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Home My WebLink AboutTRUSSLumber design VAlues are in accordance with ANSI/TPI 1 section 6.3 These truss designs.rely on lumber values established by others. MI ek RE: 148'1009-GROZA-BROCKSMITH - MITek USA, Inc. : 6904 Parke East Blvd. -Site Inf irmation: Tampa, FL 33610-4115 ��stom�r Info: GROZA BLDRS Project Name: HESTOR Model: kot/Blo Subdivision: Addres; l: BROCKSMITH RD City: F 11 RT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address City: State: Genera Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loadin Conditions): DesignlII' ode: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind C(tde: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This K With I confo kage includes 67 individual, Truss Design.Drawings and 0 Additional Drawings. seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. S al# Truss Name Date No. Seal# Truss Name Date 1 T 996814 A01 9/4/18 118 1 T1 49968311 CO 9/4/18 12 IT 4996815 A02 9/4/18 119 1 T14996832 1 CO2 1 9/4/18 3 T ,4996816 I A03 9/4/18 120 1 T14996833 1 CO3 9/4/18 4 1 T 996817 1 A04 9/4/18 121 1 T14996834 1 C04 9/4/18 5 1 T 4996818 I A05 9/4/18 122 1 T14996835 1 CJ1 9/4/18 6 1 T 4996819 1 A06 9/4/18 123 1 T14996836 1 CJ2 9/4/18 7 1 T 4996820 I A07 9/4/18 124 1 T14996837 1 CJ3 9/4/18 8 1 T 14996821 I A08 9/4/18 125 IT149968381CJ4 9/4/18 9 ' 1 T114996822 I A09 9/4/18 126 1 T14996839 1 CJ5 9/4/18 10 1 T ,4996823 I B01 9/4/18 127 1 T14996840 1 CJ21 9/4/18 11 I T114996824 I B02 9/4/18 28 1 T14996841 1 DO 9/4/18 12 1 T14996825 1 B03 9/4/18 129 1 T14996842 1 D02 9/4/18 13 1 T14996826 I B04 9/4/18 130 1 T14996843 1 D03 9/4/18 14 T1,4996827 1 B05 9/4/18 131 1 T14996844 1 D04 9/4/18 15 T '4996828 I B06 9/4/18 132 1 T14996845 1 D05 9/4/18 16 1 T1 4996829 1 B07 1 9/4/18 133 1 T14996846 1 D06 1 9/4/18 1 117 1 T� 4996830 1 BOB 1 9/4/18 134 1 T149968471 D07 1 9/4/18 The truss drawing(s) referenced above have been prepared by MiTek Lf A, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss D sign Engineer's Name: Velez, Joaquin My lice i e 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 en ineer named is licensed in the jurisdiction(s) identified and that the designs co' ply with ANSI/TPI 1. These designs are based upon parameters shown (e.loads, supports, dimensions, shapes and design codes), which were given to Mi ek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these desi ns. MiTek has not independently verified the applicability of the design parameter or the designs for any particular building. Before use, the building designer should verb y applicability of design parameters and properly incorporate these designs into the overall building design per ANSl/TPI 1, Chapter 2. WAL Tech. LLC. 1040 Harbour Drake Dr. Punta Gorda, FL. 33983 Christopher D. Beerse�5 Date: q-16 -1 68.182 FE OF . • ��? �� lilts do.68182 FL 33610 September 4,2018 Velez, Joaquin 1 of 2 1 bw ' RE:,11 1481009-GROZA-BROCKSMITH - site nformation: Cus#lamer Info: GROZA BLDRS Project Name: HESTOR Model: Lot/I�Iock: Subdivision: Add 'ess: BROCKSMITH RD City: FORT PIERCE State: FL No. Seal# Truss Name Date 35 T14996848 D08 9/4/18 36 T14996849 D09 9/4/18 37 T14996850 E01 9/4/18 38 1 1 T14996851 E02 9/4/18 39 11 T14996852 1 E03 9/4/18 40 T14996853 1 E04 9/4/18 41 11 IT14996854JEJ1 9/4/18 42 11 1 T14996855 1 EA 9/4/18 43 11 1 T14996856 1 EA 9/4/18 44 11 IT14996857JEJ7 9/4/18 45 1 IT14996858JEJ31 9/4/18 46 1 IT14996859JEJ32 9/4/18 47 IT14996860JEJ71 9/4/18 48 T14996861 EJ72 9/4/18 49 1 T14996862 EJ73 9/4/18 15011 1 T14996863 1 EJ74 9/4/18 51 1 1 T14996864 1 FG01 9/4/18 52 1 1 T14996865 1 GO 9/4/18 153 1 T14996866 1 G02 9/4/18 54 T14996867 G03 9/4/18 55 1 T14996868 1 HJ1 9/4/18 56 T14996869 I HJ3 9/4/18 57 1 1 T14996870 1 HJ6 9/4/18 58 T14996871 HJ7 9/4/18 59 T14996872 HJ21 9/4/18 60 1 1 T14996873 1 KO 9/4/18 61 F I T14996874 1 K02 9/4/18 6211 IT14996875IL01 9/4/18 16311 1 T14996876 1 MO 9/4/18 16411 1 T14996877 1 M02 9/4/18 65,11 T14996878 P1 9/4/18 166;11 J T14996879 1 V01 9/4/18 16711 IT149968801VO2 9/4/18 2of2 Job Truss Truss Type Oty Ply - T14996814 1481009-GRO TBROCKS 01 Roof Special Girder 1 2 Job Reference (optional) 0 0 Builders FirSiti irce, I -or Mece, r-L J4`J40 a. v s ,way c-r cv 13 ,vn , on a us r as, nc. , .,ap .t. �.. �.. , ..eo , I D:kDoExOCUktTSrn9GXN8bjgy45C6-cwCJRx6Wwyy5Wc36CT1yGdbbViBgC_JLIM 1 hkZTyh_6A 3.4-0 8-0-0 14-2-0 1�-10 20-2-0 , 27-11-12 35-9-8 39-0-2 , 42.6-� 3-4-0 4-8-0 6-2-0 0-11-0 5-1-0 7-9-12 7-9-12 3-2-10 Scale = 1:81.5 5x6 =2x4 II 5x8 = 5.00 12 3 4 5 1 2x4 I I 5x6 1 2 I I 6 NAILED 5x6 II NAILED m 8 i n 5x8 = 3x8 = 5x8 = 1 7 NAILED 8 9 0 19 0 17 j IaCIo9 2 2x4 II 18 27 2816 13 12 29 it 30 31 0 6 = 21 5x8 = 15 6x8 14 2x4 11 5x8 = 4x10 MT20HS= 3x8 = 5x6 = ST1.5x8 STP= 3x8 = 2x4 11 5x6 = NAILED 3x4 II NAILED VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). NAILED 3-4-0 8-0.0 15-1-0 20-2-0 27-11-12 3%9-8 39-0.2 42-6-8 3.4.0 4-8-0 7-,•0 5-1-0 7-9-12 7-9-12 3-2-10 3-6-6 Plate Offsets Y -- 3:0-3-0 0-2-4 5:0-5-12,0-2-8 6:0-3-0 0-3-0 8:0-3-8 0-1-8 12:0-3-8 0-1-8 17:0-2-12 0-2-12 23:0-1-0 0-2-4 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.55 12-14 >921 240 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.72 Vert(CT) -1.02 12-14 >494 180 MT20HS 187/143 BCLL 0. Rep Stresslncr NO WB 0.88 Horz(CT) 0.20 10 n/a n/a BCDL '10. Code FBC2017/TP12014 Matrix-SH Weight: 529lb FT=20% LUMBER - TOP CHORD 'BOT CHORD WEBS REACTIONS. FORCES. (It TOP CHORD BOT CHORD WEBS NOTES- 1) 2-ply truss Top chords Bottom chd Webs con 2) All loads ai ply connec 3) Unbalance 4) Wind: AS GCpi=0.18 5) Provide adf 6) All plates a 7) This truss 8) * This trus will fit betty 9) Refer to gl I 10) Provide r> 10=665, 11) "NAILED 2x4 SP No.2 *Except* 6-7: 2x4 SP No.1 2x4 SP No.2 *Except* 19-21,4-16: 2x4 SP No.3, 13-16,10-13: 2x4 SP M 31 2x4 SP No.3 *Except* 9-10: 2x8 SP 240OF 2.OE, 1-23: 2x6 SP No,2, 8-12,9-11: 2x4 SP No.2 (lb/size) 10=1891/0-6-8, 23=1890/Mechanical Max Horz 23=-158(LC 9) Max Uplift 10— 665(LC 9), 23=-576(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-14 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2= 3548/1109, 2-3=-3548/1303, 34=-2840/979, 4-5= 2834/979, 5-6=-3005/963, 6-7=-4840/1579, 7-8=-10253/3478, 8-9=-5784/2011, 9-1 0=-1 787/659, 22-23=-1890/576, 20-22=-1822/614, 1-20= 1779/624 19-20=-546/1058, 18-19= 616/1039, 17-18=-687/2735, 14-15=-1366/4395, 12-14=-3569/10476, 11-12=-2011/5784, 10-11=-109/304 1-18=-978/2348, 2-18= 546/454, 3-17= 210/778, 15-17=-649/2654, 5-17=-164/416, 5-15=-217/534, 6-15� 1969/882, 6-14= 213/993, 7-14=-6104/2214, 7-12=-1464/593, 8-12=-1541/4676, 8-11=-1517/558, 9-11= 1982/5711, 3-18= 489f704 be connected together with 10d (0.131 "x3") nails as follows: bonnected as follows: 2x4 - 1 row at 0-7-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. ids connected as follows: 2x4 - 1 row at 0-9-0 oc. Icted as follows: 2x4 - 1 row at 0-9-0 oc. considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Lroof 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. 11; Exp C; Encl., �MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 quate drainage to prevent water ponding. e MT20 plates unless otherwise indicated. 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, with BCDL = I0.0psf. fer(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 L� WARNOfIG�Ired 0erTl1) deg/7 parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design validr use only with MITeI.'0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss systeBefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling Individual truss and/or chord members only. Addillonal temporary and permanent bracing MOW building de. Bracing Indicated is to prevent of web Is always re 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, seeANSYIPII Aua/ByCdfedo, DSB-89 and SCSI BuOdLV Component 6904 Parke East Blvd. Safety rntonnaHorgvallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996814 1481009-GRO I ROCKS IA01 Roof Special Girder 1 2 Job Reference (optional) Fort Piece, FL 34945 LOAD CASE(% Standard 1) Dead + Roof, kive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa (pif) Vert 1-3= 70, 3-5=-70, 5-7=-70, 7-9= 70, 21-22=-20, 17-19=-20, 10-16= 20 Concentrate Loads (lb) t1."LLu s May [4 Lulo ivlr I eK mausu ies, inn. I ue oep 4 i4:43:4/ 20 io rdye c ID:kDoExOC UktTSrn9GXN8bjgy45C6-cwCJRx6 W wyy5Wc36cT1 yGdbbVi BgC_JUM 1 hkZTyh_6A ® WARNING -V Dnirydesign parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design vaild fc I Use only with MilefM connectors. This design is based only upon porameters shown, and Is for an individual building component, not a truss system: fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buckling individual truss and/or chord members only. Additional temporary and permanent bracing MiTek* building design Is always requl Bracing Indicated is to prevent of web I)d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. st. loge, delivery, erection and bracing of trusses and truss systems, seeANWWII Cual(1yCrtlOda, DSB-69 and SCSI BulldIng Component SolahrInform' 'flnnavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996815 1481009-GROZA ROCKS hA02 Roof Special 1 1 Job Reference (optional) Builders I-Irstbo 1 1I , i 0 I -on r'lece, f-L 3494b O.LLV 3 IVIQy 4Y 4u to IVII I — 111-11 ICJ, a ". , o.P Y . ray. . I D:kDoExOCU ktTSrn9GXN8bjgy45C6-46mheH78hG4y8melAAYBpg7mg6VaxPDeahRl5vyh_69 3-4-0 5-0-15, 8-0-0 , 10.10-5 , 15-2-0 , 19-2-0 24-0-0 , 29-2-8 , 33-9-8 1 37-11-4 , 42-6-8 4-0-0 1 4-10-0 ' 5-2-8 14-7-0 4-1-12 4-7-4 Scale = 1:84.0 6x12 MT20HS = 5.00 12 6x12 MT20HS = 5 6 3x4 i 7x10 4x6 4 7 P9 30 3x4 5�- 3 4x6 28 2 8 8x10 = 2x4 II 6x12 MT20HS = 5x12 1 9 10 it 0 oo, 20 N I 22 21 ,12 27 2x4 II 3x4 = 18 17 16 15 14 13 2x4 = 2x4 I I 19 7xl0 = 8x10 = 4x6 = 8xl4 MT20HS = 2x4 11 ST1.5x8 STP = 3x8 = 6x8 — 4x6 3x12 MT20HS I I VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 10x16 MT20HS = LOADS IMPOSED BY SUPPORTS (BEARINGS). 10-10-5 , 15-1.0 i 19-2-0 , 24-0-0 29-2-8 33-9-8 -10-5 4-2-11 4-1-0 4-10-0 5-2-B 4-7-0 Plate Offsets Y - 3:0-3-0 Edge],5:0-8-8 0-2-0 , 6:0-9-12 0-2-8 7:0-5-0 0-4-8 9:0-4-0,0-4-8 13:0-6-0 0-5-0 15:0-7-0 0-5-4 20:0-4-0,Ed e 22:0-4-0 0-2-8 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.68 14-15 >738 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -1.08 14-15 >469 180 MT20HS 187/143 BCLL OX Rep Stress Incr NO WB 0.97 Horz(CT) -0.27 27 n/a n/a BCDL 10.( Code FBC2017lrP12014 Matrix-SH Weight: 316 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. a-7,9-11, 7-9: 2x6 SP N0.2 BOT CHORD Rigid ceiling directly applied or 3-9-15 oc bracing. Except: BOT CHORD x4 SP No.3 *Except* 10-0-0 oc bracing: 18-20 4-25: 2x4 SP No.2, 20-23: 2x4 SP No.1, 15-19,12-15: 2x6 SP M 26 WEBS 1 Row at midpt 9-13, 7-17, 8-16, 9-15, 11-13 WEBS x4 SP No.3 *Except* 1-12,1-27: 2x6 SP No.2, 9-13,11-13: 2x4 SP No.1 7-20,1-22: 2x4 SP No.2 REACTIONS.:lb/size) 12=2491/0-6-8, 27=2781/0-5-8 Vex Harz 12=130(LC 12) ax Uplift 12=-794(LC 13), 27=754(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5166/2972, 2-4=-5354/3089, 4-5=-5032/2993, 5-6=-4604/2809, 6-7= 4775/2861, 7-8=-5910/3416, 8-9=-7778/4354, 9-10=-6035/3397, 10-11= 6034/3398, 11 -1 2=-2343/1383, 23-27= 2781/1639, 1-23=-2699/1636 BOT CHORD 22-23=-309/444, 21-22=-2649/4706, 20-21= 2603/4873, 5-20= 584/962, 17-18=-179/316, 16-17=-2952/5375,15-16= 3972/7166,14-15=-5933/10674,13-14=-5949/10688, 12-13= 221/337 WEBS 9-13=-4990/2774, 17-20=-2142/4144, 6-20=-315/659, 6-17— 230/315, 7-17=-1592/1068, 7-16=-616/1264, 10-13= 242/284, 8-16— 2144/1236, 8-15=-739/1497, 9-15= 3717/2103, 11-13=-3432/6114, 1-22=-2361/4299, 2-22=-505/398, 2-21 =-53/343,4-20=-466/413 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASC -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; I W FRS (envelope) and C-C Extedor(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 15-2-0, Exterior(2) 15-2-0 to 25-2-0, Interior(1) 2 I t2-0 to 42-3-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOLr1.60 plate grip DOL=1.60 3) Provide ade(lUate drainage to prevent 1eater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss Ii is 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 7) Bearing at jc n the bottom chord and any other members. i t(s) 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68182 capacity of b arng surface. MiTek USA, Inc. FL Cott 6634 8) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6904 Parke East Blvd. Tampa FL 33610 12=794, 27 54. Date: 9) Hanger(s) o other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 500 lb down and 389 lb up at September 4,2018 15-2-0, and 00 lb down and 389 lb up at 19-2-0 on top chord. The desigrYselection of such connection device(s) is the 0 WARNING - illy design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid f Use only with MITekV connectors. This design Is loused only upon parameters shown, and Is for on Individual building component not �^ a truss system. building desigii fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always requi fabrlcatlon, st d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the age, delivery, erection and bracing of trusses and truss systems, seeANSUIPI► Guallty CtMeda, DSB-89 and BC81 BuQdhig Component 6904 Parke East Blvd. SafetvMlonn I(onavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1481 Roof Special Qty Ply 1 1 T14996815 Builders FirstSOL ce, Fort Piece, FL 34945 8.220 s ID:kDoEx0CUktTSmn NOTES- 10) In the LOADCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert:-5=-70, 5-6_ 190(F= 120), 6-9=-70, 9-11= 70, 20-23= 20, 18-19=-20, 12-18=-20 Concentrated -oads (lb) Vert: = 500(F) 6=-500(F) a rek Industries, Inc. Tue Sep 4 14:43:49 2018 Page 2 YIJ3rd7nSZCplwDUju3QL2gxQW rpgsTnpLArdLyh_68 ® WARNING - rlfy design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. mr. Design valid to use only with MlllekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system: efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall truss only. Additional temporary and permanent bracing MiTek' building design Is always requl fabrlcation, sicage, Bracing Indicated Is to prevent buckling of individual web and/or chord members d 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, seeANSYWI1 Quality c4 fedd, DS8-89 and BCSI BURdhig Component 6904 Parke East Blvd. SaMythildant bnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996816 1481009-GROZA, ROCKS K03 Roof Special 1 1 Job Reference (optional) dunaers III r-on niece, M 34y40 3-4-0 ,5-0-15, 8-0-0 , 10-10-5 , 15-2-0 3-4-0 1-8-1'52-11-1 2.10-5 43-11 5.00 FIT 6x12 MT20HS = 6x12 MT20HS = 5 6 o.ccv a ,v,ay cv cu i o wu i cn a �uuau iw, a �'. i uc 1ktTSrn9GXNBbjgy45C6-1 VtR3z8PCtLgN3ohHbafuFC69w62PJjx2?wOAoyh_67 29-2-8 31-9-8 37-1-0 42-6-8 , 5-2-8 2-7-0 5-5-8 Scale = 1:81.8 3x4 4x6 i 4x6 i 4 7 I 3x4 3 29 30 4x6 i 28 SX14 MT20HS = 2 8 2x4 II 5x12 = o N 5,12 i 9 10 11 ao 1 31 6 OP 3 rd a Io w4 `Y 22 21 0 111 2 2X4 I 3X4 = 19 18 17 16 15 14 13 12 2x4 = 2x4 I I 7x10 = 8x10 = 4x6 = 8x14 MT20HS = 8x14 MT20HS = ST1.5x8 STP = 3x8 = 6x8 = 4x6 2x4 I I 3x8 I I VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 3-4-0 5-0-15 8-0-0 , 10-10-5 15-1-0 19-2-0 24-0-0 29-2-8 , 31-9-8 W-1-0 42-6-8 3-4-0 1+ 2-11-1 2-10-5 4-2-11 4-1-0 4-10-0 5-2-8 2-7-0 5-3-8 5-5-8 Plate Offsets -- 3:0-3-0 Ed e , 5:0-8-8 0-2-0 6:0-9-12 0-2-8 , 9:0-8-12 0-4-4 12:0-4-8,0-1-8 , 15:0-7-0 0-4-8 20:0-4-0 Ed e 22:0-4-0 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.56 15-16 >908 240 MT20 244/190 TCDL 15.01 Lumber DOL 1.25 BC 0.87 Vert(CT)-0.8615-16 >585 1.80 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.97 Horz(CT) -0.25 27 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 321 lb FT = 20% LUMBER- BRACING - TOP CHORD &4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. -9,9-11, 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-15 oc bracing. Except: BOT CHORD x4 SP No.3 *Except* 10-0-0 oc bracing: 18-20 25: 2x4 SP No.2, 20-23: 2x4 SP No.1, 15-19,12-15: 2x6 SP M 26 WEBS 1 Row at micipt 9-13, 7-17, 8-16, 11-13 WEBS 4 SP No.3 *Except* 1-12,1-27: 2x6 SP No.2, 9-13,11-13: 2x4 SP No.1 20,1-22: 2x4 SP No.2 REACTIONS. b/size) 12=2491/0-6-8, 27=2781/0-5-8 ax Harz 12=159(LC 12) ax Uplift 12= 796(LC 13), 27= 753(LC 12) FORCES. (lb), Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5166/2973, 2-4=-5354/3089, 4-5- 5032/2994, 5-6= 4604/2810, 6-7=-4776/2861, 7-8=-5915/3419, 8-9=-7685/4340, 9-10- 4828/2735, 10-11=-4828/2735, 11-12= 2395/1432, 23-27=-2781/1639, 1-23- 2699/1637 BOT CHORD 22-23= 309/444, 21-22=-2650/4706, 20-21=-2604/4873, 5-20=-584/962, 17-18=-180/317, 16-17=-2968/5400,15-16=-3934/7098114-15=-4754/8546,13-14=-4748/8544 WEBS 9-13=-4091/2295, 17-20= 2142/4141, 6-20=-3161662, 6-17= 229/314, 7-17= 1618/1083, 7-16=-607/1256, 10-13= 386/394, 8-16=-2047/1180, 8-15= 773/1508, 9-15=-1992/1138, 11-13= 2931/5191, 1-22=-2361/4299, 2-22=-505/399, 2-21=-53/343, 4-20=-466/413 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -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 6-2-12, Interior(1) 6-2-12 to 15-2-0, Exterior(2) 15-2-0 to 25-2-0, Intedor(1) 25 -0 to 42-3-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL1.60 plate grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) All plates are 4T20 plates unless otherwise indicated. 5) This truss ha i been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss 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( {{i1 the bottom chord and any other members. 7) Bearing•atjo'lit(s) 27 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bi ar ng surface. Joaquin Velez PE No.68182 8) Provide mec ianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) MiTek USA, Inc. FL Cott 6634 12=796, 27= 53. 6904 Parke East Blvd. Tampa FL 33610 9) Load case{S) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 hasihave been modified. Date: Building desi ner must review loads to verify that they are correct for the intended use of this truss. September 4,2018 ® WARNING - Itfrl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10A03A2015 BEFORE USE. rs Design vdld to use only with MiTel connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desig Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Meek' Is always requit ' d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ige. delivery, erection and bracing of trusses and truss systems, seeANSUM/I.AualllyCdleda, DSB.89 and SCSI BUOdLV Component 6904 Parke East Blvd. Safety Intonne bnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996816 1481009-GROZAi ROCKS I A03 Roof Special 1 1 Job Reference (optional) Builders FirstSotj(ce, Fort Piece, FL 34945 8.220 s may 24 zut 8 Mi I ek industries, inc. I ue 5ep 4 i 4:43:50 Zdl ti rage z ID:kDoEx000ktTSrn9GXN8bjgy45C6-1 VtR3z8PCtLgN3ohHbafuFC69wB2PJjx2?WOAoyh_67 NOTES- 10) Hanger(s) o other connection device(s) shall be provided sufficient to support concentrated load(s) 500 Ib down and 389 lb up at 15-2-0, and 500 Ib down and 389 Ib up at 19-2-0 o top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAd CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Clad + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert:-5=-70, 5-6=-190(F=-120), 6-9= 70, 9-11� 70, 20-23= 20, 18-19=-20, 12-18= 20 Concentrated oads Qb) it Vert:=-500(F) 6=-500(F) 2) Dead + 0.75 , oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert: 3) Dead + Uninl Uniform Low Vert: Concentratec Vert: 4) Dead + 0.6 C Uniform Loa( Vert: Horz Drac Concentrate( Vert: 5) Dead + 0.6 C Uniform Low Vert: Horz Drac Concentrate( Vert: 6) Dead + 0.6 C Uniform Low Vert: Horz Drac ' Concentrate( Vert 7) Dead + 0.6 C Uniform Low Vert Horz Dra( Concentrate( Vert 8) Dead + 0.6 A Uniform Loa Vert Hor, Drac Concentratec Vert 9) Dead + 0.6 1i Uniform Loa -5=-60, 5-6=-173(F=-113), 6-9=-60, 9-11=-60, 20-23= 20, 18-19= 20, 12-18= 20 .oads (lb) =-444(F) 6= 444(F) bitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 (plf) -5=-30, 5-6= 137(F= 107), 6-9= 30, 9-11=30, 20-23=-40, 18-19=-40, 12-18=-40 .oads (lb) = 389(F) 6=-389(F) Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 (plf) -28=80, 5-28=54, 5-6=60(F=-13), 6-30=80, 9-30=54, 9-11=61, 20-23=-10, 18-19=-10, 12-18=-10 1-28=-88, 5-28= 63, 6-30=88, 9-30=63 5-6=1, 9-10= 0 -oads (lb) i=389(F) 6=389(F) Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 (plf) -29=54, 5-29=80, 5-6=60(F=-13), 6-9=54, 9-31=61, 11-31=74, 20-23=-10, 18-19=-10, 12-18=-10 1-29=-63, 5-29=-88, 6-9=63 5-6=1, 9-31=-0, 10-31=-0 -oads (lb) i=389(F)6=389(F) Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 (plf) -5=-61, 5-6= 168(F=-114), 6-9=-61, 9-11=-54, 20-23=-20, 18-19=-20, 12-18=-20 1-5=31, 6-9=-31 5-6=-0, 9-10=0 i= 449(F) 6=-449(F) Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 (pit) 5=-61, 5-6=-168(F=-114), 6-9- 61, 9-11=-54, 20-23=-20, 18-19=-20, 12-18=-20 1-5=31, 6-9= 31 5-6=-0, 9-10=0 _oads Qb) i- 449(F) 6= 449(F) 11FRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 (plo 1-5=32, 5-6=12(F=-35), 6-9=33, 9-11=27, 20-23=-10, 18-19=10, 12-18=-10 1-5=-41, 6-9=41 5-6=1, 9-10=-0 Loads (lb) i=207(F) 6=207(F) VFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 (plf) 1-5=33, 5-6=12(F= 35), 6-9=32, 9-11=47, 20-23= 10, 18-19=10, 12-18= 10 1-5=-41, 6-9=41 5-6=1, 9-10=-0 Vert: =207(F) 6=207(F) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo s (pif) Veit: 1-5= 12, 5-6=-98(F=-101), 6-9=-12, 9-11=-18, 20-23= 20, 18-19=-20, 12-18=-20 Ho : 1-5=-18, 6-9=18 Dr : 5-6=0, 9-10=-0 Concentraf J Loads (lb) Ve 5=-342(F) 6= 342(F) 11) Dead + 0.6 W FRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo s (plf) Veit: 1I1-5=-12, 5-6=-98(F=-101), 6-9= 12, 9-11=3, 20-23=-20, 18-19=-20, 12-18- 20 Hof: 1-5=-18, 6-9=18 D : 5-6=0, 9-10=-0 Concentraf Loads (Ib) Ve I : 5=-342(F) 6=-342(F) A WARNING -I Wilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101012015 BEFORE USE. MAW� Design valid fo iso only Win MITe'� connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system., 3 afore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling Individual truss web and/or chord members only. Additional Temporary and permanent bracing M!Tek° building desig Is always reclur, : Bracing Indicated is to prevent of d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, scoANSYWIt QuaW Crdteda, DS"9 and BCSI Bugd/ng Component 6904 Park e East Blvd. Parke Sofetvinform novaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, East D Job Truss Truss Type Oty Ply T14996816 1481009-GROZA, ROCKS IA03 Roof Special 1 1 Job Reference (optional) Builders FirstSoQrce, Fort Piece, FL 34945 ti.2zu s may z4 zu1 is mi i eK inausmes, inc. i ue tsep 4 14:4J:bu zu1 a rage o ID:kDoEx000ktTSrn9GXN8bjgy45C6-1 VtR3z8PCtLgN3ohHbafuFC69wB2PJjx2?wOAoyh_67 LOAD CASE(S)IIStandard 12) Dead + 0.6 MWFRS Wind (Pos. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo IrJs (plf) Ve 1-5=47, 5-6=-8(F=-35), 6-9=27, 9-11=27, 20-23=-10, 18-19_ 10, 12-18= 10 For : 1-5=-56, 6-9=35 - i Dra : 5-6=0, 9-10= 0 Concentrate Loads (lb) Ve : 5=207(F) 6=207(F) 13) Dead + 0.6 W FRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Wniform Lod s (plf) Ve : 1-5=27, 5-6=-8(F=-35), 6-9=47, 9-11=47, 20-23=-10, 18-19= 10, 12-18= 10 Hor 1-5=-35, 6-9=56 Dra : 5-6=0, 9-10=-0 Concentrated Loads (lb) Ver�i 5=207(F) 6=207(F) 14) Dead + 0.61W FRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform LoE ds (plf) Ve : 1-5=47, 5-6=-8(F=-35), 6-9=27, 9-11=27, 20-23=-10, 18-19=-10, 12-18=-10 Hot : 1-5=-56, 6-9=35 Dra : 5-6=0, 9-10- O Concentrat Loads (lb) Ve 5=207(F) 6=207(F) 15) Dead + 0.6 W FRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ys (plf) Ve 1-5=27, 5-6=-8(F=-35), 6-9=47, 9-11=47, 20-23= 10, 18-19=-10, 12-18=-10 Ho : 1-5=-35, 6-9=56 Drag: 5-6=0, 9-10= 0 Concentrat b Loads (lb) Ve 5=207(F) 6=207(F) 16) Dead + 0.6 W FRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ds (plf) Vers11-5=3, 5-6= 119(F=-101), 6-9=-18, 9-11=-18, 20-23=-20, 18-19=-20, 12-18=-20 How 1-5=-33, 6-9=12 Dra : 5-6=0, 9-10- O Concentrat Loads (lb) Ve 5=-342(F) 6=-342(F) 17) Dead + 0.6 MFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.601 Plate Increase=1.60 Uniform LoE Is (plf) Ve 1-5=-18, 5-6= 119(F=-101), 6-9=3, 9-1 1=3, 20-23=-20,18-19=-20, 12-18=-20 Ho 1-5=-12, 6-9=33 Dra : 5-6=01 9-10= 0 Concentrated Loads (lb) Ver i 5=-342(F) 6=-342(F) 18) Dead: Lumt er Increase=0.90, Plate Increase-0.90 Plt. metal=0.90 Uniform Lo Cis (plf) Ve 1-5= 30, 5-6= 123(F=-93), 6-9= 30, 9-11= 30, 20-23=-20, 18-19= 20, 12-18=-20 Concentrat Loads (lb) Ver 5= 278(F) 6=-278(F) 19) Dead + 0.7 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo s (plf) Ve 1-5=-47, 5-6=-155(F=-119), 6-9=-46, 9-11=-51, 20-23=-20, 18-19=120, 12-18=-20 Ho : 1-5=-13, 6-9=14 Dra 5-6=0, 9-10=-0 Concentrat Loads (lb) Ve 5=-492(F) 6=-492(F) 20) Dead + 0.7 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo ds (plf) Ve 1 5= 46, 5-6= 155(F= 119), 6-9=-47, 9-11=-35, 20-23� 20, 18-19= 20, 12-18= 20 Ho r 1-5=-14, 6-9=13 D : 5-6-0, 9-10 0= Concentrat Loads (lb) Ve 5=-492(F) 6=-492(F) 21) Dead + 0.7 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo s (plf) Ve k 1-5=-35, 5-6=-170(F=-119), 6-9= 51, 9-11=-51, 20-23=-20, 18-19=-20, 12-18=-20 Ho itt 1-5=-25, 6-9=9 Dr Concentrate Loads (lb) Veit 5=-492(F) 6=-492(F) 22) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Ve II 1-5= 51, 5-6=-170(F=-119), 6-9= 35, 9-11= 35, 20-23=-20, 18-19= 20, 12-18= 20 Horz: 1-5=-9, 6-9=25 Drgg 5-6=0, 9-10=-0 Concentrated Loads (lb) VeI: 5=-492(F) 6=-492(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid fo se only with MiffekV connectors. This design Is based only upon parameters shown, and Is for an Individual bulidlrig component, not �� a truss system. building desig More use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall '. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��ii MiTek' Is always reqult, prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallomsto ge, dellvery, erection and bracing of trusses and truss systems, seeANSUMil Quality CrItaft DSB-69 and SCSI Bu9dhlp Component 6904 Parke East Blvd. Softly Infbime vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996816 1481009-GROZAI , ROCKS I A03 Roof Special 1 1 I Job Reference (optional) Builders FirstSo LOAD CASE(S 23) 1st Dead+ Uniform Loi Vel Concentrate Vel 24) 2nd Dead 4 Uniform Loi Vel Ooncentrat( Vel 25) Ord Dead + Uniform Loi Vel Concentrat( Vel 26) 4th Dead + Uniform Loi Fort Piece, FL 3494b Standard oof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Is (plf) 1-5=-70, 5-6=-190(F=-120), 6-9= 30, 9-11=-30, 20-23=-20, 18-19=-20, Loads (lb) 5=-500(F) 6= 500(F) loof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 s (plf) 1-5= 30, 5-6=-190(F=-120), 6-9=-70, 9-11=-70, 20-23=-20, 18-19=-20, Loads (lb) 5=-500(F) 6=-500(F) .75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.2 s (plf) 1-5=-60, 5-6=-173(F— 113), 6-9=-30, 9-11=-30, 20-23=20, 18-19=-20, Loads (lb) 5= 444(F) 6= 444(F) 75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=12 n.ZZU 5 May Z4 ZU I tl lVIi r ex InUu501eS, Inu. r ue JeN 't 1'i:'#a'ou eu 10 rHatl Y I D:kDoExOCUktTSrn9GXNBbjgy45C6-1 VtR3z8PCtLg N3ohHbafuFC69wB2PJjx2?wOAoyh_67 12-18=-20 12-18= 20 12-18= 20 s (plf) 1-5=-30, 5-6= 173(F=-113), 6-9= 60, 9-11=-60, 20-23=-20, 18-19=-20, 12-18=-20 Loads (Ib) 5= 444(F) 6=-444(F) ® WARNING - VI 7rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid to use only wilh MffelcV connectors. This design Is based only upon parameters shown, chid Is for an Individual building component not �� a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Individual truss only. Additional temporary and permanent bracing MOW building desigr Is always requl Bracing indicated is to prevent buckling of web and/or chord members d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualityCiBerla, DSB-89 and BCS1 Bugding Component 6904 Parke East Blvd. SototyInform " i lancivallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996817 1481009-GROZA) ROCKS IA04 Roof Special 1 1 Job Reference (optional) rsuaoers A 'ce, t-01T Hece, FL 'J494b 0.4Lu b Iv1Gy 4• 4u 1 O Ivll I Cry II "ZI -, a ". I un -P , I Y.YO.oc c� I v rayo I I D: kDoExOCUktTSrn9GXN8bjgy45C6-zt?CUeAfkUbOcNy3POc7zglSfjsW tDD EVJPVEgyh_65 3-4-0 5-0-15, 11 , 10-10-5 15-2-0 19-2-0 24-0-0 29-2-8 28 9 8 36-1-0 42-6-8 33��15 2-11� 5 4-3-11 4-0-0 4-10-0 5-2-8 0-7-0 6-3-8 6-5-8 5.00 12 3x4 4x6 5�- 4 27 3x4 5'� 3 26 2 5 2 LT 1 �T 20 19 °0 24 2x4 11 3x4 = 2x4 = 2x4 11 3x8 = 6x8 = 6x12 MT20HS = 5x8 = 5 6 4x6 7 28 18 17 16 15 14 7x10 = 8x10 = 4x6 = 4x6 II VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Scale = 1:81.8 8x10 = 2x4 I 5x12 = 8 9 10 O N W 0 w �I9 13 12 11 8x14 MT20HS = 6x12 MT20HS = ST1.5x8 STP = 3x8 11 3-4-0 5-0-15 8-0-0 10-10-5 15-1-0 19-2-0 24-0-0 29-2-5 2�-9-8 36-1-0 42-6-5 3-411-i51 -11-1 2-10-5 4-2-11 4-1-0 4-10-0 5-2-8 0-7-0 G-3-8 6-5-8 Plate Offsets X, - 3:0-3-O,Ed a 5:0-8-8 0-2-0 , 6:0-5-12 0-2-8 , 8:0-6-12 0-4-12 11:0-4-8,0-1-8 , 12:0-3-8 0-2-4 , 13:0-7-0 0-4-8 18:0-4-0,Ed a 20:0-4-0 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.50 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.77 13-14 >659 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) -0.23 25 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight:321 lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 8,8-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-9-15 oc bracing. Except: LTCHORD 4 SP No.3 *Except* 10-0-0 oc bracing: 16-18 23: 2x4 SP No.2, 18-21: 2x4 SP No.1, 13-17,11-13: 2x6 SP M 26 WEBS 1 Row at midpt 8-12, 7-15, 8-14, 10-12 WEBS SP No.3 `Except` 11,1-25:2x6 SP No.2, 8-12,10-12: 2x4 SP No.1 1-18,1-20: 2x4 SP No.2 REACTIONS. 'b/size) 11=2491/0-6-8, 25=2781/0-5-8 ax Horz 11=189(LC 12) Max Uplift 11=-799(LC 13), 25=-751(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5166/2973, 2-4=-5354/3089, 4-5=-5032/2994, 5-6= 4604/2810, 6-7=-4778/2863, 7-8=-5911/3415, 8-9= 4254/2430, 9-10= 4254/2430, 10-11=-2406/1463, 21-25=-2781/1639, 1-21= 2699/1637 BOT CHORD 20-21=-309/444, 19-20=-2650/4706, 18-19=-2605/4872, 5-18=-583/961, 15-16=-180/318, 14-15=-2975/5411,13-14=-4065/7337,12-13=-4062f/340 WEBS 8-12=-3478/1971, 15-18=-2140/4139, 6-18=-317/664, 6-15= 235/321, 7-15= 1637/1094, 7-14=-581/1226,9-12=-472/463,8-14=-2212/1270,10-12=-2684/4715,1-20=-2361/4299, 2-20=-505/399, 2-19=-53/343, 4-18=-466/413 NOTES- 1) Unbalanced I c iof live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O.18; h IiNFRS (envelope) and C-C Extedor(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 15-2-0, Exterior(2) 15-2-0 to 25-2-0, Intedor(1) 25 -0 to 42-3-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL 1.60 plate grip DOL=1.60 3) Provide adeq ate drainage to prevent water ponding. 4) All plates are I AT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss h 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 betwee r i the bottom chord and any other members. 7) Bearing at joi t(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be iring surface. Joaquin Velez PE No.68182 8) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) MiTek USA, Inc. FL Cert 6634 11=799, 25- 1. 6904 Parke East Blvd. Tampa FL 33610 9) Load case(s) , 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Date: Building designer must review loads to verify that they are correct for the intended use of this truss. September 4,2018 ® WARNING - V, rify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for se only with MITekV connectors. This design is based only upon parameters shown, and Is for ati Individual building component, not � system. a truss m. building design fore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always recrulm prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the sto ge, delivery, erection and bracing of Trusses and truss systems, seeANS&VII 9aafBy Crifedo, DSB.89 and BCS1 Building Component 6904 Parke East Blvd.fabrication, Safefyfnfo► n rravailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job 11 Truss a Truss Type aty Ply T14996817 1481009-GROZA ROCKS HA04 Roof Special 1 1 Job Reference (optional) Builders FirstSotjrce, Fort Piece, FL 34945 8.220 S may 24 2U1 B MI I eK Industries, Inc. I ue Sep 4 14:4:f:oz eUl tl rage 2 I D:kDoExOCUktTSrn9GXN8bjgy45C6-zt?CUeAfkUbOcNy3POc7zgl SfjsW tDD EVJPVEgyh_65 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 389 lb up at 15-2-0, and 500 lb down and 389 lb up at 19-2-0 or top chord. The designtselection of such connection device(s) is the responsibility of others. 11) in the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) I Standard 1) DSad + Roof I ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert:-5=-70, 5-6= 190(F=-120), 6-8-70, 8-10-70, 18-21=-20, 16-17=-20, 11-16=-20 Concentrated -oads (lb) Vert: 500(F) 6=-500(F) 2) Dead + 0.75 act Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (pig Vert:,-5=-60, 5-6=-173(F-113), 6-8=-60, 8-10=-60, 18-21=-20, 16-17=-20, 11-16=-20 Concentrated -oads (lb) Vert:=-444(F) 6-444(F) 3) Dead + Unint ibitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert:-5=-30, 5-6-137(F=-107), 6-8=-30, 8-10=-30, 18-21=-40, 16-17-40, 11-16=-40 Concentrated oads (Ib) Vert:-389(F) 6= 389(F) 4) Dead + 0.6 C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa (plf) Vert:-26=80, 5-26=54, 5-6=60(F=-13), 6-28=80, 8-28=54, 8-10=61, 18-21=-10, 16-17=-10, 11-16=-10 Harz 1-26=-88, 5-26-63, 6-28=88, 8-28=63 Drag 5-6=1, 8-9=-0 Concentrate Loads (lb) Vert: t389fl 6=389(F) 5) Dead + 0.6 C C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa (plf) Vert:-27=54, 5-27=80, 5-6=60(F-13), 6-8=54, 8-9=61, 9-10=74, 18-21=-10, 16-17=-10, 11-16=-10 Horz 1-27=-63, 5-27=-88, 6-8=63 Drag 5-6=1, 8-9-0 Concentrate Loads (lb) Vert:=389(F) 6=389(F) 6) Dead + 0.6 C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa (plf) Vert:-5=-61, 5-6-168(F= 114), 6-8=-61, 8-10=-54, 18-21= 20, 16-17=-20, 11-16=-20 Horz 1-5=31, 6-8=-31 Drag: 5-6=-0, 8-9=0 • Concentrate Loads (lb) Vert: 5=-449(F) 6=-449(F) 7) Dead + 0.6 C C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa (plf) Vert: 5=-61, 5-6=-168(F=-114), 6-8=-61, 8-10=-54, 18-21=-20, 16-17= 20, 11-16-20 Harz 1-5=31, 6-8=-31 Dra 5-6-0, 8-9=0 Concentrate Loads (lb) Vert: - 449(F) 6= 449(F) 8) Dead + 0.6 N W FRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa §, (plf) Vert: -5=32, 5-6=12(F-35), 6-8=33, 8-1 0=27,18-21-10, 16-17-10, 11-16= 10 Ho 1-5=-41, 6-8=41 Dra 5-6=1, 8-9-0 Concentrate( Loads (Ib) Vert: 207(F) 6=207(F) 9) Dead + 0.6 FRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa (plf) Vert: 1-5=33, 5-6=12(F=35), 6-8=32, 8-10=47, 18-21=-10, 16-17=-10, 11-16=-10 Hor2 1-5= 41, 6-8=41 Dra 5-6=1, 8-9=-0 Vert 207(F) 6=207(F) 10) Dead + 0.6 W FRS Wind (Neg. Internal) Left: Lumber Increase=1.60,, Plate Increase=1.60 Uniform Lo ds (plf) Ve : 1-5-12, 5-6-98(F-101), 6-8=-12, 8-10=-18, 18-21-20, 16-17=-20, 11-16-20 Ho : 1-5=-18, 6-8=18 Dr : 5-6=0, 8-9-0 Concentrat d Loads (lb) Ve : 5= 342(F) 6=-342(F) 11) Dead +0.6 IOWFRS Wind (Neg. Internal) Right: Lumberincrease=1.60, Plate Increase=1.60 Uniform Lo ds (pit) Ve : 1-5=-12, 5-6=-98(F=-101), 6-8=-12, 8-10=3, 18-21=-20, 16-17=-20, 11-16=-20 Ho : 1-5=-18, 6-8=18 Dr : 5-6=0, 8-9=-0 Concentrat d Loads (lb) Ve.:: 5=-342(F) 6=-342(F) ® WARNING- edly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 10103,2016 BEFORE USE. Design valid f Use only wlth MITekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system: building desig fore use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Bracing Indicated is to buckling of indlvldual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek° Is always requi prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, si age, delivery, erection and bracing of trusses and truss systems, seeANSYM11 Cuat[fyCrffeda, DSB-09 and SCS! BuHdfng Component 6904 Parke East Blvd. Safety tnformaf on:3vallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss I Truss Type I Qty I Ply T14996817 1481009-GROZA--'DR0CKS�I A04 I Roof Special Inc. Tue Sep 4 14:43:52 2018 LOAD CASE(S)IlStandard 12) Dead + 0.6 W FRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Ve . 1-5=47, 5-6= 8(F=-35), 6-8=27, 8-10=27, 18-21=-10, 16-17=-10, 11-16=-10 Hot!: 1-5_ 56, 6-8=35 n Dra : 5-6=0, 8-9= 0 Concentrate Loads (lb) Ve : 5=207(F) 6=207(F) 13) Dead + 0.6 W FRS Wind (Pos. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Wniform Loa s (plf) Ve : 1-5=27, 5-6= 8(F=-35), 6-8=47, 8-10=47, 18-21=-10, 16-17= 10, 11-16= 10 Ho 1-5=-35, 6-8=56 Dra � 5-6=0, 8-9=-0 " Concentrate Loads (Ib) Vert,:) 5=207(F) 6=207(F) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo4Is (plf) Ve : 1-5=47, 5-6=-8(F=-35), 6-8=27, 8-10=27, 18-21- 10, 16-17- 10, 11-16= 10 Hor c 1-5=-56, 6-8=35 Dra : 5-6=0, 8-9=-0 Concentrate Loads (lb) Ver5=207(F) 6=207(F) 15) Dead + 0.6 W FRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loe I S (plf) Ve 1-5=27, 5-6=-8(F=-35), 6-8=47, 8-10=47, 18-21=-10, 16-17=-10, 11-16=-10 Hot!: 1-5=-35, 6-8=56 Dra-: 5-6=0, 8-9=-0 Concentrated Loads (lb) Ve � 5=207(F) 6=207(F) 16) Dead + 0.6 WFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform LoE s (pif) Ve 1-5=3, 5-6=-119(F=-101), 6-8= 18, 8-10=-18, 18-21=-20, 16-17=-20, 11-16=-20 Hot?: 1-5=-33, 6-8=12 Dra',: 5-6=0, 8-9= 0 Concentrat Loads (Ib) Ve 5=-342(F) 6=-342(F) 17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo s (plf) Ve 1-5= 18, 5-6=-119(F=-101), 6-8=3, 8-10=3, 18-21 =-20,16-17=-20, 11-16= 20 In Hot : 1-5= 12, 6-8=33 Dra g: 5-6=0, 8-9= 0 Concentrat Loads (lb) Ve l 5=-342(F) 6= 342(F) .18) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Lo Ids (pif) Ve :: 1-5=-30, 5-6=-123(F=-93), 6-8= 30, 8-10=-30, 18-21= 20, 16-17= 20, 11-16=-20 Concentrat d Loads (lb) Ve 15= 278(F) 6=-278(F) 19) Dead + 0.7 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo s (plf) Ve 1-5= 47, 5-6= 155(F=-119), 6-8=-46, 8-10=-51, 18-21� 20, 16-17- 20, 11-16=-20 Ho : 1-5=-13, 6-8=14 Dral: 5-6=0, 8-9=-0 Concentrat Loads (lb) Vei 5=-492(F) 6=-492(F) 20) Dead + 0.7 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo s (plf) Ve r 1-5=-46, 5-6=-155(F= 119), 6-8=-47, 8-10=-35, 18-21=-20, 16-17=-20, 11-16� 20 Ho ': 1-5_ 14, 6-8=13 Dr : 5-6=0, 8-9= 0 Concentrat d Loads (lb) Ve 5=-492(F) 6=-492(F) 21) Dead + 0.7 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo Js (plf) Vem 1-5=-35, 5-6=-170(F=-119), 6-8=-51, 8-10- 51, 18-21=-20, 16-17_ 20, 11-16=-20 Ho : 1-5=-25, 6-8=9 Dr : 5-6=0, 8-9=-0 Concentrat Loads (lb) Ve 5=-492(F) 6=-492(F) 22) Dead + 0.7 f Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Lo Ids (pif) VerlIt:1-5=-51, 5-6=-170(F= 119), 6-8=-35, 8-10=-35, 18-21=-20, 16-17=-20, 11-16=20 Ho Vizl: 1-5=-9, 6-8=25 Dr g: 5-6=0, 8-9= O Concentrat d Loads (lb) Vert: 5=-492(F) 6=-492(F) 0 WARNING - I rtty design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Deslgh valld fo se only with iJrlTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. I afore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is to buckling Individual truss web chord members only. Addillonal temporary and permanent bracing MOW building desig Is always requlr . Bracing Indicated prevent of and/or d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto i ige, delivery, erection and bracing of trusses and truss systems, seeANSUIP/I Cua/ByClBedd, DSB-89 and BCSI Bu0d(ng Component 6904 Parke East Blvd. Safety Inform . novallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. AJexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996817 1481009-GROZA K04 Roof Special 1 1 IBROCKS q� Job Reference (optional) Builders FirstS( LOAD CASE(E 23) 1st Dead+ Uniform Lo Ve Concentrat • Ve 24) 2nd Dead � Uniform Lo Vey 8oncentrat Ve 25) 3rd Dead + Uniform Lo Ve Concentrat Ve 26) 4th Dead +, Uniform Lo Fort Piece, FL 34945 Standard Dof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 s (plf) 1-5=-70, 5-6_ 190(F=-120), 6-8= 30, 8-10=-30, 18-21=-20, 16-17=-20, Loads (lb) 5= 500(F) 6=-500(F) loot Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 s (plf) 1-5=-30, 5-6=-190(F=-120), 6-8=-70, 8-10=-70, 18-21= 20, 16-17=-20, Loads (lb) 5=-500(F) 6=-500(F) 75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.2 s (plf) 1-5=-60, 5-6=-173(F=-113), 6-8=-30, 8-10=-30, 18-21=-20, 16-17=-20, Loads (lb) 5=-444(F) 6=-444(F) 75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.2 t1.LLU S May L4 LU10 IVII I eK MUUS111e5, 111U. 1 Ue OUP 4 14:4J:oG eu I o raye Y I D:kDoEx000 ktTSrn9GXN Bbjgy45C6-zt?CUeAfkUbOcNy3POc7zglSfjsW tDD EVJPVEgyh_65 11-16=-20 11-16=-20 11-16=-20 s (pit) 1-5=-30, 5-6=-173(F=-113), 6-8=-60, 8-10— 60, 18-21= 20, 16-17= 20, 11-16=-20 Loads (lb) 5=-444(F) 6=-444(F) ® WARNING - erity design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Ml Teng This design is based only upon parameters shown, and Is for on Individual building component, not Design volld f' a truss system. building desig use only with connectors. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always requi fabricaflon, sid i Dd for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the age, dellvery, erecfion and bracing of trusses and truss systems, SeeANSWII QualifyCdfedd, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safely Inform ficinvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 11 Job I Truss Truss Type Oty Ply T14996818 1481009-GRO BROCKS 05 Roof Special 1 1 Job Reference (optional) Builders Fi rce, Fort Piece, FL 34945 8.220 s May 24 2018 MI I ek Industries, Inc. I ue Sep 4 14:43:53 2018 Page 1 I D: kDoExOC UktTSrn9GXNebjgy45C6-R4Zah_BHVoj FEXXGyj8M W ugdk7CYbgyNkz83m6yh_64 3 8 14-2-0 1�5-10_ 2 0 27-11-0 35-1-12 42-6-8 3-4-0 4-8-0 6-2-0 0-11-0 5-1-0 7-9-0 7.2-12 7-4-12 5x6 = 6x8 = 5.00 F12 3 4 5 Scale=1:81.8 5x8 = bxs 4x10 MT20HS = 6x8 = 5x12 = ST1.5x8 STP = 3x6 II i VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 3.4.0 8-0-0 15-1-0 20-2-0 27-11-0 35-1-12 42-6-8 3-4-0-1-0 7-9-0 7-2-12 7-4-12 Plate Offsets 3:0-3-0,0-2-4 5:0-5-4 0-2-4 6:0-5-4 0-3-4 15:0-2-12 0-2-12 16:0-4-0 0-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.34 12-13 >999 240 MT20 2441190 TCDL 15.OII Lumber DOL 1.25 BC 0.89 Vert(CT) -0.66 12-13 >768 180 MT20HS 1671143 BCLL O.( Rep Stress Incr YES WB 1.00 Horz(CT) -0.15 21 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 275lb FT=20lo LUMBER- BRACING - TOP CHORD x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. - -5,6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-10-12 oc bracing. BOT CHORD x4 SP No.2 `Except' WEBS 1 Row at midpt 1-16, 6-13, 6-10, 8-10 9-20,4-14: 2x4 SP No.3, 11-14,9-11: 2x4 SP No.1 WEBS x4 SP No.3 `Except` 9,1-21: 2x6 SP No.2, 13-15,6-10,8-10: 2x4 SP No.2 REACTIONS. lb/size) 9=189410-6-8, 21=1894/0-5-8 ax Horz 9=211(LC 12) ax Uplift 9=-694(LC 9), 21=-573(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3565/2201, 2-3=-3563/2451, 3-4=-2843/2008, 4-5=-2838/2007, 5-6= 3012/1983, 6-7=-2763/1709, 7-8=-2763/1710, 8-9= 1823/1217, 17-21— 1894/1225, 1-17= 1813/1253 BOT CHORD 16-17=-475/573, 15-16� 1517/2742, 12-13=-2573/4303, 10-12= 2570/4308 WEBS 1-16= 1561/2632, 2-16=-541/611, 13-15=-1506/2692, 5-15=-203/399, 5-13=-175/528, 6-13= 1836/1181, 6-12=0/302, 6-10= 1790/1185, 7-10=-554/518, 8-10= 1951/3149, 3-16_ 537/715, 3-15=-396/755 NOTES- 1) Unbalanced poll live loads have been considered for this design. 2) Wind: ASCE -10: Vult=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 Extedor(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 14-2-0, Extedor(2) 14-2-0 to 26-2-0, Interior(1) 26 -0 to 42-3-12 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 aclec irate drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) All plates area 2x4 MT20 unless otherwise indicated. 6) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss t 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' P the bottom chord and any other members, with BCDL = I O.Opsf. 8) Bearing atjon, t(s) 21 considers parallel'to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of b arng surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=694, 21=5 3. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - Verify Design valid to design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE ise only with MITekD connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not � a truss system. building desig . fore use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is always reauir fabrication. sto d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ge, delivery, erection and bracing of trusses and truss systems, seeANSy7P11 GuaIMyCdiede, DSB.89 and BCSI Bugding Component 6904 Parke East Blvd. SafetyInhamlajfonovallable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996819 1481009-GRO BROCKS bA06 Roof Special 1 1 Job Reference (optional) Builders FirstS 'urce, Fort Piece, FL 34945 e.zzu s May 24 zuT 8 mu I ex Inausmes, Inc. i ue Sep 4 14:43:55 2018 rdye i ID:kDoExOCUktTSrn9GXNBbjgy45C6-NShK6gCX1 PzzUrhe4BAgbJwyYxvv3amgBHd9r?yh_62 3-4-0 6-0-0 12-6-8 15-1-0 21-9-8 26-11-14 35-8-3 42-6-8 3-4-0 2-8-0 6-6-8 2-6-8 6-8-8 7-2-6 6-8-5 6-10-5 Scale=1:81.5 5x8 = 2x4 11 5x8 = 5.00 12 3 424 25 5 v 6 v r 0 v o I6 2x4 = 3x4 = 3x4 II 6x8 = 4x6 5x8 = ST1.5x8 STP = 3x6 = 3x8 = 3x6 11 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 3-4-0 6-0-0 12-6-8 15-1-0 21-9-8 28-11-ia so-a:1 4z-o-a 3.4.0 2-8-0 6-6-8 2.6-8 6.8-8 7-2-6 6.8-5 6-10-5 Plate Offsets Y -- 3:0-5-12 0-2-5 5:0-5-4 0-2-4 7:0-3-8 0-1-8 10:0-3-8 0-2-8 12:0-3-8,0-1-8 15:0-4-12,Edge] LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.37 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.67 12-13 >754 180 BCLL OX Rep Stress Incr YES WB 0.98 Horz(CT) -0.19 22 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix-SH Weight: 271 lb FT = 20% LUMBER- I BRACING - TOP CHORD x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. • -3: 2x4 SP No.1, 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-8-13 oc bracing. BOT CHORD x4 SP No.2 `Except' WEBS 1 Row at mldpt 13-15, 6-13, 7-12, 8-10 0-21,4-14: 2x4 SP No.3, 11-14: 2x4 SP No.1 WEBS x4 SP No.3 `Except` - 9,1-22: 2x6 SP No.2, 1-17,13-15,7-12,8-10: 2x4 SP No.2 REACTIONS. lb/size) 9=1894/0-6-8, 22=1894/0-5-8 ax Horz 9=181(LC 12) Max Uplift 9=-701(LC 9), 22= 586(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3521/2212, 2-3= 3218/2100, 3-4= 3173/2219, 4-5= 3173/2221, 5-6= 3301/2152, 6-7=-4583/2913, 7-8=-2891/1794, 8-9=-1829/1212, 18-22=-1894/1229, 1-18= 1824/1241 BOT CHORD 17-18=-297/363, 16-17=-1934/3184, 15-16= 1621/2887, 4-15=-3721350, 12-13=-2809/4616,10-12=-1662/2891 WEBS 1-17= 1748/2839, 2-17= 209/281, 2-16=-393/348, 3-16= 125/378, 3-15=-506/787, 13-15=-1666/2802, 5-15=-237/445, 5-13=-223/633, 6-13=-1863/1219, 6-12= 846,r/21, 7-12= 1293/1954, 7-10= 1485/1077, B-10=-2032/3270 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; 18 W FRS (envelope) and C-C Exterior(2) 0-2-12 to 6-0-0, Interior(1) 6-0-0 to 12-6-8, Exterior(2) 12-6-8 to 18-6-8, 6-8 to 21-9-8, Extedor(2) 21-9-8 to 27-9-8, Interior(1) 27-9-8 to 42-3-12 zone; cantilever left and right exposed ;C-C for Interior(1) members an forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) This truss he been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss 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 betwef i the bottom chord and any other members. 6) Bearing atjo it(s) 22 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of b arng surface. 7) Provide fried anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=701, 22=5 36. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 10/03,2015 BEFORE USE Deslgh Vaud fa �se only with MiTel« connectors. This design Is based only upon patametels shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Individual truss only. Addlllonal temporary and permanent bracing MiTeW building desig Is always reclul . Bracing Indicated Is to prevent buckling of web and/or chord members d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery. erection and bracing of Trusses and truss systems, seeANSUIPI► AualBy Crdeda, DSO-89 and BCSI Buldfng Component 6904 Parke East Blvd. SafetvfnfoanaHomvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14996820 1481009-GROZAI BROCKS 07 Roof Special 1 1 Job Reference (optional) Builders irce, Fort Piece, FL 34945 8.220 s May 24 2018 MI I ek Industries, Inc. I ue Sep 4 14:43:56 zu! 8 Page 1 I D:kDoExOCUktTSrn9GXN8bjgy45C6-reEjJODAoj5g5?Fgesh37W SBQKCwo 18pQxNj NRyh-61 3.4.0 6-0-11 10.6-8 15-1.0 23-9-8 30-11-14 35-0-3 39-2-8 3-4-0 2-8-11 4 5-13 4-1 8-8-8 7-2-6 4-0-5 4-2-5 2x4 = 5x8 = 2x4 11 5x12 = 5.00 12 3 4 23 24 5 3x4 = 6X8 = 3x8 MT20HS = 4x6 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). ST1.5x8 STP = 6x8 = Scale = 1:75.0 3-4-0 6-0-11 10-6-8 15-1-0 23-9-8 30-11-14 , 39-2-8 � 2-8-11 4-5-13 4-6-8 8-8-8 7-2-6 8-2-10 Plate Offsets Y - 3:0-5-12 0-2-8 5:0-8-8 0-2-0 12:0-4-0 0-2-4 14:0-2-12 0-2-8 16:0-3-8 0-2-8 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.27 4-14 >999 240 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.97 Vert(CT) -0.54 12-13 >858 180 MT20HS 187/143 BCLL 0. * Rep Stress Incr YES WB 0.97 Horz(CT) -0.18 21 n/a n/a BCDL 10. Code FBC2017lTPI2014 Matrix-SH Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 19-20,4-13: 2x4 SP No.3, 11-13: 2x4 SP No.1 WEBS 1 Row at micipt 12-14, 6-12, 7-9 WEBS x4 SP No.3 *Except* -9,1-21: 2x6 SP No.2 REACTIONS. lb/size) 9=1744/0-6-8, 21=1744/0-5-8 ax Horz 9=134(LC 12) ax Uplift 9=-631(LC 9), 21=-560(LC 9) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3184/2031, 2-3=-2981/1989, 3-4= 3297/2290, 4-5=-3294/2293, 5-6=-3077/1989, 6-7=-3759/2390, 17-21=-1744/1148, 1-17=-1669/1163 BOT CHORD 16-17= 318/395, 15-16=-1761/2866, 14-15=-1543/2692, 4-14=-555/513, 10-12=-2353/3814, 9-10=-1276/2102 WEBS 3-15=-132/302, 3-14=-602/962, 12-14=-1559/2559, 5-14=-449/763, 5-12=-20/442, 6-12=-1139/779, 6-1 0=-1 113/872, 7-1 0=-1 298/2081, 7-9=-2565/1676, 1-16=-1531/2486, 2-15=-250/277 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -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 Exterior(2) 0-2-12 to 6-0-11, Interior(1) 6-0-11 to 10-6-8, Exterior(2) 10-6-8 to 16-6-8, Interior(1) 16.6-8 to 23-9-8, Exterior(2) 23-9-8 to 29-9-8, Interior(1) 29-9-8 to 38-11-12 zone; cantilever left and right exposed ;C-C for members an forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) All plates ar ,.ate plates unless otherwise indicated. 5) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss 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 the bottom chord and any other members. 7) Bearing at jo t(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of b arng surface. 8) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 9=631, 21-5 0. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 0 WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE M11.7473 rev. 10/03,2015 BEFORE USE. Design valid to ,use only with MITe'& connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system. fore use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW building desig Is always reciul &acing prevent of of for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IYlf Ilk' 6904 Parke East Blvd. fabrication, sto ge, delivery, erection and bracing of trusses and Truss systems, WeANSUIPII QualityCrBedo, DSB-89 and BCSI Buifdkg Component Sa/ety Inlounalbrbvallable from Truss Plate Institute. 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996821 1481009-GROZA ROCKS 08 Roof Special 1 1 Job Reference (optional) tsuilaers ce, rorl Mace, t•L :54e45 3-4-0 51-1-22 , 8-6-8 15-1-0 3-4-0 -9-3-5-6 6-6-8 5x8 = 5.00 12 3 3x4 26 2 25 1 19 18 2x4 I 16x8 = 3x4 = 2x4 11 6.44V J IVIGy LY LV 10 IV„ I — 111U-11—, 1„l:. , — —P Y I Y.Y — GV I U —U. , ID:kDoExOCUktTSrn9GXNBbjgy45C6-Jro5XMEoZ1 Dhj8g1 BZCIgk?lmkb4XVlzfb6Gwuyh_60 25.9-8 32-11-14 36-0-3 , 39-2-8 5-4-4 7-2-6 3-0-5 3-2-5 Scale = 1:75.0 2x4 II 4x6 = 3x4 = 5x8 = 274 5 286 7 5x8 = 2x4 II 5x8 = E>29 1, v \ v� a * o 17 NIo 6x8 = 76 15 14 13 12 11 2x4 I I 5x8 = 3x4 = 4x10 MT20HS = 4x6 = ST1.5x8 STP = 6x8 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 3-4-0 5-1-2 8.6.8 15-1.0 20-5-4 25-9-8 32-11-14 39-2-8 1 3-4-0 1-9-2 3.5.6 6-6.8 5-4-4 5-4-4 7-2-6 6-2-10 Plate Offsets 3:0-5-12,0-2-8 5:0-3-0 Ed e , 7:0-5-4 0-2-4 , 15:0-2-0 0-1-12 17:0-2-8,0-2-12 19:0-3-5 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.34 17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.59 17-18 >794 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB . 0.95 Horz(CT) -0.22 24 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 238lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 5: 2x4 SP No.1, 7-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. BOT CHORD ?x4 SP No.2 *Except* WEBS 1 Row at midpt 8-14 2-23,4-16: 2x4 SP No.3, 13-16,11-13: 2x4 SP No.1 WEBS x4 SP No.3 *Except* 0-11,1-24: 2x6 SP No.2, 15-17: 2x4 SP No.2 REACTIONS. lb/size) 11=1744/0-6-8, 24=1744/0-5-8 ax Horz 11=88(LC 12) Max Uplift 11= 630(LC 9), 24=-589(LC 9) FORCES. (lb) Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3100/202212-3= 3093/2073, 3-4=-3957/2680, 4-6= 3911/2647, 6-7=-3327/2271, 7-8— 3352/2146, 8-9=-4156/2641, 20-24=-1744/1162, 1-20= 1670/1170 BOT CHORD 19-20=-266/348, 18-19=-1768/2796, 17-18=-1671/2819, 4-17= 449/441, 14-15=-1827/3022, 12-14=-2679/4244, 11-12= 1394/2240 WEBS 3-17= 853/1407, 15-17=-1877/3180, 6-17= 478/777, 6-15= 852/618, 7-15= 304/577, 7-14=-194/558, 8-14=-1287/892, 8-12=-1290/988, 1-19� 1517/2469, 2-19=-2931264, 9-12= 1510/2376, 9-11= 2692/1719 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE I{-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) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 8-6-8, Exterior(2) 8-6-8 to 14-6-8, Interior(1) 14.16-8 to 25-9-8, Extedor(2) 25-9-8 to 31-9-8, Interior(1) 31-9-8 to 38-11-12 zone; cantilever left and right exposed ;C-C for members an forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates areI AT20 plates unless otherwise indicated. 5) This truss he been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss 4 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 will fit betwee i the bottom chord and any other members. 7) Bearing at joi it(s) 24 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mectanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=630, 24= ¢9. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - J rlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 10/082015 BEFORE USE. ' Design voild 10 se only with MITekV connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall to buckling individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek building design Is always requirefor Bracing Indicated Is prevent of stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fobrlcallon, star ge, delivery• erection and bracing of trusses and truss systems, seeANSU1Pll auamyCrBeda, DSa-89 and SCSI Bu9dhlq Component Tampa, FL 33610 Safety Infomla lanzivallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job I Truss Truss Type Oty Ply T14996822 1481009-GROZA ROCKS IrA09 Roof Special 1 1 Job Reference (optional) uulloers 1-0510ource, rort riece, t-L 0wU4D o.ccv a iviay — — I.II I -.N Y . aV� ID:kDoExOCUktTSrn9GXN8bjgy45C6-GDwry2F25eTOyS_PJ_Em194fPYDR? RHG6vbN_myh_6_ 6-6-8 13-8-1 20-7-15 27-9-8 34-11-14 39-2-8 6-6-8 7-1-9 6-11-13 7-1-9 7-2-6 4-2-10 Scale = 1:73.6 5.00 F12 5x6 = 3x6 = 46 = 3x4 = Sx12 = 19 2 20 3 4 5 21 6 5 i Sxs = 4x12 = I 1 18 22 7 8 m I� 7 Q 16 1 15 14 13 12 11 10 9 3x6 5xl2 = 3x12 MT20HS = 3x4 = 6x12 MT20HS = 5x12 = ST1.5x8 STP = 3x6 I I 3x4 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 13-8-1 20-7-15 27-9-8 34-11-14 39-2-8 6-6-8 7-1-9 6.11-13 7-1-9 7-2-6 4-2-10 Plate Offsets 2:0-3-0 0-2-4 4:0-3-0 Ed e , 6:0-8-8 0-2-0 , 10:0-3-8,0-2-8 15:0-5-0 0-2-12 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.q Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.41 12 >999 240 MT20 244/190 TCDL 15S Lumber DOL 1.25 BC 0.98 Vert(CT) -0.71 12-14 >657 180 MT20HS 187/143 BCLL O.( Rep Stress Incr YES WB 0.82 Horz(CT) -0.21 17 n/a n/a BCDL 10. I Code FBC2017/TP12014 Matrix-SH Weight: 211 lb FT = 20 LUMBER- BRACING - TOP CHORD x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 4 -7,4-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD x4 SP No.2 *Except* WEBS 1 Row at midpt 3-15, 7-11, 1-15 -11: 2x4 SP No.1 WEBS x4 SP No.3 *Except` -9,1-17: 2x6 SP No.2, 8-10: 2x4 SP No.1 REACTIONS. j{Ib/size) 9=1744/0-6-8, 17=1744/0-5-8 ax Harz 9=-74(LC 13) ax Uplift 9= 628(LC 9), 17=-620(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 2495/1630, 2-3=-2240/1611, 3-5=-3663/2471, 5-6=-4015/2652, 6-7= 3670/2320, 7-8_ 4693/2980, 8-9=-1658/1062, 16-17=-1744/1172, 1-16=-1681/1196 BOT CHORD 14-15= 2241/3663, 12-14_ 2422/4014, 11-12=-2037/3323, 10-11=-3127/4862 WEBS 2-15=-134/534, 3-15=-1723/1008, 3-14=-69/448, 5-14=-447/261, 5-12=-362/343, 6-12= 518/959, 6-11= 141/539, 7-11=-1563/1107, 7-1 0=-1 491/1096, 8-10=-3051/4792, 1-15=-1287/2157 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; 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 6-6-8, Exterior(2) 6,-6-8 to 12-6-8, Intedor(1) 12 66 to 27-9-8, Exterior(2) 27-9-8 to 33-9-8, Interior(1) 3348 to 38-11-12 zone; cantilever left and right exposed ;C-C for members an 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 are T20 plates unless otherwise indicated. 5) This truss ha been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss 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 bettwe( i the bottom chord and any other members. 7) Bearing at jo n t(s) 17 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of b 8) Provide mechanical aring surface. connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 9=628,17=6 0. Joaquin Velez PE No.88182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 A WARNING - I r rlry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03)2015 BEFORE USE ' Design vaibd fo se only with kill kV connectors, This design Is based only upon parameters shown, and is fat an Individual building component not a truss system. tore 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 MOW building desigr. Is always reclulr prevent E d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon, sto ge, delivery, erection and bracing of trusses and truss systems, se0ANSU1P11 Quality Cdledd, DSB-89 and BCSI Banding Component East Blvd. Tampa, 6904 ParkeEast Safety tntormaponavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T14996823 1481009-GROZA 113ROCKS IB01 Hip 1 1 Job Reference (optional) titinaerS r irsibopwce, rOrr niece, t-L :i4V4b o.Zzu 51VIdy Z'heu t o IVII I UK Il ruubuleb, Irlu. Iue aep 41-f;-#9:Vu Zu I rdae I I D:kDoExOCUktTSrn9GXN8bjgy45C6-kQUD9NGgsybFacZcthm? IMdttydXktrPLZLwVCyh_5z 18-8-15 22-2-0 26-11-12 32-1-0 6-6-15 3-5-1 49-12 5-1-4 5x8 3 5.00 12 3x4 = 19 2x4 I I 5x8 4 20 5 = 2 x6 I I 18 5 1 16 t4 23 6 121] ''36= 15 13 'i 3x4= 3x8 = 3x4 = 17 11 10 9 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 5x8 = LOADS IMPOSED BY SUPPORTS (BEARINGS). 2x4 I 6-2-12 12-2-0 18-8-15 22-2-0 , Scale = 1:59.1 21 3x4 C 6 � 22 2x4 11 7 24 25 8 6x8 = n v �N Plate Offsets (X(Y)-- (3:0-5-12 0-2-81 (5:0-5-12 0-2-8f (12:0-2-4 0-3-01 (15:0-3-8 0-1-81 117:0-1-0 0-2-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.29 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.54 8-9 >704 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) -0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 225 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, SOT CHORD x4 SP No.2 `Except` except end verticafs. -10: 2x4 SP No.3, 8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-4 oc bracing. Except: WEBS x4 SP No.3 `Except' 6-0-0 oc bracing: 10-12 17: 2x6 SP No.2 WEBS 1 Row at midpt 5-9, 6-8 REACTIONS. l b/size) 8=1434/Mechanical, 17=1432/Mechanical Horz 17=134(LC 12) Max Uplift 8=-440(LC 8), 17=-438(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1971/1398, 2-3= 1867/1403, 3-4=-1710/1403, 4-5= 1695/1391, 5-6=-1330/1039, 16-17=-1432/963, 1-16= 1370/986 BOT CHORD 15-16=-347/206, 13-15= 1293/1752, 12-13=-1068/1648, 4-12= 420/429, 8-9= 646/908 WEBS 2-15=-337/352, 2-13=-188/274, 3-13= 91/324, 9-12= 748/1357, 5-12=-894/1248, 5-9— 650/579, 6-9=-84/465, 1 -1 5=-1 079/1707, 6-8— 1483/1078 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) 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; t "FRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 12-2-0, Exterior(2) 12-2-0 to 20-7-13, Interior(1) 20•7-13 to 22-2-0, Extedor(2) 22-2-0 to 30-7-13, Interior(1) 30-7-13 to 31-11-4 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 3) Provide adecuate drainage to prevent water ponding. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trusss been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweE i the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to gird (s) for truss to truss connections. 7) Provide mecl anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=440, 17=4 8. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING- Idly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111/I.7473 rev. 10103,2015 BEFORE USE. Design vaild fo ise only with 1virfek0 cohneciors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. l afore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall . is to buckling Individual truss and/or chord members only. Additional temporary and permanent bracing MiTeW building desig r Is always recluir Bracing Indicated prevent of web d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcafion, sto ge. delivery, erection and bracing of trusses and truss systems, seeANsW11 Quality C ftft DSO-69 and BCSIOuOding Component 6904 Parke East Blvd. Safety Informal bnovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14996824 1481009-GRO BROCKS 02 Hip 1 1 Job Reference (optional) BUfiders rlrstbc rce, Fort I'lece, FL 3494b 5-5-12 10-8-0 14-8.8 5-5-12 5-2-4 4-0-8 5x8 = ' 5,00 F12 3 3x4 17 � 2 5A II 5x81 16 1 14 6 = 13 12 3x6 = 5x6 = 15 I' LOADING (pc TCLL 20 TCDL 15 BCLL 0 BCDL 10 LUMBER- TOPCHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 5-5-12 10-8-0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.92 Lumber DOL 1.25 BC 0.75 Rep Stress Incr YES WB 0.84 Code FBC2017/TPI2014 Matrix-SH U.ZZU S May 24 ZU1b MI I eK InauSlnes, Inc. I ue sep 4 14:44:U1 zUl t3 rage i I D:kDoExOCUktTSrn9GXNBbigy45C6-Cc2cNi HI d Fi6Cm8oQPH EgaA_zLzW TKPYaD4U2fyh_5y 3x4 11 4x10 MT20HS = 18 4 5 20 11 10 9 8 2x4 II 5x8 DEFL. in (loc) I/defl Ud Vert(LL) -0.15 7-8 >999 240 Vert(CT)-0.3511-12 >999 180 Horz(CT) 0.10 7 n/a n/a BRACING- ;4 SP No.2 `Except' TOP CHORD 5: 2x4 SP No. 1, 5-6: 2x4 SP M 31 BOT CHORD :4 SP No.2 *Except` 9: 2x4 SP No.3 WEBS :4 SP No.3 `Except` 15: 2x6 SP No.2, 6-7: 2x4 SP No.2 b/size) 7=1434/Mechanical, 15=1432/Mechanical lax Horz 15=121(LC 12) lax Uplift 7=-464(LC 8), 15= 443(LC 9) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2= 1893/1355, 2-3=-1933/1424, 3-4= 1915/1512, 4-5=-1887/1490, 5-6= 1352/947, 14-15=-1432/964, 1-14=-1374/984, 6-7= 1355/1038 13-14=-309/174, 12-13= 1255/1686, 11-12=-1117/1723, 4-11=-528/489 2-13= 415/368, 3-12=-38/277, 3-11=-192/360, 8-11=-709/1211, 5-11=-817/1232, 5-8=-913l733, 6-8= 753/1239, 1-13=-1054/1672 19 Scale=1:58.2 7 3x6 11 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 212 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 5-2-15 cc bracing. Except: 10-0-0 oc bracing: 9-11 1 Row at midpt 5-8, 6-8 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; h FRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 10-8-0, Exteffor(2) 10-8-0 to 18-10-11, Interior(1) 18 1 0-11 to 23-8-0, Exteffor(2) 23-8-0 to 31-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for actions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss h 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 the bottom chord and any other members, with BCDL = IO.Opsf. 7) Refer to gird �(s) for truss to truss connections. 8) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=464, 15=4,tp. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - NIy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design vaiid for Ilse only with MiTe!,V connectors. This design is based only upon parameters shown, and Is for an Individual building component, hot a truss system. building design fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual Truss web and/or chord members only. Addifional temporary and permanent bracing MiTek' Is always reclulr prevent for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSUWII Quality C1tledd, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infolma • navallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996825 1481009-GRO BROCKS IB03 Hip Girder 1 1 Job Reference (optional) o �—..1, 1...1-,... 1..,. T..,. C,.n A 4A•AA•nq 7n10 Donn 4 Builders Fi B irce, Fort Piece, FL 54bViD u.ccv s May Ins u. a iuuau,w, ,H. i uv vur. e.. ID:kDoExOCUktTSrn9GXNBbjgy45C6-8?AMnPIZ9tzgR31BYgJiv?FKQ9cmxDprl WZa6Xyh_5w -1-04 4.4-10 8-2-8 12-7-4 17-0-0 22-8-9 28-3-7 34-0-0 40-5-0 0 4-4-10 3-9-14 4-4-12 4-4-12 5-8-9 5-6% 5-8.9 6-5.0 Scale=1:72.3 2x4 11 Sx8 = 3x4 = 3x6 = 5x8 = 5.00 12 7 8 9 10 11 5x8 5x8 6 12 5x6 W B 5x8 i S W 2x4 4 n 3 n rn 4 i 1 ? LTa o STf. ; 8 STP = 20 19 18 17 21 16 22 15 23 14 13 3x8 6xil MT20HS 7x10 = 5x6 = 6x12 MT20HS = 4x6 = 7x10 = 4x6 = HHUS26-2 4x6 = 8-2-8 12-7-4 11 0 22-8-9 28 3-7 34-0-0 40-5-0 8-2-8 4-4-12 4-4-12 5.8-9 5-6-13 5-8-9 6.5-0 Plate Offsets Y -- 2:0-4-3 Ed e 4:0-3-0 Ed e , 7:0-5-12 0-2-8 11:0-5-12 0-2-8 13:0-4-4 0-1-8 15:0-5-0 0-4-8 20:0-5-0 0-4-12 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.34 19-20 >999 240 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.96 Vert(CT) -0.61 19-20 >778 180 MT20HS 187/143 BCLL 0. Rep Stress Incr NO WB 0.85 Horz(CT) 0.15 13 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-SH Weight: 296 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS WEDGE Left: 2x4 SP REACTIONS. FORCES. (lb) TOP CHORD BOTCHORD WEBS NOTES- 1) Unbalanced 2) Wind: ASC GCpi=0.18; 3) Provide ade 4) All plates ar 5) This truss h 6) ' This truss will fit betwe 7) Refer to gird 8) Provide mec 2=1417,13= 9) Use Simpso connect trus, 10) Fill all nail 11) In the LOA I. SP No.2 `Except' ',1-4: 2x4 SP M 31 i SP No.2 `Except' 8: 2x6 SP M 26 I SP No.3 `Except` ,0: 2x4 SP No.2, 12-13: 2x6 SP No.2 I.SPNo.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 1 Row at midpt 5-19, 6-17, 7-16, 8-15, 11-15, 11-14 b/size) 2=4056/0-8-0, 13=2326/Mechanical lax Horz 2=322(LC 8) lax Uplift 2=-1417(LC 8), 13=-812(LC 4) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-9062/3145, 3-5=-8983/3079, 5-6= 6259/2196, 6-7=-4591/1682, 7-8=-3831/1488, 8-10=-3033/1204, 10-11=-3034/1204, 11-12= 2081/767, 12-13= 2263/836 2-20=-3110/8203, 19-20=-2992/8260, 17-19= 2030/5726, 16-17=-1491/4219, 15-16= 138213830, 14-15= 636/1819 3-20= 155/336, 5-20=-917/2713, 5-19=-3208/1234, 6-19=-750/2104, 6-17= 2361/993, 7-17=-698/1893, 7-16= 644/388, 8-16=-220/627, 8-15=-1310/478, 10-15— 411/273, 11 -1 5=-737/1970, 11-14= 1143/510, 12-14=-770/2203 )of 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., W FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Late drainage to prevent water ponding. MT20 plates unless otherwise Indicated. ; been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is 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 1 the bottom chord and any other members, with BCDL = 10.0psf. r(s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12. Strong -Tie HHUS26-2 (14-10d Girder, 6-1 od Truss, Single Ply Girder) or equivalent at 8-2-8 from the left end to ;es) to back face of bottom chord. >les where hanger is in contact with lumber. CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 A WARNING' Design valid to I rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/201S BEFORE USE. use only with MITekD connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system: efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addllional temporary and permanent bracing MiTek' Is always reclul fabrication, sto d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ge, delivery, erection and bracing of trusses and truss systems, seeANSWIF CuaMyCdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntorm Konavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996825 1481009-GRO BROCKS 03 Hip Girder 1 1 Job Reference (optional) Builders FirstSoprce, Fort Piece, FL 34945 LOAD CASE($) Standard 1) Dead + Roo[ Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Ve,j1h� 1-7= 70, 7-11=-70, 11-12=-70, 2-13=-20 Concentrate Loads (lb) Ve20= 2701(B) 8.220 s May 24 2018 MI I ek Industries, Inc. I ue Sep 4 14:44:03 2018 Page 2 ID:kDoExOCUktTSrn9GXN8bjgy45C6-8?AMnPIZ9tzgR3lBYgJiv?FKQ9cmxDpr1 WZa6Xyh_5w ® WARNING - V drily design pammeten and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M1I-7473 rev. 70/03/1015 BEFORE USE. DesIgtivalldfoi se only with MITek9 connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. fefore 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 requirt d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QuaMyC99ft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sailety Infonnd IlDnivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tama, FL 33610 Job i Truss Truss Type City Ply T14996826 1481009-GRO BROCKS HB04 Hip 1 1 Job Reference (optional) bulioers port Piece, I-L 3494b 7-9-6 15-0-0 7-9-6 7-2-10 5.00 12 5x6 = 4 5x8 3 18 17 STP 16 15 14 2x4 11 4x6 = 3x8 = U.ZZU S May Z4 ZUl U MI i eK inausirles, mc. I ue bep 4 74:44:U4 ZUTts Pagel I D:kDoEx000 ktTSm9GXNebjgy45C6-cBjk?IJBvA5h3DtN6XgxSCoUYZyRghh?GAJBe_yh_5v 22-0-9 1 28-11-7 1 36-0.0 40.5.0 3x4 = 5x6 = 5 19 20 6 21 13 1222 11 3x4 = 4x6 = 3x8 = Scale =1:72.5 5x8 = 7 4x6 8 ao r n ro o> v 23 10 9 3x8 = 3x6 11 Plate Offsets > Y -- 3:0-4-0 0-3-0 , 4:0-3-0 0-2-4 6:0-3-0 0-3-4 7:0-5-12 0-2-8 10:0-3-8,0-1-8 11:0-3-8 0-1-8 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.27 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.47 13-14 >999 180 BCLL 0. Rep Stress Incr YES WB 0.81 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix-SH Weight: 232 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. - 4,1-3: 2x4 SP No.1 BOT CHORD Rigid ceffing directly applied or 3-9-6 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 3-14, 5-14, 7-11 -15: 2x4 SP No.1 WEBS x4 SP No.3 REACTIONS. Ib/size) 2=189210-8-0, 9=1796/Mechanical Max Horz 2=305(LC 12) Max Uplift 2=-632(LC 8), 9=-657(LC 9) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3821/2414, 3-4=-2987/1982, 4-5=-2673/1945, 5-6= 2863/2016, 6-7=-2355/1699, 7-8=-1283/893, 8-9� 1762/1248 BOT CHORD 2-16= 2431/3404, 14-16_ 2433/3399, 13-14=-1858/2863, 11-13=-1556/2373, 10-11=-729/1115 WEBS 3-16=0/323, 3-14=-818/718, 4-14=-297/675, 5-14=-453/191, 5-13=-330/377, 6-13=-453/683, 6-11=-985/800, 7-11 =-1 091/1684, 7-1 0=-1 038/822, 8-10= 1056/1617 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASIDE -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) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 15-0-0, Exterior(2) 15-0-0 to 23-5-13, Interior(1) 23 5-13 to 36-0-0, Extedor(2) 36-0-0 to 40-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for 1pactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade( irate 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 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 between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mec i anfcal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=632, 9=65 . Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 Q WARNING - V rift' design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE MI17473 rev. 10/03/2015 BEFORE USE. Design valid to se only with MITekV connectors. This design is based only upon parameters shown, and is for an Individual binding component, not a truss system. building deslg fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall &acing Indicated is to buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requlr prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sTo ge, delivery, erection and bracing of trusses and truss systems, seeANSWI1 QuailfyCruedo, DSB-89 and SCSI Bu©ding Component 6904 Parke East Blvd. SatetvInfolmollonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996827 1481009-GRO BROCKS HB05 Hip 1 1 Job Reference (optional) buuaers I 2 4x6' LOADING (pa TCLL 20, TCDL 15. BCLL 0, BCDL 10, LUMBER- rori niece, r'L :S4y4a 6-9-6 6-2-10 5.o0 12 3x4 18 3 17 = 16 2x4 11 6-9-6 5x8 = 4 15 14 3x4 = 46 = V.LLV D —y n". I — —F I D:kDoEx000 ktTSrn9GXNebjgy45C6-4N H6C5KpgU DYg NSZfFLA?OKhpzGaP718Vg2hBOyh_5u 29-7-7 38.0-0 _ 40-5-0 8-2-13 8-4-9 2-5-0 2x4 I 5 13 3x8 = 4x6 = 3x4 = 6 7 Scale=1:71.1 7x10 = 4x6 8 9 19 12 20 11 21 10 5x8 = 3x8 = 3x6 I I 38-0-0 40-5-0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.30 13-15 >999 240 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.57 13-15 >845 180 Rep Stress Incr YES WB 0.87 Horz(CT) 0.16 10 n/a n/a Code FBC2017/fP12014 Matrix-SH BRACING - TOP CHORD x4 SP No.2 `Except* TOP CHORD • 6,6-8: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS �x4SPN0.3 JREACTIONS. Ib/size) 2=189210-8-0, 10=1796/Mechanical Max Horz 2=288(LC 12) Max Uplift 2=-654(LC 8), 10=-694(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3851/2437, 3-4=-3188/2063, 4-5=-3346/2221, 5-7= 3345/2221, 7-8=-2649/1787, 8-9— 810/538, 9-10= 1810/1184 BOT CHORD 2-16=-2480/3436, 15-16= 2480/3436, 13-15= 1922/2871, 12-13= 1703/2649, 11-12— 481/747 WEBS 3-16=0/259, 3-15=-644/618, 4-15=-184/499, 4-13=-348/722, 5-13=-617/597, 7-13= 579/842, 7-12= 1081/887, 8-12_ 1461/2280, 8-11=-1347/1032, 9-11— 1064/1662 NOTES- 1) Unbalanced 2) Wind: ASCE GCpi=0.18; I Interior(1) 21 MW FRS for 3) Provide ad& 4) This truss ha 5) . This truss I will fit betwei 6) Refer to gird 7) Provide mec 2=654,10=6 PLATES GRIP MT20 244/190 Weight: 225lb FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-13. 8-12 of live loads have been considered for this design. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterior(2) 13-0-0 to 21-4-9, -9 to 38-0-0, Extedor(2) 38-0-0 to 40-3-4 zone; cantilever left and right exposed ;C-C for members and forces & actions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL=10.Opsf. (s) for truss to truss connections. inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 A WARNING - Design vaild fo r.1 y design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. se only with MIT&M connectors. This design Is based only upon parameters shown, and Is for on Individual building component not a truss syslem. building desig fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always requir prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the erection DSB-09 and BCSi BURding Component Nd Tampa, Salefvinforma navallable from russ Plate Institute, 2 8 N. Lee Street, Sul a 31 Alexan>ria, VVA 2� 4. FL 33610 Job Truss Truss Type Oty Ply ( T14996828 1481009-GROZA1BROCKS 1906 Half Hip 1 1 Job Reference (optional) Builders FirstSc Urce, Fart Niece, FL 34945 8.220 s May 24 2018 ivs i en uruusuies, mu. i ue oep 4 iwtw:uo cv r o rage i I D:kDoExOCUktTSrn9GXN8bjgy45C6-ZarVORLRRoMPIX01 DysPXdtg2McD8e_HjUoFjsyh_5t 1-0- 5-9-6 11-0.0 18-5-2 25-8-8 32-11-14 40-5-0 0- 5-9-6 5-2-10 7-5-2 7-3-6 7-3-6 Scale=1:71.1 3x4 = 5x6 = 3x4 = 3x6 = 3x6 = 4x6 = 5.00 FIT 4 5 19 6 7 8 20 9 3x4 i 18 3 °D 0 7 v v 2111 1 qI 0 ST1.54 TP = 16 15 14 13 12 11 10 4A 2x4 II 3x8 = 3x8 MT20HS _ 3x4 = -- 5x6 = 5x6 = 3x6 II 5-9-6 11-0-0 18-5-2 25-8.8 32-11-14 40-5-0 5-9-6 5-2-10 7-5-2 7-3-6 7-3.6 7-5-2 Plate Offsets Y - 4:0-3-0 0-2-4 12:0-3-0 0-3-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.39 12-13 >999 240 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.97 Vert(CT) -0.67 12-13 >720 180 MT20HS 187/143 BCLL 0. Rep Stress Incr YES WB 0.63 Horz(CT) 0.18 10 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-SH Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. • -7. 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 9-10, 5-15, 8-12, 9-11 WEBS �x4 SP No.3 `Except` 15,6-13,8-12,9-11: 2x4 SP No.2 llbt.i7.) REACTIONS. 10=1796/Mechanical, 2=1892/0-8-0 Max Horz 2=275(LC 12) (vlax Uplift 10-736(LC 9), 2=-675(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3866/2418, 3-4=-3368/2116, 4-5=-3069/2048, 5-6=-3894/2464, 6-8=-3632/2233, 8-9-2385/1470, 9-10= 1728/1160 BOT CHORD 2-16=-2496/3450, 15-16=-2496/3450, 13-15-2464/3894, 12-13-2233/3632, 11-12-1470/2385 WEBS 3-15=-477/508, 4-15=-414/856, 5-15=-981/586, 6-13=-293/312, 6-12=-656/573, 8-12-934/148118-11=-1354/1011, 9-11-1717/2792 NOTES- 1) Wind: ASCE GCpi=0.18; Interior(1) 19 Lumber DO 2) Provide ade 3) All plates ar 4) This truss h I: 5) ' This truss will fit betwe 6) Refer to gird 7) Provide mec 10=736, 2=6 -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., VFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Extedor(2) 11-0-0 to 19-5-13, -13 to 40-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; 1.60 plate grip DOL=1.60 ate drainage to prevent water pending. 4T20 plates unless otherwise indicated. 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. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Date: September 4,2018 ® WARNING- Vrify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid to use only with MI ke connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use. The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall individual truss only. Additional temporary and bracing MiTek bulidingdesigr Bracing Indicated Is to prevent buckling of web and/or chord members permanent Is always reciuli ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto age, delivery, erection and bracing of trusses and Truss systems, seeANsWil Oua/CyCrtleda, DSB-89 and BCS1 BuHdIng Component 6904 Parke East Blvd. Salety in/ormallonovallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T14996829 1481009-GRO BROCKS 07 Half Hip 1 1 Job Reference (optional) uunaers mrSIS rce, non Fiece, t-L 3494b 11-0-0 4-9-6 9.0-0 5.00 12 i �I 2 d 1 0 ST1.5x81 TP = 4x6 LOADING (psf)' TCLL 20.0� TCDL 15.OI BCLL 0.0 ` BCDL 10.01 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASCE GCpi=0.18; 17-5-13 to 4 DOL=1.60 ply 2) Provide adeqq 3) All plates arel 4) This truss hall! 5) ' This truss hl will fit betwee 6) Refer to gird 7) Provide mectI 10=739, 2=7( t1.ZZU 5 May Z4 ZU10 M1 I OK Inu1.1511185, mu. 1 ue aep 4 74:44:uI eu 10 rage I ktTSrn9GXNBbjgy45C6-1 mPtdnL3C5UGwhbynfOe4ra?gmz8t31RyBXoFlyh_5s 32-5-14 40-5-0 7-9-6 7-11-2 Scale = 1:71.1 Sx6 = 3x6 = 4x6 = 3x4 = 5x8 = 5x8 = 4 5 18 6 7 8 19 9 2x4 3 17 16 15 14 13 12 11 10 4x6 I1 5x8 = 3x4 = 410 MT20HS = 3x6 = 4x6 = 5x8 = 9-0.0 16-11-2 24-8-8 32-5-14 40-5-0 9-0-0 7-11-2 7-9-6 7-9-6 7-11-2 -3-0 0-2-41 f6:0-3-0,Edgel,[8:0-4-0,03-01,[10:Edge,0-3-81,[11:0-3-8,0-2-81 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.48 13-14 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.83 13-14 >580 180 MT20HS 1871143 Rep Stress Incr YES WB 0.75 Horz(CT) 0.18 10 n/a n/a Code FBC2017/TP12014 Matrix-SH Weight: 206 lb FT = 20% BRACING- x4 SP M 31 `Except` TOP CHORD -4: 2x4 SP No.2, 6-8: 2x4 SP No.1 BOT CHORD x4 SP No.1 `Except' WEBS 0-12: 2x4 SP No.2 x4 SP No.3 `Except` -16,7-14,8-13;9-11: 2x4 SP No.2 lb/size) 10=1796/Mechanical, 2=1892/0-8-0 Aax Horz 2=229(LC 12) Aax Uplift 10=-739(LC 9), 2= 702(LC 8) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 2-3=-3791/2439, 3-4= 3561/2191, 4-5= 3272/2115, 5-7=-4659/2933, 7-8=-4542/2746, 8-9=-3050/1843, 9-1 0=-1 722/1147 2-16=-2453/3395, 14-16=-2933/4659, 13-14=-2746/4542, 11-13= 1881/3101 3-16= 214/387, 4-16— 448/935, 5-16=-1547/941, 5-14=0/260, 7-13=-568/525, 8-13= 1002/1613, 8-11= 1317/981, 9-11=-2015/3343 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-16, 8-13, 9-11 -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., NFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 3-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber e grip DOL=1.60 ate drainage to prevent water ponding. AT20 plates unless otherwise indicated. 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. lnical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 WARNING - ✓ 'ty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI/-7473 rev. 10/03/2015 BEFORE USE Design valid for i ise only with Mffe10 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. E efore use, the building designer must verify the applicability of design,parameters and properly Incorporate this design Into the overall building design Is always require Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek` fabricallom stor ge, delivery, erection and bracing of trusses and truss systems, seeANSU►p/I QualityCdlella, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety fnfalma, rpvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996830 1481009-GR0 BROCKS 1B08 Half Hip Girder 1 2 Job Reference (optional) bulraers r1rSlJgUice, r-011 F'lece, r-L 34y40 13-6-7 7-0-0 6-6-7 O.LLU J IVIQy L'Y 10 IVII I — II IUUJII ICJ, IIII:. I U. —V Y Y.YY. I I G 10 ray. I I D:kDoExOCUktTSrn9GXN8bjgy45C6-vXeOTBPaGK_hOlvjOVSaEhaiJNSeps81 tmVO04yh_5o 26.10-14 33-7-1 i 40-5-0 6-8-3 6-8-3 6-9-15 Scale = 1:71.1 Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6x8 = 00 12 NAILED NAILED 2x4 11 NAILED 5x8 = 5x8 = NAILED 2x4 I I NAILED NAILED 8x12 = NAILED 3x4 I I 3 17 18 419 20 21 22 5 23 6 24 7 25 26 Du 827 28 29 30 9 1 :�� L___ 7 _rf� a( ST1.5x81 TP = 16 31 32 15 33 14 34 35 36 13 37 38 39 12 40 41 11 42 43 44 10 45 = 5x6 2x4 II NAILED NAILED NAILED 6x12 MT20HS = 2x4 NAILED 8x14 MT20HS = NAILED 2x4 II NAILED 6x8 NAILED Special 4x12 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7-0-0 13-6-7 20-2-10 26-10-14 33-7-1 40-5-0 7-0-0 6-6-7 6-8-3 6-8-3 G-8-3 G-9-15 Plate Offsets Y -- 2:0-3-0,0-2-15 3:0-4-0 0-2-2 , 8:0-6-0 0-4-8 10:Ed a 0-4-0 12:0-7-0,0-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.61 13 >787 240 MT20 244/190 TCDL 15. I Lumber DOL 1.25 BC 0.45 Vert(CT) -0.94 13 >508 180 MT20HS 187/143 BCLL OX Rep Stress Incr NO WB 0.83 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FB02017ITPI2014 Matrix-SH Weight: 515lb FT=20% LUMBER- BRACING - TOP CHORD x6 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. • -3: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 8-10 WEBS )x4 SP No.3 `Except' -15,5-15,5-12,8-12,8-10: 2x4 SP No.2 REACTIONS. Iblsize) 1 0=4131 /Mechanical, 2=3676/0-8-0 ax Harz 2=178(LC 27) Max Uplift 10=-1313(LC 5), 2=-1588(LC 4) FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) 2-ply truss tc Top chords ( Bottom chon Webs conne 2) All loads are ply connectk 3) Unbalanced 4) Wind: ASCE GCpi=0.18; I 5) Provide ade( 6) All plates are 7) This truss hE 8) ' This truss I will fit betwel 9) Refer to gird 10) Provide me 10=1313,2 11) "NAILED" i 12) Hanger(s) c 7-0-0 on to the respon: Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 2-3= 8453/3636, 3-4=-12129/5325, 4,5=-12126/5322, 5-7=-12167/5176, 7-8=-12167/5176, 9-10=-430/247 2-16=-3384/7674, 15-16=-3381/7642, 13-15=-5944/13730, 12-13— 5944/13730, 11-12=-3118l7944,10-11=-311817944 3-16=-641753, 3-15— 2128/4971, 4-15=-1007l755, 5-15= 1766/677, 5-13=0/588, 5-12= 1698/834, 7-12= 865/668, 8-12=-2235/4587, 8-11 =01741, 8-10= 8468/3356 :ie connected together with 10d (0.131 "x3") nails as follows: mnected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. > connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. led as follows: 2x4 - 1 row at 0-9-0 oc. :onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to is have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. oof live loads have been considered for this design. 10; �Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., W FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 sate drainage to prevent water ponding. MT20 plates unless otherwise indicated. 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. r(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 Qt=lb) 1588. icates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 322 lb up at chord, and 370 lb down and 142 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is illty of others. Joaquin Velez PE No.68182 M!Tek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 Lk WARNING``V'r1�yl9Aslglr Design valid fo parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ase only with Mfrel<0 connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. building de,slg fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall . Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing , M!Tek- Is always reclulr fabrication, sto d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ige, delivery, erection and bracing of trusses and truss systems, seeANSUMII Quality Ciftdo, DSO-89 and BCSI BuHdIng Component 6904 Parke East Blvd. Satatvintormaaoravollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply j T14996830 1481009-GRO BROCKS 808 Half Hip Girder 1 2 Job Reference (optional) Builders FirstS¢Urce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:11 2018 Page 2 I D:kDoExOCUktTSrn9GXN8bjgy45C6-vXeOT8PaGK_hOlvjOVSaEhaiJNSeps81 tmV004yh_5o LOAD CASES Standard 1) Dead + Fool Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veril 1-3=-70, 3-9= 70, 2-10— 20 Concentrate I Loads (lb) Ve .I3=-202(F) 6= 136(F)16=-370(F) 12=-61(F) 7=-136(F) 17=-136(F) 18=-136(F) 19=-136(F) 20= 136(F) 21-1 36(F) 22= 136(F) 23=-136(F)24= 136(F) 25= 1136(F) 26=-136(F) 27=-136(F) 28=-136(F) 29=-157(F) 30=-157(F) 31= 61(F) 32= 61(F) 33=-61(F) 34=-61(F) 35=-61(F) 36=-61(F) 37=-61(F) 38=-61(F) 39= ¢1(F) 40— 61(F) 41= 61(F) 42= 61(F) 43=-61(F) 44= 232(F) 45= 232(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/=015 BEFORE USE. Design valid for se only with MSTekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, riot a truss system. building design. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always requlr, prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Cua1HyCNedd, DSB-89 and BCS1 BuHdLV Component 6904 Parke East Blvd. Saretylnroano �. novailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996831 1481009-GRO BROCKS 1,01 Half Hip 1 1 Job Reference (optional) buuaers ron rlece, r-L J4`J4b 6.4LV b IYIay L4 LV 16 IVII Fell Illuubll wb, Illl:. 1 ue cup Y I %;q%; 14 4V 10 raye I ID:kDoExOCUktTSrn9GXN8bjgy45C6-NjCmgUPC1 e6YOSUvaDzpnu7y5nmxYL_A6QFZwWyh_5n 4-6-8 11-0-8 17-4-12 23-9.0 30-3-0 4-6-8 6-6-0 6-4-4 6-4-4 6-6-0 5.00 F12 4x6 = 4x6 = 2 • 1 4 0 Ml 3x4 = 3x4 = 3x4 = 3x4 = 3 17 4 5 618 Scale=1:56.3 3x6 = 7 14 13 12 11 10 9 8 2x4 11 5x8 = 3x4 = 3x4 = 3x4 = 3x8 = 3x6 11 v 19 . '9 Iq N 4-6-5 11-0-8 17-4-12 23-9-0 30-3-0 _ 4-6-8 1 6-6-0 6-4-4 6-4-4 6-6-0 Plate Offsets Y -- 1:0-8-8 Ede 7:0-2-12 Ede 9:0-3-8 0-1-8 LOADING (psfJ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.q Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.11 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.19 10-12 >999 180 MT20HS 187/143 BCLL 0. Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 8 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-SH Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc pudins, SOT CHORD x4 SP No.2 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-6 oc bracing. OTHERS x6 SP No.2 WEBS 1 Row at midpt 7-8, 3-13, 4-12, 7-9 .REACTIONS. Ib/size) 8=1 351 /Mechanical, 16=1304/Mechanical ax Horz 16=92(LC 12) ax Uplift 8= 566(LC 9), 16= 479(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1122/736, 2-3= 9931749, 3-4=-1789/1218, 4-6=-1866/1189, 6-7=-1306/807, 7-8=-1293/882 BOT CHORD 13-14— 279/222, 12-13= 1218/1789, 10-12= 1189/1866, 9-10= 807/1306 WEBS 3-13=-1048/618, 3-12=0/315, 4-10=-357/390, 6-10— 5057739, 6-9=-968/754, 7-9=-1046/1694, 1-13=-646/1073, 1-16=-1322/875 NOTES- 1) Wind: ASCE GCpi=0.18; t exposed ;C-( 2) Provide adec 3) All plates are 4) This truss ha 5) ' This truss t will fit betwee 6) Refer to girds 7) Provide mecl 8=566,16=4 '-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., IN FRS (envelope) and C-C Exterior(2) 0-7-4 to 13-0-5, Interior(1) 13-0-5 to 30-1-4 zone; cantilever left and right for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. AT20 plates unless otherwise indicated. 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 i the bottom chord and any other members. (s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING. JE rift' design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valld for se only with MITeIM connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stoi age, delivery, erection and bracing of trusses and truss systems, seeANSy7pII Gua/DyCdtella, DSB-89 and SCSI BuNding Component 6904 Parke East Blvd. Sofety littotma.pinvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996832 1481009-GR0 BROCKS ICO2 Half Hip 1 1 Job Reference (optional) Builders FirstSgUrce, Fort Piece, FL 34945 u.22u s May 24 zuib MI I eK Inausirles, inc. i ue pep 4 14:44:1 J zui ri rage 1 ID:kDoExOCUktTSrn9GXN8bjgy45C6-rwmeugOgoxEPec367wV2J6f2NB3CHmKJK4_6Tyyh_5m 7_R_A 7_R_A 1y_1_d 99-R-A sn-s-n '6-8 5-2-0 7.6-12 7-5-0 7-6-12 Scale = 1:53.4 5.00 12 - 5x6 = 2x4 1 5x6 = 3x4 = 3x8 = 2 3 15 4 5 16 6 2x4 I I 1 Ill 14 O d 6x8 12 71 10 8 7 6x8 = 6x8 = 3x4 3x8 = 3x6 11 5x6 I 1 2 -8 7-8-8 15-3-4 22-8-4 30-3-0 8 5-2-0 T&12 7-5-0 7-6-12 Plate Offsets ( Y)-- (2�0-3-0 0-2-41 (4:0-3-0 0-3-41 (8:0-3-8 0-1-81 j13:0-2-12 0-2-81 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.15 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.32 13-14 >999 180 BCLL OX Rep Stress Incr YES WB 0.78 Horz(CT) 0.05 7 n/a n/a BCDL 10.12 Code FBC2017ITPI2014 Matrix-SH Weight: 185lb FT=20%A LUMBER- BRACING - TOP CHORD 2A SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 530T CHORD 2x4 SP No.2 `Except` except end verticals. 11: 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. Except: WEBS x4 SP N0.3 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 10-13, 4-13, 6-8 ,REACTIONS. Ib/size) 7=1351/Mechanical, 14=1358/Mechanical vlax Horz 14=56(LC 12) ax Uplift 7= 561(LC 9), 14=-516(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1960/1278, 3-4=-1934/1267. 4-5=-2271/1387, 5-6= 1737/1040, 6-7= 1284/869 BOT CHORD 13-14=-562/723, 3-13=-468/482, 10-11= 267/484, 8-1 0=-1 040/1737 WEBS 2-13=-904/1564,10-13=-1134/1801,4-13=-398/209,4-10= 322/380,5-1O= 415/629, 5-8= 899/715, 6-8=-1196/2005, 2-14=-1379/939 NOTES- 1) Wind: ASCE -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) 0-1-12 to 11-0-5, Interior(1) 11-0-5 to 30-1-4 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) Provide ade ate drainage to prevent water ponding. 3) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss 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 the bottom chord and any other members. 5) Refer to gird (s) for truss to truss connections. 6) Provide mec i anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=561, 14=5 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING. rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103&015 BEFORE USE. Deslg.'1 valid to se only with MITek® connectors. This design Is based only upon parameters shown, and Is fat ati individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling individual truss web chord members only. Additional temporary and permanent bracing MiTek' building deslgr Is always requir Bracing Indicated Is to prevent of and/or for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANWMII GaalllyCdleda, DSB-89 and BCS/ BUBd/ng Component 6904 Parke East Blvd. Solely Infoirmc Non3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexancida, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pty T14996833 1481009-GROZA 13ROCKS-1 IC03 Half Hip 1 1 Job Reference (optional) tiu mers LOADING (pe TCLL 20 TCDL 15 BCLL 0 BCDL 10 LUMBER - TOP CHORD DOT CHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS t-ort niece, FL "d4y40 0.44U J 1VIdy 44 4U 10 IVII I — 111—L—b, II III. 1 U J IJ Y It* — It* LV 10 ray. 1 I D:kDoExOCUktTSrn9GXN8bjgy45C6-K6KW 5ARSZFMGFmelheOHsJCCxbO2OAZTZkkg?Oyh_51 7-8-8 15-3-4 22-8-4 30-3-0 7-2-0 7-6-12 7-5-0 7-6-12 ' Scale = 1:53.7 HS = 2x4 11 3x4 = 3x4 = 3x4 = 3x8 = 14 2 3 4 5 15 6 I9 9 11 10 9 8 0 7 12x14 = 6x6 = 5x8 = 3x6 II 7-8-8 153-4 22-8-4 go-3-07-8-8 A-12 7-5-0 7-6-12 r1:0-5-0 0-1-121 r8:0-4-0 0-3-0) r10:0-1-12 0-0-01 r12:Edge, 0-8-01 SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.90 Vert(ILL) 0.22 8-9 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.37 8-9 >967 180 MT20HS 187/143 Rep Stress Incr YES Code FBC2017/TP12014 WB 0.98 Matrix-SH Horz(CT) 0.05 7 n/a n/a Weight: 178lb FT=20% BRACING- 4 SP No.2 TOP CHORD 4 SP No.2 `Except` BOT CHORD 10: 2x4 SP No.3 :4 SP No.3 `Except* WEBS 13: 2x8 SP 240OF 2.0E D/size) 7=1344/Mechanical, 13=1 351 /Mechanical lax Uplift 7=555(LC 8), 13=-551(LC 8) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 1-2=-2437/1433, 2-3— 2370/1383, 3-5=-2747/1564, 5-6= 2101/1234, 6-7=-1275/852, 1-13=-1262/851 2-12=-552/517, 9-10=-368/680, 8-9= 1234/2101 1-12= 1503/2564, 9-12=-1214/2072, 3-12= 413/237, 3-9=-340/353, 5-9=-4147725, 5-8=-889/695, 6-8= 1348/2306 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 5-3-3 oc bracing. Except: 10-0-0 oc bracing: 10-12 1 Row at midpt 1-12, 9-12, 6-8 NOTES 1) Wind: ASCE 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) 0-3-10 to 6-3-10, Interior(1) 6-3-10 to 30-1-4 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 ader- ate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss ha been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss Ir 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 betwet the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mec janical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=555, 13=5 11. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 Q WARNING. t/erlty design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11,01-7473 rev. 10/032015 BEFORE USE. Design vaild fo se only with hilTek'Iy connectors. This design Is based only upon parameters shown, and Is form Individual building component, not �' a truss system. building design. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always requlr, fabrication, sto d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ge, delivery, erection and bracing of trusses and truss systems, seeANSMIJ Qua/ByCtrteda, DS049 and SCSI BU9ding Component _ 6904 Parke East Blvd. Safety Informallonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996B34 1481009-GRO BROCKS fSO4 Roof Special Girder 1 2 Job Reference (optional) bunaers rbrsttiqurce, ron rlece, t-L a494b C.ZZu s May Z4 ZVI b IVII I eK Inauslrles, Inc. I ue oep 4 14:44:1 / ZUl C rage 1 I D: kDoExOCUktTSrn9GXN8bjgy45C6-khOfjCTLsAkr6DMtM mz_Uyg000NJDXJvFiyKcjyh_5i 2 24-6-8 30-3-0 5-6-12 5-8-8 Scale =1:52.4 ' NAIL D NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x6 = 3x6 = 2x4 II NAILED NAILED 3x4 = 3x4 = NAILED 3x4 = NAILED 3x6 = NAILED NAILED 5x8 = 1 11 19 2 20 213 22 23 4 524 25 6 26 27 28 7 29 30 B 17 3 32 16 33 34 1� 0 3x6 II 4x6 =NAILED 14 73 35 36 12 37 38 1139 40 41 10 42 43 9 NAIL 6x8 = 5x8 = D NAILED 7x10 = NAILED NAILED NAILED NAILED 5x6 = NAILED 3x6 II NAILED NAILED 3x4 = NAILED NAILED NAILED NAILED NAILED 0-0 7-8-8 13-5-0 15-11-12 24-6-5 30-3-0 FO-0 3-8-8 5-8-8 5-6-12 5-6-12 5-8-8 Plate Offsets ;Y -- 10:0-3-8 0-2-5 11:0-3-0 0-3-0 , fl2:0-2-8,0-3-0 15:0-4-12 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Udefl L/d PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.32 11-12 >999 240 MT20 244/190 TCDL 15.0I Lumber DOL 1.25 BC 0.94 Vert(CT)-0.4911-12 >737 180 BCLL 0.0 ' Rep Stresslncr NO WB 0.98 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 354 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, BOT CHORD x4 SP No.2 `Except` except end verticals. 1 13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-12 oc bracing. Except: WEBS x4 SP No.3 *Except' 10-0-0 oc bracing: 13-15 2-15: 2x6 SP No.2 REACTIONS. lb/size) 17=2861/Mechanical, 9=2843/Mechanical ax Uplift 17=-1326(LC 4), 9= 1275(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-2762/1323, 1-2— 3976/1830, 2-3= 6655/3049, 3-4=-6558/3015, 4-6= 7264/3281, 6-7=-6925/3119, 7-8= 4591/2064, 8-9= 2728/1308 BOT CHORD 15-16=-1830/3976, 13-15=0/252, 3-15=-626/468, 12-13=-452/1268, 11-12= 3119/6925, 10-11= 2064/4591 WEBS 1-16=-2146/4667,2-16=-2225/1153,2-15=-1453/3193,12-15=-2841/6021,4-15=-774/292, 4-12=-482/483, 6-12=-184/386, 6-11=-959/681, 7-11= 1199/2652, 7-10— 2127/1238, 8-10= 2306/5128 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords c innected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chor connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs Conn., ;Jed as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectio shave been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpj=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adec ate drainage to prevent water ponding. 5) Thls truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss t1 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 betweel the bottom chord and any other members. 7) Refer to gird(I�(s) for truss to truss connections. 8) Provide mecanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=1326, 9= 275. 9) "NAILED" in i ates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 8034 LOAD CASES Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: September 4,2018 ® WARNING - VIrflydesign parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 101=2015 BEFORE USE. Design valid for e only with MITekv connectots. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. designIge, ore usethe building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiYek' building Is always requirefor ndicated prevent stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, sio dellvery, erection and bracing of trusses and truss systems, seeANs&VI1 QualllyCr6eda, DS8-09 and SCSI Bu6ding Component 6904 Parke East Blvd. Safety lhfanna lionavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1 T14996834 1481009-GROZ -BROCKS I004 Roof Special Girder - 1 2 Job Reference (optional) CUIIaerS rlrsusqurce, FOR F'lece, FL 3494b 8.220 S May 24 2018 MI I eK Inaustrles, Inc. I ue Sep 4 14:44:17 2018 Page 2 ID:kDOEXOCU ktTSrn9GXNBbjgy45C6-khOfjCTLsAkr6DMtMmZ_UygoOoNJ DXJvFiyKcjyh_5i LOAD CASE() Standard Uniform Lae s (plf) Ve 1-8= 70, 15-17= 20, 13-14= 20, 9-13= 20 Concentrated Loads (lb) Ver 12=-61(B) 4=-136(B) 7=-136(B) 10= 61(B) 18=-119(B)19= 119(B) 20= 119(B) 21=-119(B) 22= 136(B) 23=-136(B) 24=-136(13) 25=-136(B) 26=-136(B) 27= 1136(B) 28=-136(B) 29— 136(B) 30— 136(B)31= 86(B) 32=-86(B) 33_ 86(B)34— 86(B) 35=-61(B) 36=-61(B) 37=-61(B) 38=-61(B) 39= 61(B)40=-61(8) 41=-PI (B)42=-61(B) 43=-61(B) WARNING - J rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103ROIS BEFORE USE. Design valid for se only with MllekV connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system, fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always requIrd d for stability and to prevent collapse with possible personal Inlury and properly damage. For general guidance regarding the fabrication, stoi age, delivery, erection and bracing of Trusses and Truss systems, seeANSUIPII AaallyClBedd, DSB-89 and BCSI BuIldlgg Component 6904 Parke East Blvd. Satotyrntomra fonzivc labie from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type t Qty Ply T14996835 1481009-GRO ROCKS ICJ1 Corner Jack 14 1 Job Reference (optional) t3wlrlers i-I rorr niece, rL 04y4b O.LLV O .—Y LY LV 10 ,YII I GA II,VUOl110J, a uc ucp Y iY.-rr. , , —v rasc I D:kDo ExOCUktTSrn9GXN8bjgy45C6-khOfjCTLsAkr6DMtMmZ_UygwKobtDmZvFiyKcjyh_5i -1-0-0 1-0-0 1-0-0 1-0-0 2x4 = ST1.5x8 STP = 1-0.0 1-0-0 LOADING (psf)l SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid TCLL 20.01 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 2 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 t Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.OI Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD x4 SP No.2 @OT CHORD �x4 SP No.2 REACTIONS. Ib/size) 3=-1 1 /Mechanical, 2=15910-8-0, 4=9/Mechanical ax Harz 2=43(LC 8) ax Uplift 3=-11(LC 1), 2= 109(LC 8) ax Grav 3=21(LC 8), 2=159(LC 1), 4=1 B(LC 3) FORCES. (lb) H Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE GCpi=0.18; for reactions 2) This truss he 3) ` This truss will fit betwe 4) Refer to gird 5) Provide med 2=109. m m 0 N O PLATES GRIP MT20 244/190 Srale =1:6.7 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., W FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS hown; 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. 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. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=1b) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for se only with MlTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. I bullding design ofore use, the building designer must vettfy 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 Welk' Is always required prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of Trusses and Truss systems, seeANSI/IPII OUaBlyCdt®da, DSB-89 and BCSI BuGd(ng Component 6904 Parke East Blvd. Sofety lnfonna navallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14996836 1481009-GROZA ROCKS ISJ2 Corner Jack 2 1 Job Reference (optional) buimers FIrstbopree, Fort Niece, FL J4y4b menu S IVIQy L'1 ev 18 IV"' en IIIUU uu'Z II" I uu Z Y I Y:YY. I o 4u t o ragu 1 I D:kDoExOCUktTSrn9GXNBbjgy45C6-Cta1 xXUzcUsikNx3wT4D09N45Cv9yDp3UMit8Ayh_5h 1-0.0 3-0-0 1-0-0 3-0-0 2x4 = STP = 2-9-0 Scale = 1:11.0 Plate Offsets ( Y)-- (2:0-1-6 0-0-61 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 3 >999 180 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix-R Weight: 14 lb FT = 20% LUMBER- ' BRACING - TOP CHORD x4 SP No.2 TOP CHORD BOT CHORD ' x4 SP No.2 `Except` BOT CHORD -7: 2x4 SP No.3 REACTIONS. lb/size) 4=58/Mechanical, 2=248/0-8-0, 5=54/Mechanical 41 Max Horz 2=87(LC 12) �, ax Uplift 4=-45(LC 12), 2=-109(LC 8) Max Grav 4=58(LC 1), 2=248(LC 1), 5=90(LC 3) FORCES. (lb) I Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE GCpi=0.18; for reactions 2) This truss ha 3) ` This truss I will fit betwe, 4) Refer to gird 5) Provide mec 2=109. Structural wood sheathing directly applied or 3-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., VFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS sown; 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. 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. Inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - I' rify design parameter and READ NOTES ON THIS AND INCLUDED mnrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld to ise only with MlTekD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. building desig I Dfore use, the building designer must verify the applicabilityof 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 Welk' Is always requlr . prevent d for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSIRPIf GuaMyCrfledd, DSB-89 and BCSI Bu0dalg Component 6904 Parke East Blvd. Safety fnfonna(fomvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14996837 1481009-GR0BROCKS 0,13 Corner Jack 8 1 Job Reference (optional) builders Fdrt F'leCe, hL 3494b u.eeu s May Z4 euiu NII i eKJnuubtrleb, inu. i ue oep 'i r'1:'W:le eu to rage i I D:kDoExOCUktTSrn9GXN8bjgy45C6-g47PBtVbN n_ZMXW FUBbSZNvFrcGlhg2gORRgeyh_5g 1.0-0 3-0-0 1-0-0 3-0-0 2x4 = .5x8 STP = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC . 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a ' n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-P LUMBER - TOP CHORD x4 SP No.2 BOT CHORD �x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz 2=87(LC 12) Eax Uplift 3_ 66(LC 12), 2=-116(LC 8) ax Grav 3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) I Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.0 dh PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; N W FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions hown; 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 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 betwe In the bottom chord and any other members. 4) Refer to girdle�(s) for truss to truss connections. 5) Provide mec I anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=116. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - ✓ rify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vaild for i Ise only With ir9Rek� connectors. This design is based only upon parameters shown, and is for an individual bukding component, not a truss systemI -fore useib 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 weand/or chord members only. Additional temporary and permanent bracing MOWIs always recluir for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd.fabrication, stor ge, delivery, erection and bracing of trusses and truss systems, seeANSW11 GuaMfyCdfefla, DSO-89 and BCS1 BuMding Component Safefvintorma n3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type FT T14996838 1481009-GROZA ROCKS J4 Corner Jack Job Reference (optional) bullaers ron "ece, rL wawa 1-0-0 ~1-0-0 2x4 = ST1.5x8 STP = 2-9-0 5-0-0 2-9-0 2-3-0 Scale: 3/4°=l' LOADING (psi }I SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 5-6 >999 240 MT20 244/190 TCDL 15.01 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.05 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a BCDL 10.O1 Code FB02017ITP12014 Matrix-R Weight: 20 lb FT = 20% LUMBER - TOP CHORD x4 SP No.2 80T CHORD x4 SP No.2 `Except` �-7:2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied ors-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing. REACTIONS. IIb/size) 4=122/Mechanical, 2=335/0-8-0, 5=82/Mechanical ax Horz 2=134(LC 12) ax Uplift 4=-92(LC 12), 2= 112(LC 8), 5=-9(LC 12) Max Grav 4=122(LC 1), 2=335(LC 1), 5=112(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 340/196 BOT CHORD 2-7=-351/364, 3-6=-364/351 NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15111; Cat. 11; Exp C; Encl., GCpi=0.18; 11 IW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions hown; 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 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 ; the bottom chord and any other members. 4) Refer to gird r(s) for truss to truss connections. 5) Provide mec lanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2=112. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - f c erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev. 10103,2015 BEFORE USE. MITekV This design Is based only upon parameters shown, and is for an Individual binding component, not `^ Nslgn valid a truss system. r use only With connectols. I efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg n Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requl fabrication, stgi d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the zi e, delivery, erection and bracing of trusses and truss systems, seeANSJ7PU GualByWOW, DSO-69 and SCSI BUMdh1g COlaponenf 6904 Parke East Blvd. Safe Infound bmivallable from Truss Piate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T74996839 1481009-GROZAi BROCKS 10,15 Corner Jack 8 1 Job Reference (optional) Builders FirstSo Jrce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:21 2018 Page 1 I D:kDoExOCUktTSrn9GXN8bjgy45C6-cSFAZZW rvPE Hbggebceweo? UtPvt9aYVAKwXIVyh_5e 1-0-0 5-0.0 1� O-p r 5-0-0 Scale: 3/4°=1' 4x6 = ST1.5x8 STP = Plate Offsets (XI�Y)-- (2.0-0-6 0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 17 lb FT = 20% LUMBER - TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 REACTIONS. lb/size) 3=148/Mechanical, 2=31410-8-0, 4=46/Mechanical ax Horz 2=134(LC 12) •vlax Uplift 3=-129(LC 12), 2= 122(LC 8) Max Grav 3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) H Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE GCpi=0.18; for reactions 2) This truss ha. 3) ` This truss 1- will fit betWee 4) Refer to gird( 5) Provide mect 3=129, 2=12 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., MFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS Town; Lumber DOL=1.60 plate grip DOL=1.60 been designed fora 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. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 4,2018 ® WARNING - N!y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE m� Design valid fol Ise only with MITekV connectors. This design Is based only upon parameters shown, and Is tot an Individual building component, not a truss system. B Dfore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling Individual truss chord members only. Additional temporary and permanent bracing MiTek' building design Is always requir Bracing Indicated Is to prevent of web and/or d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, stou ige, delivery, erection and bracing of trusses and truss systems, seeANWWII Gua/gyCrBerla, DSB-69 and SCSI BuIlding Component 6904 Parke East Blvd. Safety Infonna.l.brovallable from Truss Plate Insfitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14996840 1481009-GROZA BROCKS ICJ21 Jack -Open 8 1 Job Reference (optional) bunaers rorr niece, rL MV45 O.LLV b IVlay L4 eV I O IVII I en IIIUUbrl ltlb, Iliu. I Ue oup Y IY:YY: I LU I O raye 1 I D:kDoExOCUktTSrn9GXN8bjgy45C6-g47P8tVbNn_ZMXW FUBbSZNvGwcHKhg2gORRgcyh_5g 2x4 = m 6 Scale = 1:6.5 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0� Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/fP12014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP No.2 ix4 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ib/size) 3=-5/Mechanical, 2=154/0-3-8, 4=10/Mechanical ax Horz 2=44(LC 8) Vax Uplift 3=-6(LC 13), 2— 105(LC 8) Max Grav 3=18(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE -10; Vuli=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O.18; A W FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions hown; 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 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 gird �(s) for truss to truss connections. 5) Provide mec I anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=105. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V r- design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for se only with IvIll I) connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. building design fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is always requlr prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSWIt GuaigyCdleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormo fonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312 FJexancirta. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996841 1481009-GROZ-BROCKS 01 Half Hip Girder 1 2 Job Reference o floral t1Wleters FrrsiJqurce, t--ori viece, I-L 64y40 7-1-8 O.GGU b IVldy GY LU 10 IVII I UN II IUUbII1Ub, II IU. I UU JUp Y IY.YY.LG LU I O raye 1 ktTSrn9GXN8bjgy45C6-5fpYnvXTgiNBD_Fg9J99B?XbapA_uodeP_g5Hxyh_5d 6x8 7�- 3x4 = ' 4 5 5.00 12 5x8 3 I 2 1 13 14 12 15 11 16 10 17 ST 5x8 STP = 3x8 HTU26 7x10 = 7x10 W B = 7x10 _ HTU26 II — 12 MT20HS i HGUS26-2 HTU26 HTU26 3-9-4 5x8 = 6x8 = 6 7 9 18 Z 8 10x12 = 4x12 = HTU26 HTU26 Scale = 1:38.4 I 7-1-8 13-6-0 16-9-12 20-7-0 l 7-1.8 B-4-8 3-3-12 3-9-4 Plate Offsets 2:0-4-3 Ed e 4:0-5-8 0-3-0 6:0-3-8 0-2-8 7:0-4-0 0-1-12 9:0-3-8 0-5-0 10:0-3-0 0-4-12 12:0-5-0 0-4-12 13:0-4-12 0-1-8 LOADING (psf: SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.21 12-13 >999 240 MT20 244/190 TCDL 15.CI Lumber DOL 1.25 BC 0.59 Vert(CT) -0.35 12-13 >682 180 MT20HS 187/143 BCLL OX ' Rep Stress Incr NO W B 0.91 Horz(CT) 0.08 8 n/a n/a BCDL 10.(I Code FBC2017/TP12014 Matrix-SH Weight: 306 lb FT = 20 LUMBER- BRACING - TOP CHORD x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, • -7. 2x6 SP tia.2 except end verticals. BOT CHORD x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9-1-6 oc bracing. WEBS x4 SP No.3 *Except* -8: 2x8 SP 240OF 2.OE, 7-9,5-12,6-10: 2x4 SP No.1 .OTHERS x4 SP No.3 WEDGE Left: 2x4 SP Na REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) 2-ply truss to Top chords ( Bottom chon Webs conne 2) All loads are ply connecti( 3) Unbalanced 4) Wind: ASCE GCpi=0.18; 1 5) Provide ade( 6) All plates are 7) This truss ha 8) ' This truss I will fit betwel 9) Bearing atjc capacity of b 10) Provide ME 2=2585,8= 11) Use Simps ze) 2=7119/0-8-0, 8=9703/0-4-0 Horz 2=255(LC 8) Uplift 2=-2585(LC 8), 8= 3598(LC 5) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-16707/5996, 3-4=-13219/4934, 4-5= 12054/4531, 5-6=-10841/4092, 6-7=-7155/2674, 7-8=-8708/3289 2-13=5634/15220, 12-13= 5634/15220, 10-12=-4092/10841, 9-10= 2674/7155 3-13=-1330/4267, 3-12= 4176/1481, 4-12= 1766/4766, 7-9=-4078/10906, 5-12=-788/1964, 6-9= 4785/1918, 5-1 0=-1 809/729, 6-10= 2298/5971 be connected together with 1Od (0.131"xX) nails as follows: �nnected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. connected as follows: 2x6 - 2 rows staggered at 0-2-0 oc. :fed as follows: 2x4 - 1 row at 0-9-0 oc. onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 1s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. of live loads have been considered for this design. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. 11; Exp C; Encl., W FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. T20 plates unless otherwise indicated. 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 (I the bottom chord and any other members. t(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify aring surface. �hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) Strong -Tie HGUS26-2 (20-1 Od Girder, 8-10d Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 Q WARNING - V rify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design vatld fo use only with MITeko connectors. ]his design Is based only upon parameters shown, and Is for on Individual buiiding component, not a truss system. iEffore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building deslg Is always requir . Bracing prevent of d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcation, sto age. delivery, erection and bracing of trusses and truss systems, seeANSMIJ Gaal@yCdleda, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Sa/e/v►nlormaaorgvolloble from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type city Ply �BROCKS;s T14996841 1481009-GRO Half Hip Girder 1 2 Job Reference o tional Builders FirstS ttrce, Fort Piece, FL 34945 8,220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:22 2018 Page 2 ID:kDoExOCUktTSrn9GXNebjgy45C6-5fpYnvXTgiN8D_Fg9J99B?XbapA_uodeP_g5Hxyh_5d NOTES- 12) Use Simp n Strong -Tie HTU26 (20-1 Od Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max starting at 9-0-12 from the left end to 11-0-12 tolionnect truss(es) to back face of bottom chord. 13) Use Simps¢n Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc max. starting at 13-0-12 from the left end to 19-0-12 to onnect truss(es) to back face of bottom chord. 14) Use Simps n Strong -Tie HTU26 (20-10d Girder, 14-10dxl 1/2 Truss) or equivalent at 17-0-12 from the left end to connect truss(es) to back face of bottom chord. 15) Fill all nail oles where hanger is in contact with lumber. LOAD CASE( Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa is (plf) Vert: 1-4=-70, 4-7= 70, 2-8=-20 Concentrate Loads (lb) Vert 13=-4111(B) 9=-2306(B) 14=-1776(B) 15— 1776(B) 16=-1776(B) 17=-1776(B) 18=-1414(B) WARNING - V rify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design vaild for se only with MlTekb connectors. This design is based only upon parameters shown, and Is for an individual building component, hot a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is always requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the n fabricatlo, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSF/IPII Quaky Cdfeda, DSB-89 and BCS180d6rg Component 6904 Parke East Blvd. Safety /ntolmaf lomvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996842 1481009-GRO BROCKS 1D02 Roof Special 1 1 Job Reference (optional) L3urciers rlrstbclPrce, rOn Niece, rL 3494b LOADING (p: TCLL 20 TCDL 15 BCLL C BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS )-4 1-8-6 0.9-2 1-2-5 1; 4x6 = 3x8 = 5 4 5.00 FIT 2x4 II 17 3 2x4 I I 19 18 t$.ZZU s May Z4 ZU7t3 IVII i eK Inaustries, MG. i ue Jep 4 14:44:Z3 eu is rage i TSrn9GXNSbjgy45C6-ZrNw_FY5ROV_r8q 1j 1 gOj D4nODRYdMnodePepNyh_5c 2-5-6 14.1-12 , 16-4-0 20-7-0 I-9-2 1-8-6 4-3-0 3x8 = 4x6 = 67 10 Scale=1:36.7 2x4 14x6 = 9 11 c 'e1 16 15 14 13 X 3 STP = 2x4 I I 3x8 MT20HS = 3x4 = 2x4 11 12 6x8 = 6-10-4 14-1.12 , 16_ 4-0 20-7-0 6-10-4 7-3-8 2-2-4 4-3-0 ')-- (10:0-4-8 0-2-01 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.40 2-16 >609 240 MT20 2441190 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.64 14-16 >376 180 MT20HS 187/143 Rep Stress Incr YES WB 0.47 Horz(CT) 0.04 12 n/a n/a Code FBC2017/TP12014 Matrix-SH Attic -0.24 14-16 368 360 Weight: I10lb FT=20% BRACING- (4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc puriins, 10: 2x4 SP No.1, 7-11.- 2x4 SP No.2 except end verticals. (4 SP M 31 'Except* BOT CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. 15: 2x4 SP No.1 (4 SP No.3 `Except' -16,4-6,8-14: 2x4 SP No.2 REACTIONS. lb/size) 12=96210-3-0, 2=1066/0-8-0 ax Harz 2=237(LC 12) ax Uplift 12=-300(LC 9), 2=-314(LC 12) ax Grav 12=1083(LC 2), 2=116B(LC 2) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1995/743, 3-4=-1699/816, 4-5— 224/577, 5-6=-210/574, 6-7=-1604/831, 7-% 642/718,8-10= 904/7311 7-9=-1021/175,9-11=-1037/210, 11-12=-521/205 BOT CHORD 2-16=-854/1710, 14-16=-854/1710, 13-14=-836/1091, 12-13=-820/1080 WEBS 3-16=0/443, 4-17=-2293/1140, 6-17= 2293/1140, 10-14� 25/945, 10-13=-312/128, 9-10=-326/320, 10-12=-1185/902, 10-11=-215/1102 NOTES - I) Unbalanced i of live loads have been considered for this design. 2) Wind: ASCE -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) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 10-6-0, Exterior(2) 10-6-0 to 12-3-11, Interior(1) 12 3-11 to 20-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL il.60 plate grip DOL=1.60 3) Provide adec I ate drainage to prevent water ponding. 4) All plates areZdIT20 plates unless otherwise indicated. 5) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss 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 betWeE 11 the bottom chord and any other members, 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-17, 6-17 8) Bottom chord(live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=300, 2=314 10) Graphical p riin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) ATTIC SP/{ E SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING • V riiy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. f0/03/2015 BEFORE USE. Design valid to se only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot � a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is buckling individual truss and/or chord members only. Additional temporary and permanent bracing MiTek Wilding deslg.. Is always requlr Bracing indicated to prevent of web d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANNMII GualByCiffedd, DSB-89 and SCSI SaOdfng Component 6904 Parke East Blvd. Tampa, FL 33610 Safety fntorma/fonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Job Truss Truss Type Qty Ply T14996843 1481009-GRO BROCKS 1®03 Roof Special 1 1 Job Reference (optional) buimerS r-irsibqurce, t-on 1 lece, M "d4y4b 6-10-4 5.00 12 2x4 II 3 17 1� M ZZU S IVIdy 44 LU 10 IVII I UK InUU51IIe5, mu. I ue aep 4 14:44:L4 :u 1 b r-aye I ID:kDoEx000 ktTSrn9GXNebjgy45C6-11 xlCbZkCKdrSiODHkBdGQdyTdgQMmxxsl9CMpyh_5b 8-6-10 9-3-11, 10-6-0 , 11-8-5 ,12-5-61 14-1-8-61-12 16-4-0 20-7-0 0-9-2 1-2-5 1-2-5 0-9-2 2-2-4 4-3-0 4x6 = 3x8 = 5 3x8 = 4 6 Sx8 = 2x4 11 7 9 Scale=1:36.7 4x6 = 10 V a ,` 1 15 14 13 12 ST1.5 8 STP = 2x4 II 3x6 = 11 3x4 = 2x4 11 6x8 — 4 i = 6.10-4 14-1.12 16-4-0 20-7.0 6-10-4 7-3-8 2-2-4 4-3-0 Plate Offsets - 7:0-2-11,Ed a 8:0-4-80-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.38 13-15 >640 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.64 13-15 >379 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.04 11 n/a n/a BCDL 1o.0 Code FBC2017/TP12014 Matrix-SH Attic -0.22 13-15 391 360 Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 31 'Except" TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puriins, - -10: 2x4 SP No.2 except end verticals. BOT CHORD x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-3-6 oc bracing. WEBS x4 SP No.3 `Except' �.-1 5,4-6,7-13: 2x4 SP No.2 REACTIONS. lb/size) 11=979/0-3-0, 2=1075/0-8-0 ax Harz 2=207(LC 12) ax Uplift 11=-277(LC 13), 2=-313(LC 12) ax Gram 11=1100(LC 2), 2=1177(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2072f744, 3-4=-1745/812, 4-5=-292/846, 5-6=-270/857, 6-7= 1746/834, 7-8=-1094/520, 7-9=-768/334, 9-10=-830/385, 10-11=-274/209 BOT CHORD 2-15=-804/1778, 13-15= 804/1778, 12-13= 769/1570, 11-12=-764/1564 WEBS 3-15=01519, 4-16=-2734/1211, 6-16=-2734/1211, 7-13=0/534, 8-13=-112/294, 8-9=-305/275, 8-11 =-1 713/832, 8-10=-375/820 NOTES- 1) Unbalanced i oof live loads have been considered for this design. 2) Wind: ASIDE -10; Vult=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) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-6-0, Extedor(2) 10-6-0 to 14-7-9, Interior(1) 14 -9 to 20-5-4 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 3) Provide ade ate drainage to prevent water ponding. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss 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 willfitbetweE the bottom chord and any other members. 6) Ceiling dead I ad (5.0 psf) on member(s). 3-4, 6-7, 4-16, 6-16 7) Bottom chorc live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 11=277, 2=3 3. 9) Graphical pu in representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 10) ATTIC SPA,, E SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V rify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design vaild for se only with Ivinei.8 connectors. This design is based only upon parameters shown, and Is for an Individual but ading component, not Nil' a truss system. B afore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Individual truss members only. Additional temporary and permanent bracing MiTek' i building design. Is always requir fabrication, sto Bracing Indicated is to prevent buckling of web and/or chord d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e, delivery, erection and bracing of trusses and Truss systems, seeANS►7PIl CUa*CtCeda, DSB-89 and SCSI BulldIng Component 6904 Parke East Blvd. Safety lnfonnalianavailable from Truss Plate Insf fLife. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996644 1481009-GRO -BROCKS HDO4 Roof Special 1 1 1 Job Reference (optional) bunaers t-IrstSoprce, I-ort Niece, FL 34B4b 5.00 F12 2x4 11 3 16 i 15 I d 1 13 ST1.5 8 STP = 2x4 I I 4' 6-10-4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0, Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL OA Rep Stress incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD �IX4 SP M 31 `Except' -9: 2x4 SP No.2 BOT CHORD 04 SP M 31 WEBS x4 SP N0.3 `Except` ,-13,4-6,7-11: 2X4 SP No.2 8.22U S May 24 2U18 MI I eK inaustrles, Inc. I Ue Sep 4 14:44:25 2018 Page 1 I D:kDoExOC UktTSrn9GXN8bjgy45C6-VEVgPxZMzdli4SzPgRispe99R 1 A?5BU45yuluGyh_5a 11-8-5 12-5-6, 14-1-12 16-4-0 1 20-7-0 Scale=1:36.9 46 = 3x8 = 5 3x8 = 4 6 14 2x4 II 7 2x4 I I 4x6 = 2x4 11 8 9 12 11 3x6 = 3x4 = CSI. DEFL. in (loc) Udefl ud TC 0.69 Vert(LL) -0.4011-13 >599 240 BC 0.70 Vert(CT) -0.6711-13 >361 180 WB 0.96 Horz(CT) 0.04 10 n/a n/a Matrix-SH Attic -0.2611-13 339 360 BRACING- 6x8 = 20-7-0 4-3-0 PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. j9EACTIONS. b/size) 10=992/0-3-0, 2=1079/0-8-0 ax Harz 2=178(LC 12) ax Uplift 10= 263(LC 13), 2=-314(LC 12) ax Grav 10=1113(LC 2), 2=1181(LC 2) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2071/787, 3-4=-1744/837, 4-5= 284/812, 5-6= 283/824, 6-7=-1731/821, 7-8= 2055/843 BOT CHORD 2-13= 732/1776, 11-13=-732/1776, 10-11=-877/2018 WEBS 3-13=0/520, 4-14=-2695/1188, 6-14=-2695/1188, 7-11=-91/703, 8-11=-388/264, 8-10=-2235/963 NOTES 1) Unbalanced I�, of live loads have been considered for this design. 2) Wind: ASCE -101 Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; at. II; Exp C; Encl., GCpi=0.18; FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-6-0, Exterior(2) 10-6-0 to 16-4-0, Interior(1) 16 )l-0 to 20-5-4 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 3) Provide adeq ate drainage to prevent water ponding. 4) This truss ha�' been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 5) ' This truss h is been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee ' the bottom chord and any other members. 6) Ceiling dead ad (5.0 psf) on member(s). 3-4, 6-7, 7-8, 4-14, 6-14 7) Bottom chor ive load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 8) Provide mec nlcal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=263, 2=3 A. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33010 Date: September 4,2018 ® WARNING - V' IY deslgn parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE NIP7473 rev. 10/012015 BEFORE USE. Design valid tot se only with Miiek9 connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. building design for use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlr prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, slor e, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualifyClBeda, DSB-89 and SCSI BuBding Component 6904 Parke East Blvd. Sofoty Intonna.lonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply �BROCKS~005 T14996845 1481009-GRO Roof Special 1 1 Job Reference (optional) ouuuefs ru5L0wce, rorL rlece, rL 34945 8.220 s May 24 2018 Nli I eK inousirles, Inc. I ue Sep 4 14:44:26 20i n rage 1 ID:kDoExOCUktTSrn9GXN8bjgy45C6-zQ23cGa_kxtZicYbO9D5Lri I mQR3ggPEKbelQiyh_5Z -1.0- , 6-10-4 8-6-10 9-3-11; 10-6-0 , 11-8-5 ,12-5-6, 14-1-12 18-4-0 20-7-0 1 0-(( 6-10-4 1-8-6 0-9-2 1-2-5 1-2-5 0-9-2 Y-8-6 4-2-4 2-3-0 Scale = 1:37.2 6x8 I 3x8 = 5 3x8 = 4 6 5.00 FIT 2x4 I 2x4 II 14 3 7 16 17 15 4x6 = 2x4 l i 8 10 i u 1 e c 13 12 11 9 STi. x8 STP = 2x4 I 3x8 MT20HS = 9 4 8x10 = 2x4 I I 6-10-4 14-1-12 18-4-0 20-7-0 6-10-4 7-3-8 4-2-4 2-3-0 Plate Offsets Y -- 5:0-2-0 0-3-0 9:0-0-0 0-2-1 i LOADING (psf SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.40 11-13 >603 240 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.96 Vert(CT) -0.68 11-13 >357 180 MT20HS 187/143 BCLL 0. Rep Stress Incr YES WB 0.66 Horz(CT) 0.03 9 n/a n/a BCDL 10.( Code FBC2017/TPI2014 Matrix-SH Attic -0.25 11-13 351 360 Weight: 84lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc puriins, -10: 2x4 SP No.2 except end verticals. BOT CHORD x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-11-3 oc bracing. WEBS 2x4 SP No.2 *Except* 2x4SP No.3 WEDGE Right: 2x4 SPREACTIONS. E-14: e) 2=1082/0-8-0, 9=1008/03-0 Max Horz 2=148(LC 12) Max Uplift 2=-315(LC 12), 9=-250(LC 13) ax Grav 2=1184(LC 2), 9=1129(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2119/817, 3-4=1779/859, 4-5=-375/1006, 5-6=-403/1007, 6-7=-1779/831, 7-8=-2032l797, 8-9=-2115/842 BOT CHORD 2-13= 686/1821, 11-13=-686/1821, 9-11=-687/1822 WEBS 3-13=01546, 4-14= 2948/1353, 6-14=-2948/1353, 7-11=0/481 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; f1WFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-6-0, Exterior(2) 10-6-0 to 16-6-0, Interior(1) 16 6-0 to 20-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL 11.60 plate grip DOL=1.60 3) Provide adec irate drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss 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' the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 7-8, 4-14, 6-14 8) Bottom chor (live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 9) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=315, 9=25 . 10) Graphical p din representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 11) ATTIC SPA 1,E SHOWN IS DESIGNED AS UNINHABITABLE. MiTekUSA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 0 WARNING - V d1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. I Design valid for se only with N11Tekb connectors. This design Is based only upon parameters shown, and is for an fndivlduai building component, hot � a Truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' building design. Is always requir, prevent of d for stabllfty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the sto age, delivery, erection and bracing of trusses and truss systems, seeANSI/1P11 QualifyCdleda, DSB-89 and BCSI00ding Component 6904 Parke East Blvd.fabrication, Safety Informaflonavallable, from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996846 1481009-GROZA BROCKS-1 ID06 Common 5 1 Job Reference (optional) Buiiders FirstSO firce, tort Piece, FL 34945 8.220 s May 24 2u1 B Mi Tek industries, Inc. I ue Sep 4 14:44:21 201 B Page 1 1 D:kDoExOCUktTSrn9GXN8bjgy45C6-RccRgcbcVF?QJI7oysIKu3FUogsiZ52NYFNsyByh_5Y -1-0-0 6-10.4 8-6-10 9-3-17 10-6-0 11.8-5 12-5-6 14-1-12 20-7-0 1-0-0 6.10-4 1-8-6 0-9-2 1-2-5 1-2-5 0-9-2 1-8-6 6-5-4 Scale=1:35.1 4x6 = ' 3x8 = 5 3x8 = 4 6 5.00 FIT 2x4 II 2x4 II 3 12 2x4 II 7 15 14 13 16 6. 2 Trn 1 tl d 6 s s 11 10 9 5x8 II ST1.Sx8 TP = 2x4 11 3x8 MT20HS = 2x4 11 5x6 = 4x6 6-10-4 14-1-12 20-7-0 6-10-4 7-3-8 6-5-4 Plate Offsets 8:Ed a 0-2-2 8:0-1-13 0-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.41 9-11 >596 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.67 9-11 >358 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.25 9-11 347 360 Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puffins. BOT CHORD x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. WEBS x4 SP No.3 WEBS 1 Row at midpt 4-6 WEDGE Right: 2x6 SP N j 2 REACTIONS. Ib/size) 2=1074/0-8-0, 8=97610-3-0 Ma x Horz 2=106(LC 12) �1ax Uplift 2=321(LC 12), 8=-268(LC 13) �11ax Grav 2=1176(LC 2), 8=1097(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2092/857, 3-4= 1755/906, 4-5=-485/979, 5-6= 460/977, 6-7= 1757/931, 7-8=-2102/893 BOT CHORD 2-11=-654/1796, 9-11= 654/1796, 8-9= 654/1796 WEBS 4-12=-2891/1525, 6-12=-2891/1525. 7-9=0/558, 3-11=0/539 NOTES- 1) Unbalanced lof live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-6-0, Exterior(2) 10-6-0 to 16-6-0, Interior(1) 16 -0 to 20-5-8 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 3) All plates are T20 plates unless otherwise indicated. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss h 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 betweelri the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-12, 6-12 7) Bottom chor live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 8) Provide mec : inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=32118=26 r 9) ATTIC SPA ,E SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V dfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M1h7473 rev. 10/03/2015 BEFORE USE. Design valld for se only with MITeIM connectors. This design Is based only upon parameters shown, and Is for an lndlvlduG building component hot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` building design Is always requir Bracing prevent of • d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication- sto ge, delivery, erection and bracing of trusses and truss systems. seeANSVW11 Cuallty CrBedd, DSO-89 and BCSI & t9ding Component Tampa, FL 33610 Safety fnfdnno .1on3vallable, from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type City Ply T14996847 1481009-GRO BROCKS I®07 Common 1 1 1 Job Reference (optional) nuuuers nrsta urce, -1-0-0 1-0-0 2 1 c s s ST1.5x8 TP = 4x6 fort rrece, rL swawa o.zzu s iviay zw zui c rvn l eK rnaustnes, mc. i ue oep 4 74:44:Ltl'LU7 tl rage 1 ID: kDoExOCUktTSrn9GXNBbjgy45C6-voAp 1 ycEGY7Hxvi_W aGZQGneLECslXwXnv7PVbyh_5X 6-10-4 8-6-10 9.3-11, 10-6-0 , 11-8.5 ,12-5.6, 14-1-12 21-0-0 22-0-0 , 6-10-4 1-8-6 0-9-2 1-2-5 1-2-5 0-9-2 1-8-6 6-10-4 Scale = 1:37.2 4x6 = 3x8 = 5 3x8 = 4 6 5.00 12 2x4 II 13 zxa II 7 3 2x4 I 14 15 16 17 12 2x4 II 11 10 3x8 MT20HS = 2x4 II 8 ST1.5x8 STP = 4x6 = 6-10-4 7-3-8 6-10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.41 10-12 >591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.69 10-12 >354 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress incr YES WB 0.86 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Attic -0.25 10-12 345 360 Weight: 82 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc puffins. BOT CHORD x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 9-6-15 oc bracing. V/EBS x4 SP No.3 WEBS 1 Row at midpt 4-6 REACTIONS. Ib/size) 2=1081/0-8-0, 8=1081/0-8-0 Max Horz 2=-98(LC 17) Max Uplift 2— 322(LC 12), 8=-322(LC 13) ax Grav 2=1185(LC 2), 8=1185(LC 2) FORCES. (lb) I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2122/857, 3-4= 1781/894, 4-5— 446/1004, 5-6=-446/1004, 6-7=-1781/864, 7-8=-2122/857 BOT CHORD 2-12= 599/1823, 10-12=-599/1823, 8-10= 599/1823 WEBS 4-13= 2947/1436, 6-13— 2947/1436, 7-10=0/547, 3-12=0/547 NOTES- 1) Unbalanced rof live loads have been considered for this design. 2) Wind: ASCEV-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpf=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-6-0, Extedor(2) 10-6-0 to 16-6-0, Interior(1) 16 6-0 to 22-0-0 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 3) All plates are IOT20 plates unless otherwise indicated. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss his been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwee the bottom chord and any other members. 6) Ceiling dead bad (5.0 psf) on member(s). 3-4, 6-7, 4-13, 6-13 7) Bottom chor ' ive load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=322,8=32 / 9) ATTIC SPA SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - J rify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IJII.7473 rev. 10/03/2015 BEFORE USE. Desigrivalldfoi se only with MITekV connectors. 1his deslgh is based only upon parameters shown, and Is for an Individual building component not alfusssystem.1 building design fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, starge, delivery, erection and bracing of Trusses and truss systems, seeANSWII CualByCi feda, DSB-89 and SCSI Buffeting Component 6904 Parke East Blvd. Safetv/ntarma n3vailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14996848 1481009-GROZ BROCKS IN08 Hip 1 1 Job Reference (optional) Ouuuers rlrsta rce, -1-0-0 1-0-0 i 2 r s ST1.5 STP= rori rrece, I-L 04U40 5.00 12 2x4 3 12 46 = 4 11 10 3x4 = 4x6 = U.ZZU S may Z4 ZU7 d MI I eK Inoustrles, Inc. I Ue sep 4 14:44:29 2U1 b rage 1 ID:kDoExOCUktTSrn9GXN8bjgy45C6-O?kBFlcs1 sF8Z3HA3HnozUKsheVV191gOZszllyh_5W 15.1-10 1 21-0-0 .22-0-0 , 46 = 5 9 3x4 = 2x4 i 6 13 Scale=1:38.0 7 ST1.5x8 STP = 4x6 = 9-0.0 3-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (10G) Vdefl Ud PLATES GRIP TCLL 20.6 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.16 7-9 >999 240 MT20 244/190 TCDL 15.6 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.36 7-9 >675 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.05 7 n/a n/a BCDL 10A Code FBC2017ITP12014 Matrix-SH Weight: 90lb FT=20% LUMBER- BRACING - TOP CHORD SP No.2 ESPNo.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc puffins. BOT CHORD BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS t/size) SP No.3 REACTIONS. 2=1008/0-8-0, 7=1008/0-8-0 Max Horz 2=86(LC 16) Max Uplift 2=-352(LC 12), 7=-352(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-1671/1211, 3-4=-1357/982, 4-5=-1208/941, 5-6=-1357/982, 6-7=-1671/1211 BOT CHORD 2-11=-982/1473, 9-11=-597/1208, 7-9= 970/1473 WEBS 3-11=-377/483, 4-11=-206/340, 5-9= 206/340, 6-9=-377/483 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 20-8-0, Interior(1) 20-8-0 to 22-fl-O zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 pl to grip DOL=1.60 3) Provide ade l ate drainage to prevent water ponding. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss 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 the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mec ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=352, 7=35F Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 4,2018 ® WARNING - ✓ Yy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek3 connectors. Ills design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. building design o fore use, the building designer must verify the applicablllry 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 p�4 W MOW Is always require prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and Truss systems, seeANS//IPII QualityCllleda, DSB-89 and SCSI Bulding Component 6904 Parke East Blvd. Safety /nlolma_ rlavallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, I'L 33610 Job Truss Truss Type city Ply T14996849 1481009-GRO-BROCKS 009 Hip Girder 1 1 Job Reference (optional) tlutlaers FirSr50Ufce, ran F9ece, t-L 34a4b 8.220 s May 24 2018 Ivll I ex InUUsines, mu. I ue oep 4 14;44;30 eu l o rage I I D:kDoExOCUktTSrn9GXN8bjgy45C6-sBIZSedUoAN?ADSNd?I1 Wht1 E2uLmawgEDcWZTyh_5V -1-0-0 7-0-0 14-0-0 21-0-0 22-0-0 1-0-0 7-0-0 7-0-0 7-0-0 1-0-0 Scale=1:38.0 Special 6x8 = Special NAILED NAILED NAILED 5x6 = 3 10 11 12 4 5.00 12 rA m CO 5 2 6 T y�(1 Io ct s 9 13 14 8 7 e e ST1.5 STP= 3x6 II NAILED NAILED 5x8 WB= 6xB — ST1.5x8STP= 3Xf Special NAILED Special 3x8 = 7-0-0 14-0-0 21-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets 3:0-4-0 0-2-2 7:0-3-8 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.16 7-9 >999 240 MT20 244/190 TCDL 15A Lumber DOL 1.25 BC 0.62 Vert(CT) -0.38 7-9 >637 180 BCLL 0. Rep Stress Incr NO WB 0.31 Horz(CT) 0.08 5 n/a n/a BCDL 10.6 Code FBC2017/TPI2014 Matrix-SH Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins. -4: 2x6 SP fv126 BOT CHORD Rigid ceiling directly applied or 6-1-8 oc bracing. BOT CHORD x4 SP M 31 WEBS x4 SP No.3 OTHERS x4 SP No.3 REACTIONS. lb/size) 2=188810-8-0, 5=1887/0-8-0 ax Horz 2=68(LC 8) Max Uplift 2=-879(LC 8), 5— 880(LC 9) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3895/1779, 3-4=-3450/1702, 4-5=-3898/1781 BOT CHORD 2-9= 1587/3477, 7-9= 1586/3446, 5-7= 1541/3481 WEBS 3-9=-221817, 4-7=-36/817 NOTES 1) Unbalanced I of live loads have been considered for this design. 2) Wind: ASCE 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; W FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ft is been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweE i the bottom chord and any other members. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=879, 5=88 . 7) "NAILED" in Kates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or ther connection device(s) shall be provided sufficient to support concentrated load(s) 253 lb down and 325 lb up at 7-0-0, and 2 lb down and 325 lb up at 14-0-0 on top chord, and 374 lb down and 141 lb up at 7-0-0, and 374 Itodown and 141 lb up at 13-11-�ASE(S) on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert1-3=-70, 3-4=-70, 4-6= 70, 2-5=-20 Concentrate Loads (Ib) Vert 3= 206(F) 4=-206(F) 8=-44(F) 9=-374(F) 7=-374(F) 10=-155(F) 11=-155(F) 12=-155(F) 13= 44(F) 14=-44(F) Joaquin Velez PE No.68182 M!Tek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: September 4,2018 Q WARNING- II riry design parameters and READ NOTES oN TN1S AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valld to use only with iviiTeRO connectols. This design Is based only upon parameters shown, and is for an Individual building component, hat � a truss system. building desigr efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requli d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, sto ge, delivery. erection and bracing of trusses and truss systems, seeANSVW11 GuatifyCiffeda, DSB-09 and BCSI BuRdOtgComponent Tampa, FL 33610 Safety Infounc.fianovallable, from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T14996850 1481009-GRO BROCKS tff01 Half Hip Girder 1 2 Job Reference (optional) Builders Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:31 2018 Page 1 I D:kDoExOCU ktTSrn9GXN8biav45C6-KNsxa_e7ZTVsoN RZBii)G2vPDZRGfVuWzTtL35vvh_5U 5-0-8 1-5-8 5x8 = 3x4 11 Scale = 1:34.1 ST1.5x8 STP = 3x8 11 LUS26 LUS26 7x10 — 3x8 i HHUS26-2 7x10 = LUS26 7-1-8 12-2-0 13-7-8 7-1-8 5-0-8 1-5-8 Plate Offsets 4:0-5-12,0-2-8 6:0-5-0 0-4-4 7:0-3-8 0-4-8 8:0-4-12 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.46 Vert(LL) 0.12 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.18 7-8 >848 180 BOLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 192lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins, 60T CHORD lx6 SP M 26 except end verticals. WEBS x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -6: 2x8 SP 240OF 2.0E REACTIONS. lb/size) 6=5315/0-3-0, 2=2761/0-8-0 ax Horz 2=301(LC 8) ax Uplift 6=-2342(LC 8), 2= 1162(LC 8) FORCES. (lb) Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6225/2588, 3-4=-1225/461 BOT CHORD 2-8=-2559/5614, 7-8=-2559/5614, 6-7=-523/1188 WEBS 3-8=-1753/4176, 3-7=-5245/2408, 4-7= 1938/4544, 4-6= 4224/1865 NOTES- 1) 2-ply truss to a connected together with 1 Od (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 chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs conne ted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are onsidered equally applied to' all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectic is have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced bof live loads have been considered for this design. 4) Wind: ASCE -10; Vult=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); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide ade ate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss 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 bBtWeE 11 the bottom chord and any other members. 8) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 6=2342, 2=1 9) Use Simpson(Strong-Tie 62. HHUS26-2 (14-10d Girder, 6-1 Od Truss, Single Ply Girder) or equivalent at 7-1-8 from the left end to connect trus (es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 10) Use Si Strong-Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent spaced at 2-0-0 oc max starting at 8-11-4 from the left end o 12-11-4 to connect truss(es) to front face of bottom chord. 11) Fill all nail les where hanger is in contact with lumber. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 LOAD CASE(S I Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: September 4,2018 ® WARNING - I dfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design vdld fo se only with MI iel connectots. This design Is based only upon parameters shown, and is for an Individual building component, not �* a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Individual truss members only. Additional temporary and permanent bracing (MiTek" building desig Is always rectuli . Bracing indicated is to prevent buckling of web and/or chord d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANSI/Ipli CualmyCrlteda, DSB-89 and BCSI BuOdhlg Component Tampa, FL 33610 Safety lnfomra/fon3vallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aexandda, VA 22314. Job Truss Truss Type Oty Ply T14996850 1481009-GRO BROCKS HE01 Half Hip Girder 1 2 Job Reference (optional) Builders FirstS4Urce, Fort Piece, FL 34945 LOAD CASE(E) Standard Uniform Loal s (plf) Ve 1-4=-70, 4-5= 70, 2-6= 20 Concentrate Loads (lb) Ve I8=-2823(F) 9= 1324(F) 10= 1331(F) 11=-1335(F) 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:31 2018 Page 2 I D:kDoExOCUktTSrn9GXN8bjgy45C6-KNsxg_e7ZTVsoN RZBipG2vPDZRGfVuW zTtL35vyh_5U ® WARNING - rlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE, Design vaild fol se only with hilTek-111 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling Individual truss chord members only. Addlilonal temporary and permanent bracing MiTek" _ building design. ` Is always requir Bracing Indicated Is to prevent of web and/or " d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. n fabricatio, sto Safety /ntotmafjottavallable e, delivery, erection and bracing of trusses and truss systems, seeAtdS&VI► Cua0tyCl9eft DSO-89 and 8CS1 Build/ng Component from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type city Ply T14996851 1481009-GRO-BROCKS Ig02 Half Hip 1 1 Job Reference (optional) bulltlers FlfstSo�rce, Fort Piece, FL 34945 8.220 S May 24 2018 MI I eK Industries, Inc. I us Sep 4 14:44:32 2018 Page 1 I D:kDoEx0CUktTSrn9GXNBbjgy45C6-oaQKtKflJndjQX01IPKVb6yNPras EUS6iX5deMyh_5T -1-0-0 5-9-6 11.0-0 13-7-8 1-0-0 5-9-6 5-2-10 2-7-8 i 5x6 = 2x4 II Scale: 3/8"=l' 4 5 6x8 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.52 Vert(LL) -0.12 2-7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.26 2-7 >616 180 BOLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- IBRACING- TOP CHORD x4 SP No.2 TOP CHORD BOT CHORD �x4 SP No.2 WEBS x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=587/0-3-0, 2=690/0-8-0 Max Harz 2=275(LC 12) ax Uplift 6=-243(LC 12), 2= 245(LC 12) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 940/637, 3-4=-597/364 BOT CHORD 2-7_ 904/823, 6-7=-275/268 WEBS 3-7=-442/610, 4-7=-340/496, 4-6=-565/583 NOTES- 1) Wind: ASCE GCpi=0.18; cantilever let DOL=1.60 2) Provide adegt 3) This truss ha 4) ` This truss f will fit betwe�ej,i 5) Provide mecfl 6=243, 2=24., PLATES GRIP MT20 244/190 Weight: 70 lb FT = 20% Structural wood sheathing directly applied or 5-6-11 oc purlins, except end verticals. Rigid ceiling directly applied or 6-1-0 oc bracing. 10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., IFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 13-5-12 zone; 1d 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. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33810 Date: September 4,2018 ® WARNING - J rify design parameters and READ NOTES ON THIS AND INCLUDED MffEKREFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valid fo ise only with MITekb connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. E Wore 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 building design Is always requlr prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, star age, dellvery, erection and bracing of trusses and truss systems, seeANSyWil GuaatyCdleda, DSB-89 and BCS1 Bugdalg Component 6904 Parke East Blvd. Safety lntonn novoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type city Ply T14996852 1481009-GRO BROCKS 1E03 Half Hip 1 1 � Job Reference (optional) bullaers rOrl niece, rL Jwywb meeu S May zw zul u IVII I eK maU5I11e5, Inc. I ue aep w lw:ww:33 ZUl0 rage I I D:kDoExOCUktTSrn9GXN8bjgy45C6-Gm_i4ggN45la1 gby17rk7KUaGFvczw6GxBgAAoyh_5S 0 14-7-8 4x6 = Scale=1:28.8 3x4 = 4 5 ST1.5x8 STP = sxa — 3x6 11 4x6 = 9-0-0 , 13-I-8 9-0-0 4-7-8 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.14 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.29 2-7 >553 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 69lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc puriins, BOT CHORD x4 SP No.2 except end verticals. WEBS >x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. REACTIONS. )lb/size) 6=587/0-3-0, 2=690/0-8-0 �r ax Horz 2=229(LC 12) ax Uplift 6=-226(LC 9), 2=-249(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-977l771, 3-4=-594/401, 4-5=-485/437, 5-6— 567/547 BOT CHORD 2-7— 966/854 WEBS 3-7=-422/568, 5-7=-562/629 NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; N FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-5-12 zone; cantilever let nd right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ade uate drainage to prevent water ponding. 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss h 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 the bottom chord and any other members. 5) Provide mec �nice[ connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=226,2=24 F 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V r!!y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03=5 BEFORE USE. Design vaild forse only Wlth TrfekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, tore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall to buckling individual truss web chord members only. Additional temporary and permanent bracing MiTek" building design Is always recluir Bracing Indicated is prevent of and/or for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, sto:),go, Sofetvfnforma delivery, erection and bracing of trusses and truss systems,-eAMSVW11 GUafBy CrC®do, DSB-89 and BCSr BU9dIng Component /onavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandrla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996853 1481009-GROZq BROCKS HE04 Half Hip Girder 1 1 I� Job Reference (optional) ttuitaers itrstbource, ion Niece, iL 3494b 3 ts.zzu s may z4 zu1 a m1 I ex inaustnes, Inc. I ue bep 4 14:44:J4 zu1 is rage 1 I D:kDoExOCUktTSrn9GXN8bjgy45C6-kyX410g?rOtRfg98sgNzgX1 fgfE3iLtP9rajiEyh_5R 7-0.0 13-7-8 7-0-0 6-7-8 Special 8x10 II NAILED NAILED NAILED Us = 3 7 8 9 4 5.00 12 2 6' 10 11 12 LSg 6 2x4 II NAILED NAILED NAILED —5 ,5x8 STP = 6x8 3x4 - Special Scale = 1:26.0 7-0-0 13-1-8 7-0-0 6-7.8 Plate Offsets 2:0-1-14,0-1-8 3:0-2-12,0-6-4 , 4:Ed e 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.10 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.21 5-6 >742 180 BCLL 0.6 * Rep Stress Incr NO WB 0.51 Horz(CT) 0.03 5 n/a n/a BCDL 10.t)' . Code FBC2017ITP12014 Matrix-SH Weight:61 lb FT=20% LUMBER - TOP CHORD x4 SP No.2 *Except* -4: 2x4 SP rut 31 BOT CHORD x4 SP No.1 WEBS x4 SP No.3 *Except* �1-5:2x4 SP No.2 REACTIONS. Ib/size) 5=1348/0-3-0, 2=1093/0-8-0 ax Harz 2=182(LC 8) ax Uplift 5=-620(LC 5), 2=-479(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1916/790, 4-5=-463/355 BOT CHORD 2-6=-795/1665, 5-6=-796/1696 WEBS 3-6=-23/795, 3-5=-1732/818 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 1 Row at midpt 3-5 NOTES- 1) Wind: ASCE (-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; I W FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ade( Mate drainage to prevent water ponding. 3) This truss he been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss I is 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( i the bottom chord and any other members. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=620,2=47 . 6) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) Hanger(s) orlother connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 322 lb up at 7-0-0 on top hord, and 370 lb down and 142 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsit city of others. 8) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5=-20 Concentrate() Loads (lb) Vert: ,6=-370(B) 3= 202(B) 7=-136(B) 8=-136(B) 9= 136(B) 10=-61(B) 11=-61(B) 12=-61(B) Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V rify design parameters and READ NOTES ON THIS AND INCLUDED MirEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. Design valid to se only with MITekt-1 connectors. This design is based only upon patameters shown, and Is fat an IndlVldUal building component hot a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling individual truss chord members only. Additional temporary and permanent bracing a Mi building c" Is always requlr . Bracing Indicated Is to prevent of web and/or d for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the lek° fabrication sto ge, delivery, erection and bracing of trusses and truss systems, seeANSL11P11 GualByCrBeda, DSB-89 and BCS1BuIld/ng Component 6904 Parke East Blvd. Safetv Infortnaflonavaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996854 1481009-GR07P BROCKS HEJ1 Jack -Open 4 1 Job Reference (optional) buuaers MR niece, i-L 34`J4D .ay — —., Iw I _.F t ... ..yo , ID:kDoExOCUktTSrn9GXN8bjgy45C6-kyX410g?rOtRfg98sgNzgX1 g3fPiiSmP9rajiEyh_5R -1-0-0 1-0-0 1-0-0 1-0-0 Scale = 1:6.7 2x4 = ST1.5x8 STP = 1-0-0 3 LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) Udetl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 2 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10 Code FBC20171rP12014 Matrix-P LUMBER - TOP CHORD x4 SP No.2 BOT CHORD x4 SP No.2 REACTIONS, �Ib/size) 2=159/0-8-0, 4= 1/Mechanical ax Horz 2=57(LC 9) ax Uplift 2� 119(LC 9), 4=-1 (LC 1) ax Grav 2=159(LC 1), 4=14(LC 3) FORCES. (lb) I{ Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown )- 0.131 X3.5- TOENAILS PLATES GRIP MT20 2441190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; W FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions hown; 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 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 the bottom chord and any other members. 4) Refer to gird I (s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=119. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 0 WARNING - rity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for se only with MReLO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling Individual truss chord members only. Additional temporary and permanent bracing MiTek' buildingdesign. Is always rectutr Bracing Indicated Is to prevent of web and/or d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, starage, Sofafy Informa"onavailabie delivery, erection and bracing of trusses and truss systems, seeANSLIMI► QuafByCr9eda, DSB-09 and SCSI Building Component from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 69a4 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996B55 1481009-GRO BROCKS J3 Jack -Open 9 1 Job Reference (optional) uullaers FIrstsl, rce, Fort niece, FL 3494b t3.zzu s may z4 zuits MI I eK Inausmes, Inc. I ue bep 4 14:44:Jb zul t3 rage 1 II ID:kDoExOCUktTSrn9GXN8bjgy45C6-C95SVLhdci?IH_kKQYuCCla_p3k2RvOZOVJHEhyh_5Q 1-0-0 3-0-0 1-0-0 3-0-0 Scale=1:11.0 2x4 = ST1.5x8 STP = 3-0-0 3-0-0 Plate Offsets 2:0-1-6 0-0-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0� Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. gOT CHORD x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Harz 2=87(LC 12) ax Uplift 3= 66(LC 12), 2=-116(LC 8) ax Grav 3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (Ib) I Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE GCpi=0.18; for reactions 2) This truss he 3) ' This truss will fit betwe 4) Refer to gird 5) Provide mec 2=116. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., W FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS hown; Lumber DOL=1.60 plate grip DOL=1.60 been designed fora 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 1 the bottom chord and any other members. �(s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 A WARNING - J rift' design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for Ise only with MITeka connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �p a truss system. building design fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requlr, prevent for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storraF�ge, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qua/ByCdteda, DSB-89 and BCSI BaCding Component 6904 Parke East Blvd. Satiety rntormaRbravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996856 1481009-GR0 BROCKS HEJ4 Flat 1 1 Job Reference (optional) uumers non niece, hL 3494b ts.'LLu s ivlay L4 Lulij rvii I eK Inousirles, Inc. I ue oep 4 14:44:3/ Lultj rage 1 I D:kDoExOC UktTSrn9GXN8bjgy45C6-9XDDwljt8JG? W I ujXzwglAfKPsPPvpW rrpoOJZyh_50 3-0-0 3-0-0 1 3x4 = 2 Scale=1:17.9 4 2x4 11 3 3x4 = LOADING (psf, SPACING- 2-0-0 CSI. DEFL.. in (loc) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 BCLL OX Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 i Code FBC2017/TPI2014 Matrix-P Weight: 21 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASCE GCpi=0.18; I for reactions 2) Provide ade( 3) Gable requir 4) This truss ha 5) ' This truss I will fit betwel 6) Provide mec SP No.2 SP No.2 SP No.3 b/size) 4=122/3-0-0, 3=122/3-0-0 lax Uplift 4=-51(LC 8), 3= 51(LC 8) Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applfed or 10-0-0 oc bracing. -10; VLllt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl., NFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS sown; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. continuous bottom chord bearing. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V rift' design parameters and READ NOTES ON THIS AND INCLUDED. M1TEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for se only with MITek® connectors. This design is based only upon porameters shown, and Is for an individual building component, not l^ Ni a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design Is always requir sto Bracing prevent of -,d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ge, delivery, erection and bracing of trusses and Truss systems, seeANSMII Gua/ByCi feda, D98-89 and 8CSI Building Component 6904 Parke East Blvd.fabrication, Safety lnfolma {onovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996857 1481009-GRO BROCKS HEJ7 Jack -Open 32 1 Job Reference (optional) bunoers tort wece, F-L'J4`J4b o,ZZU 5 May Z4 ZUIC IVII I eK I11uU51ue5, Irlu. I ue oep 4 f9;44:oi eu 1 o raye i I D:kDoExOCUktTSrn9GXNBbjgy45C6-9XDDwljtBJG? W I ujXzwglAfBXsGJvpW rrpoOJZyh_50 1.0-0 7-0-0 1-0-0 7-0-0 4x6 = 4 ST1.5x8 STP = 7-0-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20. Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.14 2-4 >554 240 TCDL 15. Lumber DOL 1.25 BC 0.66 Vert(CT) -0.20 2-4 >395 180 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD x4 SP No.1 SOT CHORD x4 SP No.2 REACTIONS. '(Ib/size) 3=206/Mechanical, 2=400/0-8-0, 4=81/Mechanical �ax Horz 2=180(LC 12) Max Uplift 3=-163(LC 12), 2=-139(LC 12) Max Grav 3=206(LC 1), 2=400(LC 1), 4=125(LC 3) FORCES. (Ib)l} Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE GCpi=0.18; I ;C-C for men 2) This truss he 3) . This truss I will fit betwe( 4) Refer to gird 5) Provide mec 3=163,2=13 Scale=1:21.3 PLATES GRIP MT20 2441190 Weight: 23 lb FT = 20°! BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ers and forces & MWFRS 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. 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. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V rify design parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Mf1-7473 rev. 10/03MIS BEFORE USE. ' Design valld for se only with Mffek(D connectots. This design Is based only upon parameters shown, and Is for ahr Individual building component not a truss system. building design fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated Is 10 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always requIrccl prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the erection and bracing of am. d truss �erla DSB�9 and SCSI BuEd(ng Component 6904 Parke East Blvd. Sa►efv(nfotma lotavaliable from Truss Plate Institute, 218 N; Lee Street, Suite12 AJexxa�a, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14996858 1481009-GRO BROCKS HEJ31 Jack -Open 2 1 Job Reference (optional) cuuaers r-on F'lece, I-L J494b o.ZZu 5 May Z4 eu I o 1Vl1 r UK InUU5111e5, inc. i ue cap 4 14:44:JD eul o rage i I D:kDoExOCUktTSm9GXNebjgy45C6-C95SVLhdci?IH_kKQYuCCIa_93lbRvOZOVJHEhyh_5Q -1-0-0 2-2-0 1-0-0 2-2-0 2x4 = Scale = 1:9.0 LOADING (psf' SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 2-4 >999 180 BCLL OX ' Rep Stress Incr YES WB 0,00 Horz(CT) -0.00 2 n/a n/a BCDL 10S Code FBC2017/TPI2014 Matrix-P Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD BOT CHORD x4 SP NO.2 BOT CHORD REACTIONS. Ib/size) 3=45/Mechanical, 2=192/0-3-8, 4=20/Mechanical ax Horz 3=68(LC 12) lax Uplift 3=-13(LC 12), 2=-132(LC 8) Max Grav 3=45(LC 1), 2=192(LC 1), 4=39(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE (-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh 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 reactions hown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss he: been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss h 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 betweE h the bottom chord and any other members. 4) Refer to gird �(s) for truss to truss connections. 5) Provide mec I anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=132. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 Q WARNING - V firy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid fos Ise only with MiTekV connectors. This design is based only upon parameters shown, and Is for an Individual 'building component, not a truss system. Mfore 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 requir, . d for stabllliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto ge, dellvery, erection and bracing of trusses and truss systems, seeANSUIPII Gua/HyClQedd, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety Infaima lanavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996859 1481009-GRO BROCKS HEJ32 Jack -Open 1 1 Job Reference (optional) buaaers r•orr HeCe, hL d4y4b U.ZZU S May Z4 ZU16 IVII I eK mouSRles, Inc. i ue bep 4 14:44::Sb'LUlis rage 1 ID:kDoEx000ktTSrn9GXN8bjgy45C6-g Lfgjhi FN078u8J W_FPRly6AiS4gAMGid93gn7yh_5P 2.2-0 2-2-0 2x4 = 2-2-0 2.2-0 Scale = 1:9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 1 >999 240 MT20 2441190 TCDL 15.6 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. �lb/size) 1=88/0-3-8, 2=69/Mechanical, 3=20/Mechanical Max Horz 2=51(LC 12) �ax Uplift 1=-48(LC 12), 2� 35(LC 12) Max Grav 1=88(LC 1), 2=69(LC 1), 3=39(LC 3) FORCES. (lb) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE GCpi=0.18; I for reactions 2) This truss he 3) . This truss t will fit betwel 4) Refer to gird 5) Provide mec -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS sown; 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. 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. mical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 4,2018 ® WARNING - V dfy design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. Design valid fo se only with M1 ITek8 connectors. This design is based only upon parameters shown, and Is for on individual 'building component hot �° a truss system. building design fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requir, prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the sto ge, delivery, erection and bracing of trusses and truss systems, seeANSUM11 Cua1By Cdlella, DS"9 and BCSI BuHdbV Component 6904 Parke East Blvd.fabrication, Safety Informatt,onavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. , Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996860 1481009-GROZA BROCKS HEJ71 Jack -Open 2 1 Job Reference (optional) bunaers non niece, I-L :i4V4b o.CLV S IVlay L4 LV I a IVII I eK Invusu leb, inn. I ue oup 4 14:44:J0 eu I o raye I ID:kDoExOCUktTSrn9GXN8bjgy45C6-dknb8NjWvdOs8STv5gRvgNCLpGb9eGl?4TYxr yyh_5N 7-0-0 7-0-0 I 3x6 = ST1.5xS STP = LOADING (psf}l SPACING- 2-0-0 CSI. DEFL, in (too) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.16 1-3 >482 240 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.21 1-3 >380 180 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0, Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 Sr No.1 NOT CHORD IX4 SP N0.2 REACTIONS. (lb/size) 1=29710-8-0, 2=21 1 /Mechanical, 3=86/Mechanical axHorz 1=165(LC12) lax Uplift 1=-86(LC 12), 2=-165(LC 12) �1ax Grav 1=297(LC 1), 2=211(LC 1), 3=127(LC 3) FORCES. (lb)1{ Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE GCpi=0.18; f ;C-C for men 2) This truss ha 3) ` This truss f will fit betwe( 4) Refer to girds 5) Provide mec 2=165. 3 Scale=1:21.3 W m CO N PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. -to; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5'.Opsf; h=15ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Extedor(2) 0-4-0 to 6-4-0, Interior(1) 6-4-0 to 6-11-4 zone; cantilever left and right exposed lers and forces & MWFRS 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. 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. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 4,2018 ® WARNING - Ile ify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103,2015 BEFORE USE. Design valid to use only with Mile.® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, no a truss system. efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall truss Additional temporary and permanent bracing MiTek` building desigir Is always regal Bracing Indicated Is to prevent buckling of Individual web and/or chord members only. d for slablilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, st ge, delivery, erection and bracing of trusses and truss systems, seeAPISWII AualftyCiBeda, DSB-89 and BCSI BuBdbW Component Tampa, FL 33610 S'Wety throunc Nonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T14996861 1481009-GRO HEJ72 Jack -Open 3 1 �BROCKS Job Reference (optional) bunaers non niece, t-L J4a40 a.zzU S May z4 zul a NB I eK inaustnes, Inc. i ue jep 4 14:44:Jt3 zuld rage 1 I D:kDoExOCUktTSrn9GXNBbjgy45C6-dknb8Nj WvdOs8STv5g RvgNCPrGjUeGI?4TYxr?yh_5N 6-6-8 6-6-8 3x4 = CKI LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 1-3 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.05 1-3 >999 180 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD x4 SP M 31 BOT CHORD x6 SP No.2 REACTIONS. lb/size) 1=289/Mechanical, 2=225/Mechanical, 3=64/Mechanical ax Horz 1=160(LC 12) ax Uplift 1=-84(LC 12), 2� 188(LC 12) ax Grav 1=289(LC 1), 2=225(LC 1), 3=128(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE GCpi=0.18; I exposed ;C-( 2) This truss he 3) ` This truss t will fit betwe( 4) Refer to girds 5) Provide mec 2=188. Scale=1:20.2 T m cb PLATES GRIP MT20 244/190 Weight: 26 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. 11; Exp C; Encl., WFRS (envelope) and C-C Exterior(2) 0-0-12 to 6-0-12, Interior(1) 6-0-12 to 6-5-12 zone; cantilever left and right for members and forces & MWFRS 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. is 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 i the bottom chord and any other members. (s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V rity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design vaild for se only with N11TekV connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. fore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design Is always requirt Bracing prevent of d for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeAMSVWI1 Gualoy Crlletdo, Ds949 and BCSI BuQdtrtg Component 6904 Parke East Blvd. Tampa, FL 33610 Satetylntorma navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T14996862 1481009-GRO 7BROCKS fEJ73 Jack -Open 7 1 Job Reference (optional) tsuilaers Offsets tort Piece, rL 3494b -1-0-0 2-9-0 3x4— ST1.5x8 STP = b.22u s May 24 2013 MI I eK InauStrles, Inc. I ue Sep 4 14:44:39 2018 Page 1 I D:kDoExOCUktTSrn9GXNBbjgy45C6-5wLzLj kBgxWjl b25fOy8NbkVjgwdNj?BJ7H UOSyh_5M 7-0-0 7-0-0 Scale = 1:21.3 LOADING (psf)� SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.19 5-6 >414 240 MT20 2441190 TCDL 15.01 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.23 5-6 >349 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 5 n/a n/a BCDL 10.0I Code FBC2017/TP12014 Matrix-R Weight: 26 lb FT = 20% LUMBER - TOP CHORD x4 SP No.2 SOT CHORD x4 SP No.2 `Except` �.-7:2xit SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-4-1 oc bracing. REACTIONS. lb/size) 4=189/Mechanical, 2=424/0-8-0, 5=106/Mechanical L11ax Horz 2=180(LC 12) ax Uplift 4=-141(LC 12), 2=-127(LC 12), 5— 10(LC 12) ax Grav 4=189(LC 1), 2=424(LC 1), 5=143(LC 3) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-506/413 BOT CHORD 2-7=-649/533, 3-6=-533/649 NOTES- 1) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. 11; Exp C; Encl., GCpi=0.18; W FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for men bers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are, jMT20 plates unless otherwise indicated. 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss 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 the bottom chord and any other members. 5) Refer to gird (s) for truss to truss connections. 6) Provide mec anical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=141,2=12P 0 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V E dly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for se only with MiTeiM connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. I design pfore 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" building Is always requlr prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, sto rr go. delivery, erection and bracing of trusses and truss systems, seeANS!/IPIi Auafsy CrBeda, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Satetvintonno bnovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply �BROCKS T14996863 1481009-GRO HEJ74 Jack -Open 2 1 Job Reference (optional) eullaers t-on Piece, t-L 34y4b B.LLU S May 242U18 MI I eK InauStries, Inc. I Ue bep 4 14:44:40 2018 Page 1 I D:kDoExOC UktTSrn9GXN8bjgy45C6-Z6vLY3lmREeaNIdID5UNvoHey4H769FIYn12wuyh_5L -1-0.0 7-0-0 , 11 1 4x6 = 4 ST1.5x8 STP = -0-0 LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.13 2-4 >616 240 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.44 2-4 >181 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH LUMBER - TOP CHORD x4 SP No.2 QOT CHORD X4 SP M 31 REACTIONS. lb/size) 3=227/Mechanical, 2=608/0-8-0, 4=252/Mechanical ax Horz 2=180(LC 12) vlax Uplift 3=-131(LC 12) Max: Grav 3=227(LC 1), 2=608(LC 1), 4=295(LC 3) FORCES. (lb) H Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE GCpi=0.18; f ;C-C for men 2) 400.Olb AC L 3) This truss he 4) ' This truss t will fit betwe( 5) Refer to girds 6) Provide mec 3=131. Scale = 1:20.0 w C6 N PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed iers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 it load placed on the bottom chord, 3-6-0 from left end, supported at two points, 2-0-0 apart. 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 (jt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - VE n7y design parameters and READ NOTES ON THIS AND INCLUDED MEEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek(l) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot a truss system. 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° building Is always required prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stomige. delivery, erection and bracing of trusses and truss systems, seeAtIs///P/i GaalifyCrCoda, DSB-89 and BCSI Bugd/ng Component 6904 Parke East Blvd. Safety/ntann /onavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996864 1481009-GRO BROCKS HfG01 Flat Girder 1 2 Job Reference (optional) Builders FirstS¢�rce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:412018 Page 1 II I D:kDoExOCUktTSrn9GXNBbjgy45C6-1 JSjmPmOCYmR?vC Umo?cSOgOJTf5rVYRmRmbSKyh_5K 3-5-12 6-11-8 3-5-12 3-5 -12 NAILED 3x6 = NAILED 2x4 II NAILED 3x6 = 1 7 2 8 g 3 10 5 11 12 13 & C s Scale = 1:25.9 6 HTU26 7X10 = nnuoco-c 4 3x4 II NAILED HTU26 ST1.5x8 STP = NAILED NAILED 3x4 II 3-5-12 6.11-8 3-5-12 3-5-12 Plate Offsets Y -- 5:0-5-0 0-4-12 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 1151b FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD x6 SP No.2 except end verticals. WEBS x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. -6,3-4: 2x6 SP No.2 REACTIONS. lb/size) 6=2721/Mechanical, 4=3352/0-8-0 ax Uplift 6=-968(LC 4), 4=-1161(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-20681760, 1-2=-1952/682, 2-3=-1952/682, 3-4=-2051/771 WEBS 1-5= 930/2676, 3-5=-917/2627 NOTES- 1) 2-ply truss to a connected together with 10d (0.131 "xX) nails as follows: Top chords c nnected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chorc s connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs tonne Eed as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are �onsjdered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectio s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASIDE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpf=0.18; h FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adeq ate drainage to prevent water ponding. 5) This truss ha 3 been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss hlis 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 betweeIF r5 the bottom chord and any other members. 7) Refer to gird s) for truss to truss connections. 8) Provide met nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=968,4=11 1. 9) Use SimpsonStrong-Tie HTU26 (20-1 Od Girder, 11-1 Odx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 1-6-0 oc max starting at 1-1j -4 from the left end to 3-5-4 to connect truss(es) to front face of bottom chord. 10) Use Simpsc In Strong -Tie HHUS26-2 (14-1 Od Girder, 4-1 Od Truss) or equivalent at 5-6-0 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail h les where hanger is in contact with lumber. 12) "NAILED" i icates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25) toe -nails per NDS guidlines. � Joaquin Velez PE No.68182 LOAD CASE(S)' Standard MiTek USA, Inc. FL Cert 6634 1) Dead + Roof I ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Uniform Loa 7 (plf) Date: Vert: 1-3=-70, 4 6=-20 September 4,2018 ® WARNING - VT Design valid for fy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. se only with 1vllTek® connectors. Tuts design Is based only upon parameters shown, and Is for an individual building component- not a truss system. building design fore usethe building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall dicated ndicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Brin MiTek Is always requlr prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the n, fabricatlostor ge, delivery, erection and bracing of trusses and Truss systems, seeANSUMII Cua/UyCifedo, DSB-89 and SCSI BuOding Component 6904 Parke East Blvd. Saftfy Infonnoi 6wvailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996864 1481009-GRO BROCKS HFG01 Flat Girder 1 2 Job Reference (optional) Builders FirstSQUrce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:41 2018 Page 2 I D:kDoExOCUktTSrn9GXNBbjgy45C6-1JSjmPmOCYmR?vCUmo?cSOgOJTf5rVYRmRmbSKyh_5K LOAD CASE(jI . Standard Concentrat Loads (Ib) Ve � 5=-1412(F) 7=-23(B) 8=-23(B) 9= 31(B) 10— 1636(F— 1412, B= 224) 11=-224(13) 12= 1912(F) 13= 226(B) A WARNING - I dly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. DesignValldfor se only With MITeW connectors. This design Is based only upon parameters shown, and Is for on Individual building component not atrusssystem.1 fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, sto get delivery, erection and bracing of trusses and truss systems, seeANSUWII Gua®yCgoda, DSB49 and SCSI BuBdling Component 6904 Parke East Blvd. Sotnty Intotma Acinavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply T14996865 1481009-GRO -BROCKS�,Truss 6i Jack-Closed 2 1 Job Reference (optional) tsuliaers rori mec% rL J4tl4D O.eeV J IVIQy L'r LV 10 MI I CM1 IIM—LI ICJ, III- I u...P Y I-- GV 10 —9. I I D:kDoEx000ktTSrn9GXNBbjgy45C6-V V06zlnozsulc3ngKW W I?DM3lt3Oa09b?5W 9_nyh_5J 1-0-0 1-10-0 8-2-8 0- 1-10-0 6-4-8 1 4 ST1.5x8 STP = ST1.5x8 STP = 3x6 II 2x4 II Scale = 1:24.4 1-10-01.10-0 8-2-8 III 6.4-8 Plate Offsets ( Y)-- f4:0-0-13 0-1-81 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.04 5-6 >999 240 MT2o 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.08 5-6 >907 180 BCLL 0.( Rep Stress Incr YES WB 0.23 Horz(CT) 0.00 5 n/a n/a BCDL 10.it Code FBC2017/TPI2014 Matrix-SH Weight: 33 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD x4 SP No.2 except end verticals. WEBS lx4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ib/size) 5=230/0-6-8, 6=566/0-8-0 Max Horz 6=206(LC 12) Max Uplift 5� 145(LC 12), 6=-240(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-408/139, 4-5=-209/318 BOT CHORD 2-6=-96/351 WEBS 3-6= 462f774 NOTES- 1) Wind: ASCE GCpi=0.18; I ;C-C for men 2) This truss he 3) ' This truss f will fit betwe( 4) Provide mec 5=145, 6=24 -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 8-0-12 zone; cantilever left and right exposed Iers and forces & MWFRS 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. s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 4,2018 A WARNING - D design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design vaild foi ise, only with MtfekD connectors: This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. I efore, use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling Individual truss and/or chord members only. Additional temporary and permanent bracing MiTek+ building design Is always reciuir Bracing Indicated is to prevent of web d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the East 6904 Parke East Bid. Parke fabrication, sto ge, delivery, erection and bracing of trusses and truss systems, seeANS&VII QuaBtyCdteda, DSB-69 and BCSI Bu9d/ng Component Tampa, Safety Infonna navallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.33610 Job Truss Truss Type Qty Ply T14996866 1481009-GRO BROCKS IG02 Common 2 1 Job Reference (optional) butiaers i-irstti , -1-0-0 ci r 2 tort niece, r-L S494b ts.2zu s May G4 zu1 a mu I eK inausmes, Inc. I ue aep 4 14:44:4z zul t5 rage i I D:kDoExOC UktTSrn9GXN8bjgy45C6-VV06zlnOzsulc3ngKW W r?DM2rtvtaOVb?5W 9_nyh_5J 5-5-1 10-3-7 15-1-13 20-8-0 21-8-0 5-5-1 4-10-6 4-10-6 5-6-3 1-0-0 Scale = 1:36.7 5.00 12 2x4 \\ 3 11 - 4x6 = 4 fT 10 9 8 ST1.x= 3x4 = 3x4 = 3x4 = 4x6 2x4 // 5 13 14 6 7 I� 0 Sx6 = 20-4-0 20-8rO Plate Offsets XY -- 6:0-4-0,Ed e LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.07 6-8 >999 240 MT20 244/190 TCDL 15.0�I Lumber DOL 1.25 BC 0.96 Vert(CT) -0.17 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix-SH Weight: 91 lb FT = 20 LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins. BOT CHORD x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS x4 SP No.3 REACTIONS. lb/size) 2=1002/0-8-0, 6=988/0-4-0 Max Horz 2— 98(LC 13) ax Uplift 2=-363(LC 12), 6=-359(LC 13) FORCES. (lb) ' Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1735/1127, 3-4=-1520/1049, 4-5=-1555/1066, 5-6=-1786/1154 BOT CHORD 2-10=-908/1519, 8-10= 489/1047, 6-8=-964/1578 WEBS 4-8= 357/548, 5-8=-363/437, 4-10= 327/499, 3-10= 324/409 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE �-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; fJWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-3-7, Exterior(2) 10-3-7 to 16-3-7, Intedor(1) 16 -7 to 21-8-0 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 3) This truss ha 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 lit the bottom chord and any other members. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=363, 6=35 ,. Joaquin Velez PE No.68182 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - V drilydesign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid forse only with MITe110 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW building design Is always requlr, Bracing prevent of for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stoi qge, delivery, erection and bracing of trusses and truss systems, seeANSVWII GuaMyCiCerla, DSB-89 and BCSI BuIrding Component 6904 Parke East Blvd. Safety Intorma navoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14996867 1481009-GRO BROCKS A03 Hip Girder 1 1 Job Reference (optional) BUlltlers Firsts urce, Port Piece, FL 34945 8.220 s May 24 2018 MI I eK industries, Inc. I ue Sep 4 14:44:44 2U18 Page 1 I D:kDoExOC UktTSrn9GXNBbjgy45C6-RtesOOoGVT8OsNw3SxYJ4eSM 1 hdi2kbtSP?F3fyh_5H 1-0- 3-0-0 6-3-7 8 3-7 10-3-7 12-3-7 14-3-7 17-6-14 20.8.0 21-8-0 , r0- 3-0-0 3-3-7 2-0-0 2-0-0 2-0-0 2 3-3-7 3-1-2 1-0-0 Scale=1:38.0 THIS COMPONENT IS TO BE USED IN _ TOP CHORD MUST BE BRACED BY END JACKS, CONJUNCTION WITH A RIGID DIAPHRAGM. 4x6 ROOF DIAPHRAGM, OR PROPERLY CONNECTED THIS DIAPHRAGM MUST BE CAPABLE OF PURLINS AS SPECIFIED. " TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 5x6 = NAILED NAILED 5x8 = 00 12 Special 3 NAILED NAILED N IL D NAILED NAILED Special 22 23 24 I� 2 6 n 7 Io e " 10 26 27 28 9 29 30 31 8 ST1. K8STP= Special NAILED NAILED NAILED 6x6 = NAILED NAILED NAILED Special 4x6= 34= NAILED 3-0-0 10-3-7 17-6-14 20-4-0 2Q-8r0 3-0.0 7-3-7 7-3-7 2-9-2 0'-4-U Plate Offsets Y -- 2:0-0-10 Edge],3:0-2-0 0-5-5 3:0-5-4 0-1-12 4:0-1-8 0-1-0 5:0-5-4,0-2-0 5:0-2-0 0-1-13 6:0-4-0 Ed e LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.34 9 >712 240 MT20 2441190 TCDL 15. Lumber DOL 1.25 BC 0.81 Vert(CT) -0.48 8-9 >500 180 BCLL 0. Rep Stress Incr NO WB 1.00 Horz(CT) 0.06 6 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-SH Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. -5: 2.4 SP M 31 Except: BOT CHORD x4 SP N0.2 3-4-0 oc bracing: 3-4, 4-5 WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-4 oc bracing. WEBS 1 Row at midpt 3-9 I JOINTS 1 Brace at Jt(s): 4 REACTIONS. Ib/size) 2=1042/0-8-0, 6=1028/0-4-0 ax Horz 2=-36(LC 28) ax Uplift 2=-498(LC 4), 6=-483(LC 5) ax Grav 2=1042(LC 1), 6=1028(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1996/900, 3-4= 3793/1867, 4-5=-3793/1867, 5-6= 2114/949 BOT CHORD 2-10_ 761/1766, 9-10— 754/1783, 8-9=-823/1912, 6-8=-830/1895 WEBS 3-10=0/305, 3-9=-107212044, 4-9=561/477, 5-9= 1011/1917, 5-8=0/304 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adec Pate drainage to prevent water ponding. 4) All plates are x4 MT20 unless otherwise indicated. 5) This truss he j been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss Is 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 betwe 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 joints) except Qt=lb) 2=498,6=48 8) Graphical pu Iln representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" in cates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) o other connection device(s) shall be provided sufficient to support concentrated load(s) 102 lb down and 112 Ib up at 3-0-0, and 1 2 Ib down and 112 lb up at 17-6-14 on top chord, and 40 lb down at 3-0-0, and 40 lb down at 17-6-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAE CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loa (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert'' 3=-70, 3-5=-70, 5-7=70, 2-6=-20 Date: September 4,2018 ® WARNING - Jrlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE - Design volld for `se only with MITekV connectors. This design Is based only upon patometers shown, and Is for an Individual building component, hot a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design Is always requlr`tl &acing prevent of for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, sto e, delivery, erection and bracing of trusses and truss systems, seeANSYMII GuafityCdtedo, DSB-89 and BCSI BuOdkg Component 6904 Parke East Blvd. SaleW Intarma navailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Taagra, FL 33610 Job Truss Truss Type Qty Ply T14996867 1481009-GROZA- ROCKS IG03 Hip Girder 1 1 LOAD Fl- 34945 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:44 2018 Page 2 1 D:kDoExOCUktTSm9GXN8bjgy45C6-Rt8sOQoGVT80sNw3SxYJ4eSM 1 hdi2kbtSP?F3fyh_5H ratedl�oads (lb) Vert: 3=-3(B) 5— 3(B) 10=-16(B) 9-6(B) 8= 16(B) 26=-6(B) 27=-6(B) 28= 6(B) 29= 6(B) 30= 6(B) 31=-6(B) A WARNING -�ed fry design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MB-7473 rev. 10/032015 BEFORE USE. Design valid fse only with MITekb connectors. This design Is based only upon parameters shown, and is for an individual building component, not a Truss systemfore building deslgBracing use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall indicated is To buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always req prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaflon, st o c ge, delivery, erection and bracing of trusses and truss systems, seeANSWI1 Gual/lyC18ada, DSB-89 and SCSI Building Componanf 6904 Parke East Blvd. Safety Inform, flornvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 33610 IJob I + Truss Tru Truss Type City Ply T14996868 1481009-GROZA- ROCKS Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:44 2018 Page 1 I D:kDoExOCUktTSrn9GXNBbjgy45C6-Rt8sOQoGVT8OsNw3SxYJ4eSTYhp52zEtSP?F3fyh_5H -1-5-0 1-3-8 1-5-0 1-3-8 Scale = 1:6.5 3 3.54 F12 2 0 m + o N 1 0 I Q, q I Qo Qo Qo 4x6 = 1-3-8 1-3-2 Plate Offsets jY - 2:0-1-0,Ed e LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20X Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >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 Matrix-P Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc puffins. QOT CHORD x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-25/Mechanical, 2=225/0-10-9, 4=12/Mechanical Max Horz 2=53(LC 8) + Max Uplift 3=-25(LC 1), 2= 203(LC 8) Max Grav 3=41(LC 8), 2=225(LC 1), 4=24(LC 3) FORCES. NOTES- 1) Wind: ASCI GCpi=0.18; for reaction: 2) This truss h 3) ` This truss will fit betwe 4) Refer to gin 5) Provide me 2=203. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., NFRS (envelope) and C-C Comer(3) zone; cantilever left and tight exposed ;C-C for members and forces & MW FRS sown; Lumber DOL=1.60 plate grip DOL=1.60 been designed fora 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. inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING Design valid yedlydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10M2016 BEFORE USE. t Use only wlih MITe4® 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 in. Individual truss members only. Additional temporary and permanent bracing MiTek* building desi Is always req Bracing Indicated is to prevent buckling of web and/or chord lred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, rage, delivery, erection and bracing of trusses and truss systems, seeANSLIM11 CualRyCrBer/a, DSO-89 and SCSI Building Component Tampa, FL 33610 Safetylnfa af/onavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type city Ply T14996869 1481009-GROZ HHJ3 Diagonal Hip Girder 2 1 IBROCKS Job Reference (optional) Builders I, Fort Piece, FL 34945 ts.zzu s May z4 zui u MI I etc Inausmes, inc. i ue Sep 4 i4:44:46 20 i8 Faye r I D:kDoExOCUktTSrn9GXN8bjgy45C6-OGGcp6gXO4Ok5g4RZMan93Xp2UTsWtkAwj UM7Yyh_5F -1-5-0 4-2-3 1-5-0 4-2-3 2x4 = 4-1-13 Scale =1:10.8 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.6 Code FBC2017/rPI2014 Matrix-P Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=80/Mechanical, 2=250/0-10-9, 4=38/Mechanical Max Harz 2=100(LC 4) Max Uplift 3=-63(LC 8), 2=-136(1_C 4) Max Grav 3=80(LC 1), 2=250(LC 1), 4=76(LC 3) FORCES. (Ibj 1- 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. II; Exp C; Encl., GCpi=0.18; V1WFRS (envelope); cantilever left and right exposed; Lumber DO.L=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 betwe n the bottom chord and any other members. 4) Refer to gir r(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) 3 except (jt=lb) 2=136. 6) "NAILED" in dlicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAC 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 Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve 1-3=-70, 2-4=-20 Concentrate Loads (Ib) Ve 5=94(F=47,B=47) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. Design valid f • use only with P tlTel.D connectors. This design is bused only upon parameters shown, and Is for an Individual building component, not �^ a truss system, fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building desig Is always recto . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek" fabrication, sT age, delivery, erection and bracing of trusses and truss systems, seeANSIR11111 QualityCrileda, DSB-89 and BCS1 BuOdbv Component 6904 Parke East Blvd. Safety inta n tlorpvailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14996870 1481009-GRO BROCKS HHJ6 Diagonal Hip Girder 1 1 Job Reference (optional) Builders irce, Fort Piece, FL 34945 21.zzu s iviay 24 20i8 MiTek ek rnuuslr lets, ina ! ue oep -t rw:wy.wr cv r o rage 1 I D:kDoExOCUktTSrn9GXN8bjgy45C6-sSq?OSg9n0W bjgfe7360iH4xAugV FGU K9NDvg_yh_5E 1-5.0 3-9-15 5-3-14 9-10-1 i-5-0 3-9-15 1-5-15 4-6-3 oza — 2x4 — NAILED -5-15 7-6-7 Scale = 1:21.6 Plate Offsets Y -- 9:0 1-12,0-0-0 , l O:0-4-8 0-1-12 , 10:0-0-0,0-1-12 LOADING (ps SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.19 7-8 >599 240 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.74 Vert(CT) -0.30 7-8 >379 180 BCLL 0. Rep Stress incr NO W B 0.29 Horz(CT) 0.04 6 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-SH Weight:41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc puriins. SOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing. 9-10: 2x4 SP No.3, 3-6: 2x4 SP M 31 WEBS 2x4 SP No.3 ,REACTIONS. (lb/size) 5=168/Mechanical, 2=549/0-10-15, 6=364/Mechanical Max Harz 2=193(LC 4) Max Uplift 5=-119(LC 8), 2= 215(LC 4), 6= 127(LC 8) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 630/64, 3-4=-1333/457 BOT CHORD 2-1 0=-1 45/481, 3-9=435/783, 8-9= 541/1238, 7-8=-541/1238 WEBS 4-8=-133/668, 4-7=-1357/593 NOTES- 1) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWIFFIS (envelope); cantilever left and right exposed; 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 ties 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 gir r(s) for truss to truss connections. 5) Provide me hanicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 5=119, 2=2 5, 6=127. 6) "NAILED" i icates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOX CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE() Standard 1) Dead + Rod Live (balanced): Lumber Increase=1.25, Plate increase=1.25 Uniform Lo s (pif) Ve : 1-5= 70, 2-10=20, 6-9=- 20 Concentrat Loads (Ib) Ve i : 3=94(F=47, B=47) 12= 46(F=-23, B=-23) 14-51(F= 25, B=-25) 15= 107(F=-54, B— 54) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010=016 BEFORE USE. Design valld , r use only with NilTek- connectors. This design Is based only upon parameters shown, and Is for an Individual building component, no a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* building desl Is always reci . Bracing Indicated prevent of red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, siorage. delivery, erection and bracing of trusses and truss systems, seeANSMII CualByCtBeda, DSB-89 and SCSI BuHd/ng Component 6904 Parke East Blvd. WOW Info aflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14996871 1481009-GRO -BROCKS HHJ7 Diagonal Hip Girder 4 1 Job Reference (optional) bui aers rtrsrspurce, t-on niece, r-L J4e40 gay ..", ,,. __1 ,-.--.-., _ , ..,., . I D:kDoExOCUktTSrn9GXN8bjgy45C6-KfONEornYieRK_EghndFEUc6l i4w_hgTN I zTCQyh_5D 9-10-1 1-5-0 5-1-12 4-8-4 4 NAILED NAILED 3.54 12 10 NAILED 3x4 NAILED 3 9 NAILED NAILED 8 2 1, G Q 11 12 13 6 7 6 G NAILED NAILED 2x4 NAILED I = 3x6 =5 3x4 NAILED NAILED NAILED Scale = 1:21.2 Io 5-1-12 9-10-1 r 5-1-12 4-8-4 LOADING (ps SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.47 Vert(CT) -0.07 6-7 >999 180 BCLL 0. Rep Stress Incr NO WB 0.41 Horz(CT) 0.01 6 n/a n/a BCDL 10. Code FBC2017JTPI2014 Matrix-SH Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD '2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. 1 (lb/size) 4=164/Mechanical, 2=511/0-10-15, 6=337/Mechanical Max Harz 2=193(LC 22) Max Uplift 4=-140(LC 4), 2— 229(LC 4), 6=-125(LC 8) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 869/332 BOT CHORD 2-7-416/804, 6-7=-416/804 WEBS 3-7=0/260, 3-6-852/441 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 9-0-13 oc bracing. NOTES- 1) Wind: ASC 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp C; Encl., GCpi=0.18; VlWFRS (envelope); cantilever left and right exposed; 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 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 b Dn the bottom chord and any other members. 4) Refer to gin 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) 4=140, 2=2 9, 6=125. 6) "NAILED" it i Jicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) 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 + Ro Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (plf) Ve : 1-4-70, 2-5=-20 Concentrat d Loads (lb) VI: 8=94(F=47, B=47) 10— 97(F— 49, B-49) 13— 36(F= 18, Bn 18) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date; September 4,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev- 1010312015 BEFORE USE. Design valld ruse only with MllekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 0 a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° building desil Is always recri I n. Bracing Indicated prevent of i red 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, seeANS&WIF CaaBPyCdfella, DSB-89 and BCSI BuQd/gg Component 6904 Parke East Blvd. Safety infom, iffbilavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996872 1481009-GROZ BROCKS MJ21 Diagonal Hip Girder 2 1 Job Reference (optional) duaaers r-Irsto urce 1 r-orL rrece, rL YWa D .. ,..,.� �, �„ ... .......................... ..._. . -- --r ........- -- - I D:kDoExOCUktTSrn9GXNBbjgy45C6-w4iEcmpvFnGtTW VF?e3Ycs_ft58PnQU1 h3kpb5yh_5G 2-8-7 7 Scale = 1:8.4 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15., Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 2-4 >999 180 BCLL 01 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 101 Code FBC2017lrP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=7/Mechanical, 2=217/0-4-9, 4=25/Mechanical Max Horz 2=77(LC 4) Max Uplift 3=-48(LC 19), 2= 148(LC 4) Max Grav 3=72(LC 22), 2=217(LC 1), 4=49(LC 3) FORCES. (lb) - 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=42psf; BCDL=S.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . 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. 4) Refer to gin r(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 (jt=lb) 2=148. 6) "NAILED" inTcates 3-10d (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Rod Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve : 1-3=-70, 2-4=-20 Concentrat Loads (Ib) Ve : 5=84(F=42, 13=42) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED mn EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. I Design vatld r use only with WillekO connectors. This design Is based only upon parameters shown, and Is for an indlviduat 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 Individual truss chord members only. Additional temporary and permanent bracing MiTek" building desli Is always recii gi. Bracing Indicated is to prevent buckling of web and/or i 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, seeANSU►PII Qualify Ci fedd, DSO-89 and SCSI Building Component 6904 Parke East Blvd.Safetyfnfo Tampa, FL 33610 fbepvailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job I iTruss Truss Type City Ply T14996873 1481009-GROZ iBROCKS NK01 Jack -Partial 3 1 Job Reference (optional) timmersy�rce, run riece, rL o•rava- II ID:kDoExOCUktTSrn9GXN8bjgy45C6-orxlR8sPJ?mlyBpOEU8Uni9J6iN_jCddcgiOktyh_5C 1-0-0 4-2-2 8-1-0 1-0-0 4-2-2 3-10-14 4x6 = 3x4 = 5 ST1.5x8 STP = LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20: Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.13 2-5 >709 240 TCDL 15. Lumber DOL 1.25 BC 0.61 Vert(CT) -0.27 2-5 >348 180 BCLL 0. Rep Stress Incr YES WB 0.18 Horz(CT) -0.01 5 n/a n/a BCDL 10.3 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP ND.2 WEBS ��2x4 SP No.3 REACTIONS. (lb/size) 4=93/Mechanical, 2=449/0-8-0, 5=244/Mechanical Max Horz 2=205(LC 12) Max Uplift 4=-84(LC 12), 2=-154(LC 12), 5= 96(LC 12) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 420/314 BOT CHORD 2-5=-551/404 WEBS 3-5=-452/617 NOTES- 1) Wind: ASI GCpi=0.11 ;C-C for IT 2) This truss 3) * This trus will fit beh 4) Refer tog 5) Provide IT 2=154. Scale: 1/2°=1' PLATES GRIP MT20 244/190 Weight: 33 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-10 oc bracing. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., WFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 8-0-4 zone; cantilever left and right exposed bers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 n the bottom chord and any other members. r(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd, Tampa FL 33810 Date: September 4,2018 A WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design vaild or use only with MITeM connectors. This design is based only upon parameters shown, and is for on 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 buckling individual truss and/or chord members only. Additional temporary and permanent bracing MiTek+ building desi Is always reci . Bracing Indicated Is to prevent of web i red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s o rage, delivery, erection and bracing of trusses and truss systems, seeANSU1pil ®ualllyCdterb, D99-89 and BCS1 BuOdhig Component 6904 Parke East Blvd. Tampa, FL 33610 Safety thfoin aflonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type —� Qty Ply T14996874 1481009-GRO -BROCKS RK02 Monopitch 7 1 Job Reference (optional) Hungers I -On Hece, FL 34y4b tl.ZZU S May Z4 ZU1 d NII I eK mausures, Inc. I ue oep 4 14:44:4v zuiu rage 1 I D:kDoExOCUktTSrn9GXN8bjgy45C6-orxlR8sPJ?m Iy8pOEU8Uni9EbiPUjEUdcgiOktyh_5C 1-0-0 4-6-2 8-10-0 1-0-0 4-6-2 4-3-14 ST1.5x8 STP = 5x6 3 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.1 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.08 2-4 >999 240 TCDL 15. Lumber DOL 1.25 BC 0.45 Vert(CT) -0.12 2-4 >825 180 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=47310-8-0, 5=365/0-6-0 Max Horz 2=219(LC 12) Max Uplift 2=-162(LC 12), 5� 195(LC 12) FORCES. (lb Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD[2-4=-222/264 2-3=-348/86, 4-5=-395/301 BOT CHORD NOTES- 1) Wind: ASC GCpi=0.18; ;C-C for me 2) This truss IT 3) ' This truss will fit betw 4) Bearing at capacity of 5) Provide me 2=162,5=1Y Scale=1:24.5 3x6 5 ST1.5x8 STP = PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., 9W FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 8-7-4 zone; cantilever left and right exposed fibers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s 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 IT the bottom chord and any other members. nt(s) 2, 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify :acng surface. lanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE No.88162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING-! erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1=12015 BEFORE USE. Design vaild f use only with MITekg connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system 3efore use, the building designer must verify The applicability of design parameters and properly Incorporate this design into the overall building desl acing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing BracingM 4 � eW Is always req {ed for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and Truss systems, seeANSbR71 AualltyCrBedd, DSO-69 and BCSI Building Component 6904 Parke East Blvd. Safety Inform n�vailable from Truss Plate Insfifufe, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14996875 1481009-GROZ BROCKS f11.01 Common Girder 1 1 Job Reference (optional) Builders FirstSQbrce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:50 2018 Page 1 ID:kDoEx000ktTSm9GXN8bjgy45C6-GI V7fUt14Ju9alODoBfjJviYc6nOScbmrKSaGJyh_5B 1-1-8 3-4-8 6-9-0 7-10-8 1-1-8 3-4-8 3-4-8 1 46 = snnFi—o Scale=1:23.5 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. ST1.5x8STP= NAILED NAILED ST1.5x8STP= 2x4 11 NAILED 2x4 11 3-4-8 6-9-0 3-4-8 3-4-8 LOADING (ps � SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl Ud TCLL 20. Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.01 10-11 >999 240 TCDL 15. Lumber DOL 1.25 BC 0.34 Vert(CT) -0.03 11-13 >999 180 BCLL 0. - Rep Stress Incr NO WB 0.33 Horz(CT) 0.00 10 n/a n/a BCDL 10. & Code FBC2017/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD x4 SP No.2 TOP CHORD BOT CHORD 4 SP No.2 WEBS Px4 SP No.3'Except' BOT CHORD 2-13,7-10: 2x6 SP No.2 JOINTS REACTIONS. (Ib/size) 13=787/0-6-8, 10=788/0-6-8 Max Horz 13=39(LC 12) Max Uplift 13= 224(LC 4), 10= 222(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 478/169, 6-7=-479/171, 12-13— 653/203, 2-12=-265/145, 7-10=-653/202, 3-5= 274/79, 5-6=-274/79 BOT CHORD 9-12= 421/106, 7-9=-422/108 WEBS 11-12=-187/864, 7-11=-181/852 PLATES GRIP MT20 244/190 Weight: 59 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 9, 12, 5 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. NOTES- 1) Unbalanced oof 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=15111; Cat. 11; Exp C; Encl., GCpi=0.18; 14WFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adec uate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss Il�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) Provide me hLLanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=224, 10 222. 7) Graphical p in representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 8) "NAILED" in !Cates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) o other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 124 lb up at 0-10-14, and 120 lb down and 124lb up at 5-10-2 on top chord. The design/selection of such connection device(s) is the responsibilitt 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 CASED Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve 1-2=-70, 2-3=-70, 3-4=-70, 4-6=-70, 6-7=-70, 7-8=-70, 10-13=-20, 7-12= 20 Concentrated Loads (lb) Ver#11=-269(B) 3=53(F) 6=53(F) 14=-269(B) 15=4(F) 16=4(F) 17=-269(B) Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING - 1erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. I Design vdld f use only with MiTeM connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �' a truss system. building deslg fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing ilfliTW Is always rectul . prevent i ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom sid age, delivery, erection and bracing of trusses and truss systems, seeAN5L#7PI1 QualifyCdleda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfolm , Nonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 11 Job Truss Truss Type Oty Ply 1 T14996876 1481009-GROZ BROCKS hM01 Half Hip Girder 1 3 Job Reference (optional) Builders i e, Fort Piece, FL 34945 8,220 s May 24 2018 MITek Industries, Inc. Tue Sep 4 14.44.51 2018 Page 1 I D:kDoExOCUktTSrn9GXNBbjgy45C6-kE3Vsqugrd00BRzPMvAys7EgnV7PB?cv3_B7plyh_5A 2-9-0 5-4-4 7-11-8 10-9-10 14-3-0 2-9-0 2-7-4 2-7-4 2-10-2 3-5-6 7x10 = 3x4 II 53x6 = 6 2X4 II HHU62b-2 5X8 = STP = 1-8 Scale=1:26.7 I9 0 Plate Offsets (X Y)- f2:0-1-14 0-0-01 r4'0-7-0 0-2-41 r9:0-4-0 0-4-41 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20A Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.08 2-9 >999 240 MT20 2441190 TCDL 15. Lumber DOL 1.25 BC 0.36 Vert(CT) -0.13 2-9 >999 180 BCLL 0. Rep Stress Incr NO WB 0.60 Horz(CT) 0.06 11 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-SH Weight: 283lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 6: 2x4 SP No.2 except 'end verticals. BOT CHORD ?x6 SP M 26 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-10: 2x4 SP No.3, 2-10: 2x6 SP No.2 WEBS Fx4 SP No.3 *Except` 6-11: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 1=2876/0-8-0, 11=5144/0-8-0 Max Harz 1=183(LC 6) Max Uplift 1= 1212(LC 8), 11=-2145(LC 5) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1065/316, 2-3=-8605/3702, 3-4=-7942/3412, 4-5=-4689/1991, 5-6= 250/101, 7-11=-5144/2145 BOT CHORD 2-9=-3596/8057, 8-9= 2720/6264, 7-8=-1991/4689 WEBS 3-9=-1041/555, 4-9= 2110/4725, 4-8=-2216/1076, 5-8=-1593/3786, 5-7=-5957/2537 NOTES- 1) 3-ply truss t • be connected together with 10d (0.131 "x3") nails as follows: Top chords onnected 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. Bottom cho ds connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs corm 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 connecti ns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalance oof live loads have been considered for this design. 4) Wind: ASC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15111; Cat. II; Exp C; Encl., GCpi=0.18; 1 AW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide ade uate drainage to prevent water pending. 6) This truss h s 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 betw n the bottom chord and any other members. 8) Bearing at j nt(s) 1, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of • aring surface. 9) Provide me • anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1212, 11_2145. 10) Use Simpson Strong -Tie HHUS26-2 (14-1Od Girder, 6-1od Truss, Single Ply Girder) or equivalent at 7-1-8 from the left end to connect truss(es) to back face of bottom chord. 11) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-11-4 from the left en to 12-11-4 to connect truss(es) to back face of bottom chord. 12) Fill all nail oles where hanger is in contact with lumber. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 L WANN7NG` er1/�TI gh parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11.7473 rev. f0/03/20f5 BEFORE USE - Design Valid f rr use only with tv11TeM connectors. This design Is based only upon parameters shown, and Is lot an Individual building component, not a Truss system efore use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall MOW building desl Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiltonal temporary and permanent bracing Mo lW Is always req ed 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, seeAAMall GoaW Critedd, DSO-89 and BCSI Bo6d/ng Component 6904 Parke East Blvd. Sele)v lnloan tbrnvallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qfy Ply T14996876 1481009-GRO BROCKS IMOI Half Hip Girder 1 3 Job Reference (optional) Builders PirstsQprce, [-On Niece, 1-L J494b LOAD CASE( Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform LoE s (plf) Ve 1-2=-92, 2-4=-70, 4-6=-70, 2-7=-20 Concentrate' Loads (lb) Ve 9� 2841(B) 8= 1338(B) 12=-1331(B) 13= 1284(B) o.ccv o maY c-r <v i o rvu i cn a. . i oQ' "w. vr ..-,�..,... �.. �., ..-y., I D:kDoExOCUktTSrn9GXN8bjgy45C6-CQdu49ulcw8tpbXbwchBPKnrXvTewSs3lexgLCyh_59 �® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �H Design valid 1 or use only with MiTeV connediors. This design Is based only upon parameters shown, and Is for an Individual bullding 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 individual truss chord members only. Additional temporary and permanent bracing Mo eik" bulldfingdesign. Is always req Bracing Indicated is to prevent buckling of web and/or dred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the AT fabrication, s i >rage, delivery, erection and bracing of trusses and truss systems, seeANSLOMF QualifyCrBeria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Infoar pflonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA22314. Job Truss Truss Type Qty Ply T14996877 1481009-GRO -BROCKS IM02 Half Hip Girder 1 2 ,. nA.... Job Reference (optional) nn nn10 r,Ai7n41nrl..cfrinc Inn Tito Con 1 14:44:5.�3 2018 Pa 9 1 Builders rlrsrJ urce, rorr Piece, rL 34945 .+.ccv. inur �� ..... �.�� .... �. �.....,.�..,.,, �. �... ..... ...... ........, _.-.., _a_ . I D:kDoExOCUktTSrn9GXN8bjgy45C6-hcBGH VvwNEH kR16oTKCQxYJvzJmOfxlCXlgEteyh_58 0-0 2-9-0 7-0-0 14-3-0 0-0 2-9-0 4-3-0 7-3-0 Special Scale=1:27.5 5x8 = 3x4 = NAILED NAILED Special 4 13 14 15 5 5.00 12 3x8 3 2 11 10 9i o I� 3x8 = 16 17 6 g 12 4x6 = NAILED NAILED 72x4 = i9 T1.5x8STP= 2x4 II Special 3x66= Special 5x6 = 3x4 = 2-9-0 7-0-0 143-0 2-9 0- 4-3-0 7-3-0 Plate Offsets Y -- 4:0-5-12,0-2-8 11:0-3-4,0-1-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.07 10-11 >999 240 MT20 244/190 TCDL 15 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.14 9-10 >999 180 BCLL 0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.05 6 n/a n/a BCDL 10 Code FBC2017/TPI2014 Matrix-SH Weight: 154 lb FT = 20 LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` 3-12: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except` 5-6: 2x6 SP No.2, 7-9: 2x4 SP No.2 REACTIONS. (lb/size) 6=1584/0-8-0, 2=1169/0-8-0 Max Horz 2=182(LC 8) Max Uplift 6=-746(LC 5), 2=-514(LC 8) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2046/877, 3-4=-2397/1076, 4-5=-313/129, 6-8=-1501/754, 5-8=-620/473 BOT CHORD 2-12=-895/1753, 10-11=-1578/3053, 9-10— 1064/2239, 8-9= 1064/2239 WEBS 11 3-10=-868/530, 4-10=-192/904, 4-8=-2045/1004 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss be connected together with 1 Od (0.131 "xX) nails as follows: Top chords onnected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chi." h ds connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 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 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=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 4) Provide ad uate drainage to prevent water ponding. 5) This truss 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 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. 7) Bearing at j int(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of earina surface. 8) Provide m hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=746, 2= 4. 9) "NAILED" ii 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) 225 lb down and 284 lb up at 7-0-0, anc 138 lb down and 179 lb up at 13-0-12, and 145 lb down and 178 lb up at 13-3-4 on top chord, and 422 lb down and 185 lb up at 7 -0, and 86 lb down at 13-0-12, and 90 lb down. at 13-3-4 on bottom chord. The design/selection of such connection device(s) the responsibility of others. LOAD CASE ) Standard Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek9 connectors. This design is based only upon parameters shown, and is for an Individual building component not � a truss systerr Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing NTTek' building desl Is always req : n. Bracing prevent of i 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, seeAA1SYWI1 QualByCiBeft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnfo Bonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14996877 1481009-GROZ -BROCKS IK402 Half Hip Girder 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 t1.LGU s May L4 zuitj IVII Tek Industries, ind. I ue aep 4 i4:44:.73 26 I6 rdyu 4 I D:kDoExOCUktTSrn9GXNBbjgy45C6-hcBGH VvwNEHkR16oTKCQxYJvzJmOfxlCXlgEteyh_58 LOAD CASE( Standard 1) Dead + Rocl Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve 1-4=-70, 4-5=-70, 2-12=-20, 9-11=-20, 6-7=-20 Concentrat Loads (lb) Velf110= 422(F) 4=-188(F) 13=-119(F) 14=-119(F) 15=-283(F) 16=-86(F) 17=-86(F) 18=-125(F) ® WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0"015 BEFORE USE. Design valid r use only with Miek:0 connectors. This design is based only upon parameters shown. and Is for at Individual building component not a truss system building des]( 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 always reqL . prevent led 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, seeANS&4pll QualityCifleft DSB-89 and SCSI Building Component 6904 Parke East Blvd. . Tampa, FL 33610 Safety Inform„ Bonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Job Truss Truss Type Qty Ply T14996878 1481009-GRO -BROCKS HP1 Roof Special Girder 1 1 Job Reference (optional) Builders ce, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Tue Sep 4 14:44:54 2018 Page 1 ID:kDoExOCUktTSrn9GXN8bjgy45C6-9pleUrwY8YPb3vh_I I kfUlsApjBJOVeMmyanP4yh_57 -1-5-0 2-9.3 5-6-6 6-11-6 1-5-0 2-9-3 2-9-3 1-5-0 NAILED U6 = NAILED 3.54 F12 NAII Fn g NAILED 2x4 = --- NAILED --- 2x4 = 2-9-3 5-6-6 2-9-3 2-9-3 Scale=1:15.7 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20S. Plate Grip DOL 1.25 TO 0.39 Vert(LL) -0.02 6 >999 240 MT20 244/190 TCDL 15. Lumber DOL 1.25 BC 0.21 Vert(CT) -0.02 6 >999 180 BOLL 0. Rep Stress Incr NO WB 0.01 Horz(CT) 0.01 4 n/a n/a BCDL 10S. Code FBC2017/TP12014 Matrix-P Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS SP 240OF 2.OE REACTIONS. (Ib/sizb) 2=209/0-4-9, 4=209/0-4-9 Max Harz 2=33(LC 30) Max Uplift 2=-105(LC 4), 4= 105(LC 5) ' Max Grav 2=224(LC 39), 4=224(LC 38) FORCES. (Ibj - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3= 657/398, 3-4= 656/398 BOT CHORD 11 2-6=-357/655, 4-6=-357/655 NOTES- 1) Unbalanced 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; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss 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 anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=105,4=1 6) "NAILED" i icates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOA CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (pif) Ve 1-3=-70, 3-5= 70, 2-4= 20 Concentrat Loads (lb) Verl 3=102(F=51, B=51) 6— 9(F= 5, B= 5) 7=89(F=45, B=45) 8=89(F=45, B=45) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING. Design valld f errfy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE ' use only with 1s11ekV connectors. This design is based only upon parameters shown, and Is for on Individual building component, not � a truss system 3eforo use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desi Is always requ . Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' erection'age, delivery, � DSB�9 and BCSf BU?dlt{g Component 6904 Parke East Blvd. Sofefv Inform: fAonavallable from Truss Plate Inastiitute, 218�N.. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996879 1481009-GRO -BROCKS K01 Valley 1 1 Job Reference (optional) bUliaers rirsr urce, rorr niece, rL 34`J40 o'4c o way �w �� o r� I — —Ij ". .�Y oyo ID:kDoExOCUktTSrn9GXN8bjgy45C6-9pleUrwY8YPb3vh_11 kfUlsE3jAPOUMMmyQnP4yh_57 4-2-14 8-5-13 4-2-14 Scale=1:15.5 4x6 = K 4 3x4 '- 2x4 11 3x4 LOADING (p SPACING- 2-0-0 CSI. TCLL 20 Plate Grip DOL 1.25 TC 0.19 TCDL 15 Lumber DOL 1.25 BC 0.27 BCLL 0 Rep Stress Incr YES WB 0.09 BCDL 10 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=137/8-4-10, 3=137/8-4-10, 4=354/8-4-10 Max Horz 1=-30(LC 13) Max Uplift 1=-60(LC 12), 3— 65(LC 13), 4=-98(LC 12) ' Max Grav 1=140(LC 23), 3=140(LC 24), 4=354(LC 1) FORCES. (I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-234/295 NOTES- 1) Unbalance 2) Wind: ASC GCpj=0.18; for reaction 3) Gable requ 4) This truss 5) ` This truss will fit betty 6) Provide me a .0 0 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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., v1WFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS shown; Lumber DOL=1.60 plate grip DOL=1.60 as continuous bottom chord bearing. is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ras 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. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING .Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE.PAGE M11-7473 rev. 10/03/201S BEFORE USE. �' Design vaild r use only with MliekC connectors. This design is based only upon parameters shown, and Is for on indl rdual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate thls design Into the overall building desfi in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek° Is always recii i red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s o rage, delivery, erection and bracing of trusses and truss systems, seeANSUIPN AualltyCiffeda, DSB-89 and BCSt BuIlding Component 6904 Parke East Blvd. Safetylnto Ronavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14996880 14181009-GROZJIBROCKS-1 IV02 Valley 1 1 Job Reference (optional) Builders hlrsib urce, Fori Yrece, r-L 34`J40 o.ccv s rviay c-r 201 o wu I cn in List iva, n— —p I D:kDoExOCUktTSrn9GXNBbjgy45C6-d?JOiBxAvrXSg3GAbIFuOzPQ17Xx7yzV_c9LyWyh_56 2-2-14 4-5-13 2-2-14 2-2-14 3x4 = Scale = 1:8.3 5.00 12 2 r- 3 • 1 o � o o 6 2x4 2x4 Q 0-10 4-5-13 0- - 0 4-5-3 Plate Offsets X Y - 2:0-2-0 Ed e LOADING (p ) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0 b Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix-P Weight: 11 lb FT = 206/6 LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc puffins. -BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=134/4-4-10, 3=134/4-4-10 Max Horz 1=13(LC 16) Max Uplift 1=-47(LC 12), 3=-47(LC 13) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalance 2) Wind: AS GCpi=0.1 for reactic 3) Gable req 4) This truss 5) " This true will fit bet% 6) Provide m roof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDLs4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., AW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS shown; Lumber DOL=1.60 plate grip DOL=1.60 es continuous bottom chord bearing. 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 an the bottom chord and any other members. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 4,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE Design valid ol use only with MITeIM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Individual truss members only. Additional temporary and permanent bracing MiTeW building des Is always rec In. Bracing Indicated is to prevent buckling of web and/or chord ilred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcatlon, i orage, delivery, erection and bracing of trusses and truss systems, seeANS►/IPII GualHyCdleft DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solety1nion adonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, 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 ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer. For lateral braces themselves o WEBS o3� 4 wide truss spacing, individual may require bracing, or alternative Tor I c 0 bracing should be considered. p U 3. Never exceed the design loading shown and never Inadequately braced trusses. a stack materials on 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 Cb7 c56 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-11ia' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7• Design assumes trusses will be suitably protected from `Plate location details available in M�Tek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS 8. Unless otherwise noted, moisture content of lumber shall not exceed 19wo at time of fabrication. _16 PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for fire treated, lumber. ICC-ES Reports: use with retardant preservative or green The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or 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 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values . or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable 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 DSB-89: Design Standard for Bracing. a atutes of rr use. Reviewing pictures alone s not sutticient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing+& Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015