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HomeMy WebLinkAboutTruss11 Lumber design values are in accordance with ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: .3ACE-3205 - MiTek USA, Inc. Site Information 6904 Parke East Blvd. Tampa, FL33610-4115 Customer Info: PACE 2000 Project Name: PHILLIPS Model: . Lot/Block: . Subdivision: . Address: CARLTON ROAD,. City: PORT SAINT LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017lrP12014 Design Program: MiTek 20/20 8.2 Wind Code; ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 25 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T19681298 Al 3/13/20 23 T19681320 V6 3/13/20 2 T19681299 A2 3/13/20 24 T19681321 V7 3/13/20 3 T19681300 A2A 3/13/20 25 T19681322 V8 3/13/20 4 T19681301 A3 3/13/20 5 T19681302 A4 3/13/20 6 T19681303 A5 3/13/20 7 T19681304 A6 3/13/20 8 T19681305 A7 3/13/20 9 T19681306 B7 3/13/20 10 T19681307 132 3/13/20 11 T19681308 B3 3/13/20 12 T19681309 CJ1 3/13/20 13 T19681310 CM 3/13/20 14 T19681311 EJ5 3/13/20 15 T19681312 EJ51 3/13/20 16 T19681313 EJ52 3/13/20 17 T19681314 HJ5 3/13/20 18 T19681315 V1 3/13/20 19 T19681316 V2 3/13/20 20 T19681317 V3 3/13/20 21 T19681318 V4 3/13/20 22 T19681319 V5 3/13/20 F The truss drawing(s) referenced above have been prepared by VFW MiTek USA, Inc. under my direct supervision based on the parameters ,1��oPQUI ��� ); • �C 1 ��.� provided by Builders FirstSource - Plant City. F '• No 182 Truss Design Engineer's Name: Velez, Joaquin : * t' I My license renewal date for the state of Florida is February 28, 2021. = IMPORTANT NOTE: The seal on these truss component designs is a certification S T that the engineer named is licensed in the jurisdiction(s) identified and that the ,Al p.; •_ �� ��(�` designs comply with ANSI/rPl 1. These designs are based upon parameters • , O R 1 0.••����� ' •�r1 shown (e.g., loads, supports, dimensions, shapes and design codes), which were i is / • •• ,�� for ornt ion into iven to Mi7ek or fi se TRENCO's �� p11N eOreferrencerpu poect uTek's customers only,ecific and was not taken accos in the preparation of these designs. MiTek or TRENCO has not independently verified the Joaquin sla PENe.66 2 applicability of the design parameters or the designs for any particular building. Before use, MITekU Inc. FL cert 634 the building designer should verify applicability of design parameters and properly 6904 P e East Blvd. T pa FL33610 incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. gate: March 13,2020 Velez, Joaquin 1 of 1 lop I I runs I I fuss I We I T I rly 1240628-PACE-3205 s T19681298 n ass = 6.0o R-2 7 648 = ST1.5xB STP= 3x6 = 3xB = 3x6 = ST1.5xB STP = 6x8 = 3x6 II 3x6 II Scale=1:83.3 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ve I(CL) -0.08 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.1417-19 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Hom(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.0515-17 >999 240 1 Weight: 242 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 8-17.6-17 SLIDER Left 2x4 SP No.3 3-1-14. Right 2x4 SP No.3 3-1-14 REACTIONS. All bearings 0-8-0. (Ib) - Max Hom 2= 250(LC 10) Mast All uplift 100 lb or less at joint(s) except 2=-134(LC 8), 14=-561(LC 13), 20=-627(LC 12), 12=-173(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=275(LC 23), 14=1374(LC 1), 20=1374(LC 1), 12=275(LC 24) FORCES. (Its) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-1035/843, 6-7=-914/909, 7-81 8-10=-1035/855 BOT CHORD 17-19=-348/930, 15-17=-381/849 WEBS 7-17=-338/456,8-17=-249/337,8-15=-2521300,10-15=-549/987,10-14=-1224/928, 6-17=-249/342, 6-19- 252J295,4-19=-536/987,4-20=-1224/933 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL 4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 21-0-0, Extedor(2) 21-0-0to 27-M, Interior(1) 27-0-0 to 43-5-3 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; al Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 2, 561 lb uplift at joint 14, 627 lb uplift at joint 20 and 173 lb uplift at joint12. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 QWANNING- Vadfy desler Par..frns rd NERD NOTES ON TNISAND WCLUDEDMITEKNEFENANCEPAGE,a67473sev. nallU2e15BEFONEUSE. Didion valid for use only Win MIfeM connectors. This design Is based any upon parameters shown, and is for on individual buRn ing component, not �� a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate ins design Into me overall building design. Bracing Indicated is to buckling of Individual hors web antl/or chord members only. Addlllonol temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me 6904 Pence East Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeAN3 WII QuNtly Cdbdv. D5549 and BC31 Building Component Tampa. FL N610 3olet9 lnlomlatbrxrvaiiable from Two Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. IOa IfUl 2240628-PACE-3205 A2 Builders First Source, Plant tdq 6 I nlss type Common Girder 3x4 25 6 3x6 i 6.00 F12 3x6 i 5 4 3x4 i 3x4 4 3 24 m 2 1 m ST1.5x8 STP = 22 21 2028 6x8 = ST1.5x8 STP = 3x6 = 3x6 = 3x6 11 5x6 = 7 my rly 6 2x4 = 19 29 1817 3x8 = 5x8 = 2x4 II T19681299 Scale = 1:88.6 2x4 = 4.6 1 9 2x4 II 26 4x6 C 10 11 1227 -0.0 ST1.5.8 STP = 13 14 lad' 16 15 5x6 = ST1.5x6 STP = 4x6 = SxB = 2x4 II 0.fi 0 6-0-0 1 13-8-0 1 21-0-0 1 zs-10-4 1 34-1-12 �5-8-q 41-6-0 421-o-0 n-F-O 41D41 7-4-a 7-4.0 5.10-0 7-3-8 1-6< 510.0 0-&0 Plate Offsets (X,Y)-- [2'0-0-1 03-0] [2:0-34 0-1-10) [2:0-3-15 0-0-0] [11:0-3-0Edge] [13:0-4-0 Edge] [13:0-6-00-0-101 [16;03-8 0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.12 19-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 VerdCT) -0.2219-21 >999 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.76 Horz(CT) 0.04 13 War n/a BCDL 10.0 Code FBG2017rrP12014 Matrix-SH Wind(LL) 0.0817-19 >999 240 Weight: 254 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 7-11; 2x4 SP No.1 BOT CHORD 2x4 SP No.2 'Except* 13-18:26 SP No.2 WEBS 2x4 SP No.3 *Except* 8-17: 2x4 SP No.2 SLIDER Left 2x4 SP No.3 3-1-14 REACTIONS. All bearings 0-e-0 (Ib) - Max Horz 2=-251(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 15 except 13=-241(LC 13). 22=-573(LC 12), 2=154(LC 8) Max Gmv All reactions 250 Ib or less at joint(s) 2 except 13=756(LC 1), 22=1748(LC 20), 15=1501(LC 21) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bmcing, Except: 6-M oc bracing: 2-22,21-22. WEBS 1Row at Fill 6-19.8-19 FORCES. (lb) - Max Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-4=-109/487, 4-6=-1244/795, 6-7= 1258/858, 7-8=-1251/867, 8-9=-1566/852, 9-10=-1981/706, 10-12=-1619/680,12-13=-1088/542 BOT CHORD 2-22=-343/168, 21-22=-343/168, 19-21=-300/1148, 17-19=-248/1572, 16-17=-234/1601, 15-16=-331/966, 13-15=-327/933 WEBS 4-22=-1604/924, 4-21=-511/1458, 6-21=-388/288, 6-19=-145/349, 7-19=-326/820, 8-19=-888/258, 17-23=0/522, 8-23=0/538, 10-16=-853/0, 12-16=011650, 12-15_ 1677/240 NOTES- 1) Unbalanced mot 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., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 21-0-0, Exterior(2) 21-0-0to 26-10-4, Interior(1) 26-10-4 to 43-5-3 zone; cantilever left and Fight exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) 400.01b AC unit load placed on the top chord, 31-0-0 from left end, supported at two points, 2-M apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Ceiling dead load (5.0 psQ on member(s). 9-10, 9-23 7) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 16-17 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except 61=1b) 13=241, 22=573, 2=154. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE Na.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 13,2020 Q WARNING - Verify design parametersend READ NOTES ON TNISAND INCLUDED MITEKNEFEFANCE PAGEMIs7473mv. far0342015BEFOREUSE Dpslgn valid for use only w8h MnekW connectors. This design Is owed only upon parameters snown, and Ls for an Individual bulldng component. not a truss system. Before use, the building designer must verity Me applicability of design parameters and vagary Incorporate this design Into the overall bullding design. Bidding indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabIrly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Ma fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSI/rPl1 Quafty, CMOBe. D95d9 and 501 BWMD Component Safaty Infmmalbnwollable from Truss Plate institute. 218 N. Lee Sheet Suite 312 Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 too 240628-PACE-3205 uuss A2A t runs I ype Roof Special ary rry 1 Builders First Source, Plant City, FL- 32566, 8.24 ID:OMGHgVGe6ryEl Yul 141 5.8-0 ]-2-0 13E-0 21-0-0 28i-0 5-6-0 1�-0 68O 7-4-0 7-0-0 5x6 = 8 27 28 7 9 3x6 i 6.0:F11_2 4z8 6 4 5 263 m 1 2 a 24 22 6 ST1.5z8 STP= 25 23 21 20 1930 18 3117 16 5x6 II STI.5x8 STP = 3.6 - 3x8 = 341 axis = 2z4 II 2x4 = 46 = axis II 2,01 It 7-210 T7968130D Job Reference (oDtionap s Feb 7 2020 MTek Industries, Inc. Fri Mar 13 09:28:12 2020 Page 1 dmJmnYyIZ4F-PZ_mTLg2dvs8474l sNHFM_W I_XMab4lgtwyMzbOK1 35-8-0 42-0-0 43Lq Scale=1:99.0 3z6 C 10 11 29 12 3 14 m 4 a )b 0 15 bnbw bs ST1.6x8 STIR = 6x8= 3x6 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.88 Vert(LL) -0.08 16-18 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.1416-18 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.73 Horz(CT) 0.02 15 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.0516-18 >999 240 Weight: 250 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc pudins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing. 3-25.5-21: 2x4 SP No.3 WEBS 1 Row at midpt 9-18.7-18 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 SLIDER Right 2x4 SP No.3 3-1-14 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 2=-250(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-183(LC 8), 13=-175(LC 13), 15=-567(LC 13), 23=-068(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=265(LC 23), 13=277(LC 24), 15=1370(LC 1), 23=1375(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-211/281, 3-0=-141/295, 4-5=-275/316, 5-7=-1014/855, 7-8=-914/911, 8-9=-915/922,9-11=-1037/862 BOT CHORD 5-22=-923/661, 18-20=-356/907, 16-18=-385/852 WEBS 8-18=-339/459, 9-18=-248/337, 9-16=-250/298, 11-16=-546/983, 11-15=-1219/925, 7-20=-241/274,7-18=-239/345,5-20=395/799,4-23=-907/533,4-22=-4741775 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; E)P C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 21-0-0, Fxtedor(2) 21-0-0 to 27-0-0, Interior(1) 27-0-0 to 43-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ito uplift at joint 2, 176 lb uplift at joint 13, 5671b uplift at joint 15 and 668 lb uplift at joint 23. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 QWANNING-Verifydes/gnpammere..d READNOMS ON] NISANDWCLUOEDMITEKREFISRANCEPAGEar&7Mmv. 100320156EFORE USE. Design valid for use only with Mnek® connectors. This design 6 based only upon parameters shown. and Is for on individual building component, not a truss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to buckling Individual truss web and/or chord members only. Additional tomporory and permanent bracing MiTek- prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection antl bracing of trusses and truss systems seeANSVm11 Quality Colossal, O684119 and SCSI Balding Component 6904 Parke East Blvd. Sobb mfonnallonava0oble from Truss Plate Institute. 218 N. We Street Suite 312. Alexandtia, VA 22314. Tampa, FL 33610 Too Iruss 240628-PACE-3205 A3 I ruse type t4Y rly GABLE e 1 • 1 8.240 s I T19681301 6.00 FIT 4x6 = 3xfi = 5x6 = 19 21 OP C ROOF 3x6 G 4 17 23 PURL 27 C / 1012 8 27 29 Scale = 1:95.0 BE BRACED BY END JACKS, OR PROPERLY CONNECTED ax10 II 50 Bx10 II 6 4x6 J_24�,.28N�Z x631 fixB = a 57 13 15 20 34 5 7 9 11 1 3 4 4x6 — Ox12 — 4x6 = Lu 47 46 5051 45 5244534654 55 42 56 41 40 39 36 37 S STI.5x8 STP= 5x8 = 3x6 = LU24 6.8 = 3x4 = Sx8 = Si1.5x8 STP= axB = 3a4 = 3x5.= 6.8 = d 3O6 16 d 46 = 3xfi = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(CL) .0.10 42-43 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Ven(CT) -0.2042-43 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.96 Horz(CT) 0.02 38 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.1542-43 >999 240 Weight: 372lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc puffins. 3-18,18-34:2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 4-11-8 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 18-19 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 30, 7, 24, 13, 18, 16, 5, 32 4-46,33-38: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-". (Ib) - Max Horz 2=239(LC 7) Max Uplift All uplift 100 Ib or less at joints) except 2=-228(LC 32), 46= 2026(LC 8), 38=-1282(LC 9), 35=-161(LC 32) Max Grav All reactions 250 lb or less at joints) 2,35 except 46=3296(LC 1), 38=2191(LC 1) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-647/871, 3-0=-697/1063, 4-5=0/299, 5-7=0/299, 7-9=-767/651, 9-11=-767/651, 11-13=-767/651,24-26=-432/584,26-28=-432/584,28-30=-432/584,30-32=-450/1015, 32-33=-450/1015,33-34=-362/687,34-35=-365/564,4-6=-18la/1026,6-8=-1778/1088, 8-12=-1752/1165,12-14=-1724/1189,14-17=-1757/1267,17-19=-1711/1280, 19-21=-1714/1276,21-23=-1747/1226,23-25=-1727/1134,25-29=1748/1084, 29-31=-1767/1002, 31-33=-1798/927 BOT CHORD 2-47=682J582, 4647=-687/579, 45-46=-1009/710, 43-45=-844/1240, 42-43=-1317/2158, 41-42=-690/1296, 39-41=-359/603, 38-39=-687/532, 37-38=-451/417, 35-37=-447/418 WEBS 3-46=-719/438,4-46=-253B/1677,33-38=-1673/1096,34-38=-503/244, 33-39=-997/1438, 4-45_ 1671/2514, 30-39=-536/496, 7-45=-984/847, 30-41= 3701781, 743=-530/1031, 2441=-304/239, 1343=-261/299, 2442=-6151787, 1342=-893/822, 18-42=-716/1063, 14-15=-219/286, 8-9= 255/375,5-6=-184/358,28-29=-199/259, 31-32>180/287, 18-19=-970/1319 NOTES- 1) Unbalanced roof 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=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.60 plate grip Joaquin Vein PE No.68182 DOL=1.60 MTek USA, Inc. FL Cert 6634 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 6904 Parka East Blvd. Tampa FL 33810 Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. Date: 4) Provide adequate drainage to prevent water ponding. March 13,2020 51 All plates are 2x4 MT20 unless otherwise indicated. Q WARNING- VeNfydesf9nparamefeor.d READ NOTES ON TN/SANDINCLUDED MREKN£FENANCEPAGEM674M.. tOD]2015SEFONE USE. Wit valid for use only with MOet® connectors. This design a based only upon parameters shown. and Is for an individual building component, not a buss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate Mrs design into me overall design. Bracing Indicated is to buciling Indiidual truss web and/or chord members only. Additional temporary, and permanent bracing Welk' building prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damaga. For general guidance regarding the 69M Parke East Blvd. fabc0110n storage, delivery, erection and bracing of busses and Muss systems, seeAlulurn 7 Quality Criteria, DS549 and BC51 Building Component Tampa. FL 33510 Barely Informalbmvailable ham Truss Rate Institute, 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. IDp I➢ S buss type 240628-PACE-3205 IA3 (GABLE T19681301 NOTES- 6) Gable studs spaced at 2-M oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2, 2026 lb uplift at joint 46, 1282 Ib uplift at joint 38 and 161 lb uplift at joint 35. 10) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Use Simpson Strong -Tie LU24 (4-16d Girder, 2-10dz1 1/2 Truss, Single Ply Girder) or equivalent at 19-0-12 from the left end to connect Iruss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 205lb down and 265 lb up at 5-0-0, 88 lb down and 154 lb up at 7-0-12, 88 lb down and 160 Ib up at 9-0-12, 88 lb down and 160 lb up at 11-0-12, 88 lb down and 160 lb up at 13-0-12, 88 lb down and 160 lb up at 15-0-12, and 8B lb down and 160 lb up at 17-0-12, and 88 lb down and 160 lb up at 19-0-12 on top chord, and 151 lb down at 5-0-0, 52 lb down at 7-0-12, 52 lb down at 960-12, 52 Ito down at 11-0-12, 52 lb down at 13-0-12, 52 lb down at 15-0-12, and 52 lb down at 17-0-12, and 663 Ito down and 382 lb up at 20-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-104(F=-50), 4-18=50(F), 33-34=-54, 34-36= 54, 2-35=-20, 4-19=-54, 19-33=-54 Concentrated Loads (lb) Vert: 3=-108(B) 47=-67(B) 45=-26(B) 17=-48(B) 14=-48(B) 12=-48(B) 8=48(B) 6=-48(B) 50=-26(B) 51=-26(B) 52= 26(B) 53=-26(B) 54= 26(B) 55=-26(B) 56=-663(B) 57=48(B) 58=-48(B) ,&WARNING-VedrydssIapammelers And READ NOTES ON TNISANDWCLUDEDMITEKREFERANCEPAGEM674"mv. 1,16220I5BEFORE USE boslgn valid for use any with MReM connectors. The design Is based only upon parameters shown, and 6 for an individual bulding component, not a fruss system. Before use. Me building designer must verify Me applicability of design Parameters and properly Incorporate Ms design Into Me overall building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporcry and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding Me fabricatlon, storage, delivery, erection and bracing of hums and MUM systems seeANSVIPIi Quality Crltrdn, 1155-09 and SCSI lrrldina Component 69N Parke East BNd. Safety Infermefionovollable from Truss Plate Insirli 218 N. Lee Street, Suite 31Z A saanddo, VA 22314. Tampa, FL 33610 lap Iraee 240628-PACE-3205 A4 Builders Flat Source, Plant City, 11p 1.6- 6.OD 12 Cis 3 uuss lype US = NAILED NAILED NAILED NAILED 19 21 NAILED 17 AILE 3x6 i 14 23 NAILED 12 NAILEDNAILEDNAILED a 63 3 II 6rrS = 6 3 62 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED 4* 29 NAILED NAILED 8x1a I nA131 6x8 = rcU 65 34 \�35 36 i1.48 STP = 5051 52 44 53 54 55 56 5741 58 4a 59 6o 9S ST1.5xS STP 47 46 45 43 42 39 3l 4 6 = ST1.5xS STP = 5x8 = 3x6 = NAILED 3.8 = 3x4 = NAILED... = ST1.5x8 STP = 4x9 = 3x6 US = NAILED NAILED 3x4 NAILED NAILED 3x6 = NAILED 6xa = 3x6 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED T19681302 Scale-1:99.6 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.44 Ve I(CL) -0.08 41 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Ven(CT) -0.16 41-42 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(CT) 0.03 38 Na n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-SH Wind(LL) 0.14 43 >999 240 Weight: 3721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or4-0-13 oc puffins. 3.18,1834: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-14 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 18-19 WEBS 2x4 SP No.3'Excepr JOINTS 1 Brace at Jt(s):30, 7, 24, 13, 18, 16, 5, 32 4-46,3338: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 (lb) - Max Horz 2=239(LC 26) Max Uplift All uplift 100 Its or less at joint(s) except 2=-227(LC 32), 46=-2060(LC 8). 38=-1995(LC 9), 35=-222(LC 19) Max Grav All reactions 250 Ib or less at joint(s) 2, 35 except 46=3246(LC 1). 38=3246(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-645/862, 3-4= 701/1059, 4-5=-82/475, 5-7=-B2/475, 7-9=-380/413, 9-11=380/413, 11-13=-380/413, 13-15=-285/395, 15-16=-285/395, 16-18=-285/395, 18-20=-285/395, 20-22=-285/395,22-24=-205/395,24-26=-411/506,26-28=-411/506,28-30=-411/506, 3032=-169/560, 32-33=-169/560, 3334— 549/982, 34-35=-506/803, 4-6=-1886/1111, 6-8=-1844/1170, 8-12— 1819/1247, 12-14=-1790/1271,14-17=1820/1347, 17-19= 1777/1362,19-21=-1777/1351,21-23= 1820/1324, 23-25=-1790/1248, 25-29=-1819/1224,29-31=-1844/1147, 31-33=-1886/1086 BOT CHORD 2-47=-657/573, 46-07— 663/570, 45-46=-985f703, 43-45=-790/1156, 4243=-1196/1901, 41-42=-1089/1901,39-41=-703/1142, 38-39= 9857722,37-38=-663I541,35-37=-657/543 WEBS 3-46=-727/449,4-46=-2495/1705,33-38=-2495/1695, 34-38=-685/386,33-39— 1593/2378. 4-45=-1615/2378, 3039— 907/805, 7-05=-907/014, 30-41=-441/851, 7-43=-455/651, 24-41= 235/286, 13-43=235/292,24-42=-832/806,13-02=-839,782,18-42=-583/894, 14-15=-214/283, 8-9=-256/376, 5-6=-173/350,22-23=-214/283,28-29=-256/376, 31-32=-169/349,18-19=.949/1313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vascll 32mph; TCDL=4.2psh, BCDL=5.Opsi 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Provide adequate drainage to prevent water ponding. 51 All plates are 2x4 MT20 unless otherwise indicated. Joaquin Velez PE No.68182 fill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 QWARNING- Vadlydesler Insmeleraand READNOTE50NMI5ANDMCLUDEDMWEKREFERANCEPAGEM0.7479rev. 100:142015BEFOREUSE DeLgn valld for use only with Mrek® connectors. ThIs design Is based only upon parameters shown, and Is for on Individual bustling component, not �■ ■■ a nuss system. Before use, the building designer must vain the appllcately, of design porameters and properly incorporate this design Into the overall design. Bracing Indicated is to buckling Individual huss web and/or chord members only. Addlticnal temporary and permanent brocing �!T building prevent of e always required for stability and to prevent collapse with possible le personal Injury and property damage. For general guidance regarding the Ivlflek' fabrication, storage, delivery, erection and bracing of muses and Muss systems. seeANa/iPil Quality CrSeda, DSB-59 and BCD SWtlxrg Component enlnN Mlarmellemvallable from Trua Plata Inxfihdw. 91 N N. L.e Sheet. SUB.312. Al.xantlea. VA 22314. 69M Parke East Blvd Tempe, FL 33610 Job Truss Irum Iype >-240628-PACE-3205 A4 GABLE T19681302 NOTES- 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and arty other members. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 227 lb uplift at joint 2, 2060 Ib uplift at joint 46, 1995 It, uplift at joint 38 and 222 lb uplift at joint 35. 10) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) "NAILED" Indicates 3-1 Od (0.148°x3°) or 3-12d (0.148"x3.25°) toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 265 lb up at 5-0-0, and 2051b down and 286 lb up at 37-0-0 on top chord, and 151 lb down at 5-0-0, and 151 to down at 36-11-4 on bottom chord. The design/selemion of such connection device(s) Is the responsibility of others. 13) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (S). LOAD CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-4=-104(F=-50), 4-3XONF), 3324 =-104(F— 50), 34-36=-54, 235=-20, 4-19---54, 19-33= 54 Concentrated Loads (Ib) Vert: 3=-108(F) 34=-10147=-87(F) 37=-67(F) 39-26(F) 45=-26(F) 42=-26(F) 19=-48(F) 17=-48(F) 14=-4112=-48(F) 8=-48(F) 6=-48(F) 21=-48(F) 23=-48(F) 25=-48(F) 29=-48(F) 31=-48(F) 50=-26(F) 51= 26(F) 52=-26(F) 53=-26(F) 54=-26(F) 55=-26(F) 56— 26(F) 57= 26(F) 58=-26(F) 59=-26(F) 60=-26(F) 61=-26(F) 62=-48(F)63=-48(F) 64=-48(F) 65=-48(F) AWARNING-yed/ydesIga,erect.tnsendBEADNOTESONMISANONCLUDEDMDEKREFEBANCEPAGEM*74".v.14,0,32e15BEFOREUSE. Cpsiga valid for use only with M6elkill, connectors. IDb tleslgn Is based only upon parameters shown, and IS for an Indidual bWtling component, not a Muss system. Before use, the building designer must very, the applicability of design parameters and properly incorporate firs; design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing b always required for stablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of Musses and hum systems, SeaANSWll Quality Call DSEd9 and SCSI Building Component Safety Bt/ormaksmovalloble from Truss Plate Institute. 218 N. We Street. Suite 312. Alexandria, VA 22314 MiTek- 69U Parke East Blvd. Tampa, FL 33610 rap uwa truss type �Y try 9240628-PACE-3205 AS Roof Special 4T196813D3 - 1 Job Reference (optional) Ri dldam Fi t Snurae. Plant CiN. FL - 32566. 8.240 s Feb 7 2020 MTek Industries. Inc. Fri Mar 13 0928:25 2020 Pace 1 5x6 = Scale = 1:86.7 6.00 12 7 3x4 i 3x4 23 24 e B US 3xfi 2z4 II US G 5 9 4x6 C 4 0 223 25 3z4 11 3x4 C 2 20 3x4= 12 73 1 b 193z6 II 16 17 16 rot 6 b Si STP= 21 26 27 14 SiSTP= Sx6 ll ST1.5x8 STP= 3zd - Sxe = 3z4 = 15 6xB = 3.6 = 2x4 II ST1.5xB STP= 2x4 = 3x6 11 6e-0 Sci O,ep 6.6-0 64-0 13100 W7 L78 _ 3540 35re-0 4150 6at{a n 5-041 r T I T-zn I T-zo I y-2 soo �sb Plate OHsets(XY)- 04-0 [2:0-1-100-3-41 [2:0-3-41-1-131 [2:0-3-00-0-8] [12:0-3-150-"1 ]12:0-11-10-1-10] [12:0-0-10-3-0] 117:0-4-00-3-01 a10a LOADING (pso SPACING- 2-0-0 CSI. DEFL In (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.86 Vert(LL) -0.08 15-16 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.16 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.0617-18 >999 240 Weight: 238 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc pur ins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-19,10-14: 2x4 SP No.3 9-0-13 oc bracing: 17-18 WEBS 2x4 SP No.3 8-7-14 oc bracing: 16-17. WEDGE 4-9-0 oc bracing: 14-15 Left: 2x6 SP No.2 WEBS 1 Row at midpt 81 SLIDER Right 2x4 SP No.3 3-1-14 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=-250(LC 10) Max Uplift All uplift 100 Ib or less at joints) except 2_ 194(LC 8), 19=-665(LC 12), 14=-529(LC 13),12=-209(LC 13) Max Gmv All reactions 250 Ib or less at joints) except 2=265(LC 23), 19=1373(LC 1), 14=1335(LC 1), 12--294(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3 192/282, 3-4=-153/277, 4-6=-1155/912, 6-7=-979/944, 7-8=979/956, 8-10=-1172/945 BOT CHORD 4-19= 1170/870, 17-18=-415/1004, 16-17=-457/968, 14-15=-1274/842,10-15=1204/873 WEBS 7-17=-386/515,8-17=-307/389,10-16=-517/1015,6-17=-288/379,6-18=-195/260, 4-18=-551/1068 NOTES- 1) Unbalanced roof 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=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2) -1-5-3 to 4-6-13, Interior(() 4-6-13 to 21-0-0, Exarior(2) 21-" to 27-0-0, Intertor(1) 27-0-0 to 43-5,3 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) This truss has been designed fora 10.0 gat bottom chord live load nonconcurrenl with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 2, 665 Ib uplift at joint 19, 529111 uplift at joint 14 and 209 lb uplift at joint 12. Joaquin VelazPE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 OWARNING- Vedtydealgnparemete Byrd READNOMS ON MSANDMCLUDWMr KREFERANCEPAGEM674M.. 11317,1101$BEFORE USE C,sign valid for use only with Mneldi) connectors. This design B based Only upon parameters shown. and Is for an IndMdaal building component, not a truss system, Before use, the building designer must verify the oppllcablllty of design parameters and properly Incorporate this dedgn Into me overoll building design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stab0lty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of pusses and truss sysiems seeMSI/IPIT Quality Cali DSB49 and IIC61 Building Component 6904 Parke East Blvd. Safety Inlomlallonavolbbie from Truss Plate Institute. 218 N. Lee Street Sidle 312, Alexandria. VA 22314 Tampa, FL 33610 too 'rums I truss type 240628-PACE-3205 IA6 I Roof Special T19681304 5x6 = 6.00 12 Scale v 1:85.5 6� = ST1.6x8 STIR 2x4 II ad] = I5 ass 3x6 11 ST1.5x8 STP = 3x6 II LOADING (pSQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.86 i BC 0.59 WB 0.62 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud PLATES GRIP -0.08 19-20 >999 360 MT20 2441190 -0.18 19-20 >999 240 0.03 14 n1a nta 0.08 18 >999 240 Weight: 2521b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Slructuml wood sheathing directly applied or 4-6-8 oc puriins. SOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 21-23,7-17,10-14: 2x4 SP No.3 4-8-0 oc bracing: 14-15 WEBS 2x4 SP No.3 10-0-0 oc bracing: 17-19 SLIDER Left 2x4 SP No.3 3-1-14. Right 2x4 SP No.3 3-1-14 WEBS 1 Row at midpt 6-19, 8-19 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 250(LC 10) Max Uplift All uplift 100lb or less at joint(s) except 2=-219(LC 13), 14=-527(LC 13), 12=-208(LC 13), 25=-636(LC 12) Max Grev All reactions 250 lb or less at joint(s) except 2=265(LC 23), 14=1369(LC 1), 12=286(LC 24), 25=1388(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-4=-177/361, 4-6= 1394/1016, 6-7=-1105/964, 7-8=-1104/965, 8.10=-1188/940 BOT CHORD 19-20=-505/1165, 7-19=-406/608, 14-15=-1309/849, 10-15=-1238/879 WEBS 16-19=-440/942, 8-16=-320/315, 24-25- 1337/818, 22-24=-1290/834, 4-22=-12561849, 4-20=-527/1224,6-19=-378/457,10-16=-523/1060, 8-19=-192/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 21-0-0, Extedor(2) 21-0-0to 27-M. Intedor(1) 27-" to 43-53 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 30 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219lb uplift at joint 2, 527lb uplift at Joint 14,208 lb uplift at joint 12 and 636 Ib uplift at joint 25. Joaquin Vela PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 Q WAHNWO-Verity Eeslgnperamefers antl HEAP NOTEa aN TH6 ANp WCLUOEp MHEK HEFEHANCE PA6EM6)4]3 rev. reA4¢OIS 6EFORE USE tlesign valltl for use only wim MBek®connecfars. ThIs tlesign B basetl only upon parameters shown, antl b for an IntlNitlual buptlNg component, rat MR a crass Issetore use, me builtling designer must va6/y me appllcablllty of tlesign parameters antl propetly Incorporate rats tlesign Into the overall builtling design. Bracing Inolaatetl Leto prevent buckling of lnd"'ualfiuss web antl/or chord members only. AtlE8lonaitemporary antl permanent bracln8 MiTek' Is always mqulretl for etablllN antl to prevent collapse wim passible personal In)ury antl property tlamoae. For general gultlpnce ranprtling me fobrica6on, storage, tlelNery. erection antl bracing of busses antl hue systems, saeANSVIPI1 pue�y Cldeella, DSe-09 antl aC918u141sp Comlaenmt 6904 PeAa East BN4. Sabty adornalbrgvoilobie from Truss Plot. InuM. 218 ,Lee 3aeet Suite 312 Atexantleo. VA 22314. Tampa, FL 33610 lop Ilruss Iiruse, Type 2240628-PACE-3205 IA7 I Roof Special T19661305 0 5x6 = 6.00 12 am = 6x8 = ST1.5x8 STP = 2x4 II 5x6 = ST1.5xB STP = 6x13 = 3x6 II 2x4 II 2x4 II 3x6 11 23 4-8 6aa &eA 1310-0 2180 Ma" 28-2A 19Ae 354-0 36ra-0 _ 41604�p0 awo slop T-zA T-zA zne H a10d t 6se slap oWiT 0s8 Scale = 1:84.2 0 2]6 0 Plate Offsets (X Y)-- [2:0-3-15 0-0-0] [2.0-3-4 0-1-101 [2:0-0-1 0-3-0] [12:0.3-15 0-0-0] [12:0-11-1 0-1-10] [12:0-0-1 0-3-0], rl5:0-3-00-Ml [21:0-4-0 0-"I LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(L-) -0.10 15-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(I T) -0.1815-19 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Harz(CT) 0.02 14 n(a n(a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(L-) 0.06 20 >999 240 Weight: 257 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-24,10-14: 2x4 SP No.3 4-9-0 oc bracing: 23-24 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-21, 6-21 SLIDER Left 2x4 SP No.3 3-1-14, Right 2x4 SP No.3 3-1-14 JOINTS 1 Brace at Jt(s): 18 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-250(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-194(LC 13), 24=-633(LC 12), 14=-530(LC 13),12=-209(LC 13) Mau Grav All reactions 250 lb or less at joints) except 2=294(LC 23), 24--IM(LC 19), 14=1368(LC 1), 12=274(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-177/285, 4-6=-1173/936, 6-7=-979/955, 7-8=-979/964, 8-10=1190/949 BOT CHORD 23-24=-1280/846, 4-23=1215/877, 21-22=-433/1051, 20-21=-46PJ999, 18-20=-462/999, 14-16= 1223/882,10-16=-1211/885 WEBS 7-21=-394/516,8-21=-324/384,8-18=-194/254,10-18=-529/1083,6-21=-310/393, 4-22=-503/1066,15-17=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 21-0-0, Extedor(2) 21-0-0 to 27-0-0, Interior(1) 27-0-0 to 43-5-3 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 fall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 2, 633 Ib uplift at joint 24, 530 lb uplift at joint 14 and 209 to uplift at joint 12. Joaquin Velez PE No.68182 Wrilk USA, Ina. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 A WARNING - wanly tleslgn perameWn, and READ NOTES ON MIS AND INCLUDED MNEK REFERANCE PAGE M474M rsv. MIXIVO)IS BEFORE USE Waign volld for use only with MIfeA® connectors, this design Is based only upon parameters shown. and Is for an hall building component, not ��- a truss system. Before use, the building designer must verity the applicability of tleslgn parameters and property Incorporate thS design Into the overall building design. Bracing indicated is to prevent buckling Of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 69N Pa*e East Bind. fabrication. storage, dellvery. erection and bracing of trusses and truss systems, seeANTirrPil Quality Criteria. PSI-09 and 9CS1 Wrral Component safety Inlormalbnasollobie from ➢uss Plate Institute, 218 N. Lee Stoat. Suite 312. Alexandria VA 22314. Tampa, FL 33610 1e0 I i russ I I =5 t ype 11 y 1 rry 2240628-PACE-3205 T19681306 8.240 s :OMGHgVGe6ryE1YuE 15-0.0 I 4-4-0 4x6 = 4 3x4 STt.5a8 STP= se — 3x4 = = 3x12 MT20HS I I 6x6 = Scale = 1:43.0 I< 0 LOADING (PSO TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-" Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TP12014 CSI. TC 0.73 BC 0.83 WB 0.57 Malnz-SH DEFL. in Vert(LL) -0.13 Vert(CT) -0.23 Horz(CT) 0.01 Wind(LL) 0.09 (IOc) Vdefl L/d 7-9 >999 360 7-9 >778 240 6 r9a n/a 6-7 >999 240 PLATES MT20 MT20HS Weight: 100 lb GRIP 2441190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc pudins. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 6--Mechanical, 2=0-8-0, 9=0-8-0 Max Harz 2=140(LC 16) Max Uplift 6=-237(LC 13), 2=-115(LC 12), 9=-383(LC 12) Max Gmv 6=507(LC 1). 2=251(LC 23), 9=921(LC 1) FORCES. (Ib) - Max. Comp✓Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-769/844, 5-6=-776/586 BOTCHORD 2-9=-173/261,6-7=381/628 WEBS 4-7=-634/665, 5-7=330/551, 4-9=-549/388, 3-9=-328/553 NOTES- 1) Unbalanced root 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; MW FRS (envelope) and C-C Exteror(2) -1-53 to 4-6-13, Intenor(1) 4-6-13 to 10-84), Extedor(2) 10-M to 16-8-0. Interior(l) 16-8-0 to 21-3-4 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load noncencurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 6, 115 lb uplift at joint 2 and 383 lb uplift at joint 9. Joaquin VelazPE No.68182 MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 lap Truss muss14 type y rry 1240628-PACE-3205 132 (Common 8 I 1 T19681307 3 46 = 5 6.8 = 6x8 = Scale=1:41.4 I< 0 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ved(CL) -0.13 10-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Ved(CT) -0.2810-12 >891 240 SCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Wind(L-) 0.05 10 >999 240 Weight: 1101la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-2 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.33-1-14, Right 2x4 SP No.33-1-14 REACTIONS. (size) 2=0-8-0, B--0-8-0 Max Hoe 2=135(LC 10) Maur Uplift 2=-384(LC 12), 8=384(LC 13) Max Grew 2=860(LO 1). 8=860(LC 1) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1270/910, 4-5=-1232J1148, 5-6=-1232Jl l42, 6-8=-1270/906 BOT CHORD 2-12=-610/1051, 10-12=-312/713, 8-10=-650/1051 WEBS 5-10=-538/568, 6-10=-273/493, 5-12=-542/567, 4-12=-273(495 NOTES- 1) Unbalanced roof 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; MW FRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 10-8-0, Extedor(2) 10-8-0 to 16-8-0. Interior(1) 16-8-0 to 22-9-3 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load n(nconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384 lb uplift at joint 2 and 384 lb uplift at Joint B. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 13,2020 ,&WARNING-yedfydesfgnFr.efersand READNOTES ON THIS AND /NCLUDEDUFFEKBEFERANCE PAGE Mb7riss , 1017.1102015BEFORE USE Design valid for use only with Mirek® connectors. this design is based only upon parameters shown, and is for on indMtlual building component not a Fluid system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate 1Ms design Into me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Atltllflanal temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and fruv systems. seeANSUIPII Quality CdferID, DSB49 and OW Wtdbp Component 69M Parke East Blvd. Safety Infoonalbnovallable from truss Plate Institute. 218 N. Lee Shoat. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 JOD nrss buss Iype Vry rry • T796813081 2240628-PACE-3205 B3 GABLE 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 a Feb 7 2020 MTek Industries, Inc. Fit Mar 13 09:28:33 2020 Page 1 I D:OMGHgVGe6ryE1 YuEMmJmnYydZ4F-HcljLecr51 LmNB9ordddgkb]mBSn9GA7RTXBezbOJi 10-8-0 75-4-0 21- O 22-10-0 1-6.0-- &0-0 5-8-0 5.8-0 5.0.0 t-EO Scale=1:43.5 4x6 = • TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PU LINS AS SPECIFIED. 5x8 Sx8 = 6.00 12 4 axis i 20 21 22 23 7 3x6 3 0 8 2 m I< 901 • 12 24 25 O 11 26 27 t0 STI.5x8 STP= NAILED NAILED NAILED NAILED ST1.5x8 STP= 5x8 3x4 = 6x8 = - axe = NAILED 3x4 = fi- 5-0-0 10.8-0 164 0 20.10-0 21- s- 46-0 5-8-0 5-8-0 46.0 -8- Plate Offsets (X Y)-- [2'0-0-1 0-3-01 14:0-6-0 0-2-81 f5:0-1-8 0-1-01(6;0-6-0 0-2-81 f8:0-0-1 0-3-01 [11:0-4-00-3-0] 113:0-2-00-3-151 115:0-2-00-1-15] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.17 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.2111-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(CT) 0.06 8 r/a rVa BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 1261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puffins. BOT CHORD 2x4 SP No.2 Excepb WEBS 2x4 SP No.3 2-11-0 oc bracing: 4-5, 5-6 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. SLIDER Lett 2x4 SP No.3 2-5-15, Right 2x4 SP No.3 2-5-15 JOINTS 1 Brace at Ji(s): 5 REACTIONS. (size) 2=0-8-0, 8-0-e-0 Max Horn 2=-72(LC 6) Max Uplift 2=-687(LC 8), 8=-687(LC 9) Max Grav 2=1221(LC 1), 8=1221(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2050/1161, 4-5=-2563/1581, 5-6=-2563/1581, 6-8=-2050/1161 BOT CHORD 2-12- 986/1746, 11-12=-981/1757, 10-11= 935/1757, 8-10=-940/1746 WEBS 4-12=0/368, 4-11---637/913, 5-11=-527/599, 6-11=-637/913, 6-10=0/368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6871to uplift at joint 2 and 6871b uplift at joint 8. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 193 lb down and 265 lb up at 5-0-0, 64 lb down and 128 lb up at 7-0-12, 641b down and 128 lb up at 9-0-12, 641b down and 128 lb up at 10-8-0, 64lb down and 128 lb up at 12-3-4, and 641b down and 128 It, up at 14-3-4, and 193 lb down and 265 lb up at 16-4-0 on top chord, and 151 lb down at 5-0-0, and 151 Ib down at 16-3-4 on bottom chord. The design/selection of such connection device(s) is the Joaquin VelezFE No.68182 responsibility of others. MTek USA, Inc. FL Cart 6634 13) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: March 13,2020 Continued on page 2 O WARNWO-Noddy tleslgn paremefere antl READNOTES ON TNLSAND INCLUDED MREKREFERANCE PAGE UP-74YJrev. ibD3Ra15 DEOREUSE Design vOIld for use only wlfh MrelFtd connectors. ibis deelgn h based only upon parameters showy antl Is for an Individual bMtling component, not b9t ' ah'uss system. Beforethe bulltling tlesigner must vetlty the ap"Ic.bilay of tleslgn parameters antl properly incoiporafe rah tleslgn Info the overall building design.&acing Indicated Ls to prevent buckling of lndNlduol huss web antl/orchard members only. Addltlonal temporary and pertnpnenf bracing MiTek' Is ciwpys required for stablllty and fo prevent collapse with possible personal injury antl property damage. For general guidance regartling me tobricailon, storage. tlelNery, erection and bracing of busses antl huss rysfems, seeANSUIPII CualBy GdMlb. OSBd9 antl BC51 M kilo Camponmf 6904 Palle Earl Blvd. So FrN/omsaBpMvalloble hem Truss Plate InstlV.. 21 8N. Lee Sheaf. Suite 312. Alexpntlrla. VA 22314. Tampa, FL 33610 Job Irons truss type 2240628-PACE-3205 IB3 (GABLE T19681308 LOAD CASE(S). Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-6_ 54, 6-9=-54, 2-8=-20 Concentrated Loads (lb) Vert: 4=-108(F) 6=-108(F) 12=£7(F) 11=-26(F) 5=-48(F) 10=-67(F) 20= 48(F) 21=-48(F) 22=-48(F) 23=-48(F) 24=-26(F) 25=.26(F) 26=-26(F) 27=-26(F) Q WARNWG-Verily Ees/9D PeremeferaenCREAD NOTES ON TNISANDWCLUDEDMRKREFERANCEPAGEMI74Mrev. fa1AY10159EFORE USE Design valid for We only with Mmeck connectors. this design Is based only upon parameters shown, and 6 for an Individual building component, not �� • ahbss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into me overall building tleslgn. Bracing Indicated is to prevent buckling of lndMdual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of pusses and truss systems, seeANSVIPD Quality Criteria. DSB49 and SCSI Building Component 6904 Perks East Blvd. Safety Mformalbrpvorable from Truss Plate Im"ute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 )Go 2240628-PACE-3205 ,.a I muss ype CA Comer Jack 10 T19681309 ID:OMGHgVGe6ryE1YuEMmJ=YyIZ4F-moJSY cTSCTOVWmMMfFXAuGuLAhMWiNJM5C4j4zbOJh -1-6-0 1-0-0 r 1 6.0 1-0-0 Scale =1:7.9 Plate Offsets (X Y)-- [2:0-4-00-0-01 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip 1 1.25 TC 0.28 Vert(L-) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matri%-P Wind(LL) 0.00 2 "" 240 Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 2=0-5-10 Max Horz 2=60(LC 12) Max Uplift 3=-38(LC 1), 2— 115(LC 12) Max Grav 3=46(LC 8), 4=19(LC 3);,2=178(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; MWFRS (envelope) and C-C Exterior(2) 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 2) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 1151b uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 O WARNING-VerityEealgnparzme(ersaOd READNOTE50N TFIGAND INCLUDED MIIEKREFERANCEFAGEMIF74Mon, IaV3¢0159EF0REUSE Design valid for use only with Miler connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��• • a truss system. Before use, fine building designer must ve4fy, the applicability of design parameters and properly Incorporate this design Into me overall tleslgn. Bracing indicated is to buckling Individual hum members only. Addltlonal temporary and permanent bracing M!Tek' building prevent of web and/or chord L always required for stability and to prevent collapse wim possible personal injury and property damage. For general guidance regarding Me fabircatlon, storage, delivery, erection and bracing of Tawas and hum systems, SegMI IPD Cua81y Cmnb, OS949 and SCSI Balding Component 69M Parke East Blvd. Safety Infoenatbrnvoiloble from Truss Plate nothrte. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 rop luuss IIruss type 2240628-PACE-3205 10 T19681310 ST1.5xe STP= Scale- 1:12.9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) -0.00 2 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Ven(CT) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=113(LC 12) Max Uplift 3=-57(LC 12), 2=-117(LC 12) Max Grav 3=41(LC 19), 2=224(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2psf; BCDL=S.Opsh h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57lb uplift at joint 3 and 117lb uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 QWANNINe- Ve4ty design paramerersantl"E DNOTEe DN rN/S AND rNCLNOEp MREK NEFENANCE PAGEM//-241]rev. fgN.YJera BEFPNE NSE. Design valid tar use only with MRek® connectors. fils tleslgn Is basetl only upon parameters shown antl Is tar an Ind 'dual bulltling component, naf �� ' o hbss Mtem. Before use, iha building designer must verify the appllCablliiy of design poramefers antl properly Incorpomfa ih¢ design Into the overoll bWltling design. &adng lntlicatetl 6fo of lntlMdual truss web antl/or chord members only. Atltlmon. tempamry and permanent bracing MiT®k' Orevenfbuctllno Is always requlretl for stability antl W prevent collapse with posslbi0 personal Injury and ProPeriy damage. For general guidance regprtling the bbticatlon, storage, tlelNery. erection and bmcing of husses antl buss systems. seeANSD1P11 GOONr CM.en,'SM9 antl aC51l "'g Component 690a PaMa East BNd. Sol9ry laloenplbrxrvailable ham Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Ica lmsr hoes type I1ny Irry T79681311 2240628-PACE-3205 E,15 IJACK-OPEN 10 1 Rnildcrs First Rnurno Plant Cit¢FI-a9566. 8.2405I Scale=1:17.9 ST1.5xB STP= LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) VdeB Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.57 Vert(L-) -0.01 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Verl -0.01 2-4 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hoa(CT) -0.00 3 n1a irl BCDL 10.0 Code FBC2017TPI2014 Matrix-P Wind(LL) 0.00 2 "•' 240 Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x6 SP No.2 GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4--Mechanical Max Horz 2=169(LC 12) Max Uplift 3=-130(LC 12), 2=-129(LC 12) Max Gray 3=106(LC1). 2=284(LC 1), 4=92(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and G-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 4-11-4 zone; cantilever left and right exposed ;GC for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chard 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-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 3 and 129 It, uplift at joint 2. Joaquin Velez PE No.69192 MiTek USA, Inc. FL Cert6934 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 O WARNING-Vedfydeslge Pe .Ikvvand READ NOTES ON TNISANO INCLUDED MmENREFERANCEPAGEM&T473-- 1NA4Qpr5BEFOREUSE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an Individual building Component, not • atrbss system. Before use. me 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' 6 always recurred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSBRII Quality CfBaM, DSB-89 and BCSI Building Component 6904 Parke East Bind. Sal Informatbnwalloble from Truss Plate Insfil 218 N. We Street. Suite 312. Alexanddm VA 22314. Tampa, FL 33610 mo Ilruss IIruss Iype luny Irry 2240628-PACE-3205 T19681312 STI.5x8 STP = Scale=1:17.9 LOADING (psf) SPACING- 2-" Cat. DEFL In (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 24 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 HOrz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4--Mechanical Max Horz 2=170(LC 12) Max Uplift 3=133(LC 12), 2=-126(LC 12) Max Grav 3=106(LC 1). 2=284(LC 1). 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. 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. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and GC Extedor(2) -1-5-3 to 4-6-13, Intenor(1) 4.6-13 to 4-11-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and fames & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13311b uplift at Joint 3 and 12611b uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: March 13,2020 Q WARNING -Vhaydaal9nparametaraand READNGTES ON] NISANDWCLUOEDMIlEKREFERANCEPAGEmB74]J I InIsaG0f5BEFORE USE. Design valid for use only wnh Milled® connectors. This design Is based only upon parameters shown, and b for an Individual building component not ' a mbss system. Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall desgn. Bracing Indicated Is to buckling Individual muss web and/or chord members only. Additional temporary and permanent bracng MOW bullding prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANSU1Pt1 Quality CRerb. DSM9 and I Building Componnt 69M Parka East Blvd. safety mfannatbtgvallabie from Truss Plate Institute. 218 N. Lee street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Joe IfesS Iruse Iype 240628-PACE-3205 EJ52 Monopitch Girder T19681313 3x4 = 2x4 II ST1.Sx6 STP= Scale = 1:17.0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.38 Vert(LL) -0.05 1-3 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.09 1-3 >606 240 BCLL 0.0 Rep Stress [nor NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.06 13 >879 240 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 3=Mechanical Max Hom 1=154(LC 5) Max Uplift 1=-300(LC 8), 3= 362(LC 8) Max Grav 1=625(LC 1), 3=683(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc, bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2psf; BCD"=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss 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 wit fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300lb uplift at joint 1 and 362 lb uplift at joint 3. 6) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max starting at 1-8-12 from the left end to 3-8-12 to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 4=-487(B)5= 487(B) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 Q WA6N/NG-Verity designr mereraann aFAO NOTE80N TNIS AND /NCLDOEO'em' aEFEeANCE PAGE MLL747drev. rdA o'SaEFGRE OsE Design vo'd for use only with Mrek®connectors. ihls tleAgn a bpsetl only upon parameters shown, antl Is tot on IndNiducl building component, net ��• • phdss rystem. Before uee. Me builtling d"Oner must vetlty Me applle.bi of design parameters and properly lnrorpomte m. design Info thepverpll building deslBn. 6roUnB Ntlicafetlis to pre vent bu[klingof lnI Idupl huss weband/or chortl members only. Additlpnaltempororycnd permanent bracing MiTek' 6 always requUetl tar stabllly antl to prevent collapse with possible personal lnJury antl property tlgmaBe. For general guitlanca regpltling the tobrka8on slardBe. tlelNery, erection and brpdng of pusses ontl truss systems seeANSU1P11 Qea11MMyy CrdeM. DS8419 mId SCSI Susdhp Camisenenl 6904 Parke East Blvd. S-f Infarm�lbJpvolloble hom Truss Bpte In'Me, 218 N. Lee Sfreep Suite 3,2. Alexwtlri0. VA 22314. Tampa, FL 33610 IUD 2240628-PACE-3205 I russ lifers Type luny Irly HJ5 I DIAGONAL HIP GIRDER T19681314 -1-11-4 3 7-0.2 1-8-0 7-0.2 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(CL) -0.05 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Ven(CT) -0.07 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE O.OD Horz(CT) -0.00 3 n/a i BCDL 10.0 Code FBC2017/TPI2014 Mardi LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-11-5, 4=Mechanical Max Holz 2=193(LC 4) Max Uplift 3=-135(L0 8), 2=-178(LC 4) Max Grew 3=138(LC 1), 2=335(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:17.9 PLATES GRIP MT20 2441190 Weight: 30 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M do pudirs. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and tight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcument 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-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 135 Ib uplift at joint 3 and 178 lb uplift at joint 2. 6) "NAILED" indicates 3-10d (0.148'x3") or 2-12d (0.148"x3.25") toe -nails per NOS 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+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ply Vert: 13=-54, 2-4=-20 Concentrated Loads (Ib) Vert: 5=59(F=30, B=30) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 A WARNING -YvflYdeedgn paramemro and READ NOTES ON TN/SANO/NCLUDED MREKREFERANCEPAGEMB74M rev. 10=015BEFOREUSE Design valid for use only with MBeIG) connectors. 04s design Is based only upon parameters shown, and Is for an Individual bustling component, not • atress system. Before use, the building designer must venrythe applicability of design parameters antl properly incorporate fns design Into me overall building design, Bracing Indicated it to buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guldcnce regarding the fobricotion. storage, delivery, erection antl bracing of trusses and truss systems, seeANSUrpii Quality GdMdo. OBB-99 and SCSI Building Component 6904 Parke East Blvd. Sarety Urfosmatblpvallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 lop 2240628-PACE-3205 I rasa IIrues type 1 T19681315 a d d 2x4 i 2x4 II N 3 Scale=1:10.3 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Udefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(L-) Na - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na n1a BCDL 10.0 Code FBC20171rPI2014 Matrix-P Weight: 101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (size) 1=2-11-8, 3=2-11-8 Max Horz 1=62(LC 12) Max Uplift 1=-26(LC 12). 3=-57(LC 12) Max Grav 1=82(LC 1), 3=82(LC 1) FORCES. (to) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. U; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0wide will fit between the bottom chard and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26lb uplift at joint 1 and 57 lb uplift at joint 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 QWARNPIo-Vedyy design peremerersandaEAD NOTES ONTN/S AND INCLUDED MREK FEFERANCE PAGE MItTIJJ rev. faN.YlprSfiEFOflE USE. Design valid foruse. ywith MOek®connecfors.lhls tlesign abasetl only upon parameters shown. antl bfor an IntlNidual bu0dmg component not Nt • ohEss system. Before use, the build'ng designer must vetlry ma 0""cabllity ofdesignpprametersandpropeOylncomorafethistlesign Into the overall bulldingtleslgn. Bradnglndicpted is toprevent to klln8 of individual buss web antl/orchard members only. Additional temporary ono permanent bracing MiTek' Is always required for stability antl to prevent collapse wlih poz6ble personal lnJury on,property tlamage. For general gultlance regarding the fabrlca6on. storage, delivery, erecibn antl bracing of inssses antl truss systems, seeANSURII GualBv CIkr.M, DS!•W antl I lulEhp Compenmr 6904 Parke East BNd. SolNly alfonnalblpvolloble from Truss Flat. Ins6Nte. 218 N. Lee Sheet. SU . 312 Alexandria. VA 22 14. Tampa, FL 33610 lap Ir113e 2240628-PACE-3205 V2 Builders First Source, Plant I fuss type lily IYIy T19681316 2x4 1 0.401 230 460 5�0 0.&0 2-3-0 2-3-0 0.9-0 6.00 12 3 Scale=1:37.2 x4 II 7 6 6,02 NTT20HS II 6x12 MT20HS II Plate Offsets (X,Y)- [2:0-3-8,0-3-01, [4:0-3-8,0-3-01. [6:0-5-8,Edgel LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.00 5 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.00 5 n/r 120 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 6 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matti Weight: 541b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 cc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-1-6 cc bracing. 2-4,3-10: 2x4 SP ND.3 JOINTS 1 Brace at Jt(s): 10 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=4-6-0, 6=4-6-0 Max Horz 7=3561LC 11) Max Uplift 7=-288(LC 8), 6=-288(LC 9) Max Gmv 7=391(LC 20). 6=391(LC 19) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-2921550, 2-3= 200/262, 3-4=-201/263, 4.6=-292/550 BOT CHORD 6-7=-3913/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psh BCDL3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and G-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288lb uplift at joint 7 and 288lb uplift at joint 6. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 13,2020 A WARNING -Ver/rydealgn paranetenerd HEAD NOTES ON THIS AND INCLUDED MDEK REFERANLE PAGE M674n nv. 100.42015 BEFORE USE Design valid for use only with M6elG, connectors. This design Is barred only upon parameters shown, and Is for an IndMtlual build ng component, not • a hdss system. Bator. use, the building designer must verl the appllcablllly of design parameters and properly Incorporate this design Into me overall bul[cing design. Bracing Indicated Is to prevent buckling of Individual trans web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal blury and property damage, For general guidance regarding the fobrica6on, storage, delivery. erection and bracing of trusses and truss systems, weANSVIPI I Qua01y Crutch, DSB419 and BC81 Building Component Safety Informollornvolloble from Truss Fate InsBhAs, 218 N. lee Sheet, Suite 312, Alexandria, VA 22314. ��• MiTek• 69M Padre East Blue. Tampa, FL 33610 rup 2240628-PACE-3205 ,me IMSS type V3 Valley s 1 I 6.00 F12 4x6= 3 8 7 6 3x6 11 3z6 11 3.8 = [4 II LOADING (psf) SPACING- 2-0-0 CS'. DEFL in (loc) Udefl L/tl TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Veri(LL) -0.00 4 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.00 4 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.19 Horz(CT) -0.00 6 WE We BCDL 10.0 Code FBC2017/rP12014 _ Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.2 *Except* 2-7,4-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=4-6-0, 6=4-6-0, 7=4-6-0 Scale: 3/8'=1' PLATES GRIP MT20 244/190 Welght: 53 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing. Max Horz 8=299(LC 11) Max Uplift 8=-185(LC 8). 6=-185(LC 9), 7=-86(LC 12) Max Grav 8=181(LC 20). 6=181(LC 19), 7=236(LC 1) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-362/486, 4-6=-362/486 BOT CHORD 7-8=-498/463 WEBS 2-7=-423/493,4-7=-423/493 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 Ito uplift at joint 8, 185 lb uplift at joint 6 and 86 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 Q WARNING -Verity daslgn Paramnere end READNOTES ON7ISANDINCLUDED MDEK REFERANCE PADEM674YJrev. ra9d40158EFORE USE Design volld for use only wim Mnek® connectors. This design a hosed only upon parometen shown, antl Is for an Indlvitlual building component, not �'• • a t�s system. Before use, the building designer must verify the appllcablllN of design parameters antl properly Incoiporote mis design Info the overall building daslgn. Braeing Intllcaled a to prevent buckling of NONidupl fruss web antl/or chord member only. AddlHanal temporary pnd permanart brocing MiTek' 6 always requlreo for stpbllity and to prevent collapse wlfn possible personal injury antl property damage. Far general guitlance regartling the tpbtica"o, storago. delNery, erection and orating of }noses and fnrss systems. seeANSI/IP1, QuNppyy CrMM. DSo 9 and 8C31 Gildhp Componml 6904 PeMe Eest BNd. W. In/Or�Dibnwplloble from Tru. Plate Institute. 218 N. Lee Street, Su t. 312, Alexandao, VA 22314. Tampa, FL 33610 lop uss 2240628-PACE-3205 V4 rruss type I�y Irly I T19681318 0 4-3_0 5-3-0 0.9-0 I 2-3-0 i 2-3-0 1 &6 0 6.00 12 4x6— Scale =1:27.0 3 62x4 II 2.4 II 3xB LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 7.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.2'Except' 2.7,4-7:2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=4-6-0, 6=4-6-0, 7=4.6-0 Max Horz 8=-239(LC 10) Max Uplift 8=-126(LC 8), 6=-126(LC 9), 7=-84(LC 13) Max Grav 8=137(LC 20), 6=137(LC 19), 7=223(LC 1) FORCES. (lb) - Max ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-232/370, 4-6=-232/370 BOT CHORD 7-8= 393/364 WEBS 2-7=-285/362, 4-7= 285/362 r4 II DEFL. In (fee) Udell L/d Vert(LL) -0.00 4 Nr 120 Vert(GT) -0.00 4 rur 120 Horz(CT) -0.00 6 Na n/a PLATES GRIP MT20 2441190 Weight: 46111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 cc puriins, except end vedicals. SOT CHORD Rigid ceiling directly applied or 9-0-11 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vascli 32ri TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Extenor(2) zone; Cantilever left and right exposed ; end vertical 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) Gable requires Continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126111 uplift at joint 8, 126111 uplift at Joint 6 and 84 Ib uplift at joint 7. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cori 6034 6904 Parke East Blvd. Tampa FL 33810 Date: March 13,2020 Q WARNING -VVIlvdaslgnpmemefenend REAONOTES ON TNISAND INCLUDED MREKREFERANCEPAGE1,167479rev. 711mY1075BEFOREUSE Design valid for use only with Mlrek® connectors. Thls design Is based only upon poramatem shown, and Is for an Indivdual building component not • a fress system. Before use, the building designer must verlN Me oppllcablllty of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to buckling Individual truss web and/or chord members only. A dfllonai temporary antl bracing MiTek' prevent of permanent Is always required for stability and to prevent collapse with possible pawnor lnlury and property damage. For general guidance regarding Me rstorage. delivery, erection and bracing of frusses and truss systems seeANSVRII Quality Clitoris, DS5419 and BCSI Building Component 6904 Parke East Blvd.fobicaBon Safety mformatbsravollable from Trutt Plate IreMme. 218 N. Lee Street, Suite 312, Alexondrio. VA 22314. Tampa, FL 33610 lap nuSS 2240628-PACE-3205 V5 r rums type Ny rry T19661319 Valley - 3 i 2x 1 6.00112 3 8 7 6 3x4 II 2x4 II Sx4 II 4-6-0-D Scale =1:21.9 LOADING (psQ SPACING- 2-0-0 CS]. DEFL In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.00 5 n/r 120 BCLL 0.0 ' Rep Stress that YES WB 0.03 Hom(CT) -0.00 6 Ida n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-R Weight: 31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 4-6-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 8=46-0, 6=4-6-0, 7=4-6-0 Max Horz 8=-179(LC 10) Max Uplift 8=-120(LC 12), 6=119(LC 13) Max Gran, 8=139(LC 23). 6=139(LC 24), 7=146(LC 1) FORCES. (Ib) - Mex. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-122/390, 46=-122/389 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.OpsF h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withslanding 120 lb uplift at Joint 8 and 119 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 O WARNING - Verityissegaperemeters end NEADNOTES ON TNISAND INCLUDED UREKNEFEBANCEPAGEUMMnev. 100,34015eEFOAEUSE Design valid for use only with MReldeconnectors. This design is based only upon parameters shown. and Is for an Individual building component, hot �■• ■■ • a ham system. Before use, the building designer must verity the applicablllty of design parameters and property incorporate III design Into the overall building tleslgn. Bracing Indicated 8 to bucWing of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is alwaysreculred for stability and to prevent cailopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems seeANSVIPlt CuuIM Cried% DSB49 and SCSI Building Component 690l Padre East Blvd.Safety infomm8ondvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Aier antlrlo. VA 22 14 Tampa, FL 33610 lop 2240628-PACE-3205 I rues Truss Type ury ny V6 Valley - 3 I 1I T19681320 K, 11 FJ 8 7 6 2.4 11 2x4 11 2x4 11 Scale=1:16.8 LOADING (psQ SPACING- 2-0-0 CST. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matnx-R Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 8=4-6-0, 6=4-6-0, 7=4-6-0 Max Horz 8=-120(LC 10) Max Uplift 8=-105(LC 12), 6=-105(LC 13) Max Grav 8=140(LC 23), 6=140(LC 24), 7=145(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-8=-123/356, 4-6=-123/354 NOTES- 1) Unbalanced roof 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=C.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chard dealing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurmnt with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Pmvide mechanical connection (by others) of huss to bearing plate capable of withstanding 105 Ib uplift at Joint 8 and 105lb uplift at joint 6. Joaquin Velez PE No.66182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 13,2020 Q WANNING-Verilydeslgn penmetens antl NEAD NOT ES ON TNISAND INCLUDED NREKNEFENANCE PAGE 61674TJrev. ifeA42al5 BEFORE USE 094gn vote! for use only wittl M6ek®connectors, lhls tleggn B based only upon parameters shown antl 6 for an IndNltlupl bulltlNg component, not fat D free'system. Before use, the builtling c-signer must verify Me pPpllocbllity of tleslgn pciometers antl properly Incoryomte ihk tleslgn Into the overall bullding tle9gn Brpcing lntlicatetlbtoprevent buceling ofln"Jdupl huss_-band/archold memb-rsanly. Add'tcn ltemporary and permanent bracing MiTek' Is always requlretlfor sfoblllty antl to pre vent call apse wilts passible perspnpl ln7ury antl property tlamag., For general guidance regartlNg the fobecptlort storage, delivery, erection antl brpdng of bussas antl buss systems. se.AN3UR11 pualytlyy CdN4a, DSB-0fr and BC816Wdhp Cgmpen�nt 6904 PaMa East Blvd. Sabty infix. ham Buss Plafe InstlNte. 218 N. Lee Sheaf, Sul'- 312 Nexpntlep, VA 22314. Tampa, FL 33610 lop 240628-PACE-3205 I was INss type V7 Valley T19681321 ID:GMGHgVGe6ryE1 YuEMr JmnYy24F-P62d35mY11_SxMgf3ATMfPmzl7r 2-3-0 4-6­0 5-&0 0.0.0 2-3-0 2-3-0 3x4 = 2x4 II 4x6.= 3 6 3x4 = Scale: 1'=l' 4-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 4 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Cade FBC2017/TPI2014 Matrix-P Weight: 23 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 24 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=4-6-0, 4=4-6-0, 6=4-6-0 Max Ho¢ 2=35(LC 11) Max Uplift 2=-87(LC 12), 4=-92(LC 13), 6=-28(LC 12) Max Gmv 2=142(LC 1). 4=142(LC 1). 6=143(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-6-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chard live load nonc'oncument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord antl any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871b uplift at joint 2, 92lb uplift at joint 4 and 28 lb uplift at joint B. • Joaquin Velez PE No.68182 Ili USA, Inc. FL Cart 66U 6304 Parke East Blvd. Tampa FL 33610 Date: March 13,2020 QwkwulNG- Verily dess90 Pius —are end READ NOTES ON TN/S AND DlcLUDED— REFERANCE PAGE 961479 rev. leA32015 BEFORE USE Design valid for use only with MBeMD connectors. the design Is based only upon parameters shown. and Is for an individual building component, not ��• • a hiss system. Before use, the building designer must verify the applicability of design parameters and propetly Incorporate this; design Into Me overall building design. Bracing Indicated is to buckling of individual muss web and/or chord members only.Addltlonal temporary and permanent bracing MiTek' prevent d always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrI0011an storage. calvary. erection and bracing of trusses and truss systems. seeANSI/IPII Quardy OA ado. DSM9 and SCSI Building Component 6904 Parke East Blvd. Safety InformatbrwcYabie from Tu¢ Plate Institute, 218 N. Lee Sheet Suite 312. Alexandra. VA 22314. Tampa, FL 33610 mo 2240628-PACE-3205 I runs IIMe, type rry T19681322 r 2xa i 3x6 = 6.00 Fl2 2 3 Scale =1:6.6 t9 d LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Ved(LL) n/a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n1a 999 ' BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix-P Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-1-15 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-0-15, 3=3-0-15 Max Horz 1=11(LC 9) Max Uplift 1=-29(LC 12), 3=-29(LC 13) Max Grav 1=70(LC 1), 3=70(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29lb uplift at joint 1 and 291b uplift at joint 3. Joaquin VoInFE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data; March 13,2020 Q WARNING- Verirydealsn parametereend 0- NOTEs oN TNISAND""LUUED MmEx GFF `vCEPAGEMIF)aTl rov. f6a]rzel66aFOFE USE Design validfor use only wim Mnek®connectors. thb of nisbasedonly up on pammetea M.—and Is for on"Eduol bolding component not ' a Huss system. Before use, iha builtling tleslgner must verify the appllcablE of design parameters antl oropetly Incorporate's design Inro me overall building design. &acNg lndlccnad lstopreventbuckllnB lndivitlupl truss web and/a c ord members only. Addltlonol temporary and permanent bracing MiTek' of Is always required for stability and to prevent collapse wlm possible personal injury and properly damage. For general guidance regarding Me toorl ottom storage, delNery, erection antl bracing of tnusas and host systems. meAN31/IP11 G..IIM CM.Ib, DSt489 an,,CSI Bolding Compon.nt fi9a4 Parka Eest aNd. SafNy Nformatbnovollob,. tram Truss "We Insllfute. 218 N. Lee Sheet Sulto 312 Nexonor., VA 22 14. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on Joint unless x, y offsets are Indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. �T�ldr I For 4 x 2 orientation, locate plates 0 'he" from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text In The'bracing section of The output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSIlrPll : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component. Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connect®dWood Trusses, Numbering System 6-4-8 I dimensions shown in sixteenths scale) (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIlTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. IB. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/rPI 1 Quality Criteria. DO NOT ATTEMPT TO ERECT Eli ���1%// %/////.%/////.%////%'///J%///.�%/////.•%////!%//.%/.i'//////'.i�'r/.+%////'%//,%/////.'////%Y////�%/////.�U////.I% %/1 / �% .i% ' /////.%//// % � i / v P 'i i r r % /%///l'//////.i'//// •% +/ S+.:f��INSTALLING TRUSSES. \ CAUTIONMREFER TO FIRM. ENGINEERING 4 SHEETS FOR THE FOLI-OWNG. 411 111. IPA, rMI iiiii iiiiiaiiiciiii iiiii iiiii iiiii�aii iiiii iiii�aii iiiii iiiiiaiiii iiii iiiii iiiiaiiiii iiiii;iiii /ii ioii 'ZOMoiOMMWIkRNING ��■ I MEN �FF 111111111110 m Will 111, ME MEN I\�■ ■■ gy m■ / NOR r 1� i1 , r � r IS F �0 � \ - - - - =m/wo/ii W, MR hill MR,OFZmmmImz m ORORWOii//07m /ii.oi/ioio.oiii� iiii�iiii ii ✓iiii ✓iiii✓iiiiiaiiiii✓iiiiiaio iii iiiTJiiii,� ��'� 111llll 111-_.9 7 1 ,HERWISE I / • DETAILLESS NOTED 07HERINISE 1�TOTAL:- PSF BUILDER PACE 200D REs: Single Family noDEL: NA poDRE55: cARLTON LOTIBLOCK: — cRY: PORT SpIM LUCIE WUN,Y ST LUCIE CO DRAWN BY: JL JOB/: ]ZB]]T] DATE: SL09139 SCALE: Ms REVISIONS: Z 9. 701 S. KINGS RIGRWAY FORT PIECE, FL ]69/5 PR (TT2)-let 6lID