(s) except Qt=lb) 6=255, 2— 76. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNt I G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010=015 BEFORE USE. -- Design v d for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss sys building em. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall esign. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ Is always fabrlcattoh, prevent qulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII CualByCriteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /ntpmraHonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply I T14183175 1442698-GEM- NNON G10 Roof Special 1 1 Job Reference (optional) au11aer5 nrstapurce, run riece, rL 04a4o I D:rcJ P0140c7YPehxeU_io6xzNgS4-fJylnVMcdN BOH 1 kpdevVtC 1 yHegoVkZa3dehfRzB_OF 9-6-8 11-1%11 12-4-p 13-10-8 14.3 0 3.11.6 2-4 0 t�-5-8 1-6 &8 2x4 11 7 Scale=1:36.5 3x4 = aD M N O N 9-6-8 2-9-8 1-10-0 Plate Offsets X Y -- 4:0-6-0 0-2-8 5:0-4-0 0-0-12 LOADING (pif) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 2 &0 Plate Grip DOL 1.25 TO 0.75 Vert(L-) -0.17 2-12 >945 240 MT20 244/190 TCDL 10 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.35 2-12 >467 180 BOLL !0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.05 8 n/a n/a BCDL 1910 Code FBC2017/TPI2014 Matrix-SH Weight: 95 lb FT = 20% LUMBER - TOP CHO BOT CHO WEBS OTHERS FORCES. TOP CHO BOT CHO WEBS NOTES- 1). Wind: AS GCpi=0.1 Interior(1) Lumber C 2) Provide a 3) This truss 4) ' This trua will fit bet 5) Refer to c 6) Provide n 8=311, 2- 7) Graphical BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2'Except' 5-11: 2x4 SP No.3 BOT CHORD 2x4 SP No.3 2x4 SP No.3 ! (lb/size) 8=507/Mechanical, 2=649/0-8-0 Max Harz 2=372(LC 12) Max Uplift 8= 311(LC 12), 2=-279(LC 12) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-696/491, 3-4= 431/241, 6-8=-427/457 2-12=-811/618, 11-12=-362/354, 9-11= 369/342 3-12=-327/542, 4-12=-171/396, 4-11= 381/366, 6-9=-434/421 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-5-10 oc bracing. Except: 8-2-0 oc bracing: 9-11 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-6-8, Extedor(2) 9-6-8 to 12-2-7, 2-2-7 to 14-0-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; L=1.60 plate grip DOL=1.60 quate drainage to prevent water ponding. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 an the bottom chord and any other members. ler(s) for truss to truss connections. ;hanicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 79. din representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 A WARN AIG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design v< illd for use only with Mffekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sy,. fem. 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 equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. , storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII AualByCrfleda, DSB-89 and BCS/ Bugdtng Component Sefefv In i6nnaRonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Oty Ply IANNON T14183176 1442698-GEM-C G11 Roof Special 1 1 Job Reference (optional) nui uers rusra urce, run r2re-ce, rL OYUw0 y rM�E�O�h•JEvBJ?B-r40-0k�0 -P,.Z,r5b13gE3HjHHOF.B.u.zBID:rcJP014Oc?YPehxeU_io6xzNgS4-7W' _e__0E 8 11-108 112-1110-01 114-2-0 -0 7-6-8 9-4 0-0-80 2-2-0-. 4x6 = 3x4 = Scale = 1:35.1 5 6 I6 7-6-8 71-10-8 12-10-0 1-0 7-6-8 4-4-0 0-11-8 1-4-0 7-6-8 Plate Offsets Y -- 3:0-3-8 0-2-4 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) WellUd PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.12 2-11 >999 240 MT20 244/190 TCDL �10 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.17 2-11 >949 180 BCLL 0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 7 Pla n/a BCDL 19 Code FBC2017/TP12014 Matrix-SH Weight: 88 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHOP 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.2 *Except' 13-14: 2x4 SP No.3 i REACTIONS (Ib/size) 7=509/Mechanical, 2=649/0-8-0 Max Harz 2=313(LC 12) Max Uplift 7= 246(LC 12), 2= 299(LC 12) FORCES. (,) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOIR 'I 2-3=-652/381, 3-4=-490/480, 6-7=-485/542 BOT CHOIR 2-11=-586/514, 10-11=-419/378 WEBS 3-11=-60/284, 4-11=-314/283, 4-10— 409/460, 8-10=-364/393, 6-8= 506/471 Structural wood sheathing directly applied or 5-10-10 oc pudins, except end verticals. Rigid ceiling directly applied or 6-4-3 oc bracing. NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. it; Exp C; Encl., GCpi=0.1 ; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 7-6-8, Extedor(2) 7-6-8 to 9-10-8, Intedor(1) 9-10-8 to 11-10-8, Exterior(2) 11-10-8 to 14-0-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS f � r reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide a equate drainage to prevent water ponding. 3) This truss � as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This trus', has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be een the bottom chord and any other members. 5) Refer tog �der(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 (jt=lb) 7=246, 2399. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNI G -Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MIF7473 rev. 10/032015 BEFORE USE. Design v j!d'for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss Sys em. building Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall sign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pq T ilk" 8 alwaysqulred fabrfcatlo ', for slablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSMWII QualityCn?erla, DSB-89 and BCS1 BuRding Component 9tlAf 6904 Parke East Blvd. Safety In ,aeallonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply IANNON T14183177 1442698-GEM- G12 Roof Special 1 1 Job Reference (optional) auimers r-irsil li ource, rorr rrece, rr- c4a4o , -2-0-0 o.ccv a iv ay ..goy ., - �.. � - . -I- 2-0-0 5x6 = 2x4 11 5 6 Scale=1:30.8 3x4 = 7 rn co r d6 0 v to 8 Plate Offsets X Y -- 2:0-2-10 0-1-8 5:0-3-0 0-2-0 LOADING (p'If) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 2 10 Plate Grip DOL 1.25 TC 0.75 Vert(ILL) -0.08 2-11 >999 240 MT20 244/190 TCDL f0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.16 2-11 >999 180 BCLL .0 ' Rep Stress Incr YES WB 0.20 Horz(CT) -0.01 8 rUa n/a BCDL 1 �0 Code FBC2017/TP12014 Matrix-SH Weight: 87 Ib FT = 20% LUMBER- BRACING - TOP CHOIRIE12x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORE 20 SP No.2 'Except' except end verticals. 6-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 2x4 SP No.3 OTHERS y 2x4 SP No.3 REACTION (lb/size) 8=495/Mechanical, 2=647/0-8-0 Max Horz 2=257(LC 12) Max Uplift 8= 215(LC 9), 2= 308(LC 12) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHOR d 2-3= 696/529, 3-4= 608/521, 4-5=-715/653, 7-8=-448/490 BOT CHOR 2-11=-670/563, 10-11= 411/376, 9-10=-294/301 WEBS 1. 4-11= 390/388, 7-9= 482/457, 5-11=-458/521, 5-10=-316/359 NOTES- 1) Wind: A GCpi=O. 2) Provide 3) This true 4) ' This tri will fit bE 5) Refer to 6) Provide 8=215,� 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 5-6-8, Exterior(2) 5-6-8 to 7-10-8, -10-8 to 9-10-8, Exterior(2) 9-10-8 to 14-0-4 zone; cantilever left and right exposed ;C-C for members and forces & reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 quate drainage to prevent water ponding. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 en the bottom chord and any other members. ler(s) for truss to truss connections. ;hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except {t=lb) Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARN N G -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. R� Design v Ild for use only with MII connectors. This design Is based only upon parameters shown; and Is for an Individual building component, not ir` a truss s tem. building design. Before use, the building designer must verily 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 MiTeW Is always 'equired prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatl storage, dellvery, erection and bracing of trusses and truss systems, seeANSUIPII QualityCdledd, DSB-89 and BCS/ Bugding Component 6904 Parke East Blvd. ,�, SolotirIn rmaHonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14183178 1442698-GEM- �NNON G13 Roof Special Girder 1 1 Job' Reference (optional) tyullaers rirsrapurce, MR rrece, rL ava4o 3-6-8 I D:rcJ P0140c?YPehxeU_io6xzNgS4-Y4CFctP6hchpme2as_R22BjM F6q RX_ALFcvoDzB_OB 7.10-8 13-4-0 , 14-2-0 , 2-0-0 3-6-8 2-4-0 2-0-0 46 = NAILED 5 16 NAILED NAILED 4x6 = 4x6 = 15 3 NAILED 1 lffi 7 6.00 rl214 2x4 II 2 I 2x4 n s 10 19 20 9 21 1 J 8 STP = 3x4 — NAILED NAILED 3x8 = NAILED — . d 3x4 = NAILED Plate Offsets X Y - 2:0-2-0 Ed e LOADING (p f) SPACING- 2-0-0 CSI. TCLL 2 ':'0 Plate Grip DOL 1.25 TC 0.43 TCDL 0 Lumber DOL 1.25 BC 0.40 BCLL 610 Rep Stress Incr NO WB 0.31 BCDL 1 !0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHOR 2x4 SP No.2 BOT CHOR , 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` 6-8: 2x6 SP No.2 OTHERS SP No.3 REACTION 12x4 V (lb/size) 8=646/0-8-0, 2=781/0-8-0 Max Horz 2=201(LC 26) Max Uplift 8= 529(LC 5), 2=-464(LC 8) I Scale=1:27.5 NAILED NAILED 4x6 = 17 18 6 7 22 23 c ss NAILED NAILED 8 ST1.5x8 STP = 34 11 7-10-8 13-4-0 _ 5-5-8 DEFL. in (toe) I/defl Ud PLATES GRIP Vett(LL) 0.05 9-10 >999 240 MT20 244/190 Vert(CT) -0.06 9-10 >999 180 Horz(CT) 0.01 8 rita n/a Weight: 77 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. FORCES. (¢) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-1059/587, 3-4=-899/552, 4-5=-845/525, 5-6= 748/505, 6-8=-611/534 BOT CHOR I 2-10=-601/872, 9-10=-787/1163 WEBS 3-10=-86/328,4-9= 554/371,6-9=-506/796,4-10=-344/247 NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1 MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide a equate 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 tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b'y 2-0-0 wide will fit bet een the bottom chord and any other members. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=529, 2 ; 64. 6) "NAILED'!indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LO D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS (S) Standard 1) Dead + R�of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L oads (plf) grt: 1-3=-54, 3-4=-54, 4-5=-54, 5-6=-54, 6-7=-54, 2-8— 20 Concentr ted Loads (lb) ert: 3=17(F) 10=-29(F) 14=-164(F) 15=-7(F) 16=-31(F) 19=-19(F) 20— 62(F) 21=-19(F) 22=9(F) 23=9(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARN N. - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. I0103/2015 BEFORE USE. Design v ad for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss s building em. Before use, the building designer must verify the appllcabbity of design parameters and properly Incorporate this design Into the overall esign. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always'�equlred prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatic n, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CuallfyCllferb, DSO-69 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL Safety /n(onooffanavallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 33610 o I Truss Truss Type I ty y T14183179 1442698-GEM-INNON HJ3 Diagonal Hip Girder 2 1 , Job Reference (optional) LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO WEBS FORCES. TOP CHO BOT CHO NOTES- 1) Wind: / GCpi=C 2) This tru 3) ' This ti will fit b 4) Refer tc 5) Provide joint 3. 6) "NAILE 7) In the L LOAD CA 1) Dead + fI I D:rcJ P0140c?YPehxeU_io6xzNgS4-LC?I PfP9BvnJR6367eiyDJD Dg9hg9G5dGC4SVrzAzLM -2-9-15 2-9-3 2-9-15 ~ 2-9-3 2x4 _— 6 PROVIDE • ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 3x4 11 v cb Scale = 1:14.3 isf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP 0.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 3-5 >999 240 MT20 244/190 7-0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 3-5 >999 180 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 4 n/a n/a 0.0 Code FBC2017/fP12014 Matrix-P Weight: 18lb FT=20% BRACING- 2x4 SP M 31 TOP CHORD 2x4 SP M 31 'Except' BOT CHORD 1-6: 2x4 SP No.2 2x4 SP No.3 (lb/size) 4-1 1 /Mechanical, 3=290/0-10-15, 5=24/Mechanical, 6=0/Mechanical ,Max Horz 3=306(LC 1), 6=339(LC 4) Max Uplift 4=-64(LC 18), 3=-222(LC 4) Max Grav 4=16(LC 4), 3=290(LC 1), 5=47(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-330/336, 2-3=-312/332 1-6=-306/339 Structural wood sheathing directly applied or 2-9-3 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., 8; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ; has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. >s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Neen the bottom chord and any other members. lirder(s) for truss to truss connections. iechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 4 and 222 lb uplift at indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). =(S) Standard oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 oads (plf) 'ert: 1-4=-54, 3-5=-20, 1-6=-20 ated Loads (lb) 'ert: 7=94(F=47, B=47) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; May 31,2018 ® WARN G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. , Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not �� a truss s tem. building design. Before 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 MOW Is always required fabvicalic for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII AuallfyCdlerla, DSB-89 and BCSI BuUd/ny Component 6904 Parke East Blvd. Safety fn nnaBanovollable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I russ Truss Type I Qty y CANNON Hip Girder 1 1 T14183180 1442698-GEM- l HJ4 Diagonal Job Reference (optional) bunaers rusia urce, ron riecs, rL a9s40 � �. — „ �•�� _" •ter -- • ' . _y_ ID:rcJP0140c?YPehxeU_io6xzNgS4-HCNdJjBwAGYGKpl7m58akc, hPOS3Cvum59GssRzAzFB -2-9-15 4-11-6 9-s-15 4-11-6 2x4 = 6 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS 3x4 II SPECIFIED BELOW. LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL .0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.03 3-5 >999 240 tsf) 1NO 3 > BCDDL .0 Rep Stessss Incr WB 0.02 Hrz((C-T) 0.00 4 n/a n/a BCDL .0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHO D 2x4 SP No.1 BOT CHO D 2x4 SP No.2 WEBS I 2x4 SP No.3 NGII Fn Scale = 1:18.0 N N V cb PLATES GRIP MT20 2441190 Weight: 25 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. (lb/size) 4=97/Mechanical, 3=343/0-10-15, 5=57/Mechanical, 6=0/Mechanical Max Harz 3=312(LC 18), 6=312(LC 4) Max Uplift 4=-126(LC 8), 3=-229(LC 4) Max Grav 4=97(LC 1), 3=343(LC 1), 5=115(LC 3) FORCES. I I(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHO D 1-2=-305/314, 2-3=-285/313 BOT CH09D 1-6=-287/312 NOTES- 1) Wind: A CE 7-10; Vult=l70Mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=O � 8; MW FRS (envelope); cantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This it , ss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a, rectangle 3-6-0 tall by 2-0-0 wide will fit b It, the bottom chord and any other members. 4) Refer tollgirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 4 and 229 lb uplift at joint 6) "NAILE , ," indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA E(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform koads (plf) ;Vert: 1-4_ 54, 3-5= 20, 1-6=-20 Concentrated Loads (lb) I'Uert: 7=96(F=48, B=48) 8=-22(F) 10=-14(F= 8, B=-5) Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MO-7473 rev. 101032015 BEFORE USE. Design v 'Ild for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss s iem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building teslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �Ir ek" Mi iT Is always equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalt h, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII ®ualByClBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In b rmaNanavallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 o Truss Truss Type r City y T14183181 1442698-GEM- ANNON HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) ..- Z ID:rcJP0140c?YPehxeU_io6xzNgS4-g5wyNe?yOs_Is6N?BgrlykMB._ OMFPCedV4?vj3zAE8 -2-9-15 3-10-6 7-0-2 2-9-15 3-10-6 3-1-11 Scale=1:21.4 2x4 = NAILED g PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT 3x4 ll AND MAX HORZ. REACTIONS SPECIFIED BELOW. 1- -2 8 2- 3-10-6 3-10-6 7-0-2 3-1-11 LOADING Ipsf) SPACING- 2-0-0 CSI. DEFL. in •(loc) I/defl Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 3-8 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(CT) 0.00 7 n/a n/a BCDL j0.0 Code FBC2017/fP12014 Matrix-SH Weight: 37lb FT = 20% LUMBER- �I BRACING - TOP CHO D 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHO D 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-9: 2x4 SP No.2 6-0-0 oc bracing: 1-9. WEBS 2x4 SP No.3 REACTIO S. (lb/size) 5=73/Mechanical, 3=399/0-10-15, 9=0/Mechanical, 7=144/Mechanical Max Harz 3=282(LC 1), 9=329(LC 4) 11 Max Uplift 5= 74(LC 4), 3=-232(LC 4), 7=-57(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO i, D 1-2=-319/312, 2-3= 302/308, 3-10=-268/11, 4-10= 282/59 BOT CHO D 1-9=-282/329 WEBS 4-7=263/154 NOTES- 11 1) Wind: SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O,I 8; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This tru S. has been designed for a 1.0.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This t ss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit b °tween the bottom chord and any other members. 4) Refer t Igirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 5, 232 lb uplift at joint 3 and 5 71 lb uplift at joint 7. 6) "NAILE " indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 7) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAI E(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (pIf) Vert: 1-5=-54, 3-6= 20, 1-9_ 20 CancerCrated Loads (lb) jVert: 10=96(F=48, B=48) r Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARN NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M1F7473 rev. f0/03/2015 BEFORE USE. Design v I Ild for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss s 'tem. building Before 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 alwaysl' required fabricall esign. prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,Rsttroora e, delivery,of Qu DSB-69 and BCSI BuBding Component 6904 Park East Blvd. Safety In from Truss Plate Institute. 218NLee Street, Suite 312. Alexandria, 2� A.�edd, Job 'I J russTruss Type ' ' City y T14183162 1442698-GEM-C NNON it HJ7 Diagonal Hip Girder 2 1 Job Reference (optional) Builders Firsts urce, Fort Piece, FL 34945 8.200 s NOV 30 2orr M i ak mausmes, inc. T nu may si i4:s4:se zvl o rage 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-B8gYhbtkCHB07KS1 zVfPPBtZvgC5?AW MIxBFnKzAzD? -2-9-15 5-1-9 9.10-1 r 2-9-15 5-1-9 4.8-7 Scale=1:26.3 v m C6 o_ cb 3x4 = g PROVIDE ANCHORAGE, DESIGNED BY OTHERS, 3x6 11 AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING TCLL TCDL BCLL BCDL sf) 0.0 17.0 I10.0 ' 0.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.41 BC 0.41 WB 0.28 Matrix-SH DEFL. in Vert(LL) -0.03 Vert(CT) -0.06 Horz(CT) 0.01 (loc) I/deft Ud 7-8 >999 240 7-8 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 49 Ito FT = 20% LUIMBER- BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIO I S. (lb/size) 5=113/Mechanical, 3=514/0-10-15, 9=0/Mechanical, 7=263/Mechanical Max Harz 3=274(LC 17), 9=332(LC 4) Max Uplift 5= 137(LC 4), 3=-299(LC 4), 7=-125(LC 8) Max Grav 5=113(LC 1), 3=514(LC 1), 7=265(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2= 322/303, 2-3=-305/299, 3-10— 566/186, 10-11— 579/235, 4-11=-516/235 BOT CHO D 3-13=-358/513, 13-14-358/513, 8-14=-358/513, 8-15=-358/513, 7-15=-358/513, 1-9=-273/332 WEBS 4-8=0/258, 4-7=-554/387 NOTES- 1) Wind: A GE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=O 18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t ss has been designed for 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 b tween the bottom chord and any other members. 4) Refer to'Igirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 5, 299 lb uplift at joint 3 a d 125 lb uplift at joint 7. 6) "NAILE "indicates 3-10d (0.148'V") 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 CA E(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UniformlLoads (plf) ' ert: 1-5=-54, 3-6-20, 1-9=-20 Concen rated Loads (lb) Vert: 10=96(F=48, B=48) 12=-28(F=-14, B-14) 15-36(F=-18, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 l ® WARN)„ G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. — Design v Id for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' Im a taus sJ:sl6r�eldn, fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing��'�'��"Is alwayequlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding thefabrlcath, storage, dellvery, erectlon and bracing of trusses and truss systems, seeANSUIPII QualityC1Beft DSO-89 and BCSI Bunding Component 6904 Parke East BNd. Safety Iolmaffanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 o russ Truss Type I r Qpy Ply I T14183183 1442696-GEM- ANNON HJ71 Diagonal Hip Girder 1 1 Job Reference (optional) liunaers virsib urce, ron viece, t-L 34y4D - O-evu s "ov du Zul / MI I OK Inouslfies, Ino. I nU .1dy 6 19M eu I O r'dyd ID:rcJP0140c?YPehxeU_io6xzNgS4-UILTsQa7Y6UA4FUANgiOmMHUUCxKbClYvdyEKpz C5 -2-9-15 3-8-8 6-3-6 9-10-1 2-9-15 3-8-8 2-6-14 3-6-11 6 Scale=1:26.3 NAILED NAILED 3x4 % 14 4.24 12 NAILED 5 a NAILED �d) 13 NAILED NAILED 12 � �' 2x4 11 3 xi 16 9 17 6 2 NAILED 2x4 11 NAILED 3x4 = O c 1, 15 e NAILED NAILED q 1 E 10 4 = 4x6 3x4 = NAILED PROVIDE ANCHORAGE, DESIGNED BY OTHERS, 3x4 = 11 NAILED AT BEARINGS TO RESIST MAX. UPLIFT 3x4 II AND MAX HORZ. REACTIONS SPECIFIED BELOW. 2r8 3-8-8 6- 3-6 9-10-1 2-8 3-8-8 2-6-14 3-6-111 LOADING TCLL TCDL BCLL BCDL n (psf) 0.0 7.0 0.0 h0.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.33 BC 0.69 WB 0.23 Matrix-SH DEFL. in Vert(LL) 0.12 Vert(CT) -0.15 Horz(CT) 0.05 (Ioc) I/defl Ud 10 >958 240 10 >728 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 53lb FT=20% LUMBER- II BRACING - TOP CHO D , 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHO D 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-10: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' 2-11: 2x4 SP No.2 I SLIDER I Left 2x4 SP No.2 2-1-3 I REACTIONS. (lb/size) 6=68/Mechanical, 3=542/0-10-15, 11=0/Mechanical, 8=294/Mechanical Max Horz 3=245(LC 17), 11=195(LC 4) Max Uplift 6=-76(1_C 4), 3=-304(LC 4), 8=-163(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 4-13= 762/371, 5-13=-739/379 BOT CHO ,I D 4-16— 476/716, 9-16=-476/716, 9-17=-476/715, 8-17— 476/715 WEBS 5-9= 53/275, 5-8= 763/507 NOTES- I 1) Wind: / SCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=01:18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This "Ll 11 s 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 b 'tween the bottom chord and any other members. 4) Refer t '!girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 6, 304 lb uplift at joint 3 and 1 , 3 lb uplift at joint B. 6) "NAILE " indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LbAD 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 Uniforry;I Loads (plf) Vert: 1-4=54, 4-6=-54, 3-10— 20, 4-7=-20, 1-11=-20 Conce trated Loads (lb) !Vert: 12=96(F=48, B=48) 14=-26(F= 13, B=-13) 16=6(F=3, B=3) 17=-50(F=-25, B=-25) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 WARN MG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design v Ild for use only with MiTek6 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �' a truss s 'tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�� Is always'{eclulred for stability and to prevent, collapse with possible personal Injury and property damage. For general guidance regarding the YYtT�k• i fabrlcati n, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMII QuaBIyCfBeNa, DSB-a? and BCSI BuUd/ag Component 6904 Parke East Blvd. Safety hrformafbmvailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14183184 1442698-GEM- I NNON K01 Common Girder 1 1 r Job Reference (optional) bunaers mrsib urce, MR r1ece, r-L JIW40 O.LLV J ,v,dy —. I D I 1 , CIS 1„UUJlI1CJ, ,11- .1..,w,oy .� 1 � �.-.� � , � I nd= I ID:rcJP'0140c?YPehxeU_io6xzNgS4-rQ7v5GUV1 mag6j4wmyc5gW_zv3VeajPCbrpmYJzB_04 4-4-0 8-8-0 4x6 = 2 ST1.5x8 STP = NAILED 3x4.- m v 0 Scale = 1:19.2 440 880 4-4-0 4-4-0 Plate Offsets X Y -- 1:0-3-4 0-1-2 LOADING (p lf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 2 !0 Plate Grip DOL 1.25 TC, 0.22 Vert(LL) -0.02 1-4 >999 240 MT20 244/190 TCDL IO Lumber DOL 1.25 BC 0.39 Vert(CT) -0.03 1-4 >999 180 BCLL 0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.01 3 n/a n/a BCDL 1 ii0 Code FBC2017/TP12014 Matrix-SH Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOR 2x6 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTION i (lb/size) 1=667/0-8-0, 3=536/0-8-0 Max Harz 1= 47(LC 4) Max Uplift 1=-297(LC 8), 3=-217(LC 9) FORCES. (,b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1-2=-841/355, 2-3=-844/356 BOT CHOR I 1-4— 269/700, 3-4=-269/700 WEBS 2-4=-178/528 NOTES- 1) Unbalanc id roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1 MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This t.1 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit be een the bottom chord and any other members. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=297, 3 217. 6) "NAILED' indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.251) toe -nails per NDS guidlines. 7) In the LOjD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASF(S) Standard 1) Dead + R of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) ert: 1-2= 54, 2-3=-54, 1-3=-20 Concent r tad Loads (lb) ad Loads 6=-315(B) 7=-103(B) 8=-103(B) Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 I ® WARN "NO - Verity design parameters and READ NOTES ON THIS AND INCLUDED M7TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. -- v old for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Dot a truss s fem. building Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall m esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �/� MiT eIC is always (equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricate n. storage, delivery, erection and bracing of trusses and truss systems, seeANSU7P/l QualityCiBeda, DSB-89 and BCSI BuQding Component 6904 Parke East Blvd. Safety in fonnaflon3vcdlable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply IANNON T14183185 1442698-GEM- 1 K02 Hip Girder' 1 1 II 1 1 Job Reference optional) Builders First q urce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Thu May 31 12:40:10 2018 Page 1 I D:rcJP0140c?YPehxeU_io6xzNgS4-JchHlcV7o3ihjtf7Kf7KMkX2tTuUJ DtLpVYK4lzB_O3 2-0-6-8-0 8-8-0 2-0-00 4-8-0 2-0-0 2x4 = Scale = 1:19.6 2x4 = NAILED NAILED ST1.5x8STP= ST1.6x8 STP = 2x4 = LOADING( ' f) SPACING- 2-0-0 CSI. TCLL 2 .0 Plate Grip DOL 1.25 TC 0.52 TCDL 0 Lumber DOL 1.25 BC 0.23 BCLL 0 ' Rep Stress Incr NO WB 0.06 BCDL 1 .0 I Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHOR 2x4 SP No.2 BOT CHOR 2x4 SP No.2 WEBS 2x4 SP No.3 REACTION II (lb/size) 1=194/0-8-0, 4=194/0-8-0 Max Horz 1=23(LC 5) Max Uplift 1=-136(LC 27), 4=-135(LC 26) Max Grav 1=492(LC 32), 4=491(LC 33) FORCES. ClI Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR[�p1 1-2=-910/291, 2-3=-778/215, 3-4= 910/290 BOT CHOR 1-6=-227/799, 5-6=-215/807, 4-5=-227/798 8-8-0 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.03 5-6 >999 240 MT20 244/190 Vert(CT) -0.04 5-6 >999 180 Horz(CT) 0.01 4 n/a n/a Weight: 37lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- I 1) Unbalanc d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1 MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a • equate drainage to prevent water ponding. 4) This trusshas been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 5) ' This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide Will fit be veen the bottom chord and any other members. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=136, 41 1135. 7) Graphica purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 8) "NAILED' indicates 3-10d (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) 350 lb down and 295 Itoup at 2-0-0, an 350 lb down and 295 lb up at 6-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. I� 10) In the L ,AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS (S) Standard 1) Dead + of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform ''bads (plf) brt: 1-2=-54, 2-3=-54, 3-4=-54, 1-4=-20 Concentrlf.f'ted Loads (lb) Ulert: 2=77(F) 3=77(F) 8=17(F) 9=17(F) 10=17(F) Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 . 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WAR I {Z - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0"015 BEFORE USE. Design v lid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss s building 'lem. Before 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 MiTel" Ls alwa esign. prevent {eciulred for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabricatl n, storage, delivery, erection and bracing of trusses and truss systems, seeANSYM11 QualityCrBeda. DSB-89 and BCSI Buffdhig Component 6904 Parke East Blvd. SolatV Intonnaaonovallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply � T14183186 1442698-GEM- NNON Lot Roof Special Girder 1 1 Job Reference (optional) culluers rvrsraource, rorr riece, rL ewa43 51 � d1 2x4 = ID:rcJP0140c?YPehxeU_io6xzNgS4-F?olTlXOKhyOzBpVR49oR9cTmHZ2n7CeHp1 R8dzB_01 6-11-6 1 8-10-0 Scale = 1:18.3 NAILED 4x6 = NAILED __ 3 NAILED LOADING (p't) SPACING- 2-0-0 CSI. TCLL 2 0 Plate Grip DOL 1.25 TC 0.24 TCDL :0 Lumber DOL 1.25 BC 0.28 BCLL �0 Rep Stress Incr NO WB 0.01 BCDL 1 .0 Code FBC2017/TPI2014 Matrix-SH LUMBER- I TOP CHOR 2x4 SP N0.2 BOT CHOR 2x4 SP No.2 WEBS 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 (lb/size) 2=339/0-5-5, 4=339/0-5-5 Max Harz 2=40(LC 4) Max Uplift 2=-248(LC 4), 4=-248(LC 5) Max Gram 2=415(LC 36), 4=415(LC 35) NAILED NAILED 2x4 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.02 4-6 >999 240 MT20 244/190 Vert(CT) -0.02 6 >999 180 Horz(CT) 0.01 4 n1a n/a Weight: 33 lb FT = 20% 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. FORCES. b) - Max. Comp.lMax. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHOI I 2-3= 802/144, 3-4=-801/144 BOT CHOR 2-6= 97/786, 4-6_ 971/86 NOTES- 1) Unbalanc ' d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.1 ; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This trus 'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This tru Is has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be Veen the bottom chord and any other members. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=248, 4 48. 6) "NAILED 'indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LO `D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS (S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform gads (pif) eft: 1-3=-54, 3-5=-54, 2-4=.20 Concentr °led Loads (lb) ert: 6=-23(F=-11, B=-11) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 WARd,NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE RAGE M11-7473 rev. 70/03/2015 BEFORE USE. Design v lid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss sy `tem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding eslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nl� ,I Mi iT eV Is alway feclulred for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr i, 'h, storage, delivery, erection and bracing of trusses and truss systems, seeANSYWII QualtlyOffedd, DSO-89 and BCSI BuUdhV Component 6904 Parke East Blvd. SafetyWomtaHorrnaiiable from Truss Plate institute. 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job 11 Truss Truss Type Qty Ply T14183187 1442698-GEM- NNON V01 Valley 1 1 Job Reference (optional) tsuuuers rusmuuice, run riece, rL ava4a Y a 0 2x4 i I D:rcJP0140c?YPehxeU_io6xzNgS4-F?oi j IXOKhyOzBpV R49oR9cUEHc2n7leHp1 RBdzB_O1 3-0-0 3-0-0 2x4 11 2 3 Scale=1:10.3 LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a Na 999 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - Na 999 BCLL 0 ` Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na Na BCDL 1 .0 Code FBC2017/TPI2014 Matrix-P Weight: 10 lb FT = 20 LUMBER- BRACING - TOP CHOR j 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 3-0-0 oc purlins, BOT CHOR 12x4 SP No.3 except end verticals. WEBS 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. II REACTION (lb/size) 1=82/2-11-8, 3=82/2-11-8 Max Harz 1=62(LC 12) Max Uplift 1=-26(LC 12), 3=-57(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.1 MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reach ns shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable re luires continuous bottom chord bearing. 3) This trusE has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tru �s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be veen 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 WARkING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev- 10/032013 BEFORE USE Design v 11d for use only with MiTek® connectors. this design Is based only upon parameters shovm, and Is for an Individual building component, not � a truss s ' building em. Before use, the building designermust ved(y the applicability of design parameters and properly incorporate this design Into the overall of Individual truss web and/or chord members only. Addlttonal Temporary and permanent bracing eslgn. &acing Indicated Is to bucklingo MiTeW Is alwa iequlred prevent for stability and to prevent collapse with posible personal InJury and property damage. For general guidance regarding the fabricafi 'n, storage, delivery, erecflon and bracing of cruses and true systems, seeANSI/iPli AualayCrBerla, DSB-89 and SCSI Building Componon} 6904 Parke East Blvd. Safety }onnallomvailable " N. Lee STreeT. Suite 312. Alexandria, VA 22314. from Trus Plate Institute, 2", Tampa, FL 33610 Job Truss Truss Type city Ply T14183188 1442698-GEM- 'ANNON V02 Valley 1 1 Job Reference (optional) bunaers rirstz puree, t-orr niece, t-L 04`J40 a d 0 o.ec. o i i iu nay I D:rcJ P0140c?YPehxeU_io6xzNgS4-j BMOwdXO5_4FaLOi?og 1 _M9Y5ht?VaYnVTn_h4ZB_00 2 3 2x4 i 2x4 II Scale=1:15.3 / I LOADING ( 50 SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 MT20 244/190 TCDL i.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a tVa 999 BCLL .0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix-P Weight: 171b FT = 20% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins, BOT CHOIR 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION,! (lb/size) 1=156/4-11-8, 3=156/4-11-8 Max Harz 1 =1 1 B(LC 12) Max Uplift 1=-49(LC 12), 3= 108(LC 12) FORCES. Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOIR 2-3=-145/301 NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp Q Encl., GCpl=0.1 MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reacti P's shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable re wires continuous bottom chord bearing. 3) This trus has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be Ben the bottom chord and any other members. 5) Provide iechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 3=108. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WAA ING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10/03/2015 BEFORE USE. Design �� lid for use only with MII connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss s item. 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 1�/� 91 !T KWIC � C Is alwa ''required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatl n, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIf QualityCrllella, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saretv I iolmaHon3vailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply , , T14183189 1442696-GEM- ANNON V03 Valley 1 1 Job Reference (optional) trumers rust, ource, rart r-iece, rL 04840 away cw cv 1. 1- 1 en 111- 11- 1way V I Imo — — , V. I D:rcJ P0140c?YPehxeU_io6xzNgS4-BOwoBzYesIC6C UzuZVBGXahpe4GXE?Xxk7W XD W ZB_0? 7-0-0 7-0-0 v 0 0 2x4 11 3 5 4 2x4 2x4 II 2x4 11 I I LOADING (Af) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP Scale = 1:22.6 TCLL 2,0 TCDL BCLL BCDL 1 0 0 ' .0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 TC 0.22 BC 0.15 WB 0.14 Matfix-SH Vert(LL) n/a Vert(CT) n/a Horz(CT) -0.00 n/a 999 n/a 999 4 n/a n/a MT20 244/190 Weight: 27lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHOR 2x4 SP No.3 except end verticals. WEBS j 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTION i (lb/size) 1=80/6-11-8, 4=102/6-11-8, 5=279/6-11-8 Max Horz 1=174(LC 12) Max Uplift 4=-71(LC 12), 5=-193(LC 12) FORCES. jb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR , 1-2=-313/119 WEBS I 2-5=-240/487 NOTES 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reacti Ins shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable re wires continuous bottom chord bearing. 3) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit beteen the bottom chord and any other members. 5) Provide r,iechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=193. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WAR I ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE. Deslgri '� lid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss s 'tern. Before use, the building designer must verify the appilcabalty 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� Is aiwa irequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the LY�iTeW fabricali 5 n, storage, delivery, erection and bracing of trusses and truss systems, seeANS&7Pll CualtlyCgefla, DSB-69 and BCSI BuQding Component 6904 Parke East Blvd. Sofetyhitannallonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314.. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T14183190 1442698-GEM- CANNON VO4 GABLE 1 1 11 Job Reference (optional) buiaers r-irs[ urce, r0n Flece, F•L 04U40 O.eeU b IVIQy 44U 10 IVII I UN III—L—b, I—. I I Iu -ay o I Ic. I u — I o rayo I ! ID:rcJP0140c?YPehxeU_ _io6xzNgS4-faUALJZGdcKzgeY47CiV3nExPUaazSB4znG5IyzB0_ 9-0-0 9-0-0 a 0 0 2x4 11 3 i 5 4 2x4 2x4 11 2x4 I[ Scale=1:28.3 I LOADING (p 1f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7,0 Lumber DOL 1.25 BC 0.29 Vert(CT) n/a n/a 999 BCLL 0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 4 ri/a n/a BCDL 10 0 Code FBC2017ITP12014 Matrix-SH Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc puffins, BOT CHORD �il 1 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 11 2x4 SP NO.3 REACTIONS Il (lb/size) 1=84/9-0-0, 4=15219-0-0, 5=373/9-0-0 Max Horz 1=230(LC 12) Max Uplift 4=-105(LC 12), 5=-258(LC 12) Max Grav 1=88(LC 21), 4=152(LC 1), 5=373(LC 1) FORCES. (1),) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-406/151, 3-4=-124/256 WEBS 2-5=308/622 NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.1 I MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Intefior(1) 6-7-9 to 8-10-4 zone; cantilever left and right exposed ;C-C form 'mbers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable req {res continuous bottom chord bearing. 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This trus 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 bet ' en the bottom chord and any other members. 5) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=105, 5= 5B. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARN1 G - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03,2015 BEFORE USE. �' Design val � for use 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 pqt 1 building d :;sign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYAT��" is always r q ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatio ! storage, delivery, erection and bracing of trusses and truss systems, seeANSYMII QualityCrBedd, DSB-69 and BCSI Build/ng Component 6904 Parke East Blvd. Safety Ink nnaflonavoilable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14183191 1442698-GEM-C ANNON V05 Valley 1 1 ii Job Reference (optional) bUllaers NrS1A I =0, 1-Ofr McCe, rL d4y4b 1 O.eeU 5 IVIay 44 eU I O IVII I UN IIIUUSII IeS, If 1U. 1 I IU 1vlay o 1 1-4-1—to rays 1 I D:rcJP0140c?YPehxeU_io6xzNgS4-faUALJZGdcKzgeY47CiV3nEsSUYCzTX4znG51yzB_0_ 4-11-0 Scale=1:30.4 r— 2 3x4 4 3 2x4 11 6x8 = I LOADING (p TCLL 2 TCDL BCLL BCDL 1 If) .0 10 �0 ' [0 i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 CSI. TC 0.72 BC 0.45 WB 0.10 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) Na Na 999 Vert(CT) nJa Na 999 Horz(CT) -0.00 3 Na "Na PLATES GRIP MT20 244/190 Weight: 34lb FT=20% LUMBER- II BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc puffins, BOT CHOR 12x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION (lb/size) 4=171/4-11-0, 3=171/4-11-0 Max Harz 4=129(LC 12) Max Uplift 3=-196(LC 12) FORCES. ( b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-3= 158/329 BOT CHOR 3-4=-279/101 WEBS 1-3=-118/325 NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1 MW FRS (envelope) and C-C Extefior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reacti 's shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss.1has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit be�}'v�een the bottom chord and any other members. 5) Provide lagechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=196. I Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 Q WAR ING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design v lid for use only with Mllek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss s 'tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building . esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Te'k" Is alwa 'required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricati 'n, storage, deilvery, erection and bracing of trusses and truss systems, seeANSVW1I QualByCr6erlo, DSB-89 and BCSI Bugdfng Component 6904 Parke East Blvd. safety formallorpvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job iji Truss Truss Type Qty Ply 1442698-GEM- �NNON V06 Valley 1 1 T14183192 Job Reference optional) bullaers t-lrsr6purce, t-on rlece, 1-L:1494b LOADING TCLL TCDL BCLL BCDL LUIMBER- TOP CHOI BOT CHOI WEBS V a 0 MieZV 5 May e4 eU 10 IVII I eK IIIDu50Ie8, Ina. I ❑u Iv1ay 01 14;4V: 10 4V 10 raye I I D:rcJ P0140c?YPehxeU_io6xzNgS4-7m2YZfauOvSq Ro6GgwEkc?m16utFixH ECQ?eHPzB_?z 5-5-8 - 5-5-8 2x4 11 2 3 2x4 i 2x4 II SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud Plate Grip DOL 1.25 TC 0.73 Vert(L-) n/a n/a 999 Lumber DOL 1.25 BC 0.46 Vert(CT) n/a n/a 999 ` Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a Code FBC2017fTP12014 Matrix-P 2x4 SP No.2 2x4 SP No.3 2x4 SP No.3 REACTIONS) (lb/size) 1=173/5-5-0, 3=173/5-5-0 Max Horz 1=131(LC 12) Max Uplift 1=-55(LC 12), 3=-120(LC 12) FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR I 2-3=-159/330 Scale = 1:17.6 PLATES GRIP MT20 244/190 Weight: 19 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.1 t MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactio j s shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable req Tres continuous bottom chord bearing. 3) This truss �1as been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This trus I 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 bet °een 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 except (jt=lb) 3=120. lj Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 31,2018 ® WARN G - Vefi design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev. 10MI2015 BEFORE USE ,. Design v Itl for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a truss s Tem. Before use, the building designer must verify the applicablliry of design parameters and properly Incorporate Ihls design Into the overall building esign. Bracing Indicated Is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing {�I� T h always equired for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the IY&� 1��' fabrlcaTl n, storage, delivery, erection and bracing of trusses and truss systems, seeANS►/IPII QualUyCdleda, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd: SoMy In ormallo/pvd[able from Truss Plate Insttfuie, 218 N. Lee Street. Suite 312, Mexandfla VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3" Center plate on joint unless x, y 4 offsets are indicated. - 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. c1-2 c2a 2. Truss bracing must be designed by an engineer. For o WEBSN,4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. �� O3. Never exceed the design loading shown and never inadequately braced trusses. aUstack materials on 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 c6-7 CS-6 designer, erection supervisor, property owner and plates 0-1/0 from outside BOTTOM CHORDS all other Interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLYNUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT 7. Design assumes trusses will be suitably protected from 'Plate location details available in MiTek20120 CHORDS AND WEBS ARE /DENTFED BY END JOINT the environment in accord with ANSI/TPI 1. Software or Upon request. NUMBERS/LETTERS 8. Unless otherwise noted, moisture content of lumber shall not exceed 1990 at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated ore minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �w 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected_ Wood Truss Construction. and pictures) before use. Reviewing pictures alone - - - — - - _ _ - _ - - -� not -sufficient.- _ --- - — -- 6-89 Design Standard or racing. -- BCSI: Building Component Safety Information, Te ke 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. I MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015