Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. FILE COPY RE: 506583 - 506583-Luna MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Hector Luna Project Name: - Model: - Tampa, FL 33610.4116 Lot/Block: - Subdivision: - Address: 1233 S Brocksmith Rd., - City: Fort Pierce 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: FBC2017/TPI2014 Design. Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 98 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 61G15-31.003, section 5 of the Florida Board of Professional Engine �Wz;o No. I Seal# I Truss Name Date No. I Seal# I Truss Name I Date I I I T16561147 1 Al 3/19/19 118 1 T16561164 1 All 3/19/19 I2 1 T16561148 A2 1 3/19/19 119 I T16561165 I A18 1 31, 9119 1 I3 I T16561149 I A8 13/19/19 I20 1 T16561166 A16 3/19/19 1 4 1 T16561159 A4 3/19/19 I21 1 T1 6561167 1 A20 3/19/19 I5 IT165611511A5 13/19/19 I22 IT165611681A21 13/19/19 1 16 T165611521A8 3/19/19 I23 T165611691A22 3/19/19 17 1T165611531A7 3119/19 24 T16561170 A23 3/19/19 18 I T1 6561154 1 AB 13/19/19 I25 1 T16561171 I A24 3/19/19 19 1 T1 6561155 1 A9 13/19/19 I26 1 T1 6561172 1 B16 13/19/19 1 110 1 T1 6561156 1 At 0 13/19/19 127 1 T1 6561173 1 C1 13/19/19 1 Ill I T1 6561157 1 All 1 1 3/19/19 I28 T16561174 C2 13/19/19 1 112 I T1 6561158 1 All 2 13/19/19 129 I T16561175 I C3 13/19/19 1 113 I T16561159 1 All 3 13/19/19 130 I T16561176 I C4 13/19/19 1 114 I T165611601 A13A 13/19/19 131 I T16561177 1 C5 13/19/19 1 115 T1 6561161 1 All 4 13/19/19 132 1 T16561178 I C6 13/19/19 1 116 T1 6561162 1 All 5 1 3/19/19 133 1 T165611791 C7 13/19/19 1 117 1 T1 6561163 1 All 6 1 3/19/10 I34 1 T16561180 CB 13/19/19 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: Finn, Walter 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 that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIIrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MITek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. No 2283�8�, Z-0 z :9 I. STATE OF . <u: Waiter P Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: o March 19,2019 Finn, Walter 1 of 2 Y RE: 506583 - 506583-Luna Site Information: Customer Info: Hector Luna Project Name: - Model: Lot/Block: - Subdivision: Address: 1233 S Brocksmith Rd., - City: Fort Pierce State: FL No. I Seal# ITruss Name I Date I No. I Seal# I Truss Name I Date 135 1 T16561181 1 C9 3/19/19 178 1 T16561224 M9 3/19/19 136 1 T1 6561182 1 C10 13/19/19 179 1 T1 6561225 1 M10 13/19/19 1 137 1 T1 6561183 1 C11 13/19/19 180 1 T1 6561226 1 M11 13/19/19 1 138 1 T16561184 1 C12 13/19/19 181 1 T165612271 M12 13/19/19 1 139 1 T16561185 1 C13 1 3/19/19 182 1 T165612281 PB1 13/19/19 1 140 1 T16561186 I C14 13/19/19 183 I T16561229 I PB2 13/19/19 1 141 1 T16561187 I C15 13/19/19 184 1 T1 6661230 1 P133 13/19/19 1 142 1 T16561188 1 C16 13/19/19 185 1 T16561231 1 PB4 13/19/19 1 143 I T16561189 1 CJ1 13/19/19 186 1 T1 6561232 1 P85 13/19/19 144 1T16561190 1CJ1A 13/19/19 187 1T165612331P66 13/19/19 1 145 1 T16561191 1 CJ3 13/19/19 188 1 T1 6561234 1 PB7 13/19/19 1 146 1 T16561192 1 CJ3A 1 3/19/19 189 I T165612351 PB8 13/19/19 147 1 T16561193 1 CJ5 13/19/19 190 1 T165612361 P89 13/19/19 1 148 1 T16561194 1 CJ5A 13/19/19 191 1 T16561237 PB10 3/19/19 149 1 T1 6561195 1 EJ1 13/19/19 192 1T165612381PB11 13/19/19 1 150 1 T165611961 EJ2 13/19/19 193 1 T16561239 1 PB12 13/19/19 1 151 1T165611971EJ3 13/19/19 .194 1 T1 6561240 1 PB1 3 13/19/19 1 52 T16561198 EA 13/19/19 195 1 T16561241 I PB14 13/19/19 1 53 1 T165611991 EAT 1 3119/19 196 1 T16561242 1 PB15 13/19/19 1 154 IT165612001EJ7 13/19/19 197 IT16561243IT35 13/19/19 1 155 1 T16561201 1 EJ8 13/19/19 198 I T16561244 I V1 13/19/19 1 156 IT16561202JEJ10 13/19/19 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 157 1 T1 6561203 1 EJ 11 13/19/19 158 1 T1 6561204 1 EJ 12 13/19/19 159 I T165612051 EJ13 13/19/19 160 1 T1 6561206 1 HA 13/19/19 T166122% HJ2 13/19/19 I HA 13/19/19 163 1 T1 6561209 1 HJ4 13/19/19 164 1 T1 6561210 1 HJ5 13/19/19 165 1 T1 6561211 1 HJ6 13/19/19 166 1 T1 6561212 1 HJ7 13/19/19 167 1 T1 6561213 1 HJ8 13/19/19 168 I T16561214 I J2 13/19/19 169 I T165612151 J3 13/19/19 170 1 T1 6561216 1 M 1 13/19/19 171 1 T1 6561217 1 M2 13/19/19 172 1 T1 6561218 1 M3 1 3/19119 73 1T165619I M4 13/19/19 74 IT1656122210 M5 13/19/19 175 1 T1 6561221 1 M6 13/19/19 176 1 T1 6561222 1 M7 13/19/19 177 1 T1 6561223 1 M8 1 3/19119 2of2 Truss cry P�3J',Ob65R8eference 8-Luna ;5065�83 ]ROOF T16561147 Al IAL GIRDER 1 o liana I Ibbelre lumber uompany, ralm bay, rL- J[9ub, 8.240 s D9a E 2018 MITek Industne5. IOC. I ue Mar 19 12:21:bb zuT9 Yabe 1 Scale = 1:94.1 8x12 MT20HS 7:00 12 7a8 = 2z4 II 1 2 5x8 = 3 NAILED NAILED NAILED NAILED d 8z14 Mi20HS= NAILED NAILED NAILED NAILED 4x8 = 2z4 II 8x10 = 2x4 6x6 = 5 6 NAILED 7 NAILED 8 NAILED 9 NAILED 10 ' 26 27 28 29 1 32 33 34 d' ,o m 721< x5 36 37 3839 22 21 40 20 41 62 d3 19 18 d4 d5 46 17 47 48 16 49 5051 15 52 5354 14 55 13 3x8 MT20HS II 8.10 =HUS26 Irks = 5,12 = 44 = 8x12 MT20HS = 48 = Bx12 MT20HS= Sa10 = 2x4 II 4x6 = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 NAILED NAILED NAILED NAILED NAILED NAILED HUS26 HUS26 HUS26 HUS26 HUS26 NAILED NAILED NAILED NAILED NAILED MP3 5-1-12 9.9-12 15-0.0 19-840 2410-6 30-0-13 369.3 40.5-10 458-0 52-0-0 i 5.1.19 d.N.nd-R-n 5.•J.n 4•J.R S.7.a n.a.n L•J.n n.d.n Plate Offsets(X.Y)-- 14:0-7-12.0-3-01 f8:0-4-4.0-4-121 f10:0-3-00-2-51 f15:0-6-0.0-4A1 f17:0-6-00-5-01 r19:0-3-00-2-01 (20:0-4-00-0-B1 f22:0-4-00-0-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.92 Vert(LL) -0.88 17-18 >708 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -1.59 17-18 >391 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO W B 0.89 Horz(CT) 0.25 11 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.58 17-18 >999 240 Weight: 1194lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2'ExcepV TOP CHORD 10-12: 2x4 SP No.2 BOT CHORD 2x6 SP DSS *Except' BOT CHORD 20-22: 2x6 SP No.2 WEBS 2x4 SP No.2 'Except* 1-22: 2x6 SP No.2 REACTIONS. (IWsize) 22=11097/Mechanical, 11=6947/0-7-10 Max Horz 22=-298(LC 21) Max Uplift 22= 2155(LC 8), 11=-1319(LC 8) FORCES. (lb) -Max Comp./Max. Ten. -All tomes 250 (Ito) or less except when shown. TOP CHORD 1-22=-10203/2013, 1-2=-7848/1531, 2-3=-7848/1531, 3-0=-16149/3217, 4-5=-1895213709, 5-6=-30307/5826,6-7=-27919/5258.7-8=-27919/5258, 8-9=-18291/3416, 9-1D=-18297/3418, 10-11=-12802/2328 BOT CHORD 21-22=-124/341, 20-21=-2239/12795, 19-20=-2239/12795, 18-19=-5634/30362, 17-16=-5638/30632,16-17=-5638/30632,15-16=-4300/24018,14-15=-4300/24018, 13-14=-1857/10923, 11-13=1856110949 WEBS 1-21=-2459/12600,2-21=-415/156, 3-21=-8326/1693,3-20- 435/2364, 3-19- 1053/5199, 4-19=-169618906, 5-19=-17898/3419, 5-18= 200/1374, 6-18=-524/44, 6-17= 118/1255. 6-16=-3298/705,7-16=-776/301,8-16=-923/4743,8-15=0/467,8-14=-6963/1317, 944=-1030/357,10-14=-1662/9006, 10-13=01689 Structural wood sheathing directly applied or 5-4-6 oc pudins, except end verticals, and 2-0-0 oc Parma (4-1-14 max.): 1-4, 5-10. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 24 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=15ft; B=45ft;. L=5211; eave=61t; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21551b uplift at joint 22 and 1319lb uplift at joint 11. 11=2015BEFOREUSE ,�111111111111', %,,`JeR P, pENSF;ti��i, No 22839 9�: A F . O R I Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 65M 6904.Paike Fast Blvd. Tampa FL 33610 Date: March 19,2019 to prevent collapse will, camels personal Injury and :Bon and bracing of 4usses and truss systems. seeAN1 Truss Plate InstiMe, 218 N. Lee Street. Suite 312. Alexa Best MOW 69D4 Parke East Blvd. Tampa,FL 33610 Thus -7 Truss Type Oty Piy 506583-Erma F50b T76561147 Al ROOF SPECIAL GIRDER 1 3 Job Reference (optional) Tibbetts Lumber Company, halm bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:21:56 2019 Page 2 { ID:ggsw0Of8Bnyl5MHut2Agolzc33u-BGBVRf9SFCOS7n4fs?rVdnfEkTpry5uLBH?b4wzZND9 NOTES- 11) Use Simpson Strong -Tie HUS26 (14-1 Od Ginter, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max starling at 1-9-12 from the left end to 23-9-12 to connect truss(es) to front face of bottom chord. -12) Use USP MP3 (Girder. 1 Od x 1-1/2) or equivalent at 45-8-0 from the left and to connect trusses) to front face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED' indicates 3-10d Nails (0.148° x X) toe -nails per NDS guidelines. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-5=-90, 5-10=-90, 10-12= 90, 11-22=-20 Concentrated Loads (lb) Vert: 10=-86(F) 20=-1244(F) 18=559(F) 6=-156(F) 17=-80(F) 13=-284(F) 26=-141(F) 27=-141(F) 28=-141(F) 29=-141(F) 30=-141(F) 31=-141(F) 32=-141(F) 33= 141(F)34=-141(F)35=-141(F)36= 1044(F)37=-1044(F) 38=-1044(F) 39=-1044(F)40=-542(F)41=-576(F)42=-559(F)43=559(F)44=-559(F) 45=-643(F) 46=-63(F)47= 63(F) 48=-63(F) 49=-63(F) 50=63(F)51=-63(F) 52=-63(F) 53=-63(F) 54=-63(F) 55=-63(F) QWARNING-Vdiy OeslgnpnrametenenGREADNOMS ON 7NISANDINCLUDWWEKREF MCEPAGEMb74m.r .. fGOaQaISBEFORE USE Design valid for use only win Miss& connectors. This design Is based only upon parameters mown, and Is for an Individual building component, not a truss system. Before use, me building designer must verify me applicability of design parameters and properly Incorporate th6 design Into the overall building design. Broaing lndloolod is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for Val and to prevent collapse wlm possible personal injury and property damage. For general guidance regarding me 9abrication. storage. of V24Modo, DSO-09 antl BCBI Building Camponaf NLea Last 1vd e. 28e ��II abN sl orma8anavalloble ham➢uss Rate lmllNt1street, Suit. Alexandra, VA2231 TaOaFFM610 Job Truss Tnus Type Oty Ply 506583-Luna T16561148 506583 A2 Roof Special 1 1 Job Reference (optional) Dbbetts Lumber Company, Y 6x6 = Palm Bay, FL - 32905. 13-17.9.8 6-5.01-8 + 4-B-0 ~ 2x4 II Bx8 = 7.00112 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 1912:22:19 2019 Scale=1:94.2 US MT20HS II 7xe = 6.6 = 6.12 MT20HS = 3x6= 6x12 MT20HS = 4x12 = 4x8 = fi-8-8 6-8-8 1-1--8 7-98 I 28r58 8-8.0 8-8-0 I 8-0 63-50 I 14-8-0 -8-0 8 Plate Offsets (X,Y)- 13:0-4-0,0.9-31.14:0-5-8,0-4-41.16:0-4-0,0-4-81 f8:0-3-0,0-2-51 110:0-0-0,0-0-4] f13:0-5-12 0-3-41 f15:0-6-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 30.0 Plate Gdp DOL 1.33 TC 0.92 Vert(L-) -0.73 14 >849 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -1.40 14-15 >445 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WE 0.94 HOrdCT) 0.35 10 Na n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MS Wind(LL) 0.42 14 >999 240 Weight: 345 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 *Except* TOP CHORD 8-11: 2x4 SP No.2 BOT CHORD 2x4 SP SS BOT CHORD WEBS 2x4 SP No.2 WEBS REACTIONS. (Ih/size) 18=2848/Mechanical, 10=3042/0-7-10 Max Horz 18=338(LC'12) Max Uplift 18=-429(LC 12), 10=-093(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-2790/905, 1-2=-2241/672, 2-3=-2241/672, 3-4=-4479/1232,4-5=-6965/1889, 5-6= 7717/2116,6-7=-6764/1902,7-8=-4040/1202,8-9=-4823/1340,9-10=-5121/1421 BOT CHORD 17-18=-381/458, 16-17=-675/3719, 15-16- 1599/6965, 14-15=-186817744, 13-14=-183717499,12-13=-1538/6317,10-12=-1105/4337 WEBS 1-17=-1017/3385,2-17=-672/341,3-17=-2274/681,3-16=.905/3452,4.16=-4621/1318, 4-15=-1191703, 5-15=-966/345, 6-14=-5/328, 6-13=-1093/343, 7-13- 165/1082, 7-12=-2806/808,8-12=-460/1956,9-12=-382t215 Structural wood sheathing directly applied or2-3-5 oc pudins, except end verticals, and 2-M oc pudins (2-2-0 max): 1-3, 4-8. Rigid ceiling directly applied or 4-11-1 oc bracing. 1 Row at micipt 1-18, 1-17, 4-16, 5-15, 7-12 2 Rows at 1/3 pis 3-17 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=4511; L=5211; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 5-4-2, Interior(1) 5-4-2 to 13-1-8, Exterior(2) 13.1.8 to 17-9-8, Interior(1) 17-9-8 to 43-9-8, Pxtedor(2) 43-9-8 to 48-11-14, Intedor(1) 48-11-14 to 64-0-14 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates 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-M wide will fit between the bottom chord and any other members, with BCDL= I O.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 429 Ib uplift at joint 18 and 493 lb uplift at joint 10. 8) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. No 22839 Walter P. Finn PE No.22839 MiTek USA, Inc. R. Dart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: March 19,2019 Q WARNING- Ver/ry Eesrgn peremaleraendpEAD NOTES ON THISANO INCLUBEOMREKREPERANCEPAGEMS.74Ta raV, la=D15BEPOHEUSE Designvolld foruseonlywim MBeWconnecton,lh desgnIsbasedoNyupon parametersshown, a ndkforonhdMduaibuWdingcomponent.not a buss system. Before use. the binding designer must verity the appllcabYlN of design parameters and property Incorporate ins desgn Into the overall bulldingdesign. BracIng Indicated Is to prevent buckling of Incilvidual tnas web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, ereaflcn and brocing of trusses and truss systems seeANSVIPII Quality Criteria, DSO-99 and SCSI Building Component Safety lnfonaatlonc,ailable from truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. 69N Parke East Blvd. Tampa, FL 33610 Truss Type 83-Luna ;50 �A3 ���J5,ob T76561149 583 Roof Special eference o tional I ravens uurryi company, 5-B-B _ 5 BB 6x6 = 2x4 11 1 2 ralm may, rL-J4aub, 6.240 s Dec 62015 MITek Industries, Inc. rue Mar 1912:22:36 2019 Burs = 7.00 L12 3 Sx12 MT20HS = 6x8 = 2.4 11 Bx10 = 5x6 = 3x4 II 4 5 6 7 B 9 3x6 J 10 \ 32 33 Scale = 1:92.3 hI _ Y/ V t NV % ' 16_ 1so 1�¢ 24 34 23 35 22 21 20 19 18 15 14 13 3x6 11 7x8 = 6,,6 = 6xB MT20HS = 6x12 MT20HS = 5x12 = 3x4 II 3x4 11 6x12 = 2x4 II 4x8 10x12 MT20HS = 5-8-8 11-1-8 15-9.8 21-10-5 2]-11-3 34-0-0 37-8-0 41-9-8 46-7-15 52-0.0 S-fl-R S.L-A A.n.n Plate Offsets (X,Y)-- [3:0-4-0,0-3-31, [4:0-2-12,0-4-0I. [6:0-4-8.0-4-81 [9:0-9-0,0-2-41. [11:0-0-0 0-0-41 [16:0-4-12 0-5-41 [17:0-8-12 0-5-Oil [19:0-3-8 0-261 [21:0-4-0Edgel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TO 0.83 Vert(L-) -0.70 18 >889 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(CT) -1.28 18 >485 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.98 Horz(CT) 0.47 11 1 n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Wind(L-) 0.39 18 >999 240 Weight: 412 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Excel TOP CHORD 9-12: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 -Except' BOT CHORD 21-24,18-20,20-21:2x4 SP SS, 16-17: 2x6 SP DSS WEBS WEBS 2x4 SP No.2 *Except* 1-24: 2x6 SP No.2, 17-19,9-16: 2x4 SP SS REACTIONS. (lb/size) 24=2B44/0-7-10, 11=3038/0-7-10 Max Horz 24=J80(LC 12) Max Uplift 24=-435(LC 12). 11=-486(LC 12) FORCES. (Ib) -Max. Comr,JMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-2792/911, 1-2=-1643/503, 2-3=-1643/503, 3-4=-3447/940, 4-5=-6076/1673, 56= 6076/1673, 6-7=-8896/2368, 7-8=-7550/2034, 8-9=-7521/2029, 9-10=4628/1302. 10-11=-5095/1349 BOT CHORD 23-24=-433/510, 22-23=-37l/2S41, 21-22=-1062/5223, 20-21- 1063/5221, 19-20=-1400/6213,7.17=-125/924,16-17=-2028/8917,8-16=-432/211,13-14=-1036/4304, 11-13=-1036/4304 WEBS 1-23=-932/3047,2-23=-540/285,3-23=-2259/685,3-22=-834/3152, 4-22=-3946/1117, 4-20= 379/1197,5-20=-577/268,6-19=-2146/592,17-19=-1466/6472, 6-17=-734/3160, 7-16=-1902/470, 14-16=928/4292, 9-16- 1168/5026,9-14=-1561/344,10-14=-598/232 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals, and 2-0-0 oc pudins (2-2-0 max.): 1-3, 4-9. Rigid ceiling directly applied or 2-2-0 cc bracing. 1 Row at midpt 1-24. 1-23, 2-23, 3-22, 4-22, 6-20, 6-19 2 Rows at 1/3 pts 3-23 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Ops1; h=15ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) 0-2-12 to 5-8-8, Interior(1) 5-8-8 to 11-1-8, Extefior(2) 11-1-8 to 15-9-8, Interior(1) 15-9-8 to 41-9-8, Exte lof(2) 41-9-8 to 46-11-14, Interior(1) 46-11-14 to 54-0-14 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 24 and 486 lb uplift at joint 11. 7) Graphical puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. \\\II1111/1j %J ER P. F� Oil i E N,! ♦♦ No 22839 OF 0 Ft it N Walter P. Finn PE No.22839 Mii USA, Inc. FL Cart 6534 6904.Parke East Blvd. Tampa R. 33610 Date: March 19,2019 Q WANNWG.Vedlydes/gnperamereraend RE DN07E50N MXA DUIOLUDEOMREKFEFENANCE PAGE M614Arev. IiVVdaao158EF0NE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for On Individual building component, not a truss system. Before use. the building designer must verilythe appllcabYny of design parameters and properly Incorporate this design Into the Moroi) bulling design. Bracing Indicated is to prevent buckling of lncily ltruss web and/or chord members only. Additional temporary and permanent bracing MiTek- 6 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. seeANSVIPI1 Quall Criteria, P3549 end SCSI Building Component Truss Rate ImtiMa. 218 N. Lee Street Sulfa 312 AlexontlrW. 69M Parke East Blvd. Tamps, FL 33610 Safety Infomre6brxNaOabtehom VA 22 14. Job Truss Truss Type city Ply 506583-Luna T16561150 506583 A4 Roof Special 1 1 Jab Reference o Iianal Fibbofts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 19 12:22:37 2019 Scale = 1:90.8 6z6 = 2.4 11 7xS = bzb = ]xB = 3x4 II 5x6 = 1Ox10 = 3x6 11 SAO = 6x12 MT20HS = 5x10 = 3z4 11 3z4 11 2x4 11 4xB 8z10 = 7-0-6 17-1-12 27-3-2 34-0.0 3]-&0 39-&8 46]-15 52-40 1 7-0-6 10.1-8 1Nll fi-B-14 3-8-0 2-1.8 5-10.7 6.4-1 Plate Offsets(X,Y)- [3:0-4-00-4-81 [5:0-4-00-4-81 I8:0-8-00-2-121 [10:0-0-00-0-41 [15:0-8-8Edgel [16:0-3-40-5-41 [18:0-1-120-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.56 Ved(LL) -0.55 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -1.0618-19 >587 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.45 10 Na n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS WincILL) 0.30 16 >999 240 Weight: 385 Ib FT=20% LUMBER- BRACING - TOP CHORD 2z6 SP No.2 *Except* TOP CHORD 8-11: 2x4 SP SS BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 19-21,17-19:2x4 SP SS, 15-16:24 SP No.2 WEBS WEBS 2x4 SP No.2'Excepr 1-21: 2x6 SP No.2, 16-18,13-15,8-15:2x4 SP SS REACTIONS. (lb/size) 21=2844/0-7-10, 10=303B/0-7-10 Max Horz 21=-324(LC 12) Max Uplift 21=-427(LC 12), 10=-494(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-21=-2787/881, 1-2=-2434/706, 2-3=-24347706, 3-4=-4552/1298, 4-5=-5220/1535, 5-6=-6651/1860, 6-7=5662/1860,7-8= 5929/1663,8-9=-4459/1280,9-10=-5063/1342 BOT CHORD 20-21=-056/435, 19-20=-789/4033, 18-19=-1071/4969, 6-16=524/249, 15-16=-1275/5968, 7-15=-1215/368,12-13=-1018/4264,10-12=-101814264 WEBS 1-20=-100a/3484, 2-20=-656/333,3-20=-2323f7C8,3-19=-261/1239, 4-19=-974/401, 4-18= 101/365,5-18=-1717/537,16-18=-1180/5387, 5-16=.398/1769, 7-16- 319/1261, 13-15=-1122/5377,8-15=-1255/5701,8-13=-3452/716,9-13=-739/282 Structural wood sheathing directly applied or 2-8-10 oc pudins, except end verticals, and 2-0-0 oc pudin (2-7-0 max.): 1-8. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 1-21, 1-20, 4-19, 5-18, 8-13 2 Rows at 113 pts 3-20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opst h=15ft; B--45ft; L=52ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 5-5-2, Interior(1) 5-5-2 to 39-9-8, Extedor(2) 39-9-8 to 44-11-14, Intedor(1) 44-11-14 to 54-0-14 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding, 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat 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 427111, uplift at joint 21 and 494 lb uplift at joint 10. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ,,111111111/1/j1j p`% JER P F/ E N gF.y4/ No 22839 it R 1 O P, IA1.E:C Walter P. Finn PE No.22839 MRek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 QWARNING.1A.Hrydeslgnparametersend REAONOTES ON TNISANOINCLUOEDM?KREFEBANCEPAGEMM174M.I rNDY[OISHEFOREUSE Deign valid for use only with MOekS, connectors. This design Is based only upon parameters shown, and b for an IndMdual bulling component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and papery Incorporate this tleslgn Into Me overall bulltlNg design, Bracing indicated is to prevent buckling of lncMdual hum web and/or chord members only. Addlilonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and propene damage. For general guidance regardingthe fabrication, storage: delivery, erectlon and bracing of trusses and truss systems, seeANSVrP11 Quality CMrrda. DS049 and Sal Building Component Safety Irlfoanafcinovolfable from Thus Plate Institute, 218 N. Lee sheet, Suite 312, Alexondda, VA 22314 ��- MiTek' 6904 Parke East Blvd. Temp., FL 33610 Job Thus Truss Type Oty Ply 506583-Luna T16561151 506583 A5 Roof Special 1 1 Job Reference (optional) Tlbbatts Lumber Company, Palm Bay, FL-32905, Y 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:22:39 2019 Page 1 ID:ggsw00f8Bnyl5MHut2Agolzc33u0YEISMg070RLnNswX6btsxewoZslVBg4TwM4wzZNCU 1a2-e s-n-1z n-ao 11- 10 22-0,13 2311J 37-ore 1'4:17 5 sz-go Isaoo� s-n-12 se -a o- zlo-s 7-10-s -nto-s sma 7-4-1 2-2-14 Scale = 1:92.3 7.00 12 7x8 = 4xB = 7x8 = ass 3xB 11 7x8 = 3.4 II 3.4 II 4x1e = 4x8 8x12 MT20HS = &11-12 11-11-70 14-2-8 22,0.11 29-11-3 37-8.0 44.7-15 52-0-0 5-01-12 5-11-14 2-2-14 7-10.5 7-10-5 7-8-13 fi-11-15 7.4-0 Plate Offsets (X,Y)-- [2:0-3-8,0-2-81, [3:0-5-12,0-3-0], [4:0-4-0,0-3-31, [6:0-4-0,0-4-81, [7:0-2-2,0-3-61, [8:0-4-0,0-34], [9:0-M.0-0-4], [11:0-3-8,0-2-0], [13:0-6-B,Edge], [17:0-8-4 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.67 Vert(LL) -0.5314-15 >999 360 MT20 2441190 TOOL 15.0 Lumber DOL 1.33 BC 0.69 Vert(CT) -1.0014-15 >622 240 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.98 Horz(CT) 0.49 9 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.3014-15 >999 240 Weight: 3831b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 *Except' TOP CHORD Structural wood sheathing directly applied or2-5-3 oc puffins, 8-10: 2x4 SP SS except end verticals, and 2-0-0 oc pudins (2-8-7 max.): 13, 4-7. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. 15-17,9-12,13-15: 2x4 SP SS WEBS 1 Row at midpt 1-20, 1-19, 2-19, 5-16, 5-14, 6-13 WEBS 2x4 SP No.2 *Except* 1-20: 2x6 SP No.2 REACTIONS. (lb/size) 20=2844/0-7-10, 9=3038/0-7-10 Max Horz 20=-312(LC 12) Max Uplift 20=425(LC 12). 9=496(LC 12) FORCES. (lb) -Max. ComplMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-20=-2788/902, 1-2=-2194/663, 2-3=-5384/1461, 34=-5458/1508, 4-5=4657/1339, 5.6=-5811/1701, 6-7=4709/1419, 7-8=-5576/1534, 8-9_ 5021/1340 BOT CHORD 19-20=-339/410, 3-17- 1723/546, 16-17=-1062/5333, 15-16=-1246/5804, 14-15= 1246/5804, 13-14=-1252/5807, 7-13= 452/2069, 9-11=-1001/4211 WEBS 1-19=-1015/3360, 2-19=-3184/956, 3-16=-1393/359, 4-16- 496/2206, 5-16=-1646/454, 5-15=0/362,6-14=01369,6-13=-1611/382,11-13=-1026/4317, 8-13=01744, 8-11=-1055/373,17-19= 290/2223, 2-17=-1027/4105 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opst h=15f ; B=45B; L=52f; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 5-5-2, Interior(1) 5-5-2 to 14-2-8, Exterior(2) 14-2-8 to 19-4-14, Interior(1) 194-14 to 37-9-8, Exterior(2) 37-9-8 to 42-11-14, Intedor(1) 42-11-14 to 54-0-14 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat 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= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4251b uplift at joint 20 and 496 Ib uplift at joint 9. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. - J,%%�P�C GEAI IF�ti�Y�'. No 22839 Walter P. Finn PE No.22839 MiTek USA Inc. FL Carl 65M 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 QWARNING-Ved7ydes/Snparzmetersend REAONOTESOMMSMOWCLOOEDMR REFERANCEPAGEmx7mmv. rGad¢015BEP0REOSE. Ce9gn valid for use only with Mnek® connectors. This desgn 6 based only upon parameters shown, and Is for on Indlvlducl building component, nor a truss SWUM. Before use, the building designer must verify ttre applicability of design parameters and properly Incorporate this design Nto the overall building design. Bracing Indicated b to prevent buckling of hdNldual truss web and/or chord members only. Additional temporary and permanent bracing s always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrkoflon. storage, delivery, erection and bracing of busses and fuss systems seeANSVTPil Quall CMedo, PS349 end SCSI Sulding CompenNnl Sebly Mformolbrrava�oble ham Truss Plate IrutiMe, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 6904 Palle East Blvd. Tampa. FL 33610 Job =a Truss Type Cry Ply 5065811-una T16561152 606583 A6 Roof Special 1 1 Job Reference (optional) uwine. camper co, realm nay. rL - 8.240 s Feb 11 2019 MiTek lmdustnes, Inc. Tee Marie 13:53:26 2019 Page 1 ID:ggsw00f8Bnyl5MHul2Agolzc33u-d4bilSeAYa4A5rrVoH7rbxFbLyyYrNXoKgcPMzZMld 44412 9e0 tiYtp 162-e 22&13 29-3d 359-8 3)-8.0 42L3 47-D6 5'-' !:'a 1 4.11-12 428-4 IF -a b2-14 EG5 I 6&5 88 11 4-8-3 1 4-&3 1 4IN BID] MT20HSG 7.00 12 3x8 = 5x6 = 4x6 i 5 29 6 30 7 31 Bx12 MT20HS= 3x4 II 4 5x8 = 24 34 35 6xB MT20HS= 20 36 4x8 = 23 22 3.4 II 8x10 = 10x20 MT20HS= 37 19 38 6x12 MT2OHS= Scale = 1:102.8 6x8 MT20HSI 8 4.6 9 33 3x6 Q 10 6xB = 5:6 = 7x16 = 11 12 26 6x12 M j 39 1817 l l 3x8 = 13 [6 15 14 Us II Bx1BMT20HS= 2x4 II 162-4 G.P-e 111 748 -129 4 Me .1a 5114105F11-15 1 �.x Plate Offsets (X Y)-- r3:0-6-4 Edgel r5.0-5-2 0-2-41 (7:0-3-0 03-41 r8:0-5-2 0-2-41 r11:0-3-0 Edgel rl2:0-3-12 Edgel 115:0-8-4 Edge] 117:0-8-e 0-4-121 r21.0-10-00-6-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) -0.61 19-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 Vert(CT) -1.1819-20 >524 240 MT20HS 1871143 BCLL 0.0 • Rep Stress Incr YES W B 0.98 Horz(CT) 0.45 26 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.33 19 >999 240 Weight: 3721la FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-7,7-8: 2x4 SP SS BOT CHORD 2x4 SP No.2 *Except* 22-24,19-21,17-19: 2x4 SP SS WEBS 2x4 SP No.2 *Except* 21-23: 2x4 SP SS, 12-14:24 SP DSS OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 24=283310-7-10 (min. 0-3-5), 26=2777/0.8-0 (min. 0-1-8) Max Horz24=156(LC 11) Max Uplit124=-418(LC 12), 26=385(LC 12) BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0oc puffins, except end verticals, and 2-0-0 oc puffins (2-3-15 max.): 1-3. 5-8, 11-12. BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. WEBS 1 Row at midpt 2-24. 4-20, 6-20, 6-19, 7-19, 7-18, 9-18, 15-17 2 Rows at 1/3 pis 3-23 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-3932/1114, 3-27=3932/1114, 3-28=-6363/1790. 4-28=-628611793, 4-5_ 4995/1475 5-29=-4187/1324, 29-30= 4187/1324,6-30=-4187/1324,64=-4851/1504, 7-31=-4162/1327,31-32=-4162/1327,8-32=-4162/1327, 8-9=-0900/1517, 9-33=-5368/1610,10-33=-5487/1592,10-11=474611322,11-12=-4425/1203 BOT CHORD 24-34=-556/2197, 34-35=-556/2197, 23-35=-556/2197, 421=461/1874, 20-21= 1455/5537,20-36=-1226/4813,36-37=-1226/4813,19-37=-1226/4813, 11111111/ 6. R'I'llP. WEBS 2 248 336� 104242 233 693/268483 23 -6 89/1738421 23 � 11407/559743321=-88B/3205, ,.�P�-` G E 4-20- 1992/638, 5-20=-516/2009, 6-20=-1153/330, 6-19=-62/313, 7-19=-44/348, `�� �� F 7-18=-1167/319,B-16=-593/2072,9-18=-1517/586,15-17=-1313/4626,10-15=-1044/365, NO 22839 11-15=-2716/845, 12-15>1237/4601,12-26=-3198/903 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=15ft; B=45ft; L=52ft; eave=6ft; Cat. TE F :4 E B; Encl., GC i=0.18; MWFRS directional and C-C Exterior 2 0-1-12 to 54-0, Inferior 1 54-0 to 16-2-8, Exterior 2 16-2-B to xP P- ( ) l) O ( ) 214-12, Inleriar(1) 214-12 to 35-9-e, Exterior(2) 35-9-8 to 40-11-12, Interior(1) 40-11-12 to 51-0-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 DOL=1.60 �� T'•,'C� O Q-.•�=,�� plate grip 3) Provide adequate drainage to prevent water ponding.%••,• '•��,�% 4) All plates are unless indicated. /Oi� %i' 5) The FabricaonT20 Tolerlates ance at joint 21 =12 111�&& 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. Walter P. Finn PE No.22839 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will MiTek USA, Inc. FL Cori 6634 fit between the bottom chord and any other members, with BCDL= iO.Opsf. 6904 Parke East Blvd. Tampa R. 33610 8) Bearing at joint(s) 26 Considers parallel to grin value using ANSVFPI 1 angle to grin formula. Building designer should verify Capacity Date: of bearing surface. March 19.2019 Continued on Dealer ,WARNING- 11voyde51Snperemeh send READNOTES ONMZAND INCLUDED M/rEKREFERANCEPAGEMIumnien, 1000.12015 BEFORE USE Design valid far use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a buss system. Before use, the building designer must verity the appllcoblllry of design parameters and properly Incorporate this design Into the overall building design. Bracing lndoated is to prevent buckling of Individual lmss web and/or chard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse win possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and 0uv systems. seeAN9/iPil Qua ltly Cdfeda, DSB-89 and BCSI BuldYrp'Component Safety Informatbmvoilabie from Truss Plate Institute. 218 N. we Street Suite 312. Alexondrla, VA 22314. MiTek' 69N Pmke East Blvd. Tampa, FL 33610 Job rusS triple Type LHy Ply 506583 Wna T16561152 506583 A6 Roof Special 1 1 Job Reference (optional) r Yens W tuber GD, Valm any, fL 0.240 a Feb 11 2D19 Minsk Industries, Inc. Tue Mar 19 13:53:26 2019 Page 2 ID:ggsw0Oi8Bnyl5MHu12Agolzc33r c14bliSeAYa4ASaVoH7rbxFLLyyYrNKoKgcPMzZMId NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4181b uplift at joint 24 and 3851b uplift at joint 26. 10) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QWANNNG- VedlyCeslSnparameferserd READNOTES ON MMANONCLUDEDMREKNEFENANCEPAGEM674"Jr .. 10,10320156EFOFEUSE Design volid for use only with MRekQD connectors. ibis design Is based only upon parameters shown, and Is for an Individual building component, not a Inns system. Before use. Me buiding designer must vebPy, the oppllcabYtiy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing 6 always required for stability antl to prevent collapse wIM possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and truss systems. seeANSViPir Qun Cr@erb, DS849 and IICSI Building Component Inlamratbrpvolloble ham Tnrss Plata InsltrRe. 218 N. Lea Street, Suite 312. Alexandria, VA 22314. �' MiTek' 6904 Parka East Styli.9afily Tampa. FL 33610 Jab Truss Tnss Type Oty Ply 506583-Luna _ T76561153 506583 A7 Roof Special 1 1 Job Reference (optional) %bvii, Lunmar w,npa,y, t rem oay, FL- 32905, 11-11.10 18.2-8 26-0-0 6.24e s Dec 8'LU18 MI I eK Industries, Inc. Iue Mar 1912:22:42 2019 Page 1 ID:ggsw00fBBnyl 5MHut2Agolzc33u-r7wu5OilOLpwerbUZgg]VUZ700dEVsa6mR81 hFz2NCR 33.9-8 37El 45-0.6 51-10-10 06 4.3-00 62-14 7-9-8 7.9.8 3-10-8 7 6-10-4 - Scale: 1/8'=1' 7x8 = 4xB = 7xB = 7.00 12 4 26 27 5 28 29 6 Sx6 J Sx6 G 7 25 30 3 7x8 = 6x8 = 6x8 = 6x8 — 6rt16 = 1 8 9 24 2 jIII 31 '6yI �I 18 23 b 14 111 17 6 15 6x12 = 6.14 MT20HS = 32 33 ll N 44 = 6x6 = 3x8 = 10 21 20 19 13 12 11 4x6 11 6x12 = 3x4 I I 3x4 II 5x14 = 2x4 11 ]-8.0 l 11-11-10 1&2.8 I 260-0 3&9-8 3]-8-0 I 450-6 51-10-00 5140-15 Plate Offsets(XY)-- 12:0-5-8,0-3-81 f4:0-0-00-3-3116:0-0-00-3-31 f8:0-5-80-3-01 f9'Edae0-3-81112:0-7-00-2-0] rl4:0-7-12Edael,fl6:0-3-OEdgel f18:0-9-120-4-121 LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in too) Udell Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(L-) -0.45 16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(CT) -0.8416-17 >734 240 MT20HS 1871143 BCLL 0.0 - Rep Stress Incr YES W B 1.00 Horz(CT) 0.46 23 Na r/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.27 16 >999 240 Weight: 409 Ib FT=20% LUMBER- BRACING - TOP CHORD 2z6SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP No.2 -Except- except end verticals, and 2-0-0 oc puffins (2-8-3 max.): 1-2, 4-6, 8-9. 16-18,14-16: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at micipt 1-20, 2-20, 3-17, 5-17, 5-15.7-15. 12-14, 1-21: 2x6 SP No.2, 9-11: 2x4 SP SS 9-12 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 21=2828/0-7-10, 23=2780/0.8-0 Max Horz 21=185(LC 11) Max Uplift 21=-410(LC 12), 23=-394(LC12) FORCES. (lb) - Max. CompJ11vi Ten. -All forces 250 (Ill) or less except when shown. TOP CHORD 1-21=-2747/861, 1-2=-4145/1159, 2-3=-6142/1736, 34=-4671/1403, 4-5=-3875/1291, 5-6=-3857/1278, 6-7=4617/1449, 7-8= 5522/1571, 8-9=4175/1166 BOT CHORD 3-18=-292/1304, 17-18=-1470/5271, 16-17=-1114/4295, 15-16=-1114/4295, 14-15=-1253/4647,7-14=-244/1070,11-12=-10e/348 WEBS 1-20=-1316/4715, 2-20=4241/1287, 18-20=119614393, 2-18=418/1451, 3-17— 1730/599, 4-17=416/1685, 5-17=-893/198, 5-16=0/443, 5-15=-905/203, 6-15=-516/1825, s-za=-zesa/ezo1z-1a=-11swan1,a-1a—l5ais7s,e-1z=-3a7sntoe,s-1z=12so/4sso. IER�p NOTES-•%GENB•• 1) Unbalanced roof live loads have been considered for this design. �� •• V F•••• �� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsC h=15ft;.B=45ft; L=52ft; eave=6ft; Cat. NO 22$39 ••�• II; E1� B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-2-12 to 5.5-0, Interior(1) 5-5-0er(2) to 18-2-8, Exteri18-2-8 : * �• �, Z to 23-4-12, Interior(1) 23-4-12 to 33-9-8, Extenor(2) 33-9-8 to 38-11-12, Interior(1) 38-11-12 to 51-1-10 zone; cantilever left and right 7 = exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. �% •• ^. 1TE OF 4 � 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This load i O •��!/ , ;.IN �.,(p truss has been designed for a live of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom BCDL= 10.Opsf. R 1 Q P'• will chord and any other members, with 7) t 3 to ANSVTPI 1 formula. Building designer '��,,S�ON considers parallel grain value using angle to grain should verity A� �,,,%",, capacity beanng 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410lb uplift at joint 21 and 394lb uplift at joint 23. Walter P. Finn PE N0.22839 9) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. MITek USA, Inc. R, Cart 6534 6904 Parke East Bind. Tampa FL 33610 Date: March 19,2019 AWARNWG-VerityDesignparamefamanJREAONOTES ONTHISANDMCLUOEOMTTEKREFERANCEPAGEM574nJ y..lhAYL0f5BEFORE USE Design valid for use any with Mnek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verity the cppllcabJityof design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing IsdwaysrequiredforstabilityandtopreventcollopsewithpossiblepunchedInjuryandpropertydamage. For general guidance regarding the fobrlcatiort storage. delivery, erection and bracing of cusses and hum systems. weANSi/IPII Qualify Cdfeda, DS549 and SCSI Balding Component Safety adom atbrava0obie from Truss Rate Imtifute, 218 N. We Sheet Suite 312, Alexandria, VA 22314. WOW fi904Parke East Blvd. Tampa, FL 33610 0Two I ms5 I ypecity Ply SOfi583�Luna 16561154 Sefi563 As Pipeyback Base 1 1 Job Reference o tional ib+etrs Lumber Co, Palm Bay, 1 8.240 a Feb 112019 MiTek lndustnes,Inc. Tue Mar 1914:00262019 Pagel ID:ggsw0018Bnyl5MHut2Ag01zc33u-JSSNrMX5FbUUZeyZ60pcsAK4GeJNypILNgZg90zzMf3 5-8-0 11 1 ;10 171.-3 23-06 28.11-10 34-1 : 3 37-B-0 43-0-6 47.3-12 51-10.10 S-B-O F fi3-00 5-1.9 1 5-11-35-11-3 2-9.3 ~ 54-6 4-3.6 4-fi-14 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC MAX. OTHER Scale:118'=1' TOP CHORDS MAY HAVE STRUCTURAL SHEATHING 7. =DIRECTLY APPLIED. TYPICAL. 4x4 = 4x4 = 7x _ zoo 12 See i 3 6xe = 7x8 = 29 5x6 J 6xB = 31 6x8 5x6 = 6x16 = - = 17 26 20 33 34 19 35 36 18 burl S sas Bx18 MT20HS = SX12 MT20HS = 4xB = 12 24 23 22 buS 16 15 14 ' 13 3x6 11 Sx14 = 3x4 11 3x4 11 Sx14 = Burs = 2x4 11 5-B-0 16-31-1010 I 157-41--9 26 &-100--1133 37.9B0 f— 453--40--66 474362 1 54--100 60 8 31_I 10-13 23 6-14 Plate Offsets(X,Y)- f2:0-5-8,0-3-81 f4:0-4-00-3-3117:0-0-00.3-31 f9:0-5-80-3-0] r11:Edoe,0-3.81117:0-8-120.4-121 f23:0-7-00.2-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Veff(LL) -0.4819-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(CT) -0.9219-20 >669 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.92 Horz(CT) 0.54 26 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.28 19 >999 240 Weight: 426 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* 19-21,17-19: 2x4 SP SS BOT CHORD WEBS 2x4 SP No.2 *Except* WEBS 1-24: 2x6.SP No.2, 1-23,11-13,10-14: 2x4 SP SS OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 24=2833/0-7-10 (min. 0-3-5), 26=2776/0-3-8 (min. 0-1-8) Max Hoa24=-169(LC 10) Max Uplih24=-404(LC 12), 26=-400(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 1-24=-2769/838, 1-2=-4322/1204, 2-3=-6338/1830, 3-4=-4880/1496, 4-27=-4061/1348, 27-28=-4061/1348,5-28=-4061/1348,5-6=-4578/1474, 6-29— 4059/1325, 29-30=-4059/1325,7-30=-4059/1325,7-8=.4810/1511, 8-31=-5485/1645, 9-31=-5594/1634,9-32=-3992/1145,10-32=3992/1145, 10-11=-2176/637 BOT CHORD 3-21=-343/1402, 20-21=-1622/5415, 20-33=-1278/4545, 33-34_ 1278/4545, 19-34=-1278/4545, 19-35=-1279/4544,35-36=-1279/4544,18-36=-1279/4544, 17-18=-1355/4775, 8-17=414/1494, 14-15=-637/2176, 13-14=-94/280 WEBS 1-23=-1372/4934,2-23=-3839/1208,21-23=-1289/4304, 2-21— 391/1272, 3-20=-1812/660, 4-20=-522/1931, 5-2D=-1020/268, 5-19— 80/321,6-19=-75/325,6-18=-1014/283, 7-18=-584/2005, B-18=-1654/6D4,15-17— 1199/4142,9-17=-279/1014,9-15=3643/1128, 10-15=779/2755, 10-14=-2591/833, 11-14=-959/3289, 11-26=-2809/825 Structural wood sheathing directly applied or 24-2 oc puffins, except end verticals, and 2-0-0 oc pudins (33-5 max.): 1-2, 4-7, 9-11. Rigid ceiling directly applied or 5-3-9 oc bracing. 1 Row at midpt 3-20. 5-20, 5-19, 6-19, 6-18, 8-18, 9-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L-529; eave=6ft; Cat. Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 5-8-0, Interior(1) 5-8-0 to 17-1-3, Extedar(2) 17-1-3 to 22-3-7, Interior(1) 22-3-7 to 34-10-13, Exterior(2) 34-10-13 to 40-1-1, Intedor(1) 40-1-1 to 51-1-10 zone; cantilever left and right expose ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0lost bottom chord live load nonconcument 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) Bearing at joints) 26 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 404lb uplift at joint 24 and 4001b uplift at joint 26. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ,,��"P��tn .��GENSF;% No 22839 Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Dare: March 19,2019 Q WARNWO-Verily design paremerem and READ NOTES ON TN/S AND WCLUDED MWEK REFERANCE PAGE N6747a rev. 1eaY10r5 BEFORE USE. Design valid for we only with Mnek®connectors. IDts design is based only upon Parameters shown,and a for an 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 prevent buckling of Individual huss web and/or chord members only. Additlonal temporary and permanent bracing Is always required for stablllN and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and broeing of trusses ono buss systems. seeANSUIPl1 Qup8ls. CiOnb, D3549 and BCSI Building Component Safety Informutlorlovolloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandra VA 22314. MiTek' 6904 Padre East Blvd. Tampa, FL 33610 Job rus5 Truss Type Py 506583-Luna T16561155 5065113 A9 Piggyback Base JUIY 1 1 Job Reference o tional I 7x8 = 4x4 = 4x4 = 5 0.00 12 29 A30 7 31 5x6 i 4 4x6 i 3 26 25 24 3x6 II 6x8 = 602 = 21 35 4x8 = 23 3.4 II Bx12 MT20HS = 36 20 37 6x12 MT20HS= Scale = 1:99.3 7x8 = 8 6x8 = ske 6x8 = g 6xB = 33 5.6 = axle = 10 11 12 GKnT 1s 8 5= 28 4 38 19. A 4x8 - 13 17 16 15 14 30 II 5x10 = 6.6 = 2.4 II 3-B-0 7-9-13 1141-10 17-1-3 26.0.0 34-10./3 37-8-0 41-0.6 46-3-12 51-1111 52 -2 3.0.0 d-1-13 4-1-13 5-1-9 0.10-13 8-10.13 2-9.3 3-04i 5-3-0 5-6-14 0. -8 Plate Offsets (X,Y).- [2:0-5-8,0.3-01,[5:0.4.0,033] 18:0-4.0,0-3-31 [10:0.5-8 0.3-0] [12:Edge 0-3-8] [16:0-3-12 0-1-121 [18:0-8-0 0.5-47 [22:0-8-8 0-5-41 [25:03-8 0-3-0] LOADING (psi) SPACING- 2-" CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Ven(LL) -0.48 20-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Ven(CT) -0.9320-21 >664 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.97 Horz(CT) 0.60 28 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.29 20 >999 240 Weight: 435 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-2 Be purims, except BOT CHORD 2x4 SP No.2 *Except' end verticals, and 2-0-0 oc puffins (3-3-8 max.): 1-2, 5-8, 10-12. 20-22,18-20: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Raw at midpt 4-21, 6-21, 6-20, 7-20, 7-19, 9-19, 10-16, 1-26: 2x6 SPNo.2, 1-25,11-15,12-14: 2x4 SP SS 11-15, 12-15 - OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 26=2829/0-7-10 (min. 0-3-5), 28=2780/0-8-0 (min. 0-1-8) Max Hoa26=-174(LC 10) Max Uplift26= 396(LC 12), 28=-408(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -AII tomes 250 (lb) or less except when shown. TOP CHORD 1-26=-2763/790, 1-2=A395/1189, 2-3=-4768/1298, 3-0=-6447/1924, 4-5=-4859/1503, 5-29=-4056/1360,29-30=-4056/1360,6-30=-4056/1360, 6-7=A567/1477, 7-31=-4046/1321,31-32=-4046/1321,8-32=-4046/1321, 8-9=-4753/1491, 9-33=-5476/1658,10-33=-5545/1650,1034=-3783/1107,11-34=-3783/1107, 11-12=-2184/649 BOT CHORD 25-26=-249/267, 24-25=-1344/4223, 4-22=-492/1732, 21-22=-1729/5506, 21-35=-1337/4535, 35-36=-1337/4535,20-36- 1337/4535,20-37=-1333/4531, `t111111111„ 453'24 e20661728,/2224911451/45926322=-496/1611, WEBS 125=-13504988'2'25=2520n ` ♦♦♦♦♦VP .......... •�,� Sic•'•, 4-21=-1938/715, 5-21=-512/1895, 6-21=-1013/258, 6-20- 82/318, 7-20= 72/326, �� : 00 7-19=-1016/290, 8-19=-549/1941, 9-19=-1660/586,16-18=-130614448, 10-18=-511/1744, No 22839 10-16=-4441/1374, 11-16- 718/2468,11-15=-2476/836,12-15=-961/3255, = Z 12-28=-2797/837 * ; ;* NOTES- ► •/� 1) Unbalanced roof live loads have been considered for this design. ��• rS •!14 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=6.Opsf; h=15ft; B=45ft; L=52ft; eave=6ft; Cal. II i • Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-0. Intedor(1) 3-8-0 to 17-1-3, Extedor(2) 17-1-3 to �� T••. Q�.• �% 22-3-7, Interior(l) 22-3-7 to 34-10-13, Exledor(2) 34-10-13 to 40-1-1, Interior(l) 40-1-1 to 51-1-10 zone; cantilever left and right exposed �i�FSi' . O R 1 V ••iN ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s 3) Provide adequate drainage to prevent water pending. -./I,O%NA♦♦♦♦ � 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Walter P. Finn PE No.22839 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 M]Tek USA, Inc. FL Carl 6634 fit between the bottom chord and any other members, with BCDL=10.Opsf. 6904.Parke East Blvd. Tampa FL 33610 7) Bearing at joint(s) 28 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity Date: of bearing surface. March 19,2019 ontinued on pace AWARNING - Verify deslgayeremefersendREAD NOTES ONMIS AND INCLUDED MI/EKREFERANCEPAGE 111M17413 as- lDDY2015BEFORE USE Design valid for use only win Mnek®connectors. This design Is based only upon parameters shown, and Ia for on Individual bustling component, not ��• a hues system. Before use. the building designer must verify the oppllcobillry of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated a to prevent buckling of Individual truss web and/or chord members only. Aodlflonal temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regcrding the fabrication, storage, delivery, erection and bracing of trusses and buss systems. seeAN3VTPfI Quo Cdleda. DSB-69 and BCSI Building Component Safety lnfarrrtationavollable from Truss Plate Institute. 218 N. We Sheet. Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Temps, FL 33610 Job rusS I was Type Py 506583-Lune 716561155 506583 A9 Piggyback Base 1 1 Job Reference (optimal i rvu� ns wnmer w, rem. ovy , rL 8240 s Feb 11 2019 MTek Industnes, Inc. Tue Mar 1914:02:35 2019 Page 2 D:ggsw OQf8Bny15MHu12Agolza33u1 HIBwT50tEkAXTJMAbdsbNAASeGMgSOL1 FJ9B2zZMo2 NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 26 and 408lb uplift at joint 28 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard ,&WARNING-Vedtydeslgn Paramesersend BEAD NOTES ON TNIS AND MCLUUEDMREBREFERANLE PAGE W74M I.1d=?015BEFORE USE. Design valid far use oNywlM Meek® connectors. This design Is based orly upon parameters show% and 3 for an Individual building component, not ��- a inns system. Before use, Me building designer must vo the applicability of design parameters antl properly Incorporate this design Into Me overall building tlesign. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeAN$Lgpll Quality Criteria, OS549 and SCSI Buldk10 Component Safety Informationavollable from Truss Plate Institute. 218 N. Lee street. Suite 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 o Truss Truss TypeFly 606583-1-une Ti65fi1156 6065B3 A10 Piggyback Base 1 1 Job Reference (optional) Scale=1:107.2 ]xe = 7x8 = 6x8 = 4x4 = 4z4 = 7.00 12 6 29 630 7 31 32 8 5x6 C 6.8 2z4 6x6 = 5x10 = Sz6 i 9 ]z6 _ 11 13 4 ]xa 4 33 w6 = 3 6x8 = N 1 51 2 18 Bz18 28jG y� 21 34 35 20 36 37 19 2] Id 26 25 24 23 4x8 6x12 MT20HS= Sze= 17 16 38 1s 14 4x6 II 6,02 = 3x4 II 3x4 II axis = 8.8 = ' Ina = 6z14 MT20HS= 52n5 18L a&13 11-11-1a 1]-13 2a0a 31g0.13 3)dL S0.5A 5 -10.1 Id0 51-13 ST13 SM19 &10.13 &10.13 U115 243 iE 588 589 i2 .1-11 Plate Offsets (X Y)— f2:0-5-8 0-3-01, f3:0-4-0 0-4-81 15:0-4-0 0-3-31 f8:0-4-0 0-3-01 rl3:0-6-12 0-1-01 f15:0-3-B Edael f l6.0-7-8 0-3-01 f22:0-9-12 0-0-121 f25:0-3-8 0-2-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.46 Vert(LL) -0.46 20-21 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) -0.89 20-21 >696 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 1.00 Horz(CT) 0.47 28 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(L-) 0.27 20 >999 240 Weight: 447 to FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 20-22,18-20:2x4 SP SS BOT CHORD WEBS 2x4 SP No.2 *Except* WEBS 1-26:2x6 SP No.2, 12-16.10-16: 2x4 SP SS OTHERS 2x8 SP No.2 REACTIONS. (Ib/size) 26=2830/0-7-10 (min. 0-3-5), 28=2779/0-8-0 (min. 0-1-8) Max Horz26=224(LC 12) Max Uplif126=-392(LC 12), 28=413(LC 12) FORCES. (to) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-26=-2687/704, 1-2=4256/1112, 22=-4911/1305, 3-4=6459/1939, 4-5=-0862/1516, 5-29=-4058/1371,29-30=-4058/1371,6-30=-4058/1371, 6-7=4570/1485, 7-31=4048/1327, 31-32=4048/1327, 8-32=-4048/1327, 8-9=-4759/1498, 9-10=-5298/1630, 10-1 1=-23721734,11-33=-2396f745,12-33=2396f745,12-13=-770/233 BOT CHORD 25-26=4OBf583, 24-25=1312/3888, 4-22=490/1684, 21-22=-1775/5490, 21-34=-1376f4538,34-35=-1376/4538,20-35=-137614538,20-36=-1370/4535, 36-07=-1370/4535,19-37=-1370/4535,18-19=-1383f4604, 9-18=-388/1237, 16-38= 138/436, 15-38= 138/436 WEBS 1-25=-1182/4483, 2-25=-24361718, 2-24=60/352, 3-24=-1769/677, 22-24=-1498/4565, 3-22=-40111295,4-21=-1915f723,5-21=-520/1899, 6-21=-1015/252, 6-20= 81/324, 7-20=-73/322,7-19=-1016/293,8-19=-540/1948,9-19=-1281/461,11-16= 669/327, 15-27=-592/1913,13-27— 583/1882,12-15=-1818/621,12-16=-940/3157, 10-16=-3728/1139,16-18=-1420/4632,10-18=-18/373,13-28=-2801/853 Structural wood sheathing directly applied or 2-8-14 oc pudins, except end verticals, and 2-0-0 oc pudins (3-3-8 ma i 1-2, 5-8, 10-12. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-21„ 6-21, 6-20. 7-20, 7-19, 12-15, 12-16, 16-18 2 Rows at 113 pis 10-16 p%P�� E AI , No 22839 ,� p :��• ,ORIQjN0 NOTES- ice,%y ..••��,,%% ����'0NA' 1) Unbalanced roof live loads have been considered for this design. „�%%% 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directorial) and C-C Exterior(2) 0-2-12 to 1-8-0, Interior(l) 1-8-0 to 17-1-3, Exterior(2) 17-1-3 to Walter P. flit PE No.22839 22-3-7, Interior(l) 22-3-7 to 34-10-13, Extedor(2) 34-10-13 to 39-06, Intedor(1) 39-0-6 to 50-5-8. Eatenor(2) 50-5-8 to 51-1-10 zone; MITek USA. Inc. R. Carl 6634 cantilever left and light exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 6904 Parke East Blvd. Tampa FL 33610 3) Provide adequate drainage to prevent water ponding. Date; 4) All 'plates are MT20 plates unless otherwise indicated. March 19,2019 g gl n designed fora 10.0 psf bottom chard live load nonconcurrent with anyotherlive loads. Q WARNING- Verfrydesign yeminefeleand READ NOES ON TNLSANDwCLUDED 11417EKREFERANCEPAGEMrF7473 rev. 113,11,32015BEFORE USE Design valid for use only wittl MRek® connectors. Th6 design Is bored only upon parameters shown. and 6 for an Indivduol building component, not ��- o hum system. Before use. Me building designer must verlfy Me oplarcobillty of design parameters and properly Incorporate this design Into Me overall building design. Brocing Indicated is to prevent buckling of Individual hum web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding me fabrication, storage. doWery, erection and bracing of trusses and truss systems. seeANSU1p11 Guol6lyy criteria. DSB49 and SCSI Sulding Component loloN tnlomlalbnw ,liable from Truss Plate Institute. 218 N. Lee Sheet Sure 312. A ssxcndrlo. VA 22314. 69U Parke East Blvd. Tampa, FL 33810 dTruss I was Type Uly Ply 506583.1una T16561156 506583 A10 Piggyback Base 1 1 Jab Reference o Banal Tip Betts Lumber Co, Palm Bay, FL 8.240 s Feb 112019 MiTek Industries, Inc. Tue Mar 1915:17:25 2019 Page 2 ID:ggsvAOfeBnyl5MHul2Agolzc33u-Z42YHIORTnR5CUZICaBnZD7SRbg2hgUEWozkmorZLW u NOTES 6) • 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. ` 7) Beading at joint(s) 28 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 26 and 413 lb uplift at joint 28. 9) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Q WARNING -Verify design perennuen and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MNN47S rev. HVIDUVmS BEFORE USE Design valid for use only with Mlleklb connectors. this design Is based only upon parameters shown, and is for an Individual building component, not a hum system. Before use, the building designer must verify me applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only., Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and hues systems. seeANSIMIJ Qu" CMedu, D51-09 and BCS1 Balding Component 5afr h m(omla5onovoDable from Truss Rate Institute, 218 N. Lee Sheet, Sulte 312, Alexandria. VA 22314. �' MiTek' 69N Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 506583-Luna T16561157 506583 All Piggyback Base 1 1 Job Reference (optional) ❑DDenS L UMner company, rain car, I-L- 329US, 8.240 S UeC 6 201U Miles Industries, Inc. TUB Mar 1912:22:00 2019 ?age 1 ' ID:ggswOQf8Bnyl5MHut2Agolzc33o-32NOH1CyJRWtcONQ5mRodpwi4GWttq"vzoDhzZND5 37.8a 51-10.10 61-t3 11-11-10 17-1-3 234A 2a-1140 3410.13 3)de 41042 43d-e 51310 6-1-13 6-i13 5-1-8 5-ttJ 5413 5-11J 2-1-9 54-12 5412 2-162 ) D7-to Scale = 1:102.9 7.00 12 3.4 II 8x12 101`20HSG 4 2x4 — 313 2 8x14 MT20HS 4 FT m 25 23 22 35 x5 4x4 G 10xl4 MT20HS s 3.4 II 400 = 6x12 MT20HS� 3.5012 4x4 = 4x4 = 633 ] 34 36 21 37 6x12 MT20HS= 3x4 II 7x8 = 7x8 = 6x8 = 8 9 7x8 — 7x8 = 18 = 10 11 12 7x16 = 13 N 38 20 1 8.1 30 IN 1.`en 3.8 = 18 17 39 16 15 14 3x4 It 4x6 = Gx8 = 2.4 11 5224 6143 1141-10 1)-12 26M 30.10.13 3)-B-0 43812 1-11 51-1010 - I I I I I .. I I I Plate Offsets(XY)-- 11:0-2-5,Edgel 15:0-6-120-54118:04-00-3-31 f12:04-00-3-31 r13:0-1040-041 rl9:0-3-OEdgel f22:04-120-1-121 r24:0-640-5-01 LOADING (psf) SPACING- 2-0-0 Si.0 DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.86 Ver(LL) -0.61 24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.70 Vert(CT) -1.1721-22 >531 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(CT) 0.89 30 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.81 24-25 >770 240 Weight: 455 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 1-6-9 no pudins, except 1-3: 2x4 SP SS 2-0-0 oc puffins (3-3-6 max.): 5-8, 9-12. BOT CHORD 2x4 SP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 3-1-6 oc bracing. 1-24: 2x6 SP DSS, 21-23,19-21: 20 SP SS WEBS 1 Row at midpi 5-24, 6-22, 6-21, 7-21, 7-20, 11-19, 11-17 WEBS 2x4 SP No.2 -Except 2 Rows at 1/3 pis 11-16 5-24: 2x4 SP SS OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 1=2842/0-7-10, 3D=2792/0-8-0 Max Harz 1=1185(LC 12) Max Uplift 1=-1498(LC 12), 30=629(LC 12) ' FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8992/6448, 2-3=-9081/6495, 34= 8500/5119, 4-5=-8417/5462, 5-6=-4111/2336, 6-7=-4611/2207, 7-8=4074/1812, 8-9=46932033, 9-10= 4296/1838, 10-11=4289/1835, 11-12=-965(457,12-13=-1126/461 BOT CHORD 1-25=-686217911, 24-25=-6779/8183, 4-24=561/463, 22-23=-107/282, 21-22=-2167/4585, 20-21=-2001/4568,19-20=-1798/4399,10-19=-677/302,16-17=-936/2376 88, WEBS 6-22=-6075/0 621=-96/ 1/537-21---2-203/333, 732091027/5 208020=755/1815,763/425, ���,`%% Is.R'P, P,, . 9-20=-1029/416,9-19=-960/414,17-19=-986/2462,11-19=-1316/3107,11-17=- 11-16= 2630/1058, 13-16=-883/2326, 2-25=-84/299, 13-30= 2803/1082,ti NOTES- No 22839 1) Unbalanced roof live loads have been considered for this design. �, •,• 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 5-24, Intedor(1) 5-24 to 17-1-3, Extedor(2). 17-1-3 to 22-3-7, Interior(1) 22-3-7 to 34-10-13, Extedor(2) 34-10-13 to 37-0-6, Interior(1) 37-0-6 to 48-5-8, Extedor(2) 48-5-8 to 51-1-10 zone; cantilever left and fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp i $ 4(/ DOL=1.60 i O l=�/ 3) Provide adequate drainage to prevent water pbnding. �i�'n� • O R, p Q:• N 4) All plates are MT20 plates unless otherwise indicated. S1 •' 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. �I'f S/ •�\ ��� 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 �� N A; will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing atjoint(s) 1, 30 considers parallel to grain value using ANSOTPI 1 angle to grain formula. Building designer should verity Walter P. Finn PE No.22839 capacity of bearing surface. Milk USA, Inc. R. Dert 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14981b uplift at joint L and 629 to uplift 6904.Parke Fast Blvd. Tampa FL 33610 at ioint 30. Date: does not depict the size or the orientation of the puffin along the top and/or bottom chord. WARNING -Verily design parameren smd READ NOTES ON MISAND INCLUDED MDER REFERANCE PAGE MX7473 rev. 10,DY2D15 BEFORE USE ses and truss systems. seeANSVrPII Quality CMu1e. DS349 and BCSI N. Lee Sheet. Sure 312. Nexendrl2 VA 22314. March 19,2019 not not �t verall lent bracing MrTek• lent 69M Parke East ebd. Tampa, FL 33610 Job Thus Truss Type Cty Ply 506583-Luna T76561157 506583 All Piggyback Base 1 1 Job Reference (optional) Dbel is Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:00 2019 Page 2 I0:ggsw0Of8Bnyl5MHut2Agolzc33o-32NOHiCyJRWteON05r RodpW4GWftgw6vzo0hzZND5 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 ` Uniform Loads (plf) Vert: 1-5=-90, 5-8=-90, 8-9=-90, 9-12=-90, 12-13=-90, 24-27=-20, 19-23=-20, 14-18=-20 OWARNING-Verlyydealgnp,mrsts and REAONOTES ON TM/SANOWCLUOEOM1 KREFERANCEPAGEM67473rev. 1019341015BEFOREUSE Design valid for use only with M6ekls connection. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permonentbrocing MiTek' Is always required for stoblllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fob tcaBon storage, delNery, erection and brocing of trusses and hum systems. seeANSVrpll Quality CEfeda, DS549 and SCSI Building Component 6904 Parke East Blvd. Safety InfommFbnovallable from Truss Plate Institute. 218 N. We Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Jab Truss Truss Type Cry Ply 506583-Lures T16561158 506583 Al2 Piggyback Base 1 1 Job Reference loptioi Tibbetts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:22:02 2019 Scale=1:94.2 8x14 UT20HS i 4x4 = 4x4 = 7x8 = 2x4 II 7.0052 5 25 26 6 27 ] 28 8 9 29 3x4 II 24 4 8x12 MT20H5 G 3 /V\ 23 1Ox14 2 19 17 16 30 31 15 32 33 14 34 13 35 1 2.4 I SO I 5x12 = 6x8 MT2DHS = 6x8 = 6x12 MT20HS= 602 MT201-!S� 3.50 12 3x4 II 5x6 = 10 11 6-7-13 11-11-70 77-1.3 28-0-0 34-10-13 5. '6 4l?&75 47-&fi 47-1 q-10 ~ 6-1-13 5.9-13 5-h9 8-10-13 8-10.13 0- -9 5.8.9 6-64 0-] 4 Plate Offsets (X V)— f2:0-2-5 Edgel 15:0-6-e 0-4-121 f10:0-3-0 0-2-51 t14:0-3-8 03-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL) -0.64 18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(CT) -0.99 18 >579 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor NO WB 0.98 Horz(CT) 0.53 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wlnd(LL) 0.77 18-19 >742 240 Weight: 367 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 8-10,10-11: 2x4 SP No.2, 1-3: 2x4 SP SS 2-0-0 oc purins (3-5-13 max): 5-10. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-2-0 oc bracing. 2-18: 2x6 SP DSS, 15-17,14-15: 2x4 SP SS WEBS 1 Row at midpt 6-16. 6-15, 7-14, 8-13, 10-13, 10-12 WEBS 2x4 SP No.2 *Except* 2 Rows at 1/3 pis 5-18 11.12; 2x6 SP No.2 REACTIONS. (lb/size) 2=281210-7-10, 12=2617/0-6-4 Max Horz 2=1329(LC 12) Max Uplift 2=-1534(LC 12), 12=-642(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8237/6124, 3-4= 7581/4755, 4-5=-7529/5086, 5-6=3623/2104, 6-7= 3879/1845, 7-8=-3096/1338,8-9=-1983/840, 9-10=-1983/840 BOT CHORD 2-19=-0703f7257, 18-19=-6517f7297, 4-18=-561/450, 16-17=-113/268, 15-16=-1953/3932, 14-15=-1701/3755, 13-14>1294/3086, 12-13=-161/393 WEBS 3-19=-696/154, 3-18=-48611291, 16-18=-2016/3485, 5-18=-3922/4622, 5-16=-419/802, , 6-16=.844/0, 6-15=-153/429, 7-15=-304/402, 7-14=-1097/670, 8-13=-1894/854, 9-13= 556/283,10-13=-1097/2730,10-12=2522/1075, 8-14=-451/1086 NOTES- 11/1111111118811" ' P• F/ 1) Unbalanced roof live loads have been considered for this design. ,*`va.-eFl V AI3 •• e 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=48ft; eave=6ft; Cat. ��� �� V F••'. �� ' II; Exip B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 2-8-9, Interior(1) 2-8-9 to 17-13, Extedor(2) 17-1.3 NO 22839 •� to 21-10-10, Interior(1) 21-10-10 to 46-5-8, Exterior(2) 46-5-8 to 47-7-14 zone; cantilever left and right exposed ;C-C for members * �• and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 — 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. "0 = X 5) This truss has been designed fora 10.0lost bottom chard live load nonconcurrent with any other live loads. i •, 0 F 14, 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 �i�'n • Q; will fit between the bottom chord and any other members, with BCDL= 10.0psf. • ( �O RVC)."* 7) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1534lb uplift at joint 2 and 642 Ib uplift at joint 12. 9) Load easels) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 17, 18, 19, 20, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40 Walter P.'Finn PE N0.22839 hasthave been modified. Building designer must review, loads to verify that they are correct for the Intended use of this truss. MITek USA, Inc. FL Cart 6634 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 6904 Parke Fast Blvd. Tampa FL 33610 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F)or back (B). Date: March 19,2019 Job Truss Truss Type Sty Ply 506583-Luna T165fi1158 506583 Al2 Piggyback Base 1 1 Job Reference (optional) Ibbefts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:02 2019 Page 2 ` ID:ggswOGfeBnyl 5MHut2Agolzc33u-?OVmhjDCg2mbdXoDGyvt2vFBuss7m DaDSvHZzZND3 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (Pit) Vert: 1-5=-90, 5-10=-90, 10-11=-90, 18-20=-20, 12-17=-20 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniformioads (pit) Vert: 1-2=76, 2-23=47, 5.23=37, 5-26=52, 10-26=42, 10-11=47, 18-20=98(F=110). 4-18=110(F), 12-17=-12 Horz: 1-2=-84, 2-23=-55, 5-23=-46, 10-11=55, 18-20=-110(F), 17-18=-110(F), 4-18=-11O(F) Drag: 7-8=-0 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=29, 2-24=37, 5-24=47, 5-29=42, 10-29=52, 10-1 1=47,18-20=98(F=110), 4-18=110(F), 12-17= 12 Horz: 1-2= 37, 2-24=-46, 5-24=-55, 10-11=55, 18-20=-110(F), 17-18=-110(F), 4-18=-110(F) Drag: 7-8=-0 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=7, 2-5=-76, 5-10=-48, 10-11=-76, 18-20=90(F=110), 4-18=110(F), 12-17= 20 Horz: 1-2=-37, 2-5=46, 10-11=46,18-20=-11 O(F), 17-18=-110(F), 4-18=-11 O(F) Drag: 7-8=0 7) Dead +0.6 C-C Wind (Neg.. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Van: 1-2=-67, 2-5=-76, 5-10=-48, 10-11=-76, 18-20=90(F=110), 4-18=110(F), 12-17=-20 Horz: 1-2=37, 2-5=46, 10-11=-46, 18-20=-110(F), 17-18=-110(F), 4-18=-110fl Drag: 7-8=0 8) Dead +0.6 MWFRSWind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=24,2-5=5,5-27=15,10-27=8,10.11=18,18-20=98(F=110), 4-18=110(F), 12-17=-12 Horz: 1-2=-32, 2-5=-13, 10-11=27, 18-20= 110(F), 17-18=d 10(F), 4-18=-110(F) Deng: 7-8=-0 9) Dead +0.6 MW FRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=11, 2-5=18, 5-25=8, 25-28=15, 10-28=28, 10-11=5, 18-20=98(F=110), 4-18=110(F), 12-17=-12 Horz: 1-2=-20,2-5=-27, 10-11=13, 18-20=-110(F), 17-18=-110(F), 4-18=-110(F) Drag: 7-28=-0, 8-28=-0 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-39, 2-5=-46, 5-10=-31, 10-11= 17, 18-20=90(F=110), 4-18=110(F), 12-17=-20 Horz: 1-2=9, 2-5=16, 10-11=13, 18-20=-110(F), 17-18=-110(F), 4A8=-110(F) 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 10,2-5=-17,5-10= 31,10-11=-46,18-20=90(F=110), 4-18=110(F), 12-17=-20 Horz: 1-2=-20, 2-5=-13, 10-11=-16, 18-20= 110(F), 17-18=-110(F), 4-18=-110(F) 12) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=47,2-5=28,5-10=28,10-11=28,18-20=98(F=110), 4-18=110(F), 12-17=-12 Horz: 1-2=-56, 2-5=-36, 10-11=36, 18-20=-110(F), 17-18=-110(F), 4-18=-110(F) Drag: 7-8=-0 13) Dead +0.6 MW FRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=28, 2-5=8, 5-10=8, 10-11=8, 18-20=98(F=110), 4'1 B=110(F), 12-17=-12 Horz: 1-2=-36,2-5=-17, 10-11=17, 18-20=-11 O(F), 17-18= 110(F), 4-18=-11 O(F) Drag: 7-8=-0 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-24, 2-5=-31, 5-10=-31, 10-11=31, 18-20=90(F=110), 4-18=110(F), 12-17=-20 Horz: 1-2=-6, 2-5=1, 10-11= 1, 18-20=-11 O(F), 17-18=-110(F), 4-18=-1 l0(F) 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-24, 2-5=31, 5-10= 31, 10-11=-31, 18-20=90(F=110), 4-18=110(F), 12-17=-20 Harz: 1-2=-6, 2-5=1, 10-11=-1, 18-20=-110fl, 17-1B=-110(F), 4-18- 11 O(F) 17) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Ing Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-82, 2-5=-87, 5-10=-76, 10-11=-65, 18-20=62(F=83), 4-18=83(F), 17-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 14-33=-20, 14-34=-50, 3435=-20,35-36=-50, 12-36=-20 Horz: 1-2=7, 2-5=12, 10-11=10, 18-20=-83(F); 17-18=-83(F), 4-18=-B3(F) 18) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Ing Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-60, 2-5=-65, 5-10=-76, 10-11=-87, 18-20=62(F=83), 4-18=83(F), 17-30=-20, 30-31=-50, 3132=-20, 32-33=-50, 1433=-20, 14-34=-50, 34-35=-20, 35-36=-50, 12-36=-20 Horz: 1-2= 15, 2-5=-10, 10-11=12, 18-20- 83(F), 17-18=-83(F), 4-18= 83(F) 19) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Ing 1st Parallel): Lumber Increase=1.60 , Plate Increase=1.60 Q WARNWG- Vedlydaslyn ParameMrsdrGREADNOTES ON TNISANDINCLUDMUffEKREPERANCEPAGEMX74MJ . favaaro SBEPORE USE Design valid for use only with MlfeWlycomedbu. This design Is based only upon parameters shown, and Is for an Individual building component, not �,- a hum system. Before use, Me building designer must volt the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of mcivitlual hum web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always (squired for stability and to prevent collapse with pomble personal injury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and hum systems seeANStliPII Quality Criteria, 05849 and SCSI Building Component 6904 Parke East M. Safety Informotbnovallable from Truss Plate Institute. 218 N. Ise Sheet Suite 312, Alexandria, VA 22314, Tampa. FL 33610 Job Truss Truss Type Qty Ply 506583-Luna T76561158 506583 Al2 Piggyback Base t 1 Jab Reference (optional) fibbefts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 1912:22:02 2019 Page 3 I D:ggswOQf8Bnyl5MHut2Agolm33u-4QVmhjDCg2mbri%DDGyvt2vFBuss7m_DaDSvHZzZND3 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2=-71, 2-5=-76, 5-10=-76, 10-11=-76, 18-20=62(F=83), 4-18=83(F), 17-30=-20, 30-31=-50, 3132=-20, 32-33=-50, 14-33=-20, 1434=-50, 34-35=-20, 35-36=-50, 12-36=-20 Horz: 1-2=4, 2-5=1, 10-11=-1, 18-20=-83(F), 17-18=-83(F), 4-18=-83(F) 20) Dead +0.75 Roof Live (bal.)+ 0.75 Uninhab. Attic Storage+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-71, 2-5=-76, 5-10=-76, 10-11=-76, 18-20=62(F=83), 4-18=83(F), 17-30=-20, 30-31=-50, 31-32= 20, 32-33=-50, 14-33=-20, 14-34=-50, 34-35=-20, 35-36=-50, 12-36=-20 Horz: 1-2=4, 2-5=1, 10-11=1, 18-21 17-18=-83(F), 4-18=83(F) 25) Reversal: Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=76, 2-23=47, 5-23=37, 5-26=52, 10-26=42, 10-11=47, 18-20=98(F=110). 4-18=110(F), 12-17=-12 Horz: 1-2=-84, 2-23=-55, 5-23=46, 10-11=55, 18-20=-110(F), 17-18=-110(F), 4-18=-110(F) Drag: 7-8=-0 26) Reversal: Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=29, 2-24=37, 5-24--47, 5-29=42, 10-29=52, 10-1 1=47, 18-20=98(F=1 10), 4-18=110(F), 12-17= 12 Horz: 1-2=-37, 2-24=46, 5-24=55, 10-11=55, 18-20=-110(F), 17-18=-110(F), 4-18=-110(F) Drag: 7-8=-0 27) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (pIQ Vert: 1-2=7, 2-5=-76, 5-10=-48, 10-11=-76, 18-20=90(17=110), 4-18=110(F), 12-17=20 Horz: 1-2=-37, 2-5=46, 10-11=46, 18-20=-110(F), 17-18=-110(F), 4-18=-110(F) Drag: 7-8=0 28) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-67, 2-5=-76, 5-1D=-48, 10-11=-76, 18-20=90(I10), 4-18=110(F), 12-17=-20 Horz: 1-2=37, 2-5=46, 10-11=46, 18-20=-110(F), 17-18= 11 O(F), 4-18=-110(F) Drag: 7-8=0 29) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Veil: 1-2=24,2-5=5,5-27=15,10-27=8,10-11=18,18-20=98(F=110), 4-18=110(F), 12-17=-12 Horz: 1-2= 32, 2-5=-13, 10-11=27, 18-20=-110(F), 17-18=-110(F), 4-18=-11 O(F) Drag: 7-8-0 30) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=11,2-5=18,5-25=8,25-28=15,10-28=28,10-11=5,18-20=98(F=110), 4-18=110(F), 12-17=-12 Horz: 1-2=-20, 2-5=-27, 10-11=13, 18-20=-110(F), 17-18=-110(F), 4-18=-110(F) Drag: 7-28=-0, 8-28=-0 31) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-39, 2-5=46, 5-10=-31, 10-11=-17, 18-20=90(F=110). 4-18=110(F), 12-17=-20 Horz: 1-2=9, 2-5=16, 10-11=13, 18-20= 110(F), 17-18= 11 O(F), 4-18=-11 O(F) 32) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-10, 2-5=-17, 5-10=31, 10-11=-46, 18-20=90(F=110), 4-18=110(F), 12-17=-20 Horz: 1-2=-20, 2-5=-13, 10-11=-16, 18-20=-110(l, 17-18=-110(F), 4.18=-11 O(F) 33) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=47,2-5=28,5-10=28,10-11=28,18-20=98(F=110). 4-18=110(F), 12-17=-12 Horz: 1-2=-56, 2-5=36, 10-11=36, 18-20=-110(F), 17-18=-110(F), 4-18=-110(F) Drag: 7-8=-O 34) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Unifomf Loads (pIQ Vert: 1-2=28, 2-5=8, 5-10=8, 10-1 1=8,18-20=98(F=110), 4-18=110(F), 12-17=-12 Horz: 1-2=-36, 2-5=-17, 10-11=17, 18-20=110(F), 17-18=-110(F), 4-18=-110(F) Drag: 7-8=-0 35) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=24, 2-5= 31, 5-1110-11- 31, 18-20=90(F=110), 4-18=11 O(F), 12-17=-20 Horz: 1-2=-6, 2-5=1, 10-11=-1, 18-20=-110(F), 17-18=-110(F), 4-18=110(F) 36) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2= 24,2-5=-31,5-10=-31,10-11=-31,18-20=90(F=110), 4-18=110(F), 12-17= 20 Horz: 1-2=-6, 2-5=1, 10-11=-1, 18-20=-110(F), 17-18=-110(F), 4-18=-110(F) 37) Reversal: Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=32, 2-5=-87, 5-10=-76, 10-11=-65, 18-20=62(F=83), 4-18=83(F), 17-30=-20, 30-31=50, 31-32=-20, 32-33=-50, 1433- 20, 14-34=-50, 34-35=-20, 35-36=-50, 1236= 20 Horz: 1-2=7, 2-5=12, 10-11=10, 18-21 17-18- 83(F), 4-18=-83(F) 38) Reversal: Dead + 0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 QWARNING- Vedydsdr;,memetemand BEAONOTES ON MISANOINCLUOEOMREKREFEBANCEPAGEM674na v. lhAY1015BEFORE USE Design volld for use only with Mmei@ connectors. This design Is based only upon pommeters shown and 1,; for an IndWMual bustling component, not a hum system. Before use, fie building designer must verify the appllcobllHy, of design parameters and properly Incorporate this design into the overall bulidingdesign. Bracing Indicated Is to prevent buckringofIndividual huss web and/or chortlmembers only. Additional temporary and permanent bracing Is always required for nobility and to prevent collapse will, possible personal Injury and property damage. For general guidance regarding the fobrlcar ion, storage, delivery, erection and bracing of trusses and truss systems. seeAHSWII Quality Cdfedu, D5349 and BC'6I Building Component Safety InformallemvOsabie from Truss Rate Institute. 218 N. Lee sheet Suite 312 Nexandrla. VA 22314. MiTek' 6904 Parke East Blvd, Tampa, FL 33610 Job Truss Truss Type Dry Ply 506583-Luna T76561158 506583 Al2 Piggyback Base 1 1 Job Reference (optional) ibbens Lumber company, halm bay, FL- 3Geu5, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:22:02 2019 Page 4 ' ID:ggswO0f8Bny15MHu12Agolzc33u-?OVmhjDCg2mbdXoDGyvl2vFBuss7m_DaDSVHZzZND3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-5=-65, 5-10=-76, 10-11=87, 18-20=62(F=83), 4-18=83(F), 17-30=.20, 30-31=-50, 31-32- 20, 32-33=-50, 14-33=-20, 14-34=-50, 34-35=-20, 35-36=-50, 12-36= 20 Horz: 1-2=-15, 2-5=-10, 10-11=-12, 18-20=.83(F), 17-18=-83(F), 4-18=-83(F) 39) Reversal: Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Veit: 1-2=-71, 2-5=-76, 5-10=-76, 10-11=-76, 18-20=62(F=83), 4-18=83(F), 17-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 14-33=-20, 14-34=-50, 34-35=-20, 35-36=-50, 12-36--20 Hors: 1-2=-4, 2-5=1, 10-11=-1, 18-20=-83(F), 17-18=-83(F), 4-18=-83(F) 40) Reversal: Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-71, 2-5=-76, 5-10=-76, 10-11=76, 18-20=62(F=83), 4-18=83(F), 17-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 14-33=-20, 14-34=-50, 34-35=-20, 35-36=-50, 12-36=-20 Horz: 1-2=-4, 2-5=1, 10-11=1, 18-20=-83(F), 17-18=-83(F), 4-18=-83(F) QWARNING-Vediydeatgnpv4metenend REAONOTES ON TN/ MDWCLUOEOMRENREFERANCEPAGEMLL74MMK 10=015BEFOBE USE Design volld forum only with Mrek®eonneclors. This design 6 based only upon parameters shown. and Is form IndMdual building component. not a truss system. Before use. Me building designar mustverify Me applicoblllly of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and truss systems seeANSUIPII Quality Cdfeda, D3249 and BCSI SWdbp Component Safely Infermatbnavallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 31Z Alexandra, VA 22314, MiTek' SON PaAe East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T16561159 506583 A13 Piggyback Base 2 1 Job Reference (optional) I ruoeas Lumber company, ram Day, rL- JZVUD, .-2-0� 6d-03 F- 11-11-10 2-0-0 6-1-13 5-9.13 7.00 12 3.4 II 4 8.12 MT20HS i 8x14 MT20HS i 524 3 22 %u 10x14 2 1B 16 15 29 y d 2x4 II 3x4 II 5x12 = 6x12 MT20HS � 3.50 12 6.Z4U S UeC D ZU1D MI I ex Inauslnes. Inc. I us Mar 1912:22:U4 ZU19 Scale = 1:94.0 3x4 II 4x4 = 7xB = 2x4 II 12.12 J 625 26 7 27 B 28 9 10 n' 14 30 13 31 12 32 3311 IN 5x8 = 5x6 = 7x6 = 6x8 = 6-1-13 11-11-10 174.3 I 24-4-14 31-8-9 39.0-1 4710 6.1-1A 5.G.1A SdA ].A.11 L3.11 ].9.11 0.19 a.].d Plate Offsets(XY)-- f2:0-2-SEdgel T5:0-6-120-5-01 [7:0-4-00-4-e1 t9:Edge0-3-81 fl3:O3-00-3-01 fl4:"-003-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft L/d PLATES GRIP TCLL 30.0 Plate Grip OOL 1.33 TIC 0.93 Vert(L-) -0.53 17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Ver(CT) -0.98 17 >584 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.52 11 n/a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(L-) 0.7717-18 >744 240 Weight: 369 lb FT=20% LUMBER- BRACING - TOP CHORD 2x68P No.2 *Except* TOP CHORD 9-10: 2x4 SP No.2, 1-3: 2x4 SP SS BOT CHORD 2x4 SP SS *Except' BOT CHORD 2-17: 2x6 SP DSS, 4-16:2x4 SP No.2 WEBS WEBS 2x4 SP No.2 *Except* 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 2=2812/0-7-10, 11=2617/0-6-4 Max Horz 2=1329(LC 12) Max Uplift 2=-1534(LC 12). 11=-642(LC 12) FORCES. (Ib) - Max. CompJMa c. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-8237/6190, 3-4=-7579/4823, 4-5=-7513/5162, 5-6=-362W2137, 6-7= 3973/1971, 7-8=-2396/1033,8-9=-2399/1035 BOT CHORD 2-18=-6773f7257, 17-18=-6588/7297, 4-17=-550/469, 15-16=-114/273, 14-16= 1932/3973, 13-14=-1560/3539,12-13=-1560/3539, 11-12=-180/429 WEBS 3-18=-696/154,3-17=-489/1290,15-17=-2050/3480,5-17=397W4615, 5-15=-470/831, 6-15=-907/0,6-14=-323/510,7-14=-565/644, 7-13=0/354,7-12_ 1691/853, B-12=-743/382,9-12=-1207/2921, 9-11=-2509/1108 Structural wood sheathing directly applied, except end verticals, and 2-M oc puffins (3-5-11 max.): 5-9. Rigid ceiling directly applied or 3-1-12 oc bracing. 1 Row at midpt 6-15, 7-14, 7-12, 9-12. 9-11 2 Rows at 1/3 pts 5-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 2-8-9, Interior(1) 2-8-9 to 17-1-3, Extedor(2) 17-1-3 to 23-10-7. Interior(1) 23-10-7 to 46-3-15, Exterior(2) 46-3-15 to 47-7-14 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' 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. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1534 lb uplift at joint 2 and 642 lb uplift at joint 11. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11. 12, 13, 14, 15, 17, 18, 19, 20, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36. 37, 38, 39, 40 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Graphical puffin representation does not depict the size or the orientation of the pudln along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). \ % VIEF( P. Fj ` No 22839 r O • A ?F. • :4u ��'i�F • O R 1 O C'j>N Walter P. Finn PE No.22839 MiTek USA, Inc. FL cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 Q WARNING-Nroy Eesngnparemefersand READNOTES ON MMANDWCLUDEDM?EKBEFERANCEPAGEMM1)4YJrev. 1a`G.=1SSEFOrREUSE Design volld for use only with Mrek® connectors. This design is based oNy upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the opplicocitiy of deagn parameters and property Incorporate Mls design Into the overall building design. Bracing lndlcafed is to prevent bucklingg of lntlNldual truss web and/or chord members only. Additional temporary and bracing p/� M!Tek' permanent Is always required for stability and to prevent collapse wlm possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, Delivery, erection and bracing of trusses and buss systems. seeANSVrpII Quality Cmam. D39.19 and BCSI Buldhp Component Safety Infonna6onovoiloble from Truss Rate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Tmss Type Cry Ply 506583-1una T76561159 506583 A13 Piggyback Base 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:04 2019 Page 2 ` ID:ggswOOf8Bnyl 5MHul2Agolu33u-ypdX60FTMgOJ51hBKh_NyT bhhdpbgVWI XxOMS7ZND1 r 1;. LOAD CASE(5) Standard �) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=-90, 5-9=-90, 9-10=-90, 17-19=-20, 11-16= 20 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=76, 2-22=47, 5-22=37, 5-25=52, 9-25=42, 9-10=47, 17-19=98(F=110), 4-17=110(F), 11-16=-12 HDM: 1-2=-84, 2-22= 55, 5-22=-46, 9-10=55, 17-19=-110(F), 16-17=-110(F), 4-17=-11 O(F) Drag: 8-9=-0 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=29,2-23=37,5-23=47,5-28=42,9-28=52,9-10=447,17-19=98(F=110), 4-17=110(F), 11-18=-12 Horz: 1-2= 37, 2-23=-46, 5-23=-55, 9-10=55, 17-19=-110(F), 16-17=-110(F), 4-17- 110(F) Drag: 8-28=-0, 9-28=-0 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-5=-76, 5-9= 48, 9-10=-76, 17-19=90(F=110), 4-17=110(F), 11-16=-20 Horz: 1-2=-37, 2-5=46, 9-10=-08. 17-19=-110(F), 16-17=-110(F), 4-17=110(F) Drag: 8-9=0 7) Dead +0.6 C-C Wind (Neg.. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-67, 2-5=-76, 5-9=-48, 9-10=-76,17-19=90(F=110), 4-17=11o(F), 11-16=-20 Horz: 1-2=37, 2-5=46, 9.10=-46, 17-19=110(F), 16-17=-110(F), 4-17=-110(F) Drag: 8l 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=24,2-5=5,5-26=15,9-26=8,9-10=18,17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz 1-2- 32, 2-5=-13, 9-10=27, 17-19=110(F), 16-17=-110(F), 4-17=-110(F) Drag: 8-9=-O 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11,2-5=18,5-24=8,24-27=15,9-27=28,9-10=5,17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2=-20, 2-5=-27, 9-10=13, 17-19=-110(F), 16-17=-110fl, 4-17=-110(F) Drag: 8-9=-0 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-39, 2-5=46, 5-9=-31, 9-10=-17, 17-19=90(F=110), 4-17=110(F), 11-16=-20 Horz: 1-2=9, 2-5=16, 9-10=13, 17-19l10(F), 16-17=-110(F), 4-17=-110(F) 11) Dead+ 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plc Vert: 1-2=-10, 2-5=-17, 5-9= 31, 9-10- 46, 17-19=90(F=110). 4-17=110(F), 11-16=-20 Harz: 1-2=-20, 2-5=-13, 9-10=-16, 17-19l 10(F), 16-17=-110(F), 4-17=-110(F) 12) Dead +0.6 MWFRS Wind (Pos. Internal) fat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (Of) Vert: 1-2=47,2-5=28,5-9=28,9-10=28,17-19=98(F=110). 4-17=110(F), 11-16=-12 Horz: 1-2=-56, 2-5=-36, 9-10=36, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Drag: 8-9=-0 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=28, 2-5=8, 5-9=8, 9-10=8, 17-19=98(F=110), 4-17=11 O(F), 11-16=-12 Horz: 1-2=-36, 2-5=-17, 9-10=17, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Drag: 8-9=-0 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2= 24,2-5=-31,5-9l 9-10=-31,17-19=90(F=110), 4-17=110(F), 11-16=-20 Horz: 1-2=-6, 2-5=1, 9-10- 1, 17-19l 10(F), 16-17=-110(F), 4-17= 110(F) 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-24, 2-5=-31, 5-9- 31, 9-10=-31, 17-19=90(F=110), 4-17=110(F), 11 -113--20 Horz: 1-2=-6, 2-5=1, 9-10l 17-19l10(F), 16-17=-110(F), 4-17=-110(F) 17) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-82, 2-5=-87, 5-9=-76, 9-10=65, 17-19=62(1`-83), 4-17=83(F), 16-29=-20, 14-29=-50, 14-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 11-33=-20 . Horz: 1-2=7, 2-5=12, 9-10=10, 17-19=83(F), 16-17=-83(F), 4-17=-83(F) 18) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-60, 2-5- 65, 5-9=-76, 9-10=-87, 17-19=62(F=83), 4-17=83(F), 16-29=-20, 14-29= 50, 14-30=-20, 30-31=-50, 31-32=-20, 3233=-50, 11-33=-20 Horz: 1-2= 15, 2-5=-10, 9-10- 12, 17-19=-83(F), 16-17=-83(F), 4-17=-83(F) 19) Dead +0.75 Roof Live (bar.) +0.75 Uninhab: Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) fat Parallel): Lumber Increase=1.60 , Plate Increase=1.60 ,&WARNING-Vedfydesl9n PArem Ins.dREAD NOTES ON 7NISANDWCLUDWMfrEKREFERANCEPAGEM&74Mmin 101y=015 BEFORE USE Design valid for use only wim MreA® connectors. This design Is based only upon parameters shown, and @ for an IndNltlual building component, not �t- a truss system. Before use, me building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall bulidingdesign. Bracing Indicated Is to prevent bucWingOfIndividual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always recurred for stoblllfy, and to prevent collapse with pebble personal injury and property damage. For general guidance regarding the fabAcaflort storage. delivery. erection and bracing of trusses antl truss systems. seeANStApll Quality cMeM. D$149 and SCSI Building Component Safety Informaf nee clabie from Thum Piste Institute, 218 N. We Sheet. Suite 312, Alexandre. VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Thus Type Oty Ply 506583-Luna T16561159 506583 A13 Piggyback Base 2 1 Job Reference (optional) company, calm bay, rL- J[Bub, 8.240 s Dec 62018 MiTek Industries, Inc. The Mar 1912:22:04 2019 Page 3 ID:ggswOQf8Bnyl5MHut2Agolu33uypdx6OFTMgDJ5?hBKh Ny-r_bhhdpbgVWIXxOMSUNDI LOAD CASE(5) Standard ♦ Uniform Loads (plQ Vert: 1-2=-71, 2-5=-76, 5-9=-76, 9-10= 76, 17-19=62(F=83), 4-17=83(F), 16-29=-20, 14-29=-50, 14-30=-20, 30-31=50, 31-32=.20, 32-33=-50, 11-33=-20 Horz: 1-2=-4, 2-5=1, 9-10=-1, 17-19=83(F), 16-17=-83(F), 4-17=-83(F) 20) Dead +0.75 Root Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Ing 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (pig Vert: 1-2=-71, 2-5=-76, 5.9=-76, 9-10=76, 17-19=62(F=83), 4-17=83(F), 16.29=-20, 14-29=-50, 14-30=-20, 30-31=50, 31-32=-20, 3233=-50, 11-33=-20 Ham: 1-2=-4, 2-5=1, 9-10=-1, 17-19=-83(F), 16-17=-83(F), 4-17=-83(F) 25) Reversal: Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=76, 2-22=47, 5-22=37, 5-25=52, 9-25=42, 9-10=47, 17-19=98(F=110), 4-17=110(F), 11-16=-12 Ham: 1-2=-84, 2-22=-55,5-22=-46, 940=55, 17-19=410(F), 16-17=-11 O(F), 4-17=-110(F) Drag: 8-9=-0 26) Reversal: Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=29, 2-23=37, 5-23=47, 5-28=42, 9-28=52, 9-10=47, 17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2= 37, 2-23=-46, 5-23=-55, 9.10=55, 17-19=-110(F), 16-17=110(F), 4-17=110(F) Drag: 8-28=-0, 9-28=-0 27) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=7, 2-5=-76, 5-9=48, 9-10=-76, 17-19=90(F=110), 4-17=110(F), 11-16=-20 Harz: 1-2=-37, 2-5=46, 9-10=-46, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Drag: 8-9=0 28) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2= 67, 2-5=-76, 5-9=-08, 9-10=76, 17-19=90(F=110), 4-17=110(F), 11-16=20 Harz: 1-2=37, 2-5=46, 9-10=-46, 17-19=-110(F), 16-17=110 fl, 4-17=-110(F) Drag: 8-9=0 29) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=24,2-5=5,5-26=15,9-26=8,9-10=18,17-19=98(F=110), 4-17=11 O(F), 11-16=-12 Horz: 1-2=-32, 2-5=-13, 9-10=27, 17-19=-110(F), 16-17=-11 O(F), 4-17=-110(F) Drag: 8-9=-0 30) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=11, 2-5=18, 5-24=8, 24-27=15, 9-27=28, 9-10=5, 17-19=98(F=110). 4-17=11 O(F), 11-16=-12 Hoar: 1-2=-20, 2-5=-27, 9-10=13, 17-19=-110(F), 16-17=-11 O(F), 4-17=-11 O(F) Drag: 8-9=-0 31) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-39, 2-5=46, 5-9=-31, 9-10=-17, 17-19=90(F=110), 4-17=110(l, 11-16=-20 Harz: 1-2=9, 2-5=16, 9-10=13, 17-19=110(F), 16-17=-110(F), 4-17=-110(F) 32) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=.10, 2-5=-17, 5-9=-31, 9-10=46, 17-19=90(F=110), 4-17=110(F), 11-16= 20 Horz: 1-2=.20, 2-5= 13, 9-10=-16, 17-19=-110(F), 16-17= 110(F), 4-17=-110(F) 33) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=47,2-5=28,5-9=28,9-10=28,17-19=98(F=110), 4-17=110(F), 11-16=-12 Ham: 1-2=-56, 2-5=-36, 9-10=36, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Drag: 8-9=-0 34) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Unifoml Loads (pit) Vert: 1-2=28, 2-5=8, 5-9=8, 9-10=8, 17-19=98(F=110), 4-17=110(F), 11-16=12 Ham 1-2= 36, 2-5=-17, 9-10=17, 17-19= 110 fl, 16-17=-110(F), 4-17=110(F) Drag: 8-9=-O 35) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-24, 2-5=31, 5-9=-31, 9-10=31, 17-19=90(F=110). 4-17=110(F), 11-16=-20 Ham: 1-2=-6, 2-5=1, 9-10=-1, 17-19=-110(F), 16-17=-110(F), 4-17=11 O(F) 36) Reversal: Dead+ 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (pIQ Vert: 1-2=-24, 2-5=-31, 5.9=-31, 9-10=-31, 17-19=90(F=110). 4-17=110(F), 11-16= 20 Horz: 1-2= 6, 2-5=1, 9-10=-1, 17-19=-11 O(F), 16-17=-110(F), 4-17=-110(F) 37) Reversal: Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Ing Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-82, 2-5=-87, 5-9=-76, 9-10=-65, 17-19=62(F=83), 4-17=83(F), 16-29=20, 14-29=-50, 14-30=20, 3031=50, 31-32=20, 32-33=-50, 11-33=-20 Ham: 1-2=7, 2-5=12, 9-10=10, 17-19=-83(F), 16-17=-83(F), 4-17=-83(F) 38) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. Ing Right): Lumber Increase=1.60, Plate Increase=1.60 Q WARNING-Itd1ydesr9mps..M.rs dREAD NOTES ON TN/SANOMCLUDEDMREKREFERANCEPAGEM674YJrev. 11YUM1SBEFOREUSE Design valid for use only with MReW connectors. This design Is based only upon parameters shown, and Is for an Indiddual building component, not o buss system. Before use, the building designer must verify Me applicability of deslgn parameters and properly Incorporate this design Into the overoll bullding tleslgn. Bracing Indicated is to prevent bucWing of individual truss web antl/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing o1 trusses and huss systems, seeANSUIPII Quality Criteria. DSB49 and BCSI Building Component Safety Informatlan0vallable from Buss Plate Instilute. 218 N. We Sheet Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Joh Truss Thus Type Dry Ply 506583-1-una T76561159 506583 A13 Piggyback Base 2 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:04 2019 Page 4 ID:ggswODf6Bnyl5MHut2Agolzc33u-ypd%60FTMg0J57hBKh_NyT_bhhdpbgV W I XxOMSrZND1 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2=60, 2-5=-65, 5-9=-76, 9-10=-87, 17-19=62(F=83), 4-17=83(F), 16-291 14-29=-50, 14-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 11-33= 20 Holz: 1-2=-15, 2-5=-10, 9-10=-12, 17-19=-83(F), 16-17=-83(F), 4-17=-83(F) 39) Reversal: Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage+0.75(0.6 MW FRS Wind (Neg. Intl tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-71, 2-5=-76, 5-9=-76, 9-10=-76, 17-19=62(F=83), 4-17=83(F), 16-29=-20, 14-29=-50, 14-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 11-33=-20 Hon,: 1-2=-4, 2-5=1, 9-10=-1, 17-19=63(l, 16-17=83(F), 4-17=-83(F) 40) Reversal: Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-71, 2-5=-76, 5-9=-76, 9-10=-76, 17-19=62(F=83), 4-17=83(F), 16-29=-20, 14-29=-50, 14-30=-20, 30-31=-50, 3132- 20, 32-33=-50, 11-33=-20 Horz: 1-2=-4, 2-5=1, 9-10=-1, 17-19=-83(F), 16-17=-83(F), 4-17=83(F) Q tVANNOIG-yedlydeat5npmametersend READ NOTES ON TI/SANDINCLUDWMREKNEFENANCEPAGEMI74n3 V. laWl?015UEFONE USE Design valid for use only with Wads, connectors, This design B based only upon parameters shown, and B for On Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this dealgn Into the overall bullding design. Bracing Indicated b to prevent buckling of individual lass web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllity, and to prevent collapse with possible personal INury and property damage. For general guidance regording Me fabrication, storage. delivery. erection and bracing of trusses and Wx systems, seeANSVIPII Quality Cdfeda, DS549 and BCSI building Component Safety lnfcrma6nnovalroble hom Trust Plate lnstaute. 218 N. Lee Sheet Suite312 Alexandrla, VA 22314. MiTek' 6804 Parke East Blvd. Tampa, FL 33610 bTruss Truss Type OtyPly 506583-Luna6583 r �A13A Piggyback Base 1 1 Job Reference (optional) Lun rueri rI Pm Iy, anal ody, 1� uca , D.z4u a Use a 2U1 O MI I ex Inausine5, me. I Ile Mar 1 u l C:,,:uo 4u iu .t 8x12 MT20HS i 3 22 N 2 1 6xl2 MT20HS � 8x12 MT20HS i 4x4 = 7.00 12 524 6,25 3x4 II 4 10x14 = 18 16 15 29 14 2.4 II 3x4 II 5.12 = 5x8 = 3.50 12 Scale = 1:91.8 3x4 II 7xB = 2x4 II axe = 26 7 27 B 28 9 10 ra 17 n' 30 13 31 12 32 3311 101� f¢ 6x6 = 6x8 = US = 5:11-12 11-10 17-1-3 4.444 31 c70 aI 4 :Plate Offsets(X,Y)— f2:0-2-5:Edge] [5:0-8-00-4-0]f7:0-2-120-3.41 f9:0-4-00-2-41 fl3:0-3-OEdgel fl4:0-4-00-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(L-) -0.53 17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Ved(CT) -0.98 17 >584 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(CT) 0.52 11 rda We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.77 17-18 >745 240 Weight: 358 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except' TOP CHORD 9-10:2x4 SP No.2, 1-3,7-9: 2x4 SP SS BOT CHORD 2x4 SP SS *Except* BOT CHORD 2-17: 2x6 SP DSS, 4-16: 2x4 SP No.2 WEBS WEBS 2x4 SP No.2 *Except' 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 2=2812/0-7-10, 11=2617/0-6-4 Max Horz 2=1329(LC 12) Max Uplift 2=-1534(LC 12). 11=-642(LC 12) FORCES. (Ib) -Max. CompAMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8237/6190,3-4=-7579/4823,4-5=-7513/5162,5-6=-3641/2130,6-7=-3976/1974, 7-8=-2371/1027, B-9=-2371/1027 BOT CHORD 2-18=-677217257, 17-18=-6587/7297, 4-17=-551/470, 15-16=-111/277, 14-15=-193213972, 13-14=-1543/3504,12-13=-1643/3504, 11-12=-184/436 WEBS 3-18=-695/154,3-17=-489/1289,15-17=-2067/3495,5-17=-3942/4563, 5-15=-428/802, 6-15=-885/0, 6-14=-369/529, 7-14=-591/698,7-13=0/358,7-12— 1685/860, 8-12= 714/369,9-12=-1187,2879, 9-11=-2565/1138 Structural wood sheathing directly applied, except end verticals, and 2-M oc purlins (3-5-10 max.): 5-9. Rigid ceiling directly applied or 3-1-12 oc bracing. 1 Row at midpt 15-17; 6-15, 7-14, 7-12, 9-12, 9-11 2 Rows at 113 pis 5-17 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=/.2psh BCDL=6.Opsf; h=15ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-2-0-14 to 2-8-9, Interior(l) 2-8-9 to 17-1-3, Extedor(2) 17-1-3 to 23-10-7, Intedor(1) 23-10-7 to 46-3-15, Extedor(2) 46-0-15 to 47-7-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153411b uplift at joint 2 and 6421la uplift at joint 11. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12. 13, 14, 15, 17, 18, 19, 20.25. 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36. 37, 38, 39, 40 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). %%%.. R P. F 1.0 \OENS���,��i e No 22839 CC OF : 14, <OR%VP�% Walter P. Finn PE No22839 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Dale: March 19,2019 Q WARNING- Ver/fy Eesfgn sarametersendfliEAD NOTES ON THISANO MCLUOEO MfrEKREFERANCEPAGEMIF74)3mv. forS12015eEFORE USE Design valid for use only with Mlrea connectors. This design Is based only upon parameters shown. and Is for an Individual builcing component, not o truss system. Befcre use, the bu Iding designer must verify Me applicability of design parameters and properly Incorporate thls deslgn Into the overall building deslgn. Bracing Indicated is to prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent bracing Is always required for stabllity 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, sw,ANSVpII Quordy Ceti D5549 and SCSI Building Component Safety Infonafforiavoiloble from anus Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East BNd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply 506583-1una T7656116D 506583 A13A Piggyback Base 1 1 Job Reference (optional) I lboetts Lumber Dampany, Palm tray, PL- 32905, 8.240 s Dec 62018 MiTek Industries, [no. Tue Mar 1912:22:05 2019 Page 2 1 ID:ggsw00f8Bnyl5MHut2Agolzc33u-O?BvKkG57z8Ai9GNuOVcVh%m05z_K7vfGBhZuuzZNDO LOAD CASE(S) Standard ` ) Dead +Roof Live (balanced):. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-5=-90, 5-9=-90, 9-10=-90, 17-19=-20, 11-16=-20 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=76,2.22=47,5-22=37,5-25=52,9-25=42,9-10=47,17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2=44, 2-22=-55, 5-22=46, 9-10=55, 17-19=-110(F), 16-17- 110(F), 4-17=110(F) Drag: 6-7=-1 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=29,2.23=37,5-23=47,5-28=42,9-28=52,9-10=47,17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2=-37, 2-23=46, 5-23=-55, 9-10=55, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Deng: 6-7=-1 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-5=-76, 5-9=48, 9-10=-76, 17-19=90(F=110), 4-17=110(F), 11-16=-20 Horz: 1-2=-37, 2-5=46, 9-10=46, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Drag: 6-7=0 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-67, 2-5=-76, 5.9=48, 9-10=-76, 17-19=90(F=110), 4-17=110(F), 11-16=-20 Horz: 1-2=37, 2-5=46, 9-10= 46, 17-19=-110(F), 116-17=-110(F), 4-17=-110(F) Drag: 6-7=0 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=24, 2-5=5, 5-26=15, 9-26=8, 9-10=18, 17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2=32, 2-5=-13, 9-10=27, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Drag: 6-26=-0, 7-26=-0 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11, 2-5=18, 5-24=8, 24-27=15, 9-27=28, 9-10=5, 17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2=-20, 2-5=-27, 9-10=13, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Drag: 6-7- 0 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-39, 2-5=46, 5-9=31, 9-10=-17, 17-19=90(F=110), 4-17=110(F), 11-16= 20 Horz: 1-2=9, 2-5=16, 9-10=13, 17-19=-110(F), 16-17= 110(F), 4-17=-11 O(F) 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-10, 2-5=-17, 5-9=-31, 9-10=46, 17-19=90(F=110), 4-17=110(F), 11-16=-20 Horz: 1-2=-20, 2-5=-13, 9-10=-16, 1749=-110(F), 16-17=-110(F), 4-17=-11 O(F) 12) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=47, 2-5=28, 5-9=28, 9-10=28, 17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2=56, 2-5=-36, 9-1 0=36,17-19=-110(F), 16-17= 110(F), 4-17=-110(F) Drag: 6-7=-0 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=28, 2-5=8, 5-9=8, 9-1 0=8,17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2= 36, 2-5=-17, 9-10=17, 17-19=-110(F), 16-17= 110(F), 4-17=-11 O(F) Drag: 6-7=-0 14) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-24, 2-5=-31, 5-9- 31, 9-10=-31, 17-19=90(F=110), 4-17=110(F), 11-16= 20 Horz: 1-2=-6,2-5=1, 9-10=-1, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2= 24, 2-5= 31, 5-9=31, 9-10=-31, 17-19=90(F=110), 4-17=110(F), 11-16=-20 Horz: 1-2=-6, 2-5=1, 9-10=-1, 17-19= 110(F), 16-17=-110(F), 4-17=-110(F) 17) Dead+ 0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-82, 2-5=-87, 5-9=-76, 9-10=-65, 17-19=62(F=83), 4-17=83(F), 1629=-20, 14-29= 50, 14-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 11-33=-20 Horz: 1-2=7, 2-5=12, 9-10=10, 17-19=-83(F), 16-17=-83(F), 4-17=-83(F) 18) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-60, 2-5= 65, 5-9=-76, 9-10=87, 17-19=62(F=83), 4-17=83(F), 16-29=20, 14.29=-50, 14-30=20, 3031=-50, 31-32= 20, 32-33=.50, 1133=-20 Horz: 1-2=45, 2-5=-10, 9-10=-12, 17-19= 83(F), 16-17= 83(F), 4-17=-83(F) 19) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage+0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60 . Plate Increase=1.60 AWARNING -VerlrydesignparametereadREADNOMSONMISANDINCLUDED MBEKREFERANCEPAGEM'74"'n'Id"'YL0f5BEFOREAR" with Design valid for use only wMae& connectors. IDIs design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, fire building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of hdMtlual truss web and/or chord members only. Addtional temporary and permanent bracing MiTek' Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fobricarfil storage, delivery, erection and bracing of trusses and host systems, seemstap11 CuaBty CAMa, D3349 and BCbI Folding Component 69" Parke East Blvd. safety Informalbnovallabie from Truss Nate ImBMe. 218 N. Lee Street Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 506583-Luna T16561160 506583 A13A Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:22:05 2019 Page 3 I D:ggsw00f8Bnyl5MHu12Agolzc33u07BvKkG57z8Ai9GNuOVcVIJ(m05z_K7NGBhZuuzZNDO LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2=-71, 2-5=-76, 5-9=-76, 9-10=-76, 17-19=62(F=83), 4-17=83(F), 16-29=-20, 14-29- 50, 14-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 11-33=-20 Horz: 1-2=-4, 2-5=1, 91 17-19=-83(F), 16-17=-83(F), 4-17=-83(F) 20) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1.2= 71, 2-5=-76, 5-9=-76, 9-10=-76, 17-19=62(F=83), 4-17=83(F), 16-29=-20, 14-29=-50, 14-30=-20,30-31=.50, 31-32=-20,32-33=-50, 11-33=-20 Horn: 1-2=-4, 2-5=1, 9-10=-1, 17-19=-83(F), 16-17=-83(F), 4-17=-83(F) 25) Reversal: Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber lncrease=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=76, 2-22=47, 5-22=37, 5-25=52, 91 9-10=47, 17-19=98(F=110). 4-17=110(F), 11-16= 12 Horz: 1-2=-84, 2-22=55, 5-22=-46, 9-10=55, 17-19=-110(F), 16-17= 110(F), 4-17- 110(F) Drag: 6-7- 1 26) Reversal: Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=29,2-23=37,5-23=47,5-28=42,9-28=52,9-10=47,17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2=-37, 2-23-46, 5-23=1 9-10=55, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Drag: 6-7=-1 27) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=7, 2-5=-76, 5-9=-48, 9-10= 76, 17-19=90(F=110), 4-17=110(F), 11-16= 20 Horz: 1-2=-37, 2-5=46, 9-10=-46, 17-19=-110(F), 16-17=-110(F), 4-17=110(F) Drag: 6-7=0 28) Reversal: Dead+ 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-67, 2-5=-76, 5-9=-48, 9-10=-76, 17-19=90(F=110), 4-17=110(F), 11-16=-20 Horz: 1-2=37, 2-5=46, 9-10=-46, 17-19=-110(F), 16-17= 110(F), 4-17=-110(F) Drag: 6-7=0 29) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=24, 2-5=5, 5-26=15, 919-10=18, 17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2=-32, 2-5=-13. 9-1 D=27, 17-19- 110(F), 16-17- 11 O(F), 4-17=-11 O(F) Drag: 6-26=-0,7-26=-0 30) Reversal: Dead +0.6 MW FRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=11, 2-5=18, 5-24=8, 24-27=15. 9-27=28, 9-10-5, 17-19=98(F=110). 4-17=110(F), 11-16=-12 Horz: 1-2=-20,2-5=-27, 9-10=13, 17-19=-110(F), 16-17=-110(F). 4-17=-110(F) Drag: 6-7=-0 31) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-39, 2-5=A6, 5-9=-31, 9-10- 17, 17-19=90(F=110), 4-17=110(F), 11-16=-20 Horz: 1-2=9, 2-5=16, 9-10=13, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) 32) Reversal: Dead+ 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2iiii 2-5=-17, 5-9=-31; 9-10=-46, 17-19=90(F=110), 4-17=110(F), 11-16- 20 Horz: 1-2=-20, 2-5=-13, 9-10= 16, 17-19= 110(F), 16-17=-110(F), 4-17= 110(F) 33) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increaseiii Uniform Loads (pIQ Vert: 1-2=47, 2-5=28, 5-9=28, 9-10=28, 17-19=98(F=110), 4-17=110(F), 11-16=-12 Horz: 1-2=-56, 2-5=36, 9-10=36, 17-19=-110(F), 16-17=-110(F), 4-17- 110(F) Drag: 6-7=-0 34) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=28, 2-5=8, 5-9=8, 9-10=8, 17-19=98(F=110). 4-17=110(F), 11-16=-12 Horz: 1-2=-36, 2-5=-17, 9-10=17, 17-19=-110(F), 16-17=-110(F), 4-17=-110(F) Drag: 6-7- 0 35) Reversal: Dead+ 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-24, 2-5=-31,119-10= 31, 17-19=90(F=110), 4-17=110(F), 11-1B -20 Horz: 1-2=-6, 2-5=1, 9.10=1, 17-19=-11 O(F), 16-17=-110(F7. 4-17=-11 O(F) 36) Reversal: Dead +0.6 MW FRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-24, 2-5=31, 5-9- 31, 9-10=-31, 17-19=90(F=110). 4-17=11 O(F), 11-16= 20 Horz: 1-2=-6, 2-5=1, 9-10=-1, 17-19=-110(F), 16-17=-110(F), 4-17=110(F) 37) Reversal: Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=32, 2-5=-87, 5-9=-76, 9-10=-65, 17-19=62(F=83), 4-17=83(F), 16-29=-20, 14-29=50, 14-30=-20, 30-31=-50, 31-32=-20, 32-33=50, 11-33=-20 Horz: 1-2=7, 2-5=12, 9-10=10, 17-19=-83(F), 16-17=-83(F), 4-17=-83(F) 38) Reversal: Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage+0.711 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Q WARNryG-Veritydessenpainmetersand READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEW74Mmx 1020129/5BEFORE USE Design void for use only with Mier connecton. Miss design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only. AddlSonal temporary and permanent bracing MiTek' is clwoys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlci storage, delivery. erection and bracing of trusses and truss systems, seeANSVrpI1 Quality CrBub. DSB49 and SCSI Building Component fi904 Parke East Blvd. Solely Nformatbmvoiablefrom Truss Rate lnslituts,218 N. We Shoot. Suite 31Z Alevandria, VA 22314. Tampa, Flu 33610 Job Truss Truss Type Oty Ply 506583-Luna T76561160 508583 A13A Piggyback Base 1 1 Job Reference (optional) loners Lumber Gompany, Palm Bay, FL-32905, 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 19 12:22:05 2019 Page 4 ' ID:ggswODf8Bnyl 5MHut2Agolzc33u-O?BvKkG57z8Ai9GNuOVcVhXm05z K7vfGBhZuurZNDO LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2=-60, 2-5=85, 5-9=-76, 9-10=-87, 17-19=62(F=83), 4-17=83(F), 16-29=-20, 14-29=-50, 14-30=-20, 30-31=-50, 31-32= 20, 32-33= 50, 1183=-20 Horz: 1-2=-15, 2-5_ 10, 9-10=-12, 17-19=-83(F), 16-17=-83(F), 4-17= 83(F) 39) Reversal: Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-71, 2-5=-76, 5-9=-76, 9-10=-76, 17-19=62(F=83), 4-17=83(F), 16-29=-20, 14-29=-50, 14-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 11-33=-20 Hors: 1-2=-4, 2-5=1, 9-10=-1, 17-19= 83(F), 16-17=-83(F), 4-17=83(F) 40) Reversal: Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-71, 2-5=-76, 5-9= 76, 9-10=-76, 17-19=62(F=83), 4-17=83(F), 1629=-20, 14-29=-50, 14-30=-20, 30-31=-50, 31-32=-20, 32-33=-50, 11-33= 20 Horz: 1-2=-4, 2-5=1, 9-10=-1, 17-19=-83(F), 16-17=-83(F), 4-17=-83(F) A WARNING - VedlydesIgnpansnefersarvIREADNOTES ON MIS AND INCLUDED MffEKRUERMCEPAGEM&74mm�. laxisavISBEFORE USE Design valid for use only v m Mrek® connectors. mis design Is posed only upon parameters shown, and is for an Individual building component, not a muss system. Before use. the building designer must verify the oppllcabrity of design parameters and properly Incorporate this design Into Me overall bullding design. Bracing Indicated is to prevent buckling of lndNldual hussweb and/or chord members only. Additional temporory and permanent brocing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricofion, storage. delivery, erection and bracing of trusses and truss systems, saeANsl/IPII CoolBlIyy Citadel. DSB49 and SCSI lidding Component Safety Informalplrnallable from Truss Plate Imfitute, 218 N. Lee Street Suite 31Z Alexandra, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL W610 Job Truss Truss Type Cty Ply 506583-Luna T76561161 506583 A14 Piggyback Base 1 1 Job Reference 1013tiona0 I moans Lumber company, raim bay, rL- azeua, G1 -2U-0.13 tt-n-10 7.1a 280 F1-13 59A3 5-1-9 t 8x14 MT20HS i 7.00 F12 6 Ij 3x4 11 8x12 MT20HS4 5 2, = 4 3 1 2 26 24 23 36 4x4 s 10.120 MT20HS 3.4 It We = 6x12 MT20HS % 3.50 F12 4x4 = 4x4 = 733 348 35 37 22 38 6x12 W20HS= u.z4u 3 use a zul6 MN ex Industries. Inc. I us Mar 1a 12:22:eb eul a 1.5-2 Scale = 1:103.4 7x8 = 3x4 II 6xS = 9 6xB = 5.6 = 7xB = 6x8 = 0 11 12 13 ]x16 = 14 N n 31 jq 1 39 21 20 6x12 = IN 3x8 = 15 18 1] 16 44 11 6x12 = 2x4 11 2x4 II 3P-M 61-13 11d943 1-10 1743 28-04 M-fo-13 3@-P-tp 4730 st-to-'50 04 � 61.13 6~ fi-0.9 I 8-10.13 &10.13 hW-1 10-00 42-10--9 1 5-2 Plate Ottsets(X,Y)-- [2:0-2-5,Edge],[6:0-6-12,0-5-4],[9:0-4-0,03-3],[10:0-2-12,0-3-8],[13:0-0-0,0-3-3],[14:0-10-4,0-0-0],[17:0-5-4,0-2-8],[23:0-0-12,0-1-121,[25:0-0-8 ,0-4-121 LOADING (psi) SPACING- 2-0-0 CS1. OEFL. in floc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Veri -0.60 25 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -1.15 22-23 >542 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress [net NO WB 0.99 Horz(CT) 0.89 31 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.8025-26 >778 240 Weight: 467 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-6-4 oc puffins, except 1-4: 2x4 SP SS 2-0-0 oc puffins (3-3-7 max.): 6-9, 10-13. BOT CHORD 2x4 SP No.2 •Except' BOT CHORD Rigid ceiling directly applied or 3-1-8 ec bracing. 2-25: 2x6 SP DSS, 22-24,19-22: 2x4 SP SS WEBS 1 Row at midpt 6-25. 7-23, 7-22, 8-22. 8-21, 17-19, 12-19 WEBS 2x4 SP No.2 *Except* 2 Rows at 1/3 pis 12-17 6-25,12-17:2x4 SP SS OTHERS 2x8 SP N0.2 REACTIONS. (Ib/size) 2=3033/0-7-10,31=2788/0-8-0 Max Horz 2=1252(LC 12) Max Uplift 2=-1599(LC 12), 31=-627(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -Alt forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8840/6353, 3-4=-8968/6449, 4-5=-8454/5103, 5-6=-8371/5445, 6-7=-4094/2332, 7-8=-4598/2208,8-9- 4073f1819,9-10=-4564/1999,10-11=-4015/1748, 11-12=-4005/1745,12-13=-1230/572,13-14=1443/586. BOT CHORD 2-26=-6788/7758, 25-26=-6735/8083, 5-25=-559/462,.23-24=-106/278, 22-23=-2162/4571, WEBS 5/399, 34P 991340, 8-21'1012/542, 9-21=-675 9055/2554, 119=0 10 2-1059/3340, 10 2 23 ��1:Pv�G 12-17=-2920/1265,13-17= 72/340,14-17=-825/2234, 3-26=-105/314, 14-31=-2800/1083 No 22839 •• NOTES - 1) Unbalanced root live loads have been considered for this design. Vasd=124mph; TCDL=4.2psf; *; 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) BCDL=6.Opst h=15ft; B=45ft; L=52ft; eave=6ft; Cat. II; E1te B; Encl., GCpi=0.18; MWFRS C-C Exterior(2) to 3-4-4, Interior(i) 3-4-4 to 17-1-3, Extedor(2) 17-1-3 (directional) and -2-0-14 to 22-3-7, Interior(l) 22-3-7 to 34-10-13, Exterior(2) 34-10-13 to 36-2-14, Interior(l) 36-2-14 to 47-8-0, Exterior(2) 47-8-0 to 51-1-10 i •, OF for forces & MWFRS for Lumber DOI^7.60 :�Au zone; cantilever left and right exposed.;C-C members and reactions shown; plate grip ��.. P ��`�� 3) Provide adequate drainage to prevent water pending. O \ i�CC •............ ��j 1S/ 4) All plates are MT20 plates unless otherwise indicated. bottom live load live loads. % �IJ'IE6 N A� , 5) This truss has been designed for a 10.0 pet chord nonconcument with any other 6) ' 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. Walter P. Rnn PE No.22839 7) Bearing at joint(s) 2, 31 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify MITek USA, Inc. FL Cart 6634 capacity of bearing surface. 6904 Parke East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1599lb uplift at joint 2 and 627 lb uplift Date: at joint 31. March 19,2019 QwARNING-Verlryd.VgnM..tersend REAONOTESONTNISANBWCLUOEBMIFEKREFERANCEPAGEM6703ree 14M32015BEFOREUSE Design valid for use only with Mnel� connectors. This design Isbased only upon parameters shown, and b for an Individual building component, not ��- a truss system. Before use, the building designer must verify Me oppllcabnity of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Individual imss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stabtilN and to prevent collapse with possible personal Injury and praperry damage, For general gWdance regarding the fabrication, storage, delivery, erection end bracing of trusses and trim systems seeANSVipII CuoOM Criteria. DSB-89 and BCSI Building Component Safety Inlonsbtlonavollobie from Truss Plate Institute- 219 N. Lee Street, Suite 312, Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Lwa T16561161 506583 A14 Piggyback Base 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:08 2019 Page 2 " ID:ggswODf8Bny15MHut2Agolzo33u-gaslymlzOuXRdyZX2J7J91FJyOXULey9vDUDzZNCz NOTES- 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=-90, 6-9=-90, 9-10=-90, 10-13=-90, 13-14=-90, 25-28=-20, 19-24=-20, 15-18=-20 OWARNING-Viedfydedgnp4xainetersenCITEAD NOTES ON TNISANDINCLUDEDM/FEKREFERANCEPAGEM74Ydrev. lNctQVISBEFOREUSE. Design valid for use only with MBeM connectors. This design Is based only upon parameters shown, and 6 for on Indlviduol building component, not a tons system. Before use, ire building designer must verify tar oppllcabilty of design parameters and properly Incorporate this design Into the Overall bulding design. BraclTg Indicated B to buckling of Inc Mdual truss web and/or chord mombersonly. Addlfionol temporary and permanent bracing MiTek' prevent 6 always required for stability and to prevent collapse with possible personal In1ury and property damage. For general guidance regarding toe fob0cotlon. storage, delivery, erection and bracing of imsses and huts systems. seeANSUIPII Cuoltly Criteria, DS549 and BCSI Binding Component Safety Informabnrsovollable from Truss Plate IrsBtute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 69N Parka East Blvd. Tampa, FL 33610 Job Truss Thus Type cry Ply 506583-Luna T16561162 506583 A15 Piggyback Base 1 1 Job Reference (optional) I amens Lumber Company, Farm day, FL- 329U5, 8.240 s Deb 62018 MiTek Industnes, Inc. Tue Mar 1912:22:10 2019 Page 1 • I0:ggsw00f8Bnyl 5MHut2Agolzc33u.m7,_oNSKEyWnTpw8Lhy5nCkEej6gROtPPSOKZ6zZNCx 38-2.14 -2-0a 61-13 11.1L 0 17-13 2fee 2B41-0b 3410.13 37.8-0 43.11.7 498-0 t-10.1 2-09 6M113 59-13 S49 5-113 5-01.3 S-N 2-936 4 5.0-9 5-69 2-2-10 Scale=1:105.9 7.00 12 3.4 II 802 MT20HS G 5. 2.4 = 4 3 11-0 802 MT201HS i 6 26 24 23 37 4x4 10.20 MT20HS 3x4 II 4x10 = 6x/2 MT20HS L 3.so 12 44 = 44 = 733 34 8 35 38 22 39 6xl2 MT20HS = 7.8 = 6x8 = 9 6x8 = 6x6 = 600 = 7x8 = 10 11 1Ox14 = 73 31 40 21 LI 3x8 = 19 18 17 41 16 75 14 2x4 II 4x6 = 5x10 = Sx12 MT20HS = 2x4 11 38.2.14 52-0.7 &1-13 I 11-11-10 17-13 2&60 30.10.13 1378-0 4611-7 49-e-0 51-10.10 61-13 5�5-13 Sl-9 8-0b13 610.13 2-930�T4 Sb9 SB-9 I2-2-10A Plate Offsets (X,)- 12:0-2-5;Edgel, r6:0-9-0,0-4.81.19:0-4-0,0-3-31 112:0-4-00-3-31 113:0-10-4,0-0-41 r20:0-7-12 0-3-81 123:0-0-12 0-1-121 r25:0-7-00-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 VeR(LL) -0.62 25 >999 360 M1`20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.70 Veri(CT) -1.16 22-23 >536 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO W B 0.99 Horz(CT) 0.91 31 n1a n7a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.8025-26 >771 240 Weight: 446 fib FT=20% LUMBER - TOP CHORD 2x6 SP No.2'Except- 1-4: 2x4 SP SS BOT CHORD 2x4 SP No.2 *Except* 2-25; 2x6 SP DSS, 22-24,20-22: 2x4 SP SS WEBS 2x4 SP No.2 *Except* 6-25: 2x4 SP SS OTHERS 2xB SP No.2 REACTIONS. (Ib/size) 2=3038/0-7-10, 31=2797/0-8-0 Malt Horz 2=1252(LC 12) Max Uplift 2=-1597(LC 12), 31=-620(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-64 oc pudins, except 2-0-0 cc puffins (3-1-10 max.): 6-9, 10-12. BOT CHORD Rigid ceiling directly applied or 3-1-9 oc bracing. WEBS 1 Row at midpt 23-25, 6-25, 7-23, 7-22, 8-22, 8-21, 10-21, 10-18, 11-20 2 Rows at 113 pre 11-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8857/6335, 34=-8985/6430, 4-5=-8472/5083, 5-6=-8389/5426, 6-7=-4129/2314, 7-8=4615/2184, 8-9=4080/1780, 9-10=4794/2017, 10-11=4721/1927, 11-12=-661/298, 12-13=-706/276 BOT CHORD 2-26=-6783/7773, 25-26=-6729/8099, 5-25=-559/462, 23-24=-103/284, 22-23=-2151/4585, 21-22=-1983/4575 20-21=-1899/4766 16-17=-923/2394 WEBS 4-26=-713/98,4-25=-548/1311;23-25=-2161/3990,6-25=4011/5002, 6-23=-353/698, 7-23= 82/?58/1932, iF10-2111384/519,11-1174742/415,1-116 ��0 2934/1143316=952/2558 `•..S117-20=-974/2527,11-20-1397/340fi, Vin, E N 3-26=-105/315, 133-2809/0fi5 No 22839 NOTES- 1) Unbalanced roof live loads have been considered forthis design. * •T 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15f ; B=45tt; L=52f1; eave=611; Cat. II; Exio B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 3-44, Interior(1) 344 to 17-1-3, Extedor(2) 17-1-3 22-3-7, Intedor(1) 22-3-7 34-10-13, Exterior(2) 34-10-13 38-2-14, Interior(1) 49-8-0, Extedor(2) i ', to to to 38-2-14 to 49-8-0to 51-1-10 zone; cantilever left and right exposed.;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp S i 3) Provide adequate drainage to prevent water panning. ♦ s•'••.,,,,.•• �? ',��IS��N plates4) All A; � ��, 5) Thistruss has been dies gned fora 10.0 fist 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. Walter P. Rnn PE No22839 . 7) Bearing at joint(s) 2, 31 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cad 6634 capacity of bearing surface. 6904 Parke Fast Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1597 to uplift at joint 2 and 620 in uplift Date: at joint 31. March 19,2019 Q WARNING-VedlydealgnparametemeodflaDNOTES ON THISANO WCLUDWMREKNEFEMNCE PAGEMII-]4TJ rev.709Y1015 BEFORE USE Design valid for use only with MiTek® correctors.'ihls design Is based only upon parameters shown, and b for an IntlNWual bu9tling component not a truss system. Before use, the building designer must verily the applicability of design perameters antl propetly Incarporale }his tleslgn Into the overall building design. Bracing Indicated Is to prevent buckling of lndlAdual truss web and/or chortl membersonly. Additional temporary and permanent bracing Is always required far stability and to prevent collapse with possible personal Injury and propeM tlomoge. For general gultlanee regartling the fabrication storage, delivery, creation and bracing of trusses and truss systems, seeANSU1Pi1 pyoDly Ddt♦rib, DSE-09 antl SC51 auldhp Gmponmt Safety Infoenotbnbvallable from Truss Plate kuiifute, 218 N. Lee Sheet, Suite 312, Nominal VA 22314. ��- MiTek' Win Parke East Blvd. Tampa, FL 33610 Job Thus Type Oly Ply 506583-LunaT76561162 AJA15 506583 Piggyback Base 1 1 Job Reference (optional) nbbetts Lumber company, Palm nay, FL-32905, 8'240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:10 2019 Page 2 I0:ggsw00f8Bnyl 5MHur2Agolzc33o-mz_oNSKEyW nTpweLhy5nCkEe)6gROtPPSOKZ6zZNCz NOTES- 10) 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=1.33, Plate Increase=1.33 Uniform Loads (plQ Vert: 1-6— 90, 6-9=-90, 9-10= 90, 10-12=.90, 12-13=-90, 25-28=-20, 20-24=-20, 14-19=20 O WARNWGC Ved/ydesfgnpamraeteosed READNOTES ON TRISANOWCLUDEDMDEKREFERANCEFAGEMLL74ndre.. YoUS2015BEFOREUSE Design valid for use only with Mitek®connectors. lltls tle9gn Is based only upon parameters shown. and Is for an Individual building component, not a nuns system. Before use. Me building designer must verily Me applacblllN of tlesgn parametersand properly Incorporate this design Into Me overall bullding tle9gn. Bracing Indicated is to prevent bucning of Individual twit web and/Or chord members only. Aciditlonal temporary and permanent bracing 6 always required for stability and to prevent collapse w@h possible personal injury and property damage For general guldance regarding Me fabrication. storage, delivery, erection and bracing of trusses and truss systems seeAN31/WIl Quality CrSnW, DS649 and DOI luldIng Component Safely Wormalbrlwollobie from Two Plate Imtrtum, 218 N. lea Street. Sure 31Z Alexandra VA 22314. MiTek' 6904 Parke East Bivtl. Tampa, FL M61 D Truss Truss Type city Ply 506583-Luna LJob T16561163 83 A16 Piggyback Base 1 1 Job Reference (optional) •--_••���••��•��••wa•r• a•••�=n � =mow azvusueuozuiomllexmousmes,mc. lueraanelz:zz:lzeme rages ID:ggsw00f8Bnyl5MHu12Agolzc33ujL6Yo7LUU71A2EIjoN7FH9J_TwMVT15MmIRd zZNCv 5140.10 -2-D0 fi-1-13 11-11-10 17-13 23-P6 29.11.10 34-10.13 37-8-0 402.14 459-2 51-3-6 51 0 2.0-0 Et-13 5-9-13 5-1-9 5-11.3 5.11-3 541-3 2-9-3 2 fi-14 5-6i 5_6 0- 0 0-2-10 Scale =1:98.0 8x12 MT20HS i 4x4 = 4x4 = 7z0 = 7.00 12 6 29 730 31 8 32 9 5.6 3x4 II 10 6x8 5 11 8x12 MT20HS i 2X3 4 2 1� axle MT20HS 24 22 21 33 4x4 1040 MT20HS 3x4 II 410 = 3.50 12 34 20 35 36 19 ryu err 6xl2 MT20HS = 3xB = 17 16 3x4 II 6x8 = 4x6 = 4x6 = 6x8 = 6x8 = Sx6 = 6x10 = 12 13 37 15 64 = 14 3x4 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vclefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.87 Vert(LL) -0.62 22 >985 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 Ved(CT) -1.19 20-21 >515 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(CT) 0.67 25 n/a n/a BCDL 10.0 .Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.81 23-24 >760 240 Weight: 433 lb FT=20% LUMBER- BRACING - TOP CHORD 2t6 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 1-6-13 oc puffins, 1-4: 2x4 SP SS except end verticals, and 2-0-0 oc puffins (3-4-0 max.): 6-9, 11-13. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-1-12 oc bracing. 2-23: 2x6 SP DSS, 20-22,18-20: 2x4 SP SS WEBS 1 Row at midpt 21-23, 6-23, 7-21, 7-20, 8-20, 8-19, 10-19. WEBS 2x4 SP No.2 *Except* 12-16. 12-15, 13-15 6-23: 2x4 SP SS, 13-25: 2xB SP No.2 2 Rows at 1/3 pis 11-16 REACTIONS. (lb/size) 2=300310-7-10, 25=2809/0-6.4 Max from 2=1242(LC 12) Max Uplift 2=-1593(LC 12), 25=-638(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8740/6279, 3-4=8861/6371, 4-5=-8340/5020, 5-6=-8257/5363, 6-7=-4054/2200, 7-8=-4500/2133, 8-9=-3935/1721, 9-10= 4620/1946, 10-11=-5363/2152, 11-12=-3557/1384,12-13=-2025/757,13-25= 2759/1051 BOT CHORD 2-24=-6730f7669, 23-24=-6672(7987, 5-23=-559/462, 21-22=-100/279, 20-21=-2101/4484, 19-20=-1922(4449,18-19=-1841/4628,10-18=-582/1623, 15-16= 757/2025 WEBS 4-24=-711/102, 4-23=-553/1315, 21-23=-2124/3918, 6-23=-3978/4938, 6-21=364f703, 7-21=-1029/0, 7-20=-118/391, 8-20=-201/347, 8-19=-1050/579, 9-19=-768/1854, `,SE 11111/ 10-19= 1578/647,16-18=-1841/4731,11-18=-1035/2457,11-16=-5135/2128, ���, R P F , , 12-16=-984/2402,12-15=-2427/1029,13-15— 1211/3235,3-24=-102/307 �� p.�• NOTES- ��`•�CEN,q'• �� � V F•••, 0� 1) Unbalanced roof live loads have been considered for this design. NO 228.i9 •� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY, BCDL=6,Opsf; h=15ft; B=45ft; L=52ft; eave=6ft; Cat. ;• II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2)-2-0-14 to 3-4-4, Interior(l) 3-04 to 17-1-3, Exterior(2) 17-1-3 to 22.3-7, Interior(1) 22-3-7 to 34-10-13, Extedor(2) 34-10-13 to 40-2-14, Inte lor(1) 40-2-14 to 51-1-10 zone; cantilever left and right exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Q•.� 3) Provide adequate drainage to prevent water pending. i 53 TE OF � •141 4) All plates are MT20 plates unless otherwise indicated. 5) This has been designed for 10.0 bottom live load i � .. Z �i�'n•••A% P 1���%% truss a psi chord nonconcurrent with any other live loads. fi)' This has been designed for live load 20.Opsf bottom Q �5 R 0 truss a of on the chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide 10. S/••••••••���� will fit between the bottom chord and any other members, with BCDL=10.0psf. �j /ON 7) Bearing at joint(s) 2, 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �i� Aj11e�16�� capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1593lb uplift at joint 2 and 6381b uplift Walter P. Finn PE No.22839 at joint 25. MiTek USA, Inc. R. Carl 6634 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 6904.Parke Fast Blvd. Tampa FL 33610 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F).or back (B). Dater March 19,2019 Q WARNMO-Vedy Ceslgnpemmetemend READNOTES ON TNISANDWCLUDWO KREFERANCEPAGEMI474n MK 10N32015BEFOREUSE Design valid for use only with Mnelsso connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of lndlvldual truss web and/or chord members only.. Additional temporary and permanent bracing always required for slobillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery. erection and bracing of hums and truss systems seeANSVTpIj Qualify Craulo. DSB49 and SCSI BuldhD Component Safety Infomsalbnovailabie from Truss Plate Institute. 218 M Lee Sheet. Suite 312. Alexandria VA 22314. MOW 69" Parke East BNd. Tampa, FL 33610 Job s Truss Type Ory Ply 506583-1una TA1 T16561163 506583 Piggyback Base 1 1 Job Reference (optional) I wells Lumber company, Farm nay, hL- J2905, 8.240 s Doc 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:12 2019 Page 2 ID:ggsw00f8Bnyl5MHut2Agolzo33u-jL6Yo7LUU71 A2EIjoN7FH9J_TW M V Tl5htmtRd_&NCV LOAD CASE(S) Standard 1) Dead Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 ` Uniform Loads (pit) Vert: 1-6=-90, 6-9=-90, 9-11=90, 11-13=-90, 23-26=-20, 18-22=-20, 14-17=-20 Q WARNWG-Vedydeaf9r pammererserd FEAD NOTES ON TNISAND INCLUDED MNENREFEFU NCEFAGEM6747arev. 113Aa4015BEFOREUSE Design valld for use only with MgeM connectors.fiis design is hosed only upon parameters shown, and Is for an lndvidual building component not a huss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulltling design. Bracing Indicated is to prevent buckling of IONltlual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with erasable personal Injury and properly damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSUTptt Quality Car DS049 and SCSI huddling Component 69M Parke East Blvd. Safely InfoenalbrWvallabte from Truss Rate Institute, 218 N. Leo Sheet. Suite 312 Alexondrio. VA 22314, Tampa, FL 33610 oThese Truss Type oty Ply 506583-1-una T165fi1184 506583 A17 Piggyback Base 1 1 Job Reference (optional) ,oases w hoer co, rein bay, rr 8240 s Feb 112019 MiTek Industries. Inc. Tue Mar 1914:24:03 2019 2 0 1� Bx12 MT20HS i 4x4 = 4x4 = 7.00 12 6 31 732 33 8 34 3x4 II 5 Bx12 MT20HS i 2.4 = 4 1\7 25 23 22 37 38 21 39 4x4 5 1040 MT20HS % 6z12 MT20H5= 3x4 II 4x10 - 6.12 MT26S5 3.50 F12 Scale = 1:100.9 6x6 = e 5.6" 10 axis = = 5x6 = 7x16 = 1 12 13 2i356xB 3D m Ic, 20 40 3x8 - 14 18 17 16 15 3x4 II 5x14 = 6x6 = 2x4 II 6-1-13 71-11-10 77-1-3 26-0-0 M.10-13 37-8-0 42.2-14 40-110 51-10A052 3 6-1-13 5-&13 5-1.9 8-10-13 a-10.13 2.9-3 4-8-14 44.2 4.11-10 O -9 Plate Offsets(X,Y)-- 12:0-2-5,Edgel [6:0-9-00-4-81 rll:0-5-80-3-01113:0-5-120-3-81 [19:0-8-120-4-12][22:0-4-120-1-121124:0-7-00-4-12] LOADING(psf) SPACING- 2-" CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Ved(LL) -0.63 23 >992 360 MT20 244/190 TCDL 15.0 Lumber COL. 1.33 BC 0.70 Vert(CT) -1.19 21-22 >523 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WE 1.00 Horz(CT) 0.82 30 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(L-) 0.7824-25 >792 240 Weight: 4231b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-6-4 oc pudins, except 1-4: 2x4 SP SS 2-0-0 oc pudins (3-3-8 max.): 6-9, 11-13. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-2-13 oc bracing. 2-24: 2x6 SP DSS, 21-23,19-21:2x4 SP SS WEBS 1 Row at micipt 6-24, 7-22, 7-21, 8-21, 8-20, 10-20, 11-17, WEBS 2x4 SP No.2 *Except* 12-16 6-24,13-15,12-16: 2x4 SP SS OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 2=303310-7-10 (min. 0-2-14),30=2788/0-8-0 (min. 0-1-8) Max Horz 2=1046(LC 12) Max Uplift2=1613(LC 12), 30=-612(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-8841/6170, 3-4=-8968/6253, 4-5=-8454/4899, 5-6=-8370/5246, 6-31=-4119/2270, 31-32=-4119/2270, 7-32=-4119/2270, 733=-45972153, 8-33=-4597/2153, 8-34=-0090/1777,9-34=-4090/1777, 9-10=-4738/1998,10-35- 5503/2201, 11-35=-5584/2193,11-36=-3910/1479,12-36=-3910/1479,12-13=-2152/803 BOT CHORD 2-25=-6419/7758, 24-25=-6349/8084, 5-24=-559/463, 22-23=-160/283, 22-37=-2057/4570, 37-38= 2057/4570, 21-38=-2057/4570, 21-39=-1898/4558, 39-40= 1898/4558, ,,111111111j� 55B, WEBS 7 220 1045/1147-21' 95/403 8 221 2 O8/3 2.8-20=-11006/539? 9 20-80 � 1957 1 ��,, P•�\ C E•N SFjtiti ♦♦♦♦ 10-20- 1625/662,17-19=-1594/4198,11-19=-514/1218,11-17=-3866/1575, �, F•'.• 12-17=-1031/2670, 3-25= 90/314,12-16=-2552/1049,13-16=-1221/3273, i 13-30=-2811/1041 NO 22839 NOTES- 1) Unbalanced roof live loads have been considered for this design. V : ; 0: z 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L-52ft; eave=6ft; Cat. is 1.13 .• A OF• •4U Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 34 4, Interior(1) 3-4-4 to 17-1-3, Exterior(2) 17-1-3 to 0 Q 4 22-3-7, Interior(1) 22-3-7 to 34-10-13, Exterior(2) 34-10-13 to 40-1-1, Interior(1) 40-1-1 to 51-1-10 zone; cantilever left and right exposed♦♦ T••• Q•.• �� •C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 S ♦j♦(� 3) Provide adequate drainage to prevent water ponding. ♦j s� ........ plates4) All 5) Thistruss has beenn des gned fora 0 0 pat bottoms chord live load nonconcument with any other live loads. ,,�J"IOI I11I %��,,` 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 Walter R Finn PE N022839 fit between the bottom chord and any other members, with BCDL= 10.Opsf. MITek USA, Inc. FL Ced 6634 7) Bearing at joint(s) 2, 30 considers parallel to grain value using ANSVFPI 1 angle t0 grain formula. Building designer should verify 6904 Parke East Blvd. Tampa FL 33610 capacity of bearing surface. Date: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1613 Us uplift at joint 2 and 612 lb uplift at March 19.2019 CoelYon Dane 2 Q WARNWG-Vedlydesign Parameremand READ N07ES ON IN/SAND INCLUDED M!]EKREPERAN7EPAGEMIP74Mbax 1QVD3s?01SDEF0REUSE Deslgn valid for use only with MrskS, connectors. This design Is based only upon parameters shown. and Is for an Individual budding component not a huss system. Before use, the building designer must verify the applicablllty of design parameters and property Incorporate this design Into the overall oblong design. Bracing indicated is to prevent bucaing of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For consent guidance recording ire fobricabon. storage, delver,, erection and broclrg of busses and truss synemx seeANSI/rPN Quality Creeds, DSB49 and BCSI Building Component SaNly hlfarmalbllwo8oble ham iruv Plate InsbfWe.2IS N. Lee Sheet, Suite 312. Alexandria. VA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss tossType Ply 506583-Luna T16561164 5065B3 A17 Piggyback, Base 1 1 Job Reference (optional) ibbells Lumber Ca, Palm Bay , FL 8.240 s Feb 112019 MiTek IndusWes, Inc. Tue Mar 19 14:24:04 2019 Page 2 ID:ggswoQf8Bnyl5MHut2AgOIZC33"GBRSDhZJHBHUZM5ADFBKB2KTFFnS663RH3svazZMIv NOTES- 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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=1.33, Plate Increase=1.33 Uniform Loads (PI) Vert: 1-6=-90, 6-9=-90, 9-11=-90, 11-13=-90, 24-27=-20,19-23=-20, 14-16=-20 O WARNING - Vedlydes/gnpaden.fers antl READ NOTES' ON THISAND INCLUDED MREKREFERANGE PAGE Mai rev. lDl32nSBEFORE USE DeslBn valid for use only with Miter connectors. This design Is based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must verify Me appllcabllliy of design parameters and properly Incorporate this design Into Me overall bulidIngdesign. Bracing Indicated Islas prevent buckling ofhdMduoltrussvreband/or chord members only.. Additionaltemporaryandcermonentbracing Is always required tot stability and to prevent collapse with possible persona lnlury and property damage. For general guidance regarding me fabrication, storage, caltrery, erection and bracing of busses and truss systems, seeANSVWII Qua II1y CMnb, DS349 antl BCM Building Component 9al�ly Infolmpibmvolloble from lass Plots InstlNte.278 N. Lee Street. Suite 31Z Alexandria. VA 22314, ' MiTek' 6904 Persia East BNtl. Tampa, FL 33610 Job r s5 lhOrSTYP9 y Ply 506583_Wna T16561165 506583 A18 P199Ybadc Base 1 1 Job Reference o tional I : w, rmm ezy. FL 8.24 ID:ggSWODf8Bnyl5MHut2 -0 6-1-13 11-11-10 17-1-3 23-0-8 28-11-10 34-10-13 37-8- 0 6-1-13 5-9-13 5-1-9 5-11-3 5-11.3 5-11-3 2-9-: Sx14 MT20HS 9 4x4 = 4.4 = 7x8 = 7.00 12 6 29 730 31 9 32 a 6x12 MT20HS % 3.50 12 3x4 it 4x10 = k Industries, Inc. TOO Mar 19 14:25:07 2019 Page 1 nS4Ue4LkFgCNYwOU95ZeleSGPLxbghdhzZMH 51-10.1a 7-7-12 Scale = 1:101.0 6x8 = 6.8 = 6xl6 = 11 12 as as 34 0 d j 28 b l9 15 14 13 ` 602 = 2x4 II 6-1-13 11-77-70 17-13 264110 34-10.13 1- -b 44-2-14 51-10.10 52 3 6-1-13 5-9-13 5-1-9 &10.13 8-10-13 2-9-3 64i-14 ]-7-12 '0- -9 Plate Offsets (X Y)— I2:0-2-5 Edael r6:0-6-12 0-5-01 19:0-4-0 0-3-31 111:0-5-8 0-3-01 rl2:Edge 03-81 I77:0-8-12 0-4-121 120.0-0-12 0-1-121 122:0-6-8 0-4-121 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Vert(LL) -0.63 21 >983 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 Ved(CT) -1.2219-20 >507 240 f MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WE 0.95 Horz(CT) 0.80 28 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.7822-23 >793 240 Weight: 404 to FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 *Except* TOP CHORD 1-4: 2x4 SP SS BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-22:2x6 SP DSS, 19-21,17-19: 2x4 SP SS WEBS WEBS 2x4 SP No.2 *Except* 6-22,12-14: 2x4 SP SS OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 2=3033/0-7-10 (min. 0-2-14), 28=2788/0-8-0 (min. 0-1-8) Max Horz 2=1013(LC 11) Max Uplift2=-1618(LC 12), 28=508(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8840/6131, 3-4=-8967/6211, 4-5=-8453/4857, 5-6=-8370/5203, 6-29=-4094/2266, 29-30=-4094/2266, 7-30=-4094/2266, 731=-4598/2150, 8-31=-4598/2150, 8-32=-4062/1765,9-32=-4062/1765,9-10=-4830/2033,10-33=-5471/2191, 1133=-5658/2177, 11-34=4135/1522, 12-34=-4135/1522 BOT CHORD 2-23=-63297T758, 22-23=-6256/8083, 5-22=-558/463, 20-21— 159/278, 20-35=-2001/4570, Structural wood sheathing directly applied or 1-64 oc pudins, except 2-0-0 oc pudins (2-9-13 max.): 6-9, 11-12. Rigid ceiling directly applied or 3-3-2 oc Imaging. 1 Row at midpt 6-22, 7-20, 7-19, 8-19, 8.18, 10-18, 15-17, 11-15, 12-15 3536=-2001/4570, 19-36=-2001/4570, 1937= 1845/4558,37-38=-1845/4558, WEBS =548/13 r;,;. 4-23g-717444-22 9, 207= 1921/3 66a6-22= 3812/5053476-20=-399/651, 7-20= 1078/3, 7-19=-92/420, 8-19=-213/339, 8-18=-1028/544, 9-18=-853/2037, ,�%%,P,J' ♦ .� E Na 10-18=-1651/698, 15-17=1539/4154, 11-17=-358/839, 11-15=-3655/1501, \1\C 12-15=-1648/4501, 3-23— 87/314, 12-28=-2849/1044 No 22839 •; NOTES- 7k 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=45ft; L=52ft; eave=6ft; Cat. Exp B; Encl., GCpi=0.18; MWFRS (directions[) and C-C Exterior(2) -2-0-14 to 3-44, Interior(1) 3-44 to 17-1-3. Exterior(2) 17-13 to TE OF (V •((y 22-3-7, Interior(1) 22-3-7 to 34-10-13, Exterior(2) 34-10-13 to 40-1-1, Interior(1) 40-1-1 to 51-1-10 zone; cantilever left and right expos4 �� ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water ponding. 0 T• A% • 0 R �. 4) All plates are MT20 plates unless otherwise indicated. ,�s •" •. �� s .......... 5) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. ��I� O NAB E���` 6) • 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. Walter P. Finn PE No.22839 7) Bearing at joint(s) 2, 28 considers parallel to grain value using ANSLTPI 1 angle to grain formula. Building designer should verify MITek USA Inc. FL Cad 6534 capacity of bearing surface. 6904 Parke East Blvd. Tampa R.33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1618 lb uplift at joint 2 and 608 lb uplift at Date: the size or the orientation of the oudin elgna the too and/or bottom chord. March 19,2019 Q WARNING- VerRydeafgnpammefersand OE DNOTESONTN/SANDINCLUDWMITEKREFERANCEPAGEMS-74n..lgrrYfaISBEFGREUSE Design valid for use only wlm Meek® connactors. This design B based only upon parameters shown, and Is for an Ind'Mduol building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this dwgn Into me overall building design. Bracing Indicated B to prevent buckling of lndNldual truss web and/or chord members only. AdtlMonal temporary and permanent bra, baiways required for stability and to prevent collapse Win passible personal hjury and property udamage, For general guidance regarding the f�ty Nlormatbslwoilabla from Truss Plate lmlilole. 218 N. Lea Shea Suite32 NexantlAa VA 22314�e�GBOd9 and BC31IWIdMp Component M!Tek' Tampa, FL W610�d a rush There Type y 50658bwna T1fi561165 506583 A18 Piggyback Base 1 1 Job Reference (optional) Ibbens Lumber Da, Palm Bay, FL 8.240 s Feb 11 2019 MTek Industries, Inc. Tue Mar 1914:25:08 2019 Page 2 ID:ggswOOfeBnyl5MHu12Agolzc33o-wa?du6TiExCCMOFOwFPewhIGJ25tB4fUBFZF97TZMHv NOTES- 10) 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=-90, 6-9=-90, 9-11=-90, 11-12=-90, 22-25=-20, 17-21=-20, 13-16=-20 WARNING- Vedydsilgn pwwnrsersand READ NOTES ON THISAND INCLUDED MIFEKREFENANCEPAGEMX74TJmv. lav:sg015BEPOREUSE Design valid for use only with Mgek®connectors. Th6 design s based only upon parameters shoe and Is for an individual building component not a tress system. Before use. the building designer must verity the oppllaabllity of design parameters and properly Incorporate thisdosign Into the overall building design. Bracing Indicated b to buckling of individual buss web and/or chord members only. AadlMonal temporary and permanent bracing WOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems seeANBVmIt Quality Criteria. 053d9 and BCSI Su5ding Component 218 N. Street. Suite 6904 Parka East BNd. Tampa, FL 33610 Safety btformationevollable from Truss Rate Institute. We 312. Alexandda, VA 22314. Job fuss Truss Type ty Ply So6593-Luna T185fi1166 506583 A19 Roof Special 1 1 Job Reference (optional) I Ibn8I1S W mbar GO, Palm Day, FL • -2-0-0 6-1-13 11-11-10 1]-0-0 23-0-0 294)-0 24)-0 6-1-13 5-943 5-0-fi 6-0-0 8xl4 MT20HS G 4x4 = 44 = 7.00 F12 6 31 327 33 8 34 3x4 II 8xl2 MT2OHS i 5 2,4 = 4 3 2 25 a 1 a 44 6xl2 MT20HS 3.50 F12 23 22 36 37 21 38 1Ox20 MT20HSG gx12 MT20H5= 3.4 II 4xIO = G-0 2-8-0 4-3-7 4-3.7 5-7-12 ' Scale = 1:101.0 7x8 = 9 Sx6 0 35 46 11 6x8 = Bea = 6x16 = 12 13 30 fix 0 6 eb N Ira 20 3xe — 14 1B 17 16 15 3x4 II 602 = 6x8 = 2.4 II &1-13 71-11-10 17-0-0 2640 354)-0 37.8-0 41-11-7 48-2-14 51-10-1051-11-13 e-1-13 5-943 5-0-6 9-0-0 9.0.0 2-8-0 43] 4- 5-7-12 0- -3 Plate Offsets (X.Y)-- 12:0-2-5 Edgel 16:0-6-12 0-5-41 [9:0-4-0 0-3-31 r12:0-5-8 0-3-0] 113:Edde 0-3-81 r16:0-3-8 0-3-01 rl9:0-8-0 0-3-121 r22'0-4-12 0-1-121 124.0-6-4 0-4-121 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Vert(L-) -0.63 21-22 >991 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(CT)-1.2221-22 >510 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.72 30 rVa Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.7724-25 >805 240 Weight: 4051b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc puffins, except 1-4: 2x4 SP SS 2-0-0 oc puffins (3-1-7 max.): 6-9, 12-13. BOT CHORD 2x4 SP No.2'Exi BOT CHORD Rigid ceiling directly applied or 3-3-7 oc bracing. 2-24: 2x6 SP DSS, 21-23,19-21: 2x4 SP SS WEBS 1 Row at midpt 6-24, 7-22, 7-21, B-21, B-20, 10-20, 13-16 WEBS 2x4 SP No.2 *Except* 6-24,13-15:2x4 SP SS OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 2=3031/0-7-10 (min. 0-2-14),30=2790/0-8-0 (min. 0-1-8) Max Hom 2=1030(LC 11) Max Uplift2=-1621(LC 12), 30=-605(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=8834/6086, 3-4=-8962/6163, 4-5=-8447/4803, 5-6— 8361/5149, 6-31=-4108/2268, 31-32=-4108/2268, 7-32=-4108/2268, 7-33=-4627/2155, 8-33=-4627/2155, 8-34=-4075/1765,934=-4075/1765,9-10=-4791/2013,10-35=-5382/2171, 11-35=-5499/2163,11-12=-4551/1694,12-13=-4232/1534 BOT CHORD 2-25=-6233/7752,24-25=-6157/8079,5-24=-5521459,22-23=-155/275, 22-36=-1956/4599,. 36-37=-1956/4599, 21-37=-1956/4599, 21-38=-1798/4584, 38-39= 1798/4584, 11I I I I1111 57 WEBS 4 257 16I98,, 4 24' 549/1323, P2-24= 1877/3 970, 6 241= 356/5057, 6 212=-4161644, ,,`\\\\.�P�-�G E•N 7-22=-1097/10,7-21=-90/423, 8-21=-215/341, B-20=-1042/545, 9-20= B11/1970, 10-20=-1366/578, 12-16=-2469/993,13-16=-1672/4626, 11-17=-1630/693, 17-19=-1555/4237, 11-19=-381/1047, 12-17= 3351104, 3-25=-83/315, 13-30=-2913(1053 • • NO 22839 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=52ft; eave=6ft; Cat. IS .• Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-14 to 3-4-4, Interior(1) 3-4-4 to 17-0-0, EMedor(2) 17-0-0 to •<(y��� 22-2-4, Interiahl) 22-2-4 to 35-0-0, Exterior(2) 35-0-0 to 40-2-4, Intedor(1) 40-2-4 to 51-1-10 zone; cantilever left and right exposed ;C-(% TA••. Q• �� for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 0 R J. �• ��,\� 3) Provide adequate drainage to prevent water policing. it sS�•••• •••��\\\ 4) All plates are MT20 plates unless otherwise indicated. �1j'jIDN Al ,,,\\\ 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent 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 Walter P. Finn PE No.22839 fit between the bottom chord and any other members, with BCDL= 10.Opsf. MITek USA Inc. R. Cart SW 7) Bearing at joint(s) 2, 30 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity 6904 Parke East Blvd. Tampa FL 33610 capacity of bearing surface. pate: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1621 Ib uplift at joint 2 and 605 lb uplift at - March 192019 CoWiliee9on node 2 Q WARNING -Verify design parameters and READ NOTES ON THIS AND MCLUDED MGI REFERANCE PAGE Mx7m rev. 1GRYte01S BEFORE USE Design valid for use only with Mmek® connectors. This design Is based only upon parameters shown, and a for on IndMdual building component. not a buss system. Before use, the building designer must verify Me applicablllty, of design parameters and property Incorporate this design Into me overall buldIngdesign. Bracing Indicated Is to prevent buckling of Individual tuss web and/or chord members only. Additional temporary and pennanentbracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For generol guidance regarding the micalconon, storage, delivery, electron and bracing of trusses and truss systems, seeµSVIPII Quality Ci tedu, DSe-09 and 001 Building Component Sabry Inlermatbrpvnroble from Truss Plate Insfitule, 218 N. Lee Sheet. Sulfa 312. Alexandria VA 22314. WOW 69U4 Parka East Blvd. Tampa, FL 33610 JOD Truss I We lype MY 506583-1-ane T16581166 506583 A19 Roof special 1 1 Jab Reference (optional) IooBnS wmner co, Farm bay, rL 8.240 s Feb 112019 MiTek Industries, Inc. Tue Mar 1914:26:03 2019 Page 2 ID:ggsw0OfeBnyl5MHut2Apolzc33up90ORv7CHr7PSrvzfJu2tlUUSDolaxraalOfbRzZMH2 NOTES- 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=-90,6-9= 90, 9-12=-90, 12-13=-90, 24-27=-20, 19-23=-20, 14-18=-20 Job Truss Truss Type Oly Ply 506583-Luna T76561167 506563 A20 Hip 1 1 Job Reference (optional) • �unmv, uu,nyary, rams u=y, r�rocavo, a.Z4U s Use a ZU 10 MI I eK mausolea, Inc. Ills Mar ly 1Z:zz:z1 2uly Scale =1:93.0 6x6 3xd 11 7.00 12 2x4 II 7x8 = 3x4 11 6x6 7 8 38 939 40 10 11 9b 4x6 G gill ]xB i 4x6 6 13 5.8 i 3" 42 4x6 1 d 43 3x6 4 14 3at 0 19 j 2 b 1 29J 6x8 11m 1�' 5 4x6 % 27 26 25 24 44 23 45 22 21 5x10 = 18 17 16 4z6 % 3.50 12 3z6 II 4x6 = 3x6 = 5x8 = 5x8 = 3x4 11 3x4 11 Sx12 = 2x4 It 5x8 = 2x4 11 5x6 = 6311 3i11 5-11-10 a-2-11 10-513 1500 21-2-11 2h5-5 J58-0 3)-BO 42-1-00 46)-0 51-06 3Y11 2615 1 231 4$3 62-11 52-11 62-11 4-0-0 4-S1a all 442 1-11-0 Plate Offsets (X Y)-- [2:0-1-0Edgel 15:OA-0 0-341 [9:04-0 0-4-81 115:0-0-00-0-11 ] [19:0-3-8 0-3-01 [20:0-2-4 Edge] [22:0-3-B O-2-8] [23:0-4-0 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.61 Vert(LL) -0.25 19-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(CT) -0.47 19-20 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.92 Hoa(CT) 0.20 15 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Wind(LL) 0.1519-20 >999 240 Weight: 4261b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* SOT CHORD 4-27:2x6 SP No.2, 15-18: 2x4 SP SS WEBS WEBS 2x4 SP No.2 WEDGE Right: 2x6 SP No.2 REACTIONS. (fib/size) 15=2462/Nlechanical, 2=394/0-7-10, 27=2981/0-8-0 Max Horz 2=318(LC 11) Max Uplift 15=-357(LC 12), 2=-226(LC 12), 27=-493(LC 12) Max Gmv 15=2462(LC 1), 2=415(LC 21), 27=2981(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 184/467, 3-4=-178/636, 4-5=-1044/394, 5-6=-1664/602, 6-7=-2344/839, 7-8=-2813/1045, 8.9=-2813/1045,9-10= 3931/1313, 10-11=3937/1313, 11-12=-4243/1414,12-13=-0435/1362,13-14=3763/1158,14-15=-0035/1157 BOT CHORD 2-29= 530/118, 28-29=437/124, 27-28=-2976/1230, 4-26— 2890/895, 25-26=-123/811, 24-25=-300/1450,23-24=-368/1944,22-23=-728/3181,10-20=-406/237, 19-20=-780/3582, 16-17=-894/3318,15-16=-894/3318 WEBS 6-25=-1372/422, 6-24— 149/886, 7-24=-598/187, 7-23=-457/1554, 8-23=-588/315, 9-23=-690/193, 9-22=-903/317, 20-22= 760/3296,9-20=-255/1127,11-20=-258/946, 11-19=404/1128, 17-19=-878/3494, 13-19=-54/738, 13-17=-1270/365, 5-26=-1774/499, 5-25=418/1563, 3-29= 296/117, 3.28=469/631, 4-26=-564/2105 Structural wood sheathing directly applied or 3-0-4 oc puffins, except 2-0-0 oc pudins (3-6-4 max.): 7-11. Rigid ceiling directly applied or 3-11-3 oc bracing. 1 Row at midpt 7-24, 8-23, 9-23, 9-22 NOTES- 1 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vulf=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15N; 8=45ft; L=51tt; eave=6ft; Cat. 11: Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-14 to 3-0-12, Interior(1) 3-0-12 to 15-0-0, Exterior(2) 15-0-0 to 22-3-3, Interior(1) 22-3-3 to 37-0-0, Extedor(2) 37-0-0 to 4433, Interior(1) 44-3-3 to 51-4-6 zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVrP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 357 Ib uplift at joint 15, 2261b uplift at joint 2 and 493 lb uplift at joint 27. IIIIIIIIIII P����ER No 22839 P: S11QNA11 E%C� �. Walter P. Ran PE No.22839 MITek USA, Inc. FL Cad 6634 6904.Parke East Blvd. Tampa R.33610 Data: March 19.2019 OWARNWG-Ved)y4esign asemaefers aed READNOTES ON MIS AND DIOLUDED MmEKREFERANCEPAGEMsxrra rev. igQ fors BEFORE USE Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a truss system. Before use, the building designer must vetlN the applicability of design parameters and properly Incorporote this design Into the overall building design Bracing Indicated is to prevent buidding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal blury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and Was systems seeMSIMII Quality CrBedo. DSB-69 and 1101 Building Component Safety Infomla iano afloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. �'- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Tmss Type Oty Ply 506583-Luna T76561168 506583 A21 Hip 1 1 Jab Reference (optional) i looens Lumber Company, vaim Bay, rL-:12uu5, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:23 2019 Scale = 1:94.7 7.00 12 6.6 — IoxIo = Sxfi = 7x8 = 5z6 = 3x4 II 5 6 43 ] 44 8 q4r 9 10 11 7xB 4 5xB O 7x8 4 3 12 46 42 41 47 9 0 2 22 12z16 1 5z10 5 24 23 4a 49 4x6 = 5x10 = 3x4 II � 3ffi _ 6x8 _ 17 16 15 3z10 = 4x6 4.6 6 3x4 11 3.50 12 Sz6 = 8z10 = 6z12 MT20HS = 7-5-9 5.11.10 6j 9 800 13L0 1963 2S4A5 2B1 3 7-0 $62-0 5-11-10 095 4-0 1 1-2-0 Plate Offsets (X,Y)— [2:0-1-O,Edge), [4:0-4-0,0-3.4], [8:0-4-0,0-4-8], [11:0-8-0,0-4-4], [12:0-4-0,0-34), 113:0-0-0,0-0-4], [18:0-8-8,Edge], [19:0-8-0,0-3-8], [20:0-1-8,0-1-0], 121:0-2-0 0-0-41 [21:0-3-00-3-O][22:0-1-8,0-1-0][23:04-0 0-341 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 30.0 - Plate Grip DOL 1.33 TC 0.92 Vert(L-) -0.42 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(CT) -0.7818-19 >705 240 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.93 Horz(CT) 0.37 13 Na rJa BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.24 18-19 >999 240 Weight: 4051b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 -Except' TOP CHORD 14,12-14: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 334: 2x6 SP No.2, 18-19: 2x4 SP SS WEBS WEBS 2x4 SP No.2'ExcepV 16-18,11-18: 2x4 SP SS JOINTS REACTIONS. (Ib/size) 2=171/0-7-10. 13=2657/0-7-10, 34=3265/03-0 Max Hoe 2=301(LC 11) Max Uplift 2=-257(LC 12), 13=467(LC 12), 34=460(LC 12) Max Gmv 2=215(LC 21), 13=2657(LC 1), 34=3265(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1247, 34=-715/499, 4-5=-2335/872, 5-6=3220/1188, 6-7=-3220/1188, 7-8=-3987/1381,8-9=4822/1553,9-10=4227/1373, 10-11=4184/1363, 11-12= 3657/1177,12-13=4299/1252 BOT CHORD 2-27=-1081/94, 26-34=-3265/1106, 26-27— 3255/1088, 3-27=-3417/780, 4-25=1988/492, 25-26=-825/149,24-25=-167/560,23-24=-385/1934, 22-23=-951/3987, 21-22= 998/4212, 7-22=-13/449, 9-19=-25/414, 18-19= 1127/4844,15-16=-933/3599,13-15=-933/3599 WEBS 4-24=-310/1720, 5-24=-879/242, 5-23=-579/2054,6-23=-539/290, 7-23=-1212/309, 9-18=-1135/338,16-18=-1167/5354,11-18=-1172J5118, 11-16=-3937/862, 12-16=-772/310, 12-15=0/252, 3-25=-502/2424, 8-21=-806/273, 8-22=425/91, 19-21=-975/4116, 8-19=-193/956 Structural wood sheathing directly applied, except 2-0-0 oc pudins (3-3-2 max.): 5-11. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-23 2 Rows at 1/3 pis 11-16 1 Brace at Jt(s): 21 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=15ft; B=45ft; L=52ft; eave=6ft; Cat. ll; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 3-1-8, Interior(1) 3-1-8 to 13-0-0, Exterior(2) 13-0-0 to 2044, Intedor(i) 2044 to 39-0-0, Exterior(2) 39-0-0 to 4644, Intehor(1) 464-4 to 54-0-14 zone; cantileverleft and right exposed ; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ' 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. 8) Bearing at joint(s) 2, 34 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2571b uplift at joint 2, 467 lb uplift at P. pC G E AI f Fi.Vti ��i No 22839 *: :* •�Z � (GY 9 TE OF Off. P 1`yy/ C -•�III1111�`- Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type Oty Ply 506583-Luna T76561168 506583 A21 Hip 1 1 Job Reference (optional) 1 Were Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:23 2019 Page 2 ID:ggsw00f8Bny15MHu12Agolzc33u-uTGi6uUNuVOcsweryAggDUGrl M1 mYHYJP 2WWrzZNCk NOTES- 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. QWARNING-Verilydasr9n pwamefenand READNOMS ON TNISANDINCLUDEDMBEKREFERANCEPAGEND-74nmK 10=015B£FORE USE Design valld for use only with MiTek® connectors. Ws design Is based any upon parameters shown. and Is for an IndMdual building component, not a huss system. Before use, the building designer must ve* the oppllcobliily of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse win possible person Injury and propeM damage. For general guidance regarding the fatAcatlon. storage, delivery, erection and bracing of trusses and truss systems, seeANSVIp11 Qualfty pMdo, DS49 and SCSI BuldhD Component Sahry NfomsaBONvollable from Truss Flute Institute, 218 N. Lee Sheet Suite 31Z Alexandria, VA 22314. MiTek' 69M Pads East Blvd. Tampa, FL 3361 a Job Truss Truss Type Dry Ply 506583-1-una T76561169 506583 A22 Hip 1 1 Jab Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Inc. Tue Mar 1912:22:25 2019 6x6 = 2x4 II 7x8 = 4x4 = 4x4 = 5x6 = Scale - 1:93.2 exe = „ ,., ,. US o Sx6 11 46 = 3x4 = 8x18 MT20HS= 5x8 = 2x4 It 4x6 = 3.50 12 4x6 = 4.6 = 1 MT20HS= e41-0 5-5-0 5-a-5 1140 17� 3 24U5 32.60 41-00 4653 6240 5-5-0 O'�}-5 ~3-0U 663 ~ 35-03 3-513 633 6.843 2-3-11 Plate ONsets(XY)-- [2:0-1-OEdge1 [5:0-3-00-2-51 [7:0-4-00-0-8] [10:0-3-00-2-5][12:0-0-00-0-41 [15:04-00-3-41 [16:0-5-7,Edge7 [18:0-10-40-4-0j [24:0-9-120-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vert(LL) -0.36 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(CT) -0.7016-17 >798 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Mar YES WB 0.97 Horz(CT) 0.24 12 We n(a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.2218-19 >999 240 Weight: 347 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP SS *Except' TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc puffins, except 5-7,7-10:2x6 SP No.2 2-0-0 oc puffins (3-1-2 max.): 5-10. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 3-23: 2x6 SP No.2, 18-21,15-17: 2x4 SP SS WEBS 1 Row at midpt 7-19, 16-18, 9-15 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=51/0-7-10, 23=3361/0-6-10, 12=2682/0-7-10 Max Horz 2=275(LC 11) Max Uplift 2=-232(LC 12), 23=-469(LC 12), 12=-469(LC 12) Max Grew, 2=74(LC 21), 23=3361(LC 1), 12=2682(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=65/1854, 3-4=-55/1600, 4-5=-2088/804, 5-fi= 3866/1343, 6-7=3863/1340, 7-8=-5080/1653,8-9=-4293/1416, 9-10=3196/1104, 10-11= 3869/1212, 11-12=-4385/1285 BOT CHORD 2-24- 1553/163, 23-24=-3434/1183.3-24=-651/254, 21-22=-563/149, 4-21=-618/171, 20-21=-156//12, 19-20=-365/1801,18-19=-1284/5104,7-18= 26/508, 16-17=50/272, 15-16=-1008/4105,14-15=-973/3686,12-14=-973/3686 WEBS -242/1051. &1fi45✓V5566915=z148276 106158389/14/5661115 645/28587816=-10 0/36Q .VIER'PI ,,,, r NOTES- �. � �� V F••% 1) Unbalanced roof live loads have been considered for this design. NO 22839 i •� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=15ft; B=45ft; L=52ft; eave=6ft; Cat. Z * ;• II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 3-1-8. Interior(1) 3-1-8 to 11-0-0, Exterior(2) 11-0-0 to 184-4, Interior(1) 1844 to 41-0-0, Exterior(2) 41-0-0 to 48-44, Interior(1) 48-4-4 to 54-0-14 zone; cantilever left and right exposed ; porch left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. i `, $ . 4(/ Z 4) All plates are MT20 plates unless otherwise indicated. i _I �i�'�` •• Q;• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 • O fl, 6)' This Muss 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 41, s/••••••••�` will fit between the bottom chord and any other members, with BCDL=10.Opsf. ��, �ZONAl„""%%' 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI i angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 232 lb uplift at joint 2, 4691b uplift at Walter P. Finn PE No.22839 joint 23 and 469 lb uplift at joint 12. MITek UK Inc. FL Cart 66M 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 6904 Parke East Blvd. Tampa FL 33610 Data: March 19,2019 Q WARNING. Ver/fydesignp.minetemand RPADNOTESONTNISANDINCLUDWMffEKREFERANCEPAGEM674MMY. 101o&VISREFOREUSE. Design vaild for use only with Wake, connectors. mis design Is based orly upon parameters shown, and Is for an IndMdual building component, not a buss system. Before use. the building designer must verify Me applicability of design parameters and prope4y Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of IndNltlual truss web and/or chord members only. Additional temporary and permanent bracing 0 always requked for stability and to prevent collapse with possible personal injury and property tlomage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and ti systems. seeANSVTPII Quality CrBraDo, DSS-09 and SCSI Building Component6904 Safety Infam1aPo11avallaole hom ➢uss Plate Institute, 218 N. We Street. Suite 31Z Alexandria, VA 22314. MiTek' Parke East Blvd. Temp., FL 33610 Job Truss Truss Type Oty Ply 506563-Luna T165fi1170 506583 A23 Hip 1 1 Job Reference (optional) looens Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 1912:22:26 2019 Page 1 ID:ggswOOf8Bnyl 5MHu12Agolzc33u-12yrkwW GBOoBkOMODJNXr6uMgZAglgul5yGA7AzZNCh 2 0.0 5 5-0 8-0-0 -0 16-6-0 24-0-5 3D4-3 36J1-2 43-0-0 4]-33 5% 0 54-0-0 2.0-0 5-5-o 2-]-0 -0 1-6-3 ]-a3 6-3-14 a&14 6-&14 4-3-3 4 e-13 2 0 U Scale=1:93.2 6x10 i 5x12 = 7xB = 4x8 = 7x8 = 5x6 = 14 40 41" 4x6 3x8 = 6xl4 MT20HS= GxB MT20HS= 6x8 MT20HS= 3.50 12 4 = Sx12 = 3x4 11 6xB MT20HS= 4x6 = 2x4 II 7J 9-0-0 5SU 5 e0e 1663 2485 3ad3 3353 4340 5 O-0 s-w a i9Ti 1 ]sa 1 ]a 1 seta 1 st-1s 1 e-5.1p 1 943a 1 to 11 1. Plate Offsets (X,Y)-- [2:0-1-0,Edge], [4:0-7-12,0-3-0], [6:0.4-0,0-4-8], [8:0-4-0,0-4-8], [9;0-3-0,0-2-5], [11:0-0-0,0-0-4], [13:0-4-0,Edge], [74:0-4-O,Edge], [15:0-3-8,0-2-41, f 17:0-6-4 0-2-121 [21:0-9-00-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEPL. in (Joe) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.96 Ver(LL) -0.47 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(CT) -0.8917-18 >628 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES W B 0.79 Horz(CT) 0.21 11 life n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.28 6 >999 240 Weight: 331 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 -Except* TOP CHORD 1-4,9-12:2x4 SP No.2 BOT CHORD 2x4 SP SS'Except* BOT CHORD 2-21,22-24,6-16: 2x4 SP No.2, 3-25: 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* WEBS 5-17,15-17,5-19: 2x4 SP SS .REACTIONS. (Ibfsize) 2=31/0-7-10, 11=2679/0-7-10, 25=3383/0-6-10 Max Horz 2=233(LC 11) Max Uplift 2=-276(LC 22), 11=-465(LC 12), 25=-503(LC 12) Max Gray 2=54(LC 21), 11=2679(LC 1), 25=3383(LC 1) FORCES. (Ib) - Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-151/1669, 3-4= 91/1528, 4-5=-1272/572,5-6=-6339/1972, 6-7=-6288/1962, 7-8- 5161/1635, 8-9=-3371/1101, 9-10=-0053/1219, 10-11=4403/1321 BOT CHORD 2-21=-1438/240, 20-25=3383/1174, 20-21- 3346f1176, 3-21=-525/285, 19-20=-546/185, 18-19=-1210/4625,17-18=-1210/4625,6-17=-593/281, 15-16=-77/288,14-15=-1393/5400, 13-14=-1239/4829,11-13=-1010/3718 WEBS 5-18=0/341,5-17=-536/1970,15-17=-1334/5178,7-17=-297/1109, 7-14=-520/199, 8-14=-98/701, 8-13=-1967/649, 9-13=396/1561, 10-13=-439/264, 4-19=-399/1703, 5-19=-3871/1120,7-15=-781/262,4-21=-3789/885,19-21=-425/1811 Structural wood sheathing directly applied or2-2-0 oc puriins, except 2-0-0 oc pudins (2-6-9 max.): 4-9. Rigid ceiling directly applied or 4-0-12 oc bracing. Except: 3-8-0 oc bracing: 20-21 1 Row at midpt 8-13. 4-21 2 Rows at 1/3 pts 5-19 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-14 to 3-1-8, Intedor(1) 3-1-8 to 9-0-0,.Exterior(2) 9-0-0 to 16-6-3, Intedor(1) 16-6-3 to 43-M, Exterior(2) 43-M to 50-4-4, Intedor(1) 50-4-4 to 54-0-14 zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearing at joint(s) 2, 25 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2761b uplift at Joint 2, 4651to uplift at joint 11 and 5031b uplift at joint 25. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom. chord. ,,111111111IIII��I J``�P���R No 22839 9O: A OR \ O is10NA� 11",``�, Walter P. Finn PE No.22899 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date., March 19,2019 ,&WARNING- Verity deargn paranrdao and BEAD NOTES ON THISANDDICLUDEU M;TsKBEFENANCE PAGEMIA7473 rev. 10132015BEFORE USE. Design valid for use only with Mnek® connectors. TM design Is based only upon parameters shown, and Is for on hdMdual buiding Component, not a two system. Before use, me building designer must verty the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing indicated Is to prevent buckling of Individual two web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse Win possible personal hiury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses ono buss systems, seeANSVIPII pualBllryy criteria. DSB-89 and BCSI Building Component Safety Infaaaatimxlvallable from Truss Rate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. ��- MiTek' 69D4 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T16561171 506583 A24 Hip Girder 1 3 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:22:34 2019 Page 1 ID:ggsw00f8Bnyl5MH W2Agolzc33u-3aRsPfcHluo3hcy5_W PAoDj4ngLdGL=BGbPIZZNCZ e4w -2-00 5-5-0 7-0-0 13d-2 1e413 24-05 30.11-1p 38011 45-00 52-0-0 14-0a 2-0-0 5-S0 1-7 5i2 Sb2 S4Q 611-5 ]-14 6-It-5 f- 78p 2-0-0 Scala=1:100.1 NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6.8 i 3x4 II 5x6 = NAILED 2x4 II 4.10 = 7xe = 4x4 = NAILED 7xa _ NAILED 7.00 12 3 4 S 31 32 6 3334 35 7 3637 38 8 39 4041 42 9 43 44 45 1046 47 48 Special Sx6 = 11 `'ggqll 2 ¢1 b 4950 51 52 19 5354 25 24 2322 55 76 1756 1562 14 NAILED Safe= 2x4 II 57 58 59 60 61 63 64 _ 5.6 11 3x4 11 4x6 NAILED NAILED NAILED axle = Sx16 = 7x8 =NAILED 4x4 = 4x6 = 3.50 12 4x8 =6x10 �� 5x6 II NAILED NAILED 6x12 // NAILED NAILED NAILED NAILED 6 NAILED NAILED NAILED NJC26 HJC26 NAILED NAILED 7-0-0 5-54) 5 a" 134-2 I 10�Be I za8s 3D11�10 "M 1 524a _ 1 5-5-0 o-5�� 5-42 5-0-2 &11d 74-0 ARl3 ]-0-0 1-3-11 12119 Plate Offsets(XY)-- '[4:0-1-00-2-01 [8:0-4-00-4-81 [10:0-4-004-81 fll:0-3-00-2-51 [15:0-4-00-4-81 [16:0-7-00-0-0] [18:0-4-00-4-81 f21:0-6-12,0-3-01 [25:0-9-40-3-01 LOADING (lest) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.93 Vert(LL) -0.50 18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.77 Vert(CT) -0.93 18 >597 240 6CLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) -0.13 24 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matdx-MS Wind(LL) 0.33 18 >999 240 Weight: 1099 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 14,11-13: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* BOT CHORD 3-24: 2x4 SP No.2, 5-22,8-17: 2x4 SP SS, 18-21: 2x6 SP DES WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 2=-1074/0-7-10, 24=7309/0-6-10, 12=5052/0-7-10 Max Horz 2=209(LC 7) Max Uplift 2=-1379(LC 18), 24=-1278(LC 8), 12=-940(LC 8) Max Grav 2=192(LC 6), 24=7309(LC 1), 12=5052(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1026/7062, 34=-964/6890, 4-5=-1308/374, 5.6=-9236/1594, 6-7=-9236/1594, 7-8=-18159/3092, 8-9= 17897/3062,9-10=-14767/2568, 10-11=-7687/1386, 11-12=-9182/1561 BOT CHORD 2-25=-6352/1037, 24-25=-7078/1230, 3-25=-783/205, 23-24=-387/69, 21-22=-84/384, 5-21=-5011/952,20-21=-209/1544,19-20=-2318/15043,18-19=-2318/15043,17-18=0/344, 8-18=-988/374,16-17=-352/2334,15-16=-2045/12788,14-15- 2045/12788, 12-14_ 1186/7812 WEBS 4-25- 10101/1684, 21-23= 734/230,4-21=-871/5431, 5-20=-1363/8785, 6-20=-885/314, 7-20=-6652/1074,7-19=0/640, 7-18=-639/3548, 16-18=-2024/12566,9-18=-539/3432, 9-16=-2669/687,10-16=-355/2294, 10-15=0/618,10-14=-5947/1003,11-14=-430/3621 Structural wood sheathing directly applied or 6-0-0 oc purtins, except 2-0-0 oc pudins (6-0-0 max.): 4-11. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 3-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; li 5ft; B=45ft; L=52ft; eave=61f; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 last bottom chord live load nonconcumant with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. SF�ti1. i No 22839 Walter P. Finn PE No.22839 MRek USA Inc. R. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 19,2019 Q WARNING- VedlydeslSnperemetenaed READNOTES ONMSANDMCLUDEDMBEKREFENANCEPAGEM67473rev. 1011rYtO1SBEFOREUSE. Design valid for use only with Maek® connectors. This design is based only upon parameters shown and b for an individual binding component, not a truss system. Before use, Me bullding designer must verity me appllcablllN of design parameters and properly Incorporate this design Into the overall bulldIng design. Bracing Indicated is to prevent buckling of ndlvidual truss web and/or hord members only. Additional temporary and permanent bracing a always requlred for stability and to prevent collapse with possible personal hjury and property damage. For generd guidance regarding the interaction. storage, delivery, erection and bracing of trusses and truss systems seeANSURII Quality Cdferia, DSB49 and SCSI SuldIng Component Safety Infnmsallorrvo loble from Truss Plate Insfil 218 N. We Sheet, Suite 312, Alexandria VA 22314. ��- MiTek' 69N Parke East Blvd. Tampa, FL 33610 7 Job Truss Thus Type Gry Ply 506583-1una T16561171 506583 A24 Hip Girder 1 3 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:34 2019 Page 2 ID:ggsw00f8Bny15MHut2Agolzc33u-3aRsPfcHluo3hcy5 WPAoDj4ngLdGLxwBCbPIzZNCZ NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1379 to uplift at joint 2, 12781Is uplift at joint 24 and 9401la uplift at joint 12. 10) Graphical puffin representation does not depict the size or the odentation of the puffin along the top and/or bottom chord. 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 12) Use USP HJC26 (With 16-16d nails into Girder & 1Od nails into Truss) or equivalent spaced at 37-114 oc max starting at 7-0-6 from the left end to 44-11-10 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) 'NAILED' indicates 3-10d Nails (0.148' x 3') toe -nails per NOS guidelines. 15) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 233 Ill, down and 175 lb up at 7-0-0. and 325 to down and 259 Ib up at 45-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 4-11=-90, 11-13=-90, 25-26=-20, 22-24=-20, 18-21=-20, 12-17=-20 Concentrated Loads (Ib) Vert: 4=-169(B) 11= 255(B) 23=24(B)20=-86(B) 9=-169(B) 16=-74(B) 14=-407(B) 31=-157(B) 32= 157(B) 33=-157(B) 34=-157(B) 35=-157(B)36=-157(B) 37=157(B) 38=-157(B)39=-169(B)40=-169(B)42=-169(B) 43=-169(B)44=-169(S)45=-169(B)46=-169(B)47=-169(B)48=-169(B)49=-86(B)50=-86(B)51=-86(B) 52=-86(B) 53= 86(B)54=-86(B) 55=-86(B) 56=-74(B) 57=-74(B) 58=-74(B) 59= 74(B)60=-74(B) 61=-74(B) 62=-74(B) 63=-74(B) 64=-74(B) Q WANNNG.Verdydeslgn"e etems dNEADNOTES ON MMANDINCLUOEDMREKNEFENANCEFAGEMD74mm%, 1GT12015BEFOBEUSE Design valid for use only with MneM connectors. ThIS design is based only upon parameters shown, and Is for an IndMtlual building component not a trusa system. Before use. Me building designer mug verity Me Oppllcabllh, of design parameters and properly Incorporate MIS doss n Into me overall building deggn. Bracing Indicated is to prevent buckling of IndNldual Muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with pos4bie personal injury and property damage. For general guidance regarding Me fabrication. storage, delivery. erection and bracing of trusses and Muss systems seeANSVIPII Quality CrBedo. DS59 and SCSI SWdhp Component Safety h(oonatbnavalloble from Truss Rate InAtuto, 218 N. Lee Sheet, Suite 312. Alexcndda VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T16561172 506583 B16 Half Hip Girder 1 4 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:47 2019 5x6 = 2.4 11 5z6 = Scale = 1:50.8 env — rxa = azb = rom z= - .,.a I I GT3T4BH LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Veri(LL) -0,06 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(CT) -0.10 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(CT) 0.03 7 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.04 7-8 >999 240 Weight: 746 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 4-6. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7,5-8: 2x6 SP No.2 WEBS 1 Row at midpt 6-7 REACTIONS. (lb/size) 7=13122/0-7-10, 2=3585/0-7-10 Max Harz 2=350(LC 8) Max Uplift 7=-2440(LC 8), 2=-643(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6224/989, 3-4=-5476/965, 4-5=-5939/1123, 5.6=-5939/1123, 6-7=-11761/2237 BOT CHORD 2-lD=-1049/5269, 9-10=4049/5269, 8-9=-883/4578 WEBS 3-10=0/308, 3-9=-807/196,4-9=-43/626, 4-8=-946/2116, 5-8=483/236, 6-8=-2455/12973 NOTES- 1) 4-ply truss to be connected together with 1 Old (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom s connected as follows: staggeredat a 9 ,P,, to ro Webs connected as follows: 2x4 t 0-9-0 oc, rows staggered at D-5-0 op. ,%%% J ER Attach BC w/ 1/2' diam. bolts (ASTM A-307) in the center of the member wAvashers at 4-0-0 oc. E Ns 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to �V V . G V F •'. �i ply connectionshave been provided to distribute only loads noted as.(F) or (B), unless otherwise indicated. �� 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. NO 22$$9' •� II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 * * 4) Provide adequate drainage to prevent water ponding. = 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) • This has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 truss a of on chord all areas where a rectangle wide' fit between bottom BCDL= IO.Opsf. i �% • >L Z will the chord and any other members, with OF i 0 •'. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2440 lb uplift at joint 7 and 643 lb uplift �jiT '• Q;. at joint 2. • Q R , 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Use USP GT3T4BH (With 4-l' bolts into Girder & 12-16d nails into Truss) or equivalent at 19-10-4 from the left end to connect ���� S/ON O� A1-���`�� k-S16 �I truss(es) to front face of bottom chard. � � 110, 10) Use Simpson Strong -Tie HUS26 (14-16d Girder, 6-16d Truss) or equivalent at 21-7-4 from the left end to connect truss(es) to front face of bottom chord. Walter P. Ron PE No.22839 11) Fill all nail holes where hanger is in contact with lumber. MlTek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa R.33610 LOAD CASE(S) Standard Dater March 19,2019 Job Truss Truss Type Ory Ply 506583-Luna T16561172 506583 B16 Half Hip Girder 1 4 Job Reference factional) Tibbeffs Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:47 2019 Page 2 I D:ggswODfBBnyl5MHut2Agolzc33u-B4jn85mREtPIDIcTSMDFTCYG471 JOAAvrwjsnMSzZNCM LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 ' Uniform Loads (plf) Vert: 1-4=-90, 4-6---90, 2-7=-20 Concentrated Loads (Ib) Vert: 8=-11077(F) 15=-2828(F) ,&WARNING-VsdIydesf9np MM0lemenCREADNOTES ON TNISANDWCLUDEDMrtEKREFEBANCEPAGEMR7Ml V. 161032015BEFOBE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is far an Individual building component, not ��' a hues system. Before use, the building designer must verity the oppllcabJity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is alwaysrequired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fobdcatbn. storage, delivery, erection and bracing of trusses and buss systems, seeANSMII Quality Criteria. D3349 and BCSI Building Component Safety In/oonallonavolloble from Truss Plate Institute, 218 N. We Sheet Suite 312 Alexandria, 22314. 6904 Parke East Blvd. Tampa, FL 33610 VA Job Truss Truss Type Oty Ply 506583-Luna T76561173 506583 C1 Hip Girder 1 1 Job Reference (optional) rbbetts Lumber Company, Palm Bay, FL-32905. 8.240 s Dec 6 2018 MTek Industries, Inc. Tue Mar 19 12:22:48 2019 I Special Special Sx6 = Sx6 = 3A-0 5.3.0 3.0-0 1 2.30 30.0 Scale = 1:23.5 19 Plate Offsets (X,Y)-- f3:0-3-0,0-1-121 f4:0-3-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.46 Vert(LL) 0.01 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Vert(CT) -0.01 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=566/0-3-6, 5=566/0-0-8 Max Holz 2=-78(LC 6) Max Uplift 2=-399(LC 8), 5=-099(LC 8) Max Grav 2=639(LC 39), 5=676(LC 37) FORCES. (lb) -Max. CcmpJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-647/417, 3-4=-493/374, 4-5=-640/430 BOT CHORD 2-8=-302/544, 7-8=293/530, 5-7=-313/545 Structural wood sheathing directly applied or 6-0-0 on puffins, except 2-0-0 oc pudins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24111; eave=4ft; Cat. II; Fxpr B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate fill DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 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 3991b uplift at joint 2 and 3991b uplift at joint 5. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 132 lb up at 3-0-0, and 170 Ito down and 132 lb up at 5-3-0 on top chord, and 170 Ib down and 231 lb up at 3-0-0, and 170 Ito down and 231 lb up at 5-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the tmss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIQ Vert: 1-3=-90, 3A= 90, 4-6=-90, 9-12=-20 Concentrated Loads (Its) Vert: 4=-6(F) 8=80(F) 7=80(F) 3=-6(F) ,`�P�JeR P. No 22839 TE OF 00 .I"�s,0 N A �%%%'% Walter P. Rnn PE No.22839 MITak USA, Inc. R. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 Q WARNING-VeNfydesl9n peremetereend HEAD NOTES ON TNISANDMCLUDED MNEKREPERANCEPAGEM6747aenv. le,DYIOfSSEFORE USE Design valid for use only with Mnek® connectors. AB design Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building designer must verity the applaotrilty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent brocing Is always required for stobfiIty and to prevent collapse with possible personal Injury antl properly damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems, seeANSVIPII Quality Creeps. DSB49 and BCSI Balding Component Sebly Nforma6orrncllcble from Truss Plate In4ltute, 218 N. Lee Street Suite 312 Alexandria, VA 92314. MOW 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply 506583-1-una T16561174 506583 C2 Common 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:00 2019 Page 1 ' ID:ggsw00f8Bny15MHut2Agolzc33o-Ja?itYwbAt4MpczycS WDHILGGrdE?mvEV_KCTZNC9 -1-11.8 4-2-0 8-4-0 10-3.8 1-11-B 4.2-0 4-2-0 I 1-11.8 44 = 3x4 i 3x4 LOADING (PSO SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud TCLL 30.0 Plate Grip DOL.1.33 TC 0.24 Ved(LL) -0.01 4-6 >999 360 TCOL 15.0 Lumber DOL 1.33 BC 0.23 Vert(CT) -0.02 4-6 >999 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.04 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.02 4-10 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=44510-3-8.3=445/0-3-8 Max Horz 1=-62(LC 10) ,Max Uplift 1=-171(LC 12), 3=-171(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-566/551, 2-3=-566/551 BOTCHORD 1-0=-399/420,3-4_399/420 WEBS 2-4=-336/190 Scale = 1:20.0 PLATES GRIP MT20 244/190 Weight: 30 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-0-4 DO bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat. U; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Intedar(1) 3-1-12 to 4-2-0. Exterior(2) 4-2-0 to 7-2-0, Interior(1) 7-2-0 to 8-2-4 zone; cantilever left and right exposed ; porch left 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 for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 1 and 171 Ib uplift at joint 3. r O��P•'GENS. No 22839 s9 OF 1[I Walter P, Rnn PE No22839 MiTek USA. Inc. FL Dart 6634 6904 Padre East Blvd. Tampa FL 33610 new. March 19,2019 Q WARNING-VeWdeLgnperemefemand READNOTES ON TNISAND INCLUDED MRENREFERANCEPAGEMD747arex. 1am3Rp15 BEFORE USE Design valid for use only with Mnek0connectors. This design 8 based orry upon parameters shown, and B far on Individual braiding component, not a truss system. Before use, the building designer must verify the applicablllty, of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent buckling ofIndividual tmssweband/or chord members only. Additional temporary and permanent bracing u always reaulred for stability and to prevent collapse with possible personol "ury and properly damage. For general guidance regardIng the fabrication, storage, delivery, erection antl bracing of trusses and truss systems seeANSVIPII CGaBIy Criteria. P9849 antl SCSI Building Component Safety tifmmatbstwalloble from Truss Rate Institute. 218 N. Lee Street Suite 312. Aleeondda, VA 22314. MiTek' 6904 P.*e East Bl rd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-1una T76561175 506583 C3 Common 1 1 Jab Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905. 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 1912:23:01 2019 Page 1 ID:ggsw00fBBnyl5MHut2Agolzc33u-nnZ44uxDxBCDOmY8A9VlmVrW LgCwRhWuF%se:ZNCB 3-10.8 7.9-0 3-10.8 3-10.8 4x4 = 2x4 = 2x4 ]g Scale = 1:19.1 LOADING (psQ TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2017rrP12014 CSI. TO 0.22 BC 0.18 WB 0.04 Matrix -MS DEFL in Ven(LL) -0.01 Vert(CT) -0.02 Horz(CT) -0.00 Wind(LL) 0.02 (loc) Udell LJd 4-7 >999 360 4-7 >999 240 3 n/a We 4-7 >999 240 PLATES GRIP MT20 244/190 Weight: 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-5 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=426/Mechanical, 3=426/Mechanical Max Hoa 3=59(LC 10) Max Uplift 1=-163(LC 12), 3=-163(LC 12) FORCES. (lb) -Max Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-529/516, 2-3=-529/516 BOTCHORD 1-4=-369/384, 3-4=-369/384 WEBS 2-4=-311/174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directorial) and C-C Extedor(2) 0-M to 3-0-0, Interior(1) 3-" to 3-10-8. Exterior(2) 3-10-8 to 6-10-8, Interior(1) 6-10-8 to 7-9-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163lb uplift at joint 1 and 163 Ib uplift at joint 3. ..iG E N & AZI ` No 22839 r � � O�//TC f1C • L// � 69D4 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 O WAMNG-Verily OeslgnpmemeMmmd RB DNOMS ON TN/SANONCLUDEDMff xBEFEBANCEPAGEM674xamv. 14W2015BEFOBE USE Design valld for use only with MBek® connectors. this design Is based only upon parameters shown, and is for an In lMduol building component, not a truss system. Before use. Me building designer must verity Me oppllcabllity of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing Is always required for Mobility 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 truss systems. seeANSIMIJ Quality CMrrdo. VS549 and BCSI Building Component Safety Infermallo wallable from Truss Rote InsBNte. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. MiTek' e904 Parke East DWI. Tampa. FL 33610 Job Tnu8 Truss Type OtY Ply 506583-Luna T16561176 506583 CIS Common 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:01 2019 Page 1 ' ID:ggsw00f8Bnyl5MHu12Agolzc33unnZ44uxDxBCDOmY8A9VImVrWLgCwRhlv8uFxsezzNCB N3-10-8 7.9-0 a-B I 3-10-B 4x4 = 4 2.4 II 2x4 = 1i 2x4 = Scale=1:19.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.22 Ve I(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.04 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.02 4-7 >999 240 Weight: 291b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=426/Mechanical, 3=426/Mechanical Max Ho¢ 1=59(LC 11) Max Uplift 1=-163(LC 12), 3=-163(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 529/516, 2-3=-529/516 BOT CHORD 1-4=-369/384, 3-4=.969/384 WEBS 2-4=311/174 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 9-5-5 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=6.Gpsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-10-8, Extedor(2) 3-10-8 to 6-10-8, Intehor(1) 6-10-8 to 7-9-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 1 and 163 lb uplift at joint 3. No 22839 6904 Parke East Blvd. Tampa R. 33610 Date: March 19,2019 QWARNING-wfflydes/g.,eaM.efereend HEAD NOTES ON TNLS AND INCLUDEDMITEKHEFERANCE PAGE MII-T4Mmy. 10A0.a2D1S BEFORE USE Design valid for use only win MOekO connectors. This design i; based only upon parameters shown, and Is for an IndNldual building component, not a muss system, Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of Individual muss web and/or chord members only. Additional temporary and permanent bracing h always requlredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fcbricatlorl storage, delivery. erection and bracing of trusses and tms systems seeANSU1P11 CuM1y Criteria. DS549 and SCSI building Component Safety Infomtotionavallable from Truss Plate Ins1IMe, 218 N. Lee Sheet, Suite 31Z Alexandria, VA 22314, ��- MiTek' 69M Parke East Bit Tampa, FL 33610 Job Truss Truss Type cry Ply 506563-1-una T76561177 506583 C5 Half Hip Girder 2 1 Jab Reference (optional) I IDDORS Lumber Uompany, Farm bay, FL-329U5, 8.240 S Dec 6 2016 MiTek Industries, Inc. Tue Mar 19 12:23:02 2019 5x6 = Special NAILED 2x4 II Scale = 1:29.3 Plate ONsets_(XY)— f3:0-4-00-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.96 Vert(LL) -0.07 6-9 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(CT) -0.15 6-9 >855 240 BCLL 0.0 Rep Stress lncr NO WB 0.70 Horz(CT) 0.02 5 rda rJa BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.11 6-9 >999 240 Weight: 57 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 2-0-0 oc puffins (6-" max.): 3-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=1081/0-7-10, 5=1202IMechanical Max Hom 2=216(LC 8) Max Uplift 2=-359(LC 8), 5=-360(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1I87/249, 4-5_ 258/90 BOTCHORD 2-6=-271/894, 5-6=-268/872 WEBS 3-6=-93/655,3-5=-1252/388 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 adequate3) Provide prevent This rbottom I truss has been designed for 10.0 Pat 4) chord live load nonconcurrent with any other live loads. ' `%%" XIER 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 fit between bottom �� `p.�........ •gip E •• % ��� will the chord and any other members. ,�� V . F•••. ' 6) Refer to girder(s) for truss to truss connections. �� V 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3591b uplift at joint 2 and 3601b uplift at No 22$39 •�. joint 5. 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. = * �• * S 9) "NAILED" indicates 3-1 Od Nails (0.148' x 3') toe -nails per NDS guidelines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 325lb down and 256 It, up at 7-0-0 on top chord, and 481 lb down and 67 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is i 9 •. A F the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted a3 front (F) or back (B). i0 : ��,j;kN• O•P O R X�\�,,� LOAD CASE(S) Standard NA ���SS��� 1)Dead+Rot Live Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo - Vert: 1-3=-90, 3-4=-90, 5-7=-20 Walter P. Finn PE No MI) Concentrated Loads (lb) MiTek USA, Inc. FL Cad 6634 Vert: 6=-404(F) 3=-254(F) 10= 169(F) 11= 74(F) 6904 Parke East Blvd. Tampa R. 33610 Date: March 19,2019 Q WARNING -VerKy Ees/ynperometenenEREAD NOTES ON THISAND/NOLUDED M?EKNEFERANDEPAGEM674TJre¢ 1Q=0156EFORE USE Design valid for use only with Mnek®connectors. this design is based only upon parameters show antl Is for on Indivlducl bulding component, not a truss system. Before use, the building designer must verify me applicabllity, of design parameters and properly incorporate MB design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members oNy. Additional temporary and permanent bracing /.p MOW Is always required for stablllly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracng of busses and hum systems, seeANSVIPII Quar Criteria. DSB49 and SCSI building Component Safety Infannaf orxrvaiiobie from Truss Plate IrutrMe. 218 N. We Sheet, Suite 312, Alexandria, VA 22314, Sees Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type Oty Ply 506583-Luna T76551178 506583 C6 Monopitch Girder 2 1 Job Reference (optional) Ibbens Lumber company, Palm bay. hL-32905, 8.240 s Dec 6 2018 MITek Industries, Inc. Tue Mar 19 12:23:03 2019 JL21DIF-TZ 7.0.11- 7.0-01 Scale a 1:34.3 Plate Offsets KY)— f2:0-2-40-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in floc) VdeB Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.46 Vert(LL) 0.07 7-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 'BC 0.40 Vert(CT) -0.10 7-10 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(CT) 0.01 6 Wa n/a BCDL 10.0 Code FBC2017/TP12014 Matti Weight: 60 Its FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 5-6: 2x6 SP No.2 REACTIONS. (lb/size) 2=862/0-7-10, 6=1432/0-7-10 Max Holz 2=245(LC 8) Max Uplift 2=-293(LC 8), 6=-503(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-930/182, 3-4=-625/126 BOTCHORD 2-7=-294/757, 8-7=-1671464 WEBS 4-7=-467/1374, 4-6= 1467/530, 3-7=-326/141 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsh h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pat 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 293111 uplift at joint 2 and 5031b uplift at joint 6. 5) Use USP JL2101F-TZ (With 11-10d HDG nails into Girder & 6-10d x 1-1/2 HDG nails into Truss) or equivalent at 7-0-12 from the left end to connect tmss(es) to front face of bottom chord. 6) Fill all nail holes where hanger is in contact with lumber. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (9). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIQ Vert: 1-5=-90, 6-8=-20 Concentrated Loads (lb) Vert: 7=-1182(F) ISR'P No 22839 *: :Ty 0 A FOR 10 Walter P. Finn PE No.22839 MiTek USA. Inc. FLOW 6634' 6904 Parke East Bind. Tampa FL 33610 Date: March 19,2019 QWARNING- VedlydeslSOparametersaAd READNOTES ON T ANDWCLUDEDMIlEKREFERANCEPAGEM674MMre.. 1G=f?015BEF0REUSE. Design valid for use only with M6ek0connectors. ibis design Is based only upon parameters shown, and b for an Indly dud building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buidding of Individual buss web and/or chord members only. Additional temporary and permanent bracing M)Tek- 13always required for stability and to prevent collapse with poseble personal injury and property damage. For general guidance regarding the fabrication, stomps. delivery. erecflon and bracing of trusses and buss systems, seeANSVWII Quallty Cdfedo, DS849 and BCSI Building Component 69M Parke East Bind. Safely Informatbtxsvalloble from Truss Plate Institute, 218 N. Lee street Suite 312, Mexondila, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5065B3-Luna T76561179 506583 C7 Monopiich Giber 2 2 Job Reference (optional) IpbenS Lumber Uompany, FILM bay, VL-329U5, 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 1912:23:04 2019 Page 1 ID:ggswOCf8Bnyl5MHut2Agolzc33uBMFCivz5E6aoHDGjrH3SO7Txqt9ue00LqsTBTzzZNC5 -2-0-0 3-0-3 5-fi-14 B-1-8 12-0-0 1 2-0-0 1 3-0-3 1 2-fi-10 1 2-fi-10 1 TO Special 2x4 II MP3 6 13 Special Specia 3x6 i 7.00F12 Special 3x6 G Special 34 i 3 Special Special 2 Special 14 10 9 3x8 G 2x4 )I 3x4 - HUS26.2 3-0.3 5-6-14 8.0.0 &1 B -72-0.0 3-0-3 2-6-10 2.5-2 0-1 3-1ILB Scale=1:45.7 Plate Ottsets(X,Y)-- f2:0-2-30-1-81 LOADING (pso SPACING- 2-" cSl. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.52 Vert(LL) -0.01 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(CT) -0.02 10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(CT) 0.01 8 rJa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.01 10 >999 240 Weight: 186 lb FT=20% LUMBER - TOP CHORD 2x4 SP SS BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 cc bracing: 7-8. REACTIONS. All bearings 4-0-0 except (jt=length) 2=0-7-10. (lb) - Max Harz 2=319(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-1071(LC 8), 8=-1094(LC 8), 7=-292(LC 8) Max Grav All reactions 250111 or less atjoint(s) except 2=3071(LC 1), 8=3148(LC 1). 8=3148(LC 1), 7=882(LC 1) FORCES. (Ile) - Max. CompAMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-131/460, 2-3=-2406/645, 3.4=-1268/331, 4-5=-226/420, 5-6=-542/377, 6-7=-949/301 BOT CHORD 2-10=-709/1875, 9-10=-709/1875, 8-9=-376/845 WEBS 3-10=-202/271,3-9=-1243/401,4-9=-271/698,4-8=-1424/571, 5-8=-1880/637 NOTES- 1) 2-plytruss to be connected together with 10d (0.131'x9°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-8-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=.45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and Tight exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) 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 ANSVTPI 1. 5) Gable studs spaced at 2-0-0 cc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1071 Ib uplift at joint 2, 1094111 uplift at joint 8 and 292 lb uplift at joint 7. 9) Use Simpson Strong -Tie HUS26-2 (4-1 DO Girder, 4-1 Did Truss, Single Ply Girder) or equivalent at 2-1-8 from the left end to connect truss(es) to back face of bottom chord. 10) Use USP MP3 (Girder. 1 Od) or equivalent at 11-0-12 from the left end to connect tmss(es) to back face of top chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Special hanger(s) or other connection device(s) shall be provided starting at-2-0-14 from the left end to 11-10-4 sufficient to connect truss(es) to front face of top chord. The designtselection of such special connection device(s) is the responsibility of others. No 22839 ATE: :1t� Ir • O R 1 Walter P. Finn PE No.22839 MITek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 new. March 19,2019 LUAU LAblttb) an ar Q WARNING -Verity designparsmeterseed READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MU7473rex. 104 2015 BEFORE USE. Design valid for use oNy with MBek® connectors. this design Is based only upon parameters shown, and Is for an Individual belong component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bulmingdesign. Brocing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobtication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPI1 QualMMyy Cdhdo, DSB419 and BCM Balding Compen,nt Infoanptbrpvallable ham Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandria. s9M Parke East Blvd.Sahly Tampa, FL 33610 VA 22314. Job Tmss Truss Type 506583 C7 Monopitch Girder �Yply�5065,83-LumaT76561179 l Tibbeas Lumber Company, Palm Bay, FL - 32905, 8.240 s Dee 6 2018 MiTek Industries, Inc. Tue Mar 1912:23:04 2019 Page 2 ID:ggsw00f8Bny15MHu12AgoW3u-BMFCiv 5E6aoHDGjrH3SO7TxZ9oe00LgsTBTzrZNC5 LOAD CASE(S) Standard .) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=-440(F=-350), 2-7=-20 Concentrated Loads (lb) Vert: 13=-346(B) 14=-390(B) QWARNING- Vedlydesignparzmefersand REA9N07E5 ON 1NISANONCLUOEOMITEKREFERANCEPAGEM&7G .v. 1gM.Y2015BEFORE USE. Design valid for use only with Menem connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��• a truss system. Before use, the building designer must verity iha applicability of design parameters and properly incorporate this design Into the overall bulldIngdesign. BrocingIndicated IStoprevent bucNingofIndividual cussweb and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For genera; guidance regarding the fabrication. Storage, calvary, erection and bracing of heal and truss systems, seeANS"Il Quality Criteria. OSS49 and SCSI Building Component Safety Informa6pnovalloble from Truss Rote Institute. 218 N. Lee Street Suite 312, 69M Parke East BNd. Tampa, FL 33610 Alexantlrla, VA 22314. Job Truss Truss Type City Ply 506583-Luna T76561180 506583 CB Hip 1 1 Job Reference (optional) fibbebs Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:05 2019 Page 1 ID;ggsw00f8Bny15MHut2Agolzc33u-fYpawF_k?PIfvNNP?ahwKO2xHMKNGRV3W Dk?OzZNC4 -2,1-0 7-4.1 14-2-8 19-1-4 24-0.0 5-1- 31.4-15 37-B-fi 39.4.0 2-0.0 7-41 6-70-7 4-10-12 4-10.12 -1- fi-3-7 6-3-7 1-7-10 a o' Sx6 = 7.Do F12 2x4 II 3x4 = Sx8 = 6x8 = 4a4 = 5x6 =3x6 G 3x6 = 5.6 _ 4xe = 6x8 MT20HS = 3.50 12 77411 I 614.2.8] 24-0.0 1�-i 36]-38-6 -410 170r -19.9.8 2O4 15 19 Scale =1:72J Plate Oftsets(X,Y)-- f2:0-3-3,0-1-8Lf3:03-O,Edgel.r4:0-3-00-1-121 P:0-6-00-2-41 f10:0-0-12Edge1 f14:0-5-80-2-121 rl6:0-3-00-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.82 Vert(LL) -0.41 14-15 >700 360 MT20 244/190 TCDL 15.0 Lumber COL 1.33 BC 0.98 Vert(CT) -0.67 14-15 >433 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(L-) -0.10 16-22 >999 240 Weight: 247 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOTCHORD WEBS REACTIONS. (lb/size) 10=319/0-7-10, 2=1180/0-7-10, 14=301410-7-10 Max Horz 2=250(LC 11) Max Uplift 10=-170(LC 12), 2=-197(LC 12), 14=-756(LC 12) Max Grav 10=402(LC 22), 2=1285(LC 21), 14=3014(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1590/184, 3A--826/85, 4-5=-562/155, 5-6=-326/928, 6-7=.329/932, 7-8=-372/1059,8-9=-174/368, 9-10=-1002/927 BOT CHORD 2-16= 41/1274, 15-16=-42/1272, 14-15=-365/446, 13-14=-913/671, 12-13=-262173, 11-12=-676/843, 10-11=-769/888 WEBS 3-16=0/268,3-15=-899/373, 5-15= 348/1027, 5-14=-1545/596, 6-14=-339/176, 7-13=-476/254,8-13=-8561765, 8-12=-396/358, 9-12=304/755, 9-11=-319/242, 7-14=-967/825 Structural wood sheathing directly applied or 3-9-12 oc puffins, except 2-0-0 oc puffins (6-0-0 max.): 4-7. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-15, 5-14, 6-14, 7-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp B; Encl., GCpt=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-14 to 1-10-5, Interior(1) 1-10-5 to 14-2-8, Exteffor(2) 14-2-8 to 19-9-4, Interior(1) 19-9-4 to 25-1-8, Exlerior(2) 25-1-8 to 30-8-4, Intedor(1) 30-8-4 to 39-4-0 zone; cantilever left and fight exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcument 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-M wide Will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 170 lb uplift at joint 10, 197 lb uplift at joint 2 and 756 lb uplift at joint 14. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. %%J1111111/1j/, ♦J�%P��CER•P. ♦♦ G E N ' No 22830 ON a �♦ #lFilm it" Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 QWARNING-VeIWdeslgn1..fenend READ NOTES ON TNISAND INCLUDED em EKREFERANCEPAGEM6147arev. lotew(fSBEFORE USE Deson vol d for use only with MBelss9 connectors. This design Is based only upon parameters shown and b for on Individual building component, not a truss system. Before use, the building designer must vedN the applicability of design parameters and properly Incorporate this design Into the overall bulltling design Brocing Indicated is to prevent buckling of lndivldual buss web and/or chord members only.. Additional temporary and permanent bracing Is always required for statinty and to prevent collapse Wth possIble personcl hJury and property damage. For general guidance regarding me fobticatlon storage, delivery, erection and bracing of trusses and trim systems, seeANSVrpll Quality C1Boria, DSB49 and BCSI Buldhp Component Safety Informationavollable from Tans Plate Instilute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. �1- MiTek* 6904 Parke East Blvd. Tamp., FL 33610 Job Tres Truss Type city Ply 506583-Luna T16561181 506583 C9 Hip 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, _ _ _ 8.240 a Dec 6 2016 MiTek Industries, Inc. Tuss Mar 19 12:23:06 2019 Scale = 1:73.4 6.8 MT20HS = 6x8 MT20HS = 0 2 an 6 6 7.00 12 3.6 N 3x4 iZ3114 7 427 3x6 5x6 iB 24 3 5.6 N 9 23 28 2 1 13 12 101119 1. 16 29 30 15 5,x12 = 5x12 = 3x6 = 5x6 = 4x8 = 6xB MT20HS � 3x6 3.50 Fl2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.99 Ven(LL) 0.39 12-13 >474 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.71 Vert(CT) -OA3 12-13 >425 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.04 10 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 243111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc puffins, BOT CHORD 2x4 SP No.2 except WEBS 2x4 SP No.2 2-0-0 oc puffins (2-2-0 max): 5-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-15, 5-15, 6-15, 6-14 REACTIONS. (lb/size) 2=1222/0-7-10, 14=2892/0-7-10, 10=585/0-7-10 Max Horz 2=-302(LC 10) Max Uplift 2=-213(LC 12), 14=-707(LC 12). 10=-302(LC 12) Max Gray, 2=1342(LC 21), 14=2892(LC 1), 10=643(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1750/219, 3-4=-1449/206, 4-5= 667/109, 5-6=-475/160, 6-7=-373/991, 7-8= 230/715, 8-9=-B41/896, 9-10=-833/777 BOT CHORD 2-16=-42/1529, 15-16=0/1028, 14-15=-717/713, 13-14=-680/617, 12-13=-259/346 10-12=-534/671 WEBS 3-16=479/238, 4-16=-103/606,4-15=-805/353, 5-15=-388/246, 6-15_ 516/1423, 6-14=-2111/842, 7-14- 622/643,7-13=486/375,8-13=-561/432,8-12=-1009/881, 9-12=266/183 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=1511; B=45ft; L=39ft; eave=5ft; Cat. II; Exp. B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte kir(2)-2-0-14 to 1-10-5, Interior(1) 1-10-5 to 16-2-8. Exterior(2) 16-2-8 to 21-94, Intedor(1) 21-94 to 23-1-8, Extedor(2) 23-1-8 to 28-84. Interior(1) 28-84 to 414-14 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss 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. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 2131b uplift at joint 2, 707 lb uplift at joint 14 and 302 Ib uplift at joint 10. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. rE N No 2283nll Walter P. Finn PE No22839 Mffek USA. Inc. FL Cert r1634 6904Parke East Bind. Tampa FL 33610 Date: March 19,2019 AWARNING -Vedrydesignperemeferaend READ NOTES ONTHIS AND INCLUDED MIfEKREFERANOEPACE Mp7MroerNAYLDISDEFOREUSE Design valid for use only with MgekO connectors. This design Is based only upon parameters shown, and Is for on IndNlduol bullding component, not a muss system. Before use, me building designer must verity the applicability of design parameters and proP8dV Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual huss web and/or chord members only. AddlHanoi temporary and permanent bracing is always required for stabilily and to prevent collapse with possible personal injury and property damage. For general gu clone regarding me fabrication, storage, delivery, erection and bracing of M=9s and muss systems, seeANSVrNI QuNMy Criteria. OS1449 and 001 Building Component Safety Informatbrpvailoble from Truss Rate Mori 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply 506583-1una T16561182 506583 C10 Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:22:49 2019 Page 1 ID:ggsw00feBnyl5MHut2Agolzc33u-7TrXZnohmVhw_wdgTelxHzLHfgwVe6FBN 1 LURLzZNCK 2-0-0 7-7-11 2-0-0 7-7-11 14792 419-180-04 424 -2-10-4 I 4.5-12 4.8.6 I -4.0 5740 2 TOP CHORD UNDER PIGGYBACKS Scale =1:73.4 TO BE LATERALLY BRACED BY sx6 - PURLINS AT 2-0-0 OC. MAX. The 3x4 = 5" = TYPICAL. oil 31 _ 5x8 = 4x8 6x8 MT20HS al 3.50 r12 149-12 23.8-3 0 259.00.0 I., 1 -4-00I 3308.10-] 5-7-1 Plate Offsets (X,Y)-- [2:0-3-3.0-1-8I r3:0-3-O Edgel [4:0-3-00-1-121 [6:0-3-0 0-1-121 [8:0-3-0 0-3-01 [9:0-0-12 Edge1 113:0-4-0 0-2-131 115:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Ven(LL) -0.37 13-14 >782 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.92 Ver(CT) -0.58 13-14 >495 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 HOrz(CT) 0.03 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matil Wind(LL) 0.1411-21 >999 240 Weight: 2301to FT=20% - LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.2 BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. (lb/size) 2=1236/0-7-10, 9=606/0-7-10, 13=2857/0-7-10 Max Hoa 2=-280(LC 10) Max Uplift 2=-236(LC 12). 9=-338(LC 12), 13= 648(LC 12) Max Grav 2=1346(LC 21), 9=657(LC 22), 13=2857(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1694/264, 3-4=-888/151, 4-5=-607/222, 5-0=-194/759, 6-7=-294/923, 7-8=0/476, 8-9=-666/880 BOTCHORD 2-15=-32/1356, 14-15=-33/1354, 13-14=-295/458, 12-13=-447/327, 11-12=-414/440, 9-11=-577/503 WEBS 3-15=0/291, 3-14=-942/388, 5-14=-305/1018, 5-13=-1513/564, 6-13=-810/341, 7-13=-643f776,7-12- 599/318,8-12=-720/814,8-11=-493(276 Structural wood sheathing directly applied or 2-2-0 oc purfins, except 2-0-0 oc pudins (6-0-0 max.): 4-6. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 3-14, 4-14, 5-13, 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 3=45ft; L=39ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-2-0-14 to 1-10-5, Interior(1) 1-10-5 to 14-9-12, Exterior(2) 14-9-12 to 20-4-8, Interior(1) 20-4-8 to 24-6-4, Extedor(2) 24-6-4 to 30-1-0. Interior(1) 30-1-0 to 41-4-14 zone; cantilever left and right exposed ; porch right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.fi0 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • 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= 10.0psf. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 2361to uplift at joint 2, 338 lb uplift at joint 9 and 648 lb uplift at joint 13. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ♦J .....P F. 10ii 4 ♦ . `,�♦ E NSF No 22839 i :Jr. OF ♦♦♦ p�..1'r ON A11 E'P♦♦ Walter P. Rnn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Taints FL 33610 Data. March 19,2019 O WARNING. Ved/y0es/gnparamefem end READ NOTES ON THISAND INCLUDED M4EKREFERANCEPAGEMIF74]arev. 1W1%Vzsl59EFORE1nSE. Design volltl for use onlywith Mneir® connectors. The design is hosed only upon porameterssnown, and Is for on Individual buitling component, not a truss system. Before use, ire building designer musfverlty ttre cppllcablinyof tlesign parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual cuss web and/or chord members any. Additional temporary and permanent brocing Welk' Is always requVed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracingof trusses and husssystems. seeµSVTPiI QualMMyy Criteria. DS6d9 and BCSI Balding Component mt Safib, Infoatb or,crobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. 69M Parke East Bvtl. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T76561783 SOfi583 Off Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:50 2019 Scale = 1:73.4 7.00 fie Sx6 3x4 = 5x6 = DT1 3z6 = 5z6 = 3.8 = 6z3x6 8 A4T20H6 % 3.50 12 7-7-11 14-9-12 23.8.3 24 -0 31-0-0 3 -B 6 39- -0 ]-2-2 8-10-] 0.- 3 7-0.0 -8- 7-7-10 Plate Offsets (X Y)— [2:0-3-3 0-1-81 [3:0-3-0Edgel [4:0-3-0 0-1-121 [6�0-3-00-1-12] [8:0-3-0 0-3-4] f9'0-14 0-0-81 [13:0-4-0 0-2-13] [15:0-3-0 0-3-01 LOADING (psf) SPACING- 2-M Cat. - DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.91 Vert(LL) -0.38 13-14 >763 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.5913-14 >491 240 MT20HS 187/143 BCLL 0.0 Rep Stress that YES W B 0.64 Horz(CT) 0.04 13 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.4411-21 >418 240 Weight: 223 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD 3-4,6-8: 2x4 SP SS BOT CHORD 2x4 SP No.2 `Except' BOT CHORD 9-11: 2x4 SP SS WEBS WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1265/0-7-10,9=652/0-7-10, 13=2783/0-7-10 Max Horz 2= 280(LC 10) Max Uplift.2=-254(LC 12), 9=-367(LC 12), 13=-601(LC 12) Max Grav 2=1367(LC 21), 9=696(LC 22), 13=2783(LC 1) FORCES. (lb) -Max CompJMax. Ten. -A[] forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1735/284, 3-4=-928/176, 4-5=-642/236, 5-6=-162/678, 6-7=-270/847, 7-8=-175/687, 8-9=-552/868 BOT CHORD 2-15=-49/1383, 14-15=-50/1381, 13-14=-223/433, 12-13=-541/379, 11-12=-361/331, 9-11=-515/376 WEBS 3-15=0/292, 3-14=.943/392, 5-14=-281/996, 5-13=-1476/546, 6-13=603/329, 7-13= 1085/1497,7-12=673/251, 6-11=-047/173 Structural wood sheathing directly applied or 2-2-0 oc pudins, except 2-0-0 oc pudins (6-0-0 max): 46. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 3-14, 4-14, 5-13, 6-13, 7-13 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=15ft; B=45ft; L=391t; eave=51p Cat. II; E1pr B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-14 to 1-10-5, Interior(1) 1-10-5 to 14-9-12, Extedor(2) 14-9-12 to 20-4-8, Interior(l) 20-4-8 to 24-64, Extedor(2) 2464 to 30-1-0, Interior(1) 30-1-0 to 414714 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MIWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearing at joints) 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 Ito uplift at joint 2, 367 lb uplift at joint 9 and 601 lb uplift at joint 13. 9) Graphical puffin representation does not depict the size or the orientation of the pufin along the top and/or bottom chord. No 22839 A ice• �' ����. ,QNA I.��,p Wafter P, Flnn PE No22839 MiTek USA, Inc. R. Cert 6fi34 6904 Parke Fast BMd. Tampa FL 33610 Date: March 19,2019 Q WARNPIG-Veraydes/gnpammefersaridl NOTES ON MMANDINCLUDEDMI KREFERANCEPAGEM67Ma I. 11=20159EFOREUSE Design valid for use only with MOeKs connectors. This design Is based only upon parameters shown, and Is for an mcilvidual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buofingdeslgn. Bracing lndlcafed a to prevent sucking of individual muss web and/or chord members only. Additonal temporary and permanent bracing Is always required for stabillty and to prevent collapse with possl6le personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and fruss systems, seeANSUIPII Quality CMerb, DSS419 and BCSI Buldhp Component Safety Informatbnovoiloble from Two Plate Institute, 218 N. Lee Sheet, Suite 312, Nexcr io, VA 22314. M]Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply 506583-LunaT76561184 T7C 506583 C12 Piggyback Base 1 Job Reference (optional) Means Lumber uompany, Halm bay, rL - Sa9gb, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:22:51 2019 Scale =1:73.4 7 nnF,�- 5x6 = 3x4 = 5x6 = N b N 3.6 = 5x6 = 4A = 6XS MT20HS o 3.50 2 US C 1 14-9-12 24.0.0 31-4-3 39-0-0 -2-2 9-2d - ]-4-3 ]41-13 Plate Offsets (X,Y)-- 12:0-3-3,0-1-81 13:0-3-0Edgel 14:0-3-0 0-1-121 r6:0-4-0 0-2-01 17:0-4-0 0-3-41 [8:0-0-12 Edge] f 10:0-3-10 0-2-81 [11:0-0-0 0-2-131 113:0-3-0 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) -0.37 11-12 >774 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(CT) -0.5811-12 >499 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Inor YES WE 0.64 Horz(CT) 0.04 11 n/a We BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.41 10-19 >450 240 Weight: 2201to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 6-7: 2x4 SP SS BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 10-11.8-10: 2x4 SP SS WEBS WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1256/0-7-10, 8=638/0-7-10, 11=2805/0-7-10 Max Hoe 2=-280(LC 10) Max Uplift 2=-250(LC 12), 8=-359(LC 12), l l=-612(LC 12) Max Grant 2=1366(LC 21), 8=682(LC 22), 11=2805(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1734/263, 3-4=.927/167, 4-5=-641/218, 58=196/696, 6-7=-328/887, 7-8=-581/926 BOT CHORD 2-13= 47/1374, 12-13=-48/1372, 11-12= 242/459, 10-11=-751/475, 8-10=-581/418 WEBS 3-13=0/292, 3-12= 941/392,5-12=-298/1004,6-11>1473/549, 6-11=-865/398, 7-11=-1167/1710,7-10_ 1118/446 Structural wood sheathing directly applied or 2-2-0 oc pudins, except 2-0-0 oc pudins (6-0-0 mi 4-6. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 3-12. 4-12, 5-11, 6-11, 7-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=6.Opsk h=15ft; B=45ft; L=39ft, eave=5D; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 1.10.5, Intedor(1) 1-10-5 to 14-9-12, Extedor(2) 14-9-12 to 20-4-8, Intedor(1) 20-4-8 to 24-6-4, Exterior(2) 24-6-4 to 30-1-0, Interhi 30-1-0 to 41-0-14 zone; cantilever left and right exposed; porch right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' 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 BCD L= IO.Opsf. 7) Bearing at joints) 8 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 2, 3591to uplift at joint 8 and 612 lb uplift at joint 11. 9) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. NO 2283am .'�•. .� O�S+',ONA� Walter P. Finn PE No.22839 MiTek USA Inc. FL Cert 6634 6904 Parka East Blvd. Tampa R.33610 Date: March 19,2019 QWMN/NG-Vedty EeslSmparemetenand REAONOTESOMMISMDMCLUOEOMREKREFERANCEPAGEM67QJnV. lQVLT015BEF0REUSE Design valid for use only with Morel& connectors. This design Is based any upon parameters shown, and Is for an Individual butting component, not a truss system. Before use, the building designer must verify the applicoblllty of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible parsond Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPD Quaffy Cli DS5i and BCSI Building Component Safety tnfamratbrWaitabie from Truss Rote Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply 506583-Luna T76561185 506583 C13 Hip i 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 62018 MiTek Inc. Tue Mar 19 12:22:52 2019 Scale = 1:72.2 Sx6 = 3.8 = 3x4 = Sx6 = 6x12 = . 7x8 = 4xB = 2.4 11 axe = 4,02 3.50 F12 LOADING (psq TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TIC0.65 BC 0.90 WB 1.00 Matrix -MS DEFL. in (loc) Vdefl L/d Vert(CL) -0.33 14-15 >999 360 Vent(CT) -0.60 14-15 >781 240 Hom(CT) 0.35 11 n/a n/a Wind(LL) 0.4914-15 >970 240 PLATES GRIP MT20 2441190 Weight: 289 Do FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP SS *Except* TOP CHORD Structural wood sheathing directly applied or 2.4-5 cc puffins, except 4-7: 2x4 SP No.2 - 2-0-0 cc pudins (3-1-13 max.): 4-7. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-3-3 oc bracing. 11-14: 2x6 SP DSS WEBS 1 Row at midpt 5-19, 5-17, 7-16, 8-16 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=2350/0-7-10, 11=2350/0-7-10 Max Horz 2=-253(LC 10) Max Uplift 2=-899(LC 12), 11=-924(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250.(Ile) or less except when shown.. TOP CHORD 2-3= 3853/3146, 3-4=-1093/2645, 4-5=-2509/2339, 5-6=-2688/2691, 6-7=-2729/2786, 7-8=3261/3226, 8-9=-4129/4031, 9-10=-6376/6099, 10-11= 6397/6426 BOT CHORD 2-21=-2517/3266, 20-21=-2521/3268, 19-20=-2521/3268, 18-19_ 2257/2855, 17-18=-2257/2855,16-17— 2303/2806,15-16=-3156/3650,14-15=-4863/5484, 13-14=-5477/5705,11-13=-5514/5608 WEBS 3-20=-329/322, 3-19=-866f760,4-19=-1091/1002,5-19=-737/633, 5-18=-236/303, 5-17=-441/107,6-17=-5591453,6-16=-324/208,7-16=-1529/1461, 8-16=-1870/1932, 8-15=2053/1927,9-15=-2993/2907,9-14=-3259/3257,10-14_ 233/359,10-13=-274/69 \\%/III I I Il� NOTES- \\ P F141 ��#e 1) Unbalanced roof live loads have been considered for this design. `\\\\``Qv .... \� V �G E N S � .•� F 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.0psf; h=15N; B=45I ; L=39ff; eave=5ft; Cat. �� V % 11; Exp B;.Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-14 to 1-10-5, Intedor(1) 1-10-5 to 13-0-0, Exterior(2) NO 22839- i •,• 13-0-0 to 18-8-0, Interior(1) 18-8-0 to 26-4-0, Exterior(2) 26-4-0to 31-10-12, Intedor(1) 31-10-12 to 41-4-14 zone; cantilever left and * * L right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water bonding. — ` 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i •,TE OF 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 fit).•• A P will fit between the bottom chord and any other members, with BCDL= 10.Opsf. I� ( Q••: �j;6 1 • R V 6) Bearing atjoint(s) 2, 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify .,0 , `' \\ �ij capacity of bearing surface. tS/ �\ \\\ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 899lb uplift at joint 2 and 924lb uplift at �igl�Nll I II0,"%\\ , joint 11. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Walter P. Finn PE No.22839 MITek UK Inc. R. cent 6634 6904 Parke East Blvd. Tampa EL 33610 Date: March 19,2019 Q WARPING-Verllydeslgn Psmarstersend READ NOTES ON IRIS AND INCLUDEDNREKREFERANCEPAGEffiliUM rev. fullusV 15 BEFORE USE. valid for use only with Mn" connectors. This design 8 based only upon parameters shown, and b for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate tens design Into Me overall butdIngdesign. Bracing lndloatedIstoprevent buckling ofIndividual trussweband/or chord members only. Additlonaltemporary and penoonenibraclnl g Is always required 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, seeAlifti Quo' 11yy CMab, DS549 and BC81 Building Component sabtY Inlamsa8erxrvalloble from Truss Plate ImOtute, 218 N. Lee Street 5une312 Alexandria. VA 22314. Nil' MiTek' 69M Parke Eau Blvd. Tampa, FL 33610 __J Job Truss Truss Type City Ply 506583-Luna T7656118fi 506563 C14 Hip 1 1 Job Reference (optional) Ilpoens Lumber company, Palm tray, rL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. True Mar 19 12:22:54 2019 Page 1 Scale = 1:72.2 6x6 = 2.4 II 4xe = 8x12 O 527 24 6 0 7 831 7.00 12 5%8 4 8%12 MT20HIS Q 4 26 9 2x4 II 3 25 32 3 a 2 14 6%12 12 10 N d 1 18 17 16 10 11 0 15 4x4 2%4 dl34 8x12 MT20HS = 7xB = 48 = 7x8 = 4%12 C 4xIO L 3.50 12 N0-0 2-04-04-33 394-0 7-887800 -01 1822-01-00 28 3 2113 5.8.0 Plate Offsets(XY)-- f5:0-4-00-2-121 f8:0-5-00-5.41 rlO:O-1-OEdae1113:0-5-120.3-01117:04-00-4-81 f18:0-6-00-4-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) -0.34 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(CT) -0.65 15-16 >726 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.41 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.51 15-16 >930 240 Weight: 277 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP SS *Except' TOP CHORD Structural wood sheathing directly applied or 2-4.3 cc pudins, except 5-8,8-9: 2x6 SP No.2 2-0-0 cc pudins (3-2-12 max.): 5-8. BOT CHORD 2x6 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 3-7-5 cc bracing. 2-18,10-13: 2x6 SP DES WEBS 1 Row at midpt 5-16, 8-13 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=2350/0-7-10, 10=2350/0-7-10 Max Hom 2=-211(LC 10) Max Uplift 2=-924(LC 12), 10— 924(LC 12) FORCES. (II - Max. CompJMax. Ten. -All forces 250 (111 or less except when shown. TOP CHORD 2-3=-6154/5118, 34=-6048/5099, 4-5=-3648/3089, 5-6=-3827/3406, 6-7=-3823/3404, 7-8=-3396/3290, 8-9=-6260/5880, 9-10=-6506/6224 BOT CHORD 2-18=-4301/5354,17-18=-2719/3663,16-17=-220213025,15-16=-2750/3384, 14-15=-2828/3514,13-14=-2820/3521,12-13=5239/5774,10-12— 5321/5708 WEBS 4-18=-184312020,4-17= 793/656,5-17=-819/759,5-16= 931/1152,6-16=-792/403, 7-16=-249/699,7-15=-905/581, 8-14= 220/331,8-13=-3225/3369,9-13=-350/447 NOTES- 1) Unbalanced met live ds have been considered for this design.```pY�ER %%111110/4Ir P. F//Y ��j, 2) Windt ASIDE?-10; Vulta 160mph (3 second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 1-10-5, Intedor(1) 1-10-5 to 11-0-0, Extenor(2) • , G E N SF•••. 11-0-0 to 16-6-12, Intedor(i) 16-6-12 to 28-4-0, Exterior(2) 284-0 to 33-8-0, Interior(1) 33-8-0 Ic 414-14 zone; cantilever left and•�'\ ��� right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip NO 22$39 •� DOL=1.60 3) Provide adequate drainage to prevent water pending. *� 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for 10.0 bottom live load a psf chord nonconcurrent with any other live loads. 6) , This truss has been designed for a live load of 20.0psf the bottom in •, 111 Z on chord 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. i 0, i % 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. , 2k/ ���'�n •• ( Q p:• ��% �j``S1 0R, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 924111 uplift at joint 2 and 9241b uplift at `* �% • ••••�(` %% it CONA�',,p� joint 10. 9) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Walter P, Rnn PE No.22839 MITek UK Inc. EL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 Q WARNING -Verhy design psramerersend READ NOTES ON TN/SANDWCLUDWWEKREFERANCEPAGEM&74mmre 10,11,142p15SEFOREUSE Design valid for use only with MTekG connectors. TrIls design is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the building designer must verity the appllcabllity of design parameters and properly Incorporate this design Into the overall bulldingdaslgn. Brocing Indicated is to prevent bucWing of Individual tnsssweb and/or chord members only. Additional temporary and permanent brocing 6 aiways required for stability and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taw systems seeANSUfP11 QuaT1qyCra•M. OSS49 and 5=1 Building Component Sobfy NfanmoBorpv ,liable from Truss Plate Institute, 218 N. Lee Sheet. Bulte 312, Alexondrla VA 22314, MiTek' 69M Pane East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty, Ply 506583-1_una T16561187 506583 C15 Hip 1 1 Job Reference (optional) LUIIIUaF utATIpd1Iy, =a11n ody, JC=Va, 1J.L4u s uec a ZUTa Inc. me mans iz:ez:aa tutu rages 4 avOLWEbNRFzllmOmzoDe7zZNCE Scale = 1:72.2 Sx6 = axis MT20HS 1 4x4 = 7x8 = 4z4 = 4 26 R 2A 5 6 9 ] 8 7.00 12 Iss 3x6 i 3 2x4 9 25 31 24 32 a 13 0 2 d1 1] 16 1s 14 8xl2MT20HS= 111v6 D1 Bz12 MT20H5 = 4x8 = 7xe = 6z12 Mi20HS cc 6.6 i 4x12 cz 4x1O % 3.50 12 4-11-10 9.0.0 18-8-0 26-4-0 30-4 0 1-4- 39-40 4-11A0 4.0.6 9-8-0 9.8-0 2-0-0 -0- 7-11-13 Plate Offsets (X,Y)-- [2:0-5-0,Edge], [4:0.3-0,0-2-5], [6:0-0-0,0-4-8], [8:0-9-12,0-3-4], [10:0.1-O,Edge], [12:0-6-0,0-4-B], [13:0-3-0,0-4-0], [14:0-7-12,0-4-4], [15:0-4-0,0-4-12], [17:0-6-0 0-4-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.69 Ved(LL) -0.45 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(CT) -0.86 14-15 >548 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES W B 0.55 Horz(CT) OA9 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS WMcffLL) 0.6614-15 >714 240 Weight: 254 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP SS *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 4-6,6-8:2x6 SP No.2 2-" oc pudin (2-11-10 max.): 4-8. BOT CHORD 2x6 SP DSS *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 12-14,14-15: 2x6 SP No.2 WEBS 1 Row at midpt 5-16, 6-14 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 2=235010-7-10, 10=2350/0-7-10 Max Hom 2=180(LC 11) Max Uplift 2= 924(LC 12), 10=-924(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6521/5407, 3-4=-4517/3749, 4-5=-3793/3240, 5-6=-5382/4650, 6-7=-4437/4027, 7-8=-4496/4118, 8-9= 6245/5702, 9-10=6719/5979 BOT CHORD 2-17= 4566/5723, 16-17=-4228/5407, 15-16=6907/5218, 14-15=-4128/5386, 13-14=-3674/4616,12-13=-3672/4553,10-12=-5114/5932 WEBS 3-17=-1331/1401,3-16=1699/1563,4-16=-1677/1809, 5-16=-1779/1330, 5-15=-453/355, 6-14= 1218/666, 7-14=658/445, 8-13=-292/601, 8-12= 2752/2611, 9-12=-494/367 \p1111111I NOTES- 1) Unbalanced roof live loads have been considered for this design. ,���� •�.ER P. R � � �/y �j♦ `p.� ^�C IY ••. �L 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. �� V . E �♦ �' F ••. ♦♦♦ 11; Exp B; Encl., GCpi=l MWFRS (directional) and C-C Extedor(2) -2-0-14 to 1-10-5, Interior(1) 1-10-5 to 9-0-0, Exterior(2) 9-0-0 �� to 14-6-12, Interor(1) 14-6-12 to 30-4-0, Exterior(2) 30-4-0 to 35-10-12, Interior(1) 35-10-12 to 41-4-14 zone; cantilever left and right Q- NO 22839 •� exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Z * 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. -b = X 6) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide OF Z will fit between the bottom chord and any other members. i♦♦o 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify bearing �T�• • p R capacity of surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 924 Usuplift at joint 2 and 924 Ib uplift at s ��I '9 • • • • • • •�G` �� 10.�/II�NEi, �joint \\, 9) Graph u Graphical pudin representation does not depict the size or the orientation of the pdin along the top and/or bottom chord. Waiter P. Finn PE No.22839 MITek USA, Inc. FL Carl 66M 6904 Parke Fist Blvd. Tampa P. 33610 Date: March 19,2019 O WARNING -Venly dentg4 parameters and READ NOTES ON THIS AND INCLUDED l4/TEKREFERANCE PAGE MX7M rev. IGdGY2015 BEFORE USE Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a tun system. Before use, the building designer must verity me applicability of design parameters and properly IOcorporote this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addional temporary and pelreanent bracing Is always required for stability antl to prevent collapse with possible personal Injury and property damage. For general gadanceregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII Quality Cdtnb. D3349 and (SCSI ewdb0 Component Safety Infommfbnovaloble from Truss Plate Institute. 218 N. Lee Sheer. Suite 312 Alexandria VA 22314. �1' M1Tek' 6904 Parke East Bil Tampa, FL W610 Job Truss Truss Type Oty Ply 506583-Luna T76561188 506583 C16 HIP GIRDER 1 3 Job Reference o tional , _ �m�mer �ollipailr, ram�ony. ��-acvva. o.Z4U s uec O 2u1a MI1 ex mausrnes. mc. I ue mar 1 a iz:ze:bu zuiv Scale a 1:72.2 NAILED NAILED Special NAILED NAILED NAILED NAILED 4x4 = 5z6 SpeNAILED NAILED 400 NAILED NAILED 2x4 II NAILED 7x8 NAILED 2.4 II 6x6c1� ].00 12 4 7 8 295 0 7 632 3 3 ] 3 37 8 9 10 2%d = 2x4 = 3 20 19 16 17 16 1514 12 yI 2 36 39 40 41 42 43 44 45 46 47 d 1 8x12 MT20HS = 8x12 MT20HS = NAILED 4x8 = NAILED 2x4 It NAILEDSX12 MT20HS = Special NAILED NAILED NAILED NAILED NAILED NAILED Bx8 = NAILED NAILED 4x8 5 3.50 12 NAILED Special 4x8 S 32.1-0 611-10 12-10-0 u11n6 s-10-s 11 �30.4-0 3UldI 6-1-0 5.10-o o, 379-0.-0 Plate Offsets(X.V)- [2:Od-O,Edael [4:0-3-00-2-5117:0-4-00-0-81 [10:0-3-00-2-51 [12:0-4-OEdcel [14:0-5-80-4-121 rl6:0-5-130.4-01119:0.6-00-0-81 [20:0-7-00-4-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Vert(LL) -0.72 17-18 >657 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -1.33 17-18 >354 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.48 Horz(CT) 0.63 12 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.4917-18 >966 240 Weight: 745111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-7,7-10: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 19-20,16-19: 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=448010-7-10, 12=4474/0-7-10 Max Holz 2=147(LC 24) Max Uplift 2=-889(LC 8), 12=-888(LC 8) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13987/2486, 3-4=-14250/2510, 4-5=-12255/2202, 5-6=-21407/3855, 6-7=-21407/3855,7-8=-15408/2792,B-9=-15324/2764, 9-10=13060/2330, 10-11=-14175/2500, 11-12- 13929/2485 BOT CHORD 2-20= 2068/12321, 19-20=-3217/19023, 18-19=-0227/18996, 17-lB=-3453/20313, 16-17=-3452/20314, 15-16=-2634/15630,14-15=-2501/15081,12-.14=-2068/12271 WEBS 4-20=-938/6265, 5-20= 726511309, 5-19=01567, 5-18=-442/2630, 6-18=-1008/395, 7-18=201/1229, 7-17=0/509, 7-16=-5288/931,8-16=-1226/412, 9-15=-701/3443, 9-14=-37891711,10-14- 1091/6760,3-20=-308/743,11-14=-3261714 Structural wood sheathing directly applied or4-8-11 oc pudins, except 2-0-0 oc pudins (5-5-14 max.): 4-10. Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) 3-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 24 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 mw at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othenvise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15h; B=45ft; L=39ft; eave-511; Cat. II; Exp B;. Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate gdp DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Beading at joint(s) 2, 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 8891b uplift at joint 2 and 888 lb uplift at joint 12. 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the topand/or bottom chord. N •7N� �i S't<C' No 22839 0.; .,e5'`S,� Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert S&M 6904Parke East Blvd. Tampa FL 33610 Date: March 19,2019 MOW 6904 Pa1ke East BNo. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T76561188 506583 C16 HIPGIRDER 1 3 Job Relerenrs (optional)' I lbbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:22:59 2019 Page 2 ID:ggsw00f8Bnyl 5MHut2Agolzc33u-rOSJfCvzPZy W BSO13kTHh4m1 FsKozgxcgamOnmzZNCA NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 Its down and 271 lb up at 7-0-0, and 344 Its down and 271 Ib up at 32-4-0 on top chord, and 412 Ib down and 60 lb up at 6-11-10, and 411 lb down and 60 Its up at 32-1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90,4-1D=-90, 10-13=-90, 20-21=-20, 16-20=-20, 15-16=-20, 14-15=-20, 14-24=-20 Concentrated Loads (lb) Vert: 4=-274(B) 10=-274(B) 16=-72(B) 20=-387(B) 5=-172(B) 7=-172(B) 17=-72(9)8=-172(B) 14=-387(B) 27=-172(3)28=-172(B)30=-172(B) 31=-172(B) 32=-172(B) 33=-172(B)34=-172(B) 35=-172(B) 37— 172(B)38= 72(B) 39=-72(B)40=-72(B)41=-72(B) 42=-72(B) 43=-72(B)44= 72(B)45=-72(B)46=-72(B) 47=-72(B) O WARNWG-Veritydesi9dpma .t.. Ad NEADNOTESONTHOMD/NCLUDEOMB'EKNEFERANCEPAGEM&74TJrev. 10,113INUSBEFOREUSE valid for use only with MiTek® connectors. This design is based only upon Pararnet6R shown, and u for on individual building component, not a truss system. Before use, the building designer must verify fie applicabllity of design parameters and property Incorporate this design Into the overall bultoing design. Siccing Indicated is to prevent buckling of individual truss web and/or chord members only. Adtlitlonal temporary and permanent bracing Is olwo" required for s1abLity and to prevent collapse wim poZble personal Injury and property damage. For general guidance regarding ire fabrication. storage, delivery, erection and bracing of trusses and thus systems. seeANSVIRI Caopry CMed, OSM9 antl SCSI Building Component Safety Informalbnovoiloble from Truss Rate Institute. 218 N. Leo Street. Suite 31Z Aleaondrlo, VA 22314 Nit MiTek' 69U PaAe East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506563-Luna T16561189 506583 CJ1 Comer Jack 16 1 Job Reference (optional) 1 ibbglts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:07 2019 Page 1 ID:ggsw0Of8Bny15MHul2Agolzc33u-cx LLxO-XIYNBh?IXOc90I5UI5GarPOoWgir4lzZNC2 -2.0-0 1.0.2 2.0.0 1.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl Ud TCLL 30.0 Plate Grip DOL 1.33 TIC0.42 Ve if I( 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.10 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 We n/a BCDL .10.0 Code FBC2017/FP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-51/Mechanical, 2=437/0-3-8, 4=-91/Mechanical Max Hom 2=88(LC 12) Max Uplift 3=-51(LC 1), 2— 252(LC 12), 4=-91(LC 1) Max Grav 3=45(LC 12), 2=437(LC 1), 4=68(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown- 6 Scale=1:10.9 PLATES GRIP MT20 2441190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15R; B=45ft; L=24ft; save=4ft; Cat. II; Exp S; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 3, 252 It; uplift at joint 2 and 91 Ib uplift at joint 4. �`%,yP\,�ER'P I FAN No 22839 ' r Walter P. Finn PE No.22839 MITek USA, Inc. R. Carl 6634 6904 Parke East Blvd Tampa FL 33610 Date: March 19,2019 Q WARNING. Vedyydes/gnpmamehrsend NEADNOTESONTN/SANDINCLUDEDMREKNEF ANCEPAGEM67CTJmv. IQ113201SBEFONEUSE Design valid for use only with MnekS connectors. This design a based any upon parameters shown, and is for an IndlNtluol building component, not a hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndMduol tun web and/or chord members only. Additional temporary and permanent bracing Is always requlred for stability and to prevent collapse with possble personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery. erection and bracing of pusses and hum systems, sooANSIM11 Qua l6sr Criteria. DSB49 and SCSI SWOFp Component 9afery N/OrmalbtrwoOoble from Taus Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. MiTek' 6504 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T76561190 506583 CAA Comer Jack 6 1 Jab Reference (optional) Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2016 MiTek Industries, Inc. Tue Mar 19 12:23:07 2019 Page 1 ID:ggsw00f8Bny15MHut2Agolzc33u-cx LLxO_XlyN8h?IXOc9015U15G1rPOoWgir4lzzNC2 -2-0-0 t-o-9 2.0-0 4.0 Scale =1:10.9 Plate Offsets (X Y)-- 12:0-0-12 Edgel LOADING (psi) SPACING- 2-0-0 CSI. OEFL in (lot) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Ven(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.12 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 r✓a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 7 lb FT=20% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 3=-54/Mechanical, 2=437/0-7-10, 4=-B8/Mechanical Max Horz 2=88(LC 12) Max Uplift 3=-54(LC 1), 2=-223(LC 12), 4=-BB(LC 1) Max Gray 3=43(LC 12), 2=437(LC 1), 4=87(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 do bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and fight exposed; porch left 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 Pat bottom chord live load nonconcument with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verity capacity of beading surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541b uplift at joint 3, 2231b uplift at joint 2 and 88 lb uplift at Joint 4. ,,�Pv�O No 22839 =-at;T of •,�S'S�10NA� Walter P. Ran PE No2MI) MiTek USA, Inc. FL Cart 6694 6904 Parke East Blvd. Tampa R.33610 Date: March 19,2019 Aly RNXG- Vedfyd agnper4meferseOd READNOTESOMMSANDMCLUDEDMREKRE ERANCEPAGEMX74M.V. 16R1YL0156EFOA!l Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and papery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members Ody. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication. storage. delivery, erection and bracing of busses and truss systems. seeANBI/t91t Quality CRnW, DSB-99 and BCSI Building Compononl Safety Infmmatlarravoilabie from Truss Rate Institute, 21e N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 69M Parka East Blvd. Tampa, FL 33610 Job Truss Thus Type cry Ply 506583-Luna T76561191 506583 CJ3 Comer Jack 10 1 Job Reference (optional) Tibbebs Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 19 12:23:08 2019 Scale - 1:16.8 LOADING (psq SPACING- 2-01 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 15.0 LumberDOL 1.33 BC 0.16 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WS 0.00 Hoa(CT) 0.00 3 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 13lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=82/Mechanical, 2=414/0-7-10, 4=14/Mechanical Max Harz 2=129(LC 12) Max Uplift 3= 30(LC 9). 2=-188(LC 12), 4>78(LC 9) Max Grave 3=82(LC 1), 2=414(LC 1), 4=46(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-14 to 0-11-2, Interior(l) 0-11-2 to 2-11-4 zone; cantilever left and right exposed ; porch left 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 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 188 lb uplift at joint 2 and 18 lb uplift at joint 4. 11111111111j P% (f_R P. F/ •� �• •DENS N�,���. F No 22839 OF .JONA1.I Walter P. Ron PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R. 33610 Date March 19,2019 OWAIVING-Vedlydes/Snparamerers and READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAOE M67441 mv, hoMMISBEFORE USE Design valid for use only with MTaa connectors. Ill design Is owed oNy upon parameters shown, and Is for on Individual building component, not a truss system. Before use, Me building designer must verity Me 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.. Addronol temporary and permanent bracing u always requited for stability and to prevent collapse with possible personal Injury and property domoge. For general guldonce regarding the fabrootion. storage, delivery. erecton and bracing of busses and truss systems, seeANSI/IPII Cupll CrSedo, DS549 and SCSI tall Component Safety Infermatbrsavo0obie from Truss Rate Institute. 218 N. We Sheet, Suite 312. Alexondtia VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Cry Ply 506563-1una T16561192 506583 CJ3A Comer Jack 6 1 Job Reference (optional) 1DOgas Lumber company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:08 2019 Pagel I D:ggsw00f8Bnyl5MHut2Agolzc33u-47UjYHDcIK4EmraU477OYzef VVbsaseldURPckzZNCI .2.0.0 2.0-0 ' 2-0-0 3 0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 30.0 Plate Grip DOL 1.33 TIC0.42 Ved(LL) 0.00 4-7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) -0.00 4-7 >999 240 SCLL 0.0 ' Rep Stress their YES WB 0.00 Horz(CT) 0.00 3 n(a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Wind(LL) -0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SO No.2 REACTIONS. (lb/size) 3=83/Mechanical, 2=414/0-7-10, 4=12/Mechanical Max Horz 2=129(LC 12) Max Uplift 3=-28(LC 12), 2=-141(LC 12) Max Gray 3=85(LC 17), 2=414(LC 1).4=46(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale - 1:16.8 PLATES GRIP MT20 244/190 Weight: 141b FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Ops1; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 2-11-4 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 psf bottom chord live load nonconcumant with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the boftom 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVrP11 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 3 and 141 lb uplift at joint 2. IIIrIr.. It Et No 22839 Walter P. Finn PE No.22839 MITek USA. Inc. R. Bed 6634 6904 Parke East Blvd. Tampa FL 33610 Date; March 19,2019 AWARNWG-11r11ydeargnparer¢tohrarr AO NOTES ONMISANDWCLUDEDMREKREFENANCEPAGEM&7V3mK1�15DEFOBEUSE valid for use only with Mnek® connectors. This design Is based only upon Parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must vedy the applicability of design Parameters and properly Incorporate ices design Into the overall building design. Bracing Indicated is to prevent buckling of IntlMdual truss web and/or chord members only. Additional temporary and permanent bracing Mir MiTek' Is always requlred for stability and to prevent collapse with possible personal lNury and properly damage. For general guidance regarding the fabrication storage, delivery, erection and brocing of tosses antl tmss systems seeANSVe,11 Qua1By Cri DSSd9 and SCSI Building Component Salary N(ormatbmvoOoble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22Y14. 69M Pare kEast Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply 506583-Luna T16561193 506583 CJ5 Comer Jack 8 1 Job Reference (optional) Tbbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 1912:23:09 2019 Scale = 1:22.5 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.43 Veri(LL) 0.09 4-7 >647 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=174/Mechanical, 2=497/0-7-10, 4=58/Mechanical Max Horz 2=172(LC 12) Max Uplift 3=-75(LC 12). 2=-198(LC 12), 4=-37(LC 9) Max Grav 3=174(LC 1), 2=497(LC 1), 4=90(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45f,, L=24ft; eave=oft; Cat. II; Exto B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 0-11-2. Interior(1) 0-11-2 to 4-11-4 zone; cantilever left and right exposed; porch left 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 pal 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 75lb uplift at joint 3, 198 lb uplift at joint 2 and 37 Ib uplift at joint 4. No 22839 Walter P. Final PE No.22839 Mlrek USA Inc. FL Cart 6634 6904 Padre East Blvd, Tampa R-33610 Data March 19,2019 QWARNNG- Vedydes/gapardmelersand READNOTE5 ON 7N/a ANDWCLUDEDMNEKREFERANCEPAGEMLL74mme.. 1a2tM015BEFORI Design volld for use only with Mgekg connectors. This design a based only upon parameters snows, and a for an III building component, not ��' a truss system. Before use, the building designer must vent' me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucNing of indlvlduolfiuss web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for Mobility 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, seeANSVIPII GualSy Criteria. DSB4 9 and SCSI Building Component 69M PaAe East BNd. Safety mformalbrxwollobie from Truss Rate lrefltute, 218 N. Lea Slreat, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T16561194 506583 CJSA Comer Jack 6 1 Job Reference (optional) Fibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:10 2019 Scale = 1:22.5 Plate Offsets (X Y)-- 12:0-5-6 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.46 Vert(L-) 0.13 4-7 >466 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Matd%-MP Weight: 221b 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 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE Left: 2x4 SP No-3 REACTIONS. (lb/size) 3=176/Mechanical, 2=497/0-7-10, 4=56/Mechanical Max Ho¢ 2=209(LC 12) Max Uplift 3=-80(LC 12), 2=-186(LC 12), 4=-43(LC 9) Max Grav 3=176(LC 1), 2=497(LC 1), 4=90(LC 3) FORCES. (lb) - Max- CompJMax. Ten. -All fames 250.(lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft;B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-14 to 0-11-2, Intenor(1) 0-11-2 to 4-11-4 zone; cantilever left and fight exposed ; porch left 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 psi bottom chord live load nonconcurrent with any other live loads. 3) truss has been designed for a lany ive load members. n the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideER II flit between the bottoms s hord andother 4) Refer to for truss to truss connections. P. �4e girder(s) 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity %% ``,,. . `4% V . '%o ENS ••. ti �'•� capacity of bearing surface. �� �' i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80lb uplift at joint 3, 186lb uplift at joint = MO 22$39 i 2 and 43 Ib uplift at joint 4. O R 1 O,P�=�U Walter R Firm PE No.22839 MiTek USA Inc, R. Cart 6634 6904 Parke Fast Bind. Tampa FL 33610 Date: March 19,2019 AWARN/NG- VerfrydaaignpaameteaendREADNOTESONTN/SANDMCLUUEDMr KRUERANCEPAGEMIL7478ax.taMa201SBEFOREUSE Design valid for use only with Mifea connectors. This design Is based only upon parameters shown, and B for on Individual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Inw porate this design Into the overall bulldIngdeslgn. Bracing Indicated is m prevent buckling of Individual twm web and/or chard members only.Mdilonol temporary and permanent bracing MiTek' Is always required for stability and to preventcollapse with possible personal injury and property damage. For general guidance regarding me fabticolon, storage, delivery, erection and bracing of husses and hum systems, seeANSi/iP11 Quality Criteria. DSB-89 and BCSI Building Component 69N Parke East Blvd. Safety fefommtionovaiioble from Taus Plata Institute. 218 N. We Sheet Suite 312 Alexondna, VA 22314. Tampa, FL 33610 Job Tnus Truss Type Oty Ply 506583 -Luna 506583 EJ1 ck Ja-Open 4 1 T1fi561195 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec. 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:10 2019 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 Vert(LL) -0.10 4-7 >865 360 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(CT) -0.22 4-7 >379 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.01 3 r✓a n/a BcbL 10.0 Code FBC2017/-rP12014 Matdx-MS Wind(LL) 0.31 4-7 >M7 240 LUMBER - TOP CHORD 2x4SPNo.2 BOTCHORD 2x4SPSS REACTIONS. (lb/size) 3=254/Mechanical, 2=596/0-7-10, 4=99/Mechanical Max Hom 2=214(LC 12) Max Uplift 3=-113(LC 12), 2=-220(LC 12), 4= 57(LC 9) Max Gray 3=254(LC 1), 2=596(LC 1), 4=135(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. Scale=1:28.1 PLATES GRIP MT20 2441190 Weight: 26 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-14 to 0-11-2, Intedor(i) 0-11-2 to 6-11-4 zone; cantilever left and right exposed ; porch left 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 psi 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 fall 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 113 lb uplift at joint 3, 220 lb uplift at joint 2 and 57lb uplift at joint 4. J�,,�P�'........... E F��'�L ` No 22839 o 90 TE OF 1 0 N Al E��p Walter P. Ran PE Na. M839 MiTek USA, Inc. FL Cart 6634' 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 ,&WARNING-Vedlydeslgnpammetensand READNOTES ON TNISANDMCLUDEDMmEKBEFERANCEPAGEMX74Mmre 1WAY1pi5B£FORE USE Design valid for use only with MaekO connectors. ibis design Ls based only upon parameters shown, and is for on Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into Me overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only., Additional temporary and bracing MiTek- permanent Isalways required for stability, and to prevent collapse wit, possible personal h7ury and property damage. For general guidance regarding Me fobricalion, storage, delivery, erection and bracing of tnuses and macs systems, seeANSITIPI I GuaiNy Criteria, DSO49 and SCSI Building Component 6904 Parke East Blvd. Safely mloanOfbMvailable from Truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 83610 Job Thus Truss Type Oty Ply 6583-Luna T16561196 �J'-Ot Reference (optional) I IDD§as Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 19 12:23:13 2019 Scale=1:13.9 Plate Offsets (X,Y)f2:Edae 0-0-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Ver(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.13 Ven(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MP Wind(LL) -0.00 4-7 >999 240 Weight: 101b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=393/0-7-10,4=-17/Mechanical,3=29/Mechanioal Max Hom 2=109(LC 12) Max Uplift 2=-170(LC 12), 4=-17(LC 1), 3=-11(LC 9) Max Gray, 2=393(LC 1), 4=39(LC 12), 3=33(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-14 to 0-11-2, Interior(1) 0-11-2 to 1-11-14 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) 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 builtlingdesigner as per ANSVTP1 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 2, 17 lb uplift at joint 4 and 11 Ile uplift at joint 3. \\tl l I IIIIII i No 22839 • TE OF �U O R l D %.` Walter P. Finn PE No22839 MiTek USA, Inc. FL Cott 6634' 6904 Parke. East Blvd. Tampa FL 33610 Date: , March 19,2019 QwARmsi yeNfyrleslgn parametersenJREADNOTES ON TND:AND INCLUDED MMEKREFERANLEPAGEMII-74TJmv.. 1D211I BEFORE USE Design valid for use only with MneR® connectors. This design B based only upon parameters shown, and 6 for an Individual building component, not a tract system. Before use. the building designer must very the applicability of design parameters and property Incorporate this design Into the overall bullding design. Bracing indicated ; to prevent buckling of indiviidual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collopse with possible person Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and huts systems, seeANSURIt Quality Cifti DSB-89 and BCSI Building Component Safety Iafomratimtovailobie from Buss Plate Institute. 218 N. Lea Sheet, Suite 312, Alexantltla, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Type Ply 506583-Luna TE'Ju3ss :=1 T76561197 506583 Jack -Open 1 Job Reference (optional) Tibtigtts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Inc. Tue Mar 19 12:23:14 2019 Pagel ml eROEooEtZlvW 0](np70ujoOzZNOx N Io Scale = 1:28.1 Plate Offsets (X ))-- (2:0-0-12,Edge) LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.94 Ven(LL) -0.09 7-10 >912 360, MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 Vert(CT) -0.18 7-10 >460 240 BCLL 0.0 ' Rep Stress Inor YES INS 0.15 Horz(CT) -0.02 2 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.27 7-10 >306 240 Weight: 31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (lb/size) 5=224/Mechanical, 2=596/0-7-10, 6=130/Mechanical Max Harz 2=267(LC 12) Max Uplift 5=-112(LC 12), 2=-206(LC 12), 6=-70(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-587/661 BOT CHORD 2-7=-957/568 WEBS 4-7=-530/l99, 3-7=-602/852 Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 4-2-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. 11; Erg B; Encl., GCpi=0.18;. MW FRS (directional) and C-C Exterior(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 6-11-4 zone; cantilever left and night exposed ; porch left 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 psf 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joinf(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 jb uplift at joint 5, 206 lb uplift at joint 2 and 70 lb uplift at joint 6. No 22839 � r T of ;�: r Q S,ONA' �? % Walter P. Finn PE No.22839 MITek UK Inc. R. Carl 6634' 6904 Parke East Bald. Tampa R.33610 Date: March 19,2019 Q WARNING- Veriydesignparemefersend READ NOTES ON TNISAND INCLUDED AUFEKREFERANCEPAGEMIN4n,vV. lag. is BEFORE USE. Design valid for use only with MI connectors. This design B based only upon parameters shown, and Is for on Individual building component, not a buss system. Before use. the building designer must verity the applicability of design parameters antl propeAy incorporate this design Into Me overall building design. Bracing indicated is to buckling of individual truss web and/or chord membersonIy. Addiflonol temporary antl bracing MiTek' prevent pemtonent Is always required for stability and to prevent C011Cpse with possible personal Injury and property damage. For general guidance regarding the fobcotlon, storage, delivery, erection and bracing of trusses and truss systems seeANSUll Quality Criteria, OS1-09 and 3CSI Building component Safety infermatbmvailoble from Truss Plole Institute, 218 N. Lee Sheet. Suite 312 Alexandrla. VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Ply=506583.LunaT16561198 506583 EJ4 Jack-Openal ❑bbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 19 12:23:15 2019 Scale = 1:28.1 Plate Offsets (X,Y)-- i2:0-0-12,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.95 Vert(LL) -0.11 4-7 >778 360 111 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 Vert(CT) -0.26 4-7 >325 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Harz CT) 0.04 3 1 Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.16 4-7 >511 240 Weight: 271b FT=20% LUMBER - TOP CHORD 2x4 SPNo.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=262/Mechanical, 2=596/0-7-10, 4=92/Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-107(LC 12). 2= 124(LC 12) Max Gmv 3=262(LC 1), 2=596(LC 1), 4=131(LC 3) FORCES. (III) - Max. CompJMax. Ten. - All forces 250 (I s) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuB=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. IC Exp B; Encl., GCpi=i MWFRS (directional) and C-C Exteror(2).-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other.members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 124 lb uplift at joint 2. ,`,t/11111111/1j'I P. ��`1�P•'CEAfSC' ti��i�� No 22839 T '� O R 1 V.•.C?� O• -'a11111110•- Walter P. Pro PE No22839 Mfiek USA, Inc.R. Carl 6634 6904 Parke Fast Blvd. Tampa R-33610 Data: March 19,2019 Q WARNING -Verirydesl9riparamefersard READ NOTES ON TNISANDINCLUDED MITEKREFENANCEPAGEMXTaarsv. lazaa aBEFOHEUSE Design valid for use only with MneW connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, me building designer mug verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hussweb and/or chard members only. Additional temporary and permanent bracing IsalwaysrequiredforstabilityandtopreventcollopsewithpossiblepersonalInjury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSVINI Gui Cd1esia, DS549 and SCSI Building Component Safety Inforrrrntlonwoilable from Truss Plate tryst i 218 N. We Sheet Suite 312. Alexandra. VA 223314. MiTek' - 6904 Pmke East Blvd. Tampa, FL 33810 Job Truss Truss Type Cry Ply 506583-Luna T16561199 506583 EJ4T Jack -Open 8 1 Job Reference (optional) Company, raim nay, FL - 42auo, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:15 2019 Page 1 ID:ggswOQf8Bnyl 5MHu12AgDlzc33u-NTPMOg6?eUzE6wcq?511 KRQmiJrAOMzM4eGLgzZNBw -2-0-0 2-8-0 7-0-0 z-o-o 2-6-0 a 4 0 Scale = 1:28.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Inor YES Code FBC2017/TP12014 CST. TC 0.80 BC 0.71 WE 0.00 Matrix -MR DEFL. in Ven(LL) -0.17 Ven(CT) -0.32 Horz(CT) 0.14 Wind(LL) -0.19 (loc) Udefl L/d 5-6 >492 360 5-6 >259 240 5 n/a n/a 5-6 >442 240 PLATES MT20 MT20HS Weight: 28 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=247/Mechanical, 2=59610-7-10, 5=106/Mechanical Max Horz 2=214(LC 12) Max Uplift 4=-89(LC 12), 2=-129(LC 12) Max Grav 4=247(LC 1), 2=596(LC 1), 5=122(LC 3) FORCES. (lb) -Max. ComplJMax. Ten. -All forces 250 (lb) or less except when shown. , TOP CHORD 2-3=-414/0 _ BOT CHORD 2-7=-161/430 NOTES- 1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsq h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; E1rp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-14 to 0-11-2, Interior(1) 0-11-2 to 6-11-4 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) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) (ls truss has been it between the bottomned for a ive load the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide BP/ will chordandanyotherfm mberson 5) Refer to girder(s) for truss to truss connections.`PV ,�ER 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89111 uplift at joint 4 and 129lb uplift at : ��:G E N S �• ti ��� joint 2. ,�� �� ` V �•� No 22839 tr N Wafter P, Erin PE ND.22839 MiTek USA, Inc. FL Carl 6634 6904 Padre East Blvd. Tampa FL 33610 Date: March 19,2019 ,&WARNING-V dIYEea/Snpammehrs Aad READ NOTES ON MOANDWCLUDEOMREKREFERANCEPAGEU&7473rev. 1111,213,2015 BEFORE USE. Design valid for use only with MOekO connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a has system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and Permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSVrpll Guattly criteria. DSB-69 and BCSI Bulahp Com tint 69M Parke East Blvd. Safety rnfarmutionavalrobie from Truss Plate Institute, 218 N. We Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply 506583-Luna T76561200 506583 EJ7 Jack -Open 12 1 Jab Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, I 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:23:16 2019 Page 1 18Bnyl 5MHut2Agolzc33u-rfzj D07dPn55j3B1 YpHGtfzvNCHSTc6bkNglHzZNBv LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc). Well Ud TCLL 30.0 Plate Grip DOL 1.33 TO 0.92 Vert(LL) -0.11 4-7 >749 360 TCDL 15.0 Lumber DOL 1.33 BC 0.70 Vert(CT) -0.26 4-7 >323 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a Was BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.16 4-7 >530 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=259/Mechanical, 2=596/0-7-10, 4=94/Mechanical Max Ho¢ 2=214(LC 12) Max Uplift 3=-103(LC 12), 2=-129(LC 12) Max Grav 3=259(LC 1), 2=596(LC 1), 4=131(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (I c) or less except when shown. Scale=1:2B.1 PLATES GRIP MT20 2441190 Weight: 26 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.OpsF h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -2-0-14 to 0-11-2, Intenor(1) 0-11-2 to 6-114 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 pat bottom chord live load nonconGUment with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 3 and 129 lb uplift at joint 2. �,'i E N , Fi r V\ No 22839 ' ,ONA%.%%%S%" 11111110 Walter P.Ann PE No.22839 MiTek LISP, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa R. 33610 Date; March 19,2019 Q WARNING- Ventydeslgnparamefemand READNOTES ONMS µOINCLUOEDMREKREFE ANCEPAGEMIP74TJrev. lausa015aEFOREUSE. Design valid for use only with M9ek& connectors. ibis design Is based only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Mis design Into the overall buldingdeslgn. Bracing Indicated Is to prevent buckling of individual Msaweband/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding me fobrlca cn, storage, delivery. erection and bracing of trusses and Was systems. seeµSVTP1t Quality Cdlade. DSB49 and 001 Building Component Safety lnfomsatlanovailoble from Truss Plate Insfitufe, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tamp., FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T76561201 506583 EJ8 Jack -Open 10 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MITek Industries. Inc. Tue Mar 19 12:23:16 2019 Scale = 1:26.2 64-o LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.74 Vert(LL) -0.07 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(CT) -0.16 4-7 >461 240 BCLL 0.0 ' Rep Stress Mar YES WB 0.00 Horz(CT) 0.01 3 n/a rda BCDL 10.0 Code FBC2017/7P12014 Matrix -MS Wind(LL) -0.11 4-7 >675 240 Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=231/Mechanical, 2=56210-7-10, 4=83/Mechanical Max Harz 2=200(LC 12) Max Uplift 3=-91(LC 12), 2=-130(LC 12) Max Gmv 3=231(LC 1). 2=562(LC 1).4=118(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 as bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-14 to 0-11-2, Interior(1) 0-11-2 to 6-3-4 zone; cantilever left and tight 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 psf 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 3 and 130 It, uplift at joint 2. `IIIIII11111/// J��OP"-DER P. i No 22839 A O R 1 ,ONA' %%%111111110 Walter P. Finn PE No.22839 MiTek USA, Inc. R. Ceti 6634 6904 Parke Fast Blvd. Tampa FL 33610 Uate: March 19,2019 OWARN/NG.Ver/rydes]gnpmametersaad REAONOTES ON MISANDINCLUDED MREKREFERANCEFAGEMA17Mrev. 10=rOISREFOREUSE. Design valid for use only with Mnek® connectors. MIS design Is based only upon parameters shown, and Is for an htlNldual building component, not a huss system. Before use, the building designer must verify the opplicabllity of design parameters antl properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing Is always reoulred for stability and to prevent collapse wltn possible personal Injury and property damage. For general guidance regal the fabrication. storage, delivery, erection and bracing of trusses and ruse systems, seeANSU1p11 QuaN CMnb, DSB49 and SCSI Building Component Safety InfermatserWalloble from Truss Plate Institute. 218 N. Lee Sheet. Sidle 312, Alexandria. VA 22314, p� MOW 69N Parke East Blvd. Temp.. FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T16561202 506583 EJ10 Jack -Open Structural Gable 1 1 Job Reference (optional) Tibbefts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:112019 Page 1 I D:ggswODfBBnyl 5MHut2Agolzc33uUiAsAJ3UaFTpdIJ3mGh5AbGAki d5nCNNRSg3D3zZNC_ -2-1-0 z-1-a 2.0.0 2-11 Scale =1:14.2 Plate Offsets (X,Y)— 12:Edge 0-0-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Ven(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.13 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Mar YES W B 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 4-7 >999 240 Weight: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=34/Mechanical, 2=394/0-7-10, 4=-14/Mechanical Max Horz 2=111(LC 12) Max Uplift 3=-12(LC 9), 2=-168(LC 12), 4=-14(LC 1) Max Grav 3=37(LC 17), 2=394(LC 1), 4=37(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=15ft; B=45ft; L=24111; eave=4ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-14 to 0-11-2, Intedor(1) 0-11-2 to 2-0-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) 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 ANSVTP1 1. 3) Gable studs spaced at 2-M Do. 4) This truss has been designed fora 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer togirder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 3, 168 Ib uplift at joint 2 and 14 It, uplift at joint 4. %,`,�INIIIg1/j1j S,P GIN E AI SF•y,Y ,,,ice. No 22839 41/ ,SS'ONAI Walter P. RnnPE No22839 Mil USA, Inc. FL Cart 6534 6904Parke East Blvd, Tampa FL 33610 Date: March 19,2019 OWARN/NG. VeNlydesl9nPer4mefersaed READNOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MLL74sarev. faDYsoISBEFORE USE. Design valid for use only with MnelIS connectors, this design Is based only upon parameters shown and Is for an IndMtlual building component, not ��- a truss system. Before use, the building designer must verify Me applicability of design parameters antl properly Incoporate Mis design Into the overall buldingdesign. Bracing Indicated is to prevent buckling of Individual tnsss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding Me tobtication. storage. dellvery, erection and bracing of trusses and cuss systems, seeAN lfrrpll CualDy Celle la, DSIId9 and SCSI Binding Component Sabin Infomlaborso from Truss Rafe Institute, 218 N. Lee Street Sutie312. Ale%ondda, 6504 Palle East BNd. Tampa, FL 33610 oilable VA 22314. Job Truss Truss Type City Ply 506583-Luna T16561203 506583 EJ11 Root Special 1 1 Jab Reference (optional) ribbe_tts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2016 MiTek Industries, Inc. Tue Mar 19 12:23:12 2019 Page 1 ID:ggsw00fBBnyl5MHW2Agolzc33o-yukEOe47L7bgFSuFJzCKjpDNW 6vgW ebxg6PckW zZNBz 1-0-5 3.8-0 6.4.0 1-0-5 2-7-11 2.6-0 to e 2x4 11 3x4 II 3x4 = Scale = 1:23.4 LOADING (psQ TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.29 BC 0.36 WB 0.07 Matrix -MS DEFL. in Ven(LL) -0.05 Vert(CT) -0.11 Horz(CT) 0.00 Wind(LL) 0.02 (loc) Vdefl Ud 6-7 >999 360 6-7 >697 240 5 n/a n/a 6-7 >999 240 PLATES GRIP MT20 244/190 Weight: 261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 1-2. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=423/Mechanical, 4=0/Mechanical, 5=251/Mechanical Max Horz 8=143(LC 1), 4=-143(LC 1) Max Uplift 8=-55(LC 12), 5=-42(LC 12) Max Grav 8=423(LC 1), 5=251(LC 1) ' FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-292/82, 1-2=-400/145, 2-3=-457/182 BOT CHORD 7-8=-182/266, 6-7= 160/262 - WEBS 3-6=-343/209 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 1-0-5, Interior(1) 1-0-5 to 6-3-4 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 adequate drainage to event water 3) This truss s has been designed for ra 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,`,�R'P, will fit between the bottom- chord �� --``p.� . V •�Q E•N and any other members. ,�� S+• V F•••.• 5)Refer to girder(s) for truss to truss connections. �� 6)Refer togirder(s) for truss to truss connections. NO 22$39 •� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551b uplift at joint 8 and 42 lb uplift at * �• joint 5. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. OR 10 •,�S'S ONA% 11,1011111110 Walter P. Run PE No22889 MiTek BSA, Inc. FL Gen 8834 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 ,WARNING-Ved/ydeslgnparametem and READNOTES ON TNISANDINCLUDEDMREKREFERANCEPAGEMIP74 mv. 1a41320159EFORE USE. Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and Is for an individual building component, not a hum system. Before use, Me building designer must verify the opplicatelN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Addleonal temporary and permanent bracing is always required for stablllty end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and hum systems seeASSMI'll Quolay criteria. OSS49 and SCSI Building Component Safety Informatbmvallabie from Truss Plate institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. MITe1C 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oiy Ply 506583-Luna T16561204 506583 EJ12 Jack -Open 2 L ' Job Reference o florall u cun,uer wn.peny, rams Ddy, rr.-ucaw, a use b zUla Mr IeK inoualnes, me. I us Mar le 1z:C3:lz eulu Page 1 Scale = 1:18.1 3.5-8 LOADING (psi) SPACING- 2-" CSI. DEFL. in (too) Vclefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.42 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.20 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 3 n/a rJa BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.02 4-7 >999 240 Weight: 15 Be FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=104/Mechanical, 2=430/0-7-10, 4=26/Mechanical Max Horz 2=139(LC 12) Max Uplift 3= 34(LC 12), 2=-144(LC 12) Max Gmv 3=105(LC 17), 2=430(LC 1), 4=56(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-14 to 0-11-2, Intenor(1) 0-11-2 to 3-4-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-04) tall by 2-" 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 34 lb uplift at joint 3 and 144 lb uplift at joint 2. F1 P. No 22839 •;0F1IV.' �J SS/0NA1 e�t%%% Walter R Rrin PE No22839 MITek USA, Inc. R.Cert 6634 6904:Parke East Blvd. Tampa R. 33610 Data: March 19,2019 0 WARNING -Verily tleslgn parameters and READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGE M67473 rev. IarO.Yle15B£FORE USE Design valid for we only with Mnear, connectors. This design Is based only upon parameters shown, and Is far on individual building component, not Nil" hM hums system. Before use, e building deslgaer must you the appllcabllily of design parameters and properly Incorporate th6 design into the overall bullding design. Bracing Indicated 6 to prevent buckling of intlNldual truss web and/or chord members only. Additional temporary and permanent bracing MjTek• b olways required for stabillty and to prevent collapse with passible personal Injury antl property damage. For general guidance regarding the fabrlcailon, storage, deWery, erection and bracing of trusses and muss Mtem% seeANSU1P11 CualBy criteria, psil and Bpi Bull Component 69N Parke East aNB. Safety Informatbnavoilable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply 506583-Luna T16561205 506583 �E,113 Jack -Open 2 1 Job Reference (optional) ❑DDens Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:13 2019 Page 1 ID:ggsw00f8Bnyl 5MHut2Agolzc33u-051cb_416tjWsc5StgjZFOLWEWI F6tgum9AGyrZNBy Scale = 1:16.8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(LL) -0.01 4-7 >999 240 Weight: 13lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=82/Mechanical, 2=414/0-3-8, 4=14/Mechanical Max Hom 2=129(LC 12) Max Uplift 3=-30(LC 9), 2— 188(LC 12), 4=-18(LC 9) Max Grav 3=82(LC 1), 2=414(LC 1), 4=46(LC 3) FORCES. (Ib) - Max. CompiJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsh h=151t; B=45ft; L=24ft; eave=oft; Cat. II; Exio B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-14 to 0-11-2, Intedor(1) 0-11-2 to 2-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf 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. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301b uplift at joint 3, 188lb uplift at joint 2 and 18 lb uplift at joint 4. \\\I I1111►1j ,,`,, VjER P. No 22839 Ir ��i<cs•� ORI�P,•��•,. ,S,ONAI i�C?�. Walter R Flnn PE ND.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33610 Date: March 19,2019 Q WARNING-wvF desfghp mefereaad READNOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEM674ra rev. lata"ISBEFOREUSE valid for use only with MiTek® connectors. Ins design Is based only upon parameters shown. and is for an Individual butding component not Nil a buss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual trust web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal hJury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and taus systems, seeANA/IP11 QuaM1qyCM9M, DSB49 and SCSI Building Component Safety Infermatbnsvoiloble from Truss Plate institute. 218 N. Lee Sheet, Suite 312 Nexandria VA 22314. Welk' 6904 Parke East Blvd. Tempe, FL 33610 Truss Truss Type MY Ply 506583-Luna 7Job T16561206 506583 HJ1 Diagonal Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:17 2019 Page 1 ID:ggsw00t8Bny15MHut2Agolu33uJsX7RM7FA5DyLDmD6 W oVPsV4U7VwBrOGpO7NPjzZNBu -2.9-15 &0.14 9-10.1 2.945 I 5-0.14 4-9.2 4.95 12 NAILED 3x4' NA12E� NAILED NAILED NAILED NAILED 13 - Scale - 1:27.3 1 1 NAILED qxq.= NAILED 5044 5.044 17 16 6 NAILED ' ffi4 It NAILED 5 NAILED NAILED 3x4 = 9.10-1 4-9-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Ven(CT) 0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(CT) 0.01 5 n/a We BCDL 10.0 Code FBC2017/TP12014 MatdX-M$ Wind(LL) -0.10 7-10 >999 240 Weight: 451b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc pudins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=212/Mechanical, 2=68210-10-7, 5=361/Mechanical Max Horz 2=212(LC 8) Max Uplift 4=-81(LC 8), 2=-029(LC 8), 5=-48(LC 8) Max Grav 4=212(LC 1), 2=842(LC 28), 5=41 O(LC 29) FORCES. gb) - Max. ConnpJMax. Ten. -All forces 250 (lb) or less except when shown.. TOPCHORD 2,3=-937/99 BOTCHORD 2-7=172fM, 6-7=-172(777 WEBS 3-7=0/272,3-6=-862/190 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.16; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with anyother live loads. 3) - This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between 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 81 Ib uplift at joint 4, 329 lb uplift at joint 2 and 48 lb uplift at joint 5. 6) 'NAILED" indicates 3-10d skew 45 to 135 degrees (0.148' x T) toe -nails per NOS guidelines. 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 11=116(F=58,. B=58) 13=93(F=-47, B=-47) 14=107(F=54, B=54) 15=10(F=5, B=5) 16=-60(F=-30, B=-30) If111111111j J P� • /� �� � No 22839 9O: A F 1 ' XN O R 10 s,�NAn ,gyp Walter P- Flnn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data. March 19,2019 Q WARNING-V.111y&sf9n perumefwiasd READ NOTES ON TH/SAND INCLUDED AIMEKREFERANCEPAGEM1474nJ V. 1tl11.'aDISBEFOREUSE Design valid for use only with MQekG connectors. The design Is based only upon parameters Drown, and Is for on Individual buding component not a truss system. Before use, the building designer must verity, Me applicability of design parameters and properly Incorporate this design Into the overall bunchg design, Bracing Indicated is to prevent bucWing of Individual truss web and/or chard members only. Additional temporary and permanent bracing Welk' b always required for stability and to prevent coliapso with poWlsle personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANSU1P11 CaaBry CdMrb, DS549 and 8=1 Building Component from Trim Plate InsStute. 218 N. Lee Sheet. Suite 31Z 6904 Parke East Blvd. Tampa, FL 33610 Safety InfomlatbMvallable Alexandra. VA 22314, Truss Truss Type OIY Ply 506583-Luna r5O'65B3 T16561207 Hi Diagonal Hip Girder 2 1 Job Reference o tional I IDUBTIS Lumber Company, Palm day, F-L- 32905, 8.240 s Dec 62018 MITek Industries, Inc. Tue Mar 1912:23:18 2019 Page 1 ID:ggsw00feBnyl 5MHut2Agolzc33u-n25VeiBtxPLpzNLPgEJky42FDXg9wJCP22swx9TZNBt -2.9-15 5-0-14 9.10-1 F 2.9.15 5.0-14 F 4.9-2 - 4.95 12 NAILED 3z4 4 NAILED 3 NAILED NAILED NAILED NAILED 14 15 7 16 6 NAILED NAILED yt4 II NAILED 4x4 = NAILED NAILED NAILED 3x4 = LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vall (CL) 0.07 7-10 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Veri 0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.09 7-10 >999 240 LUMBER- TOPCHORD 2x4SPNo.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=212/Mechanical, 2=68210-10-7, 5=361/Mechanical Max Horz 2=212(LC 8) Max Uplift 4=-88(LC 8), 2=-427(LC 8), 5=-181(LC 8) Max Grav 4=212(LC 1), 2=764(LC 28), 5=361(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-793/328 BOT CHORD 2-7=-384/651, 6-7=-384/651 WEBS 3-6=-722/426 Scale = 1:27.3 PLATES GRIP MT20 244/190 Weight: 451b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdi 24mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pi bottom chord live load nonconcurrenl 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 88 lb uplift at joint 4, 4271b uplift at joint 2 and 181 lb uplift at joint 5. 6) 'NAILED" Indicates 3-1 Od skew 45 to 135 degrees (0.148" x 3') toe -nails per NDS guidelines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard - 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 11=116(F=58,. B=58) 13=93(F=-47, B=-47) 14=107(F=54, B=54) 15=10(F=5, 3=5) 16=-60(F=-30, B- 30) \\\II111I111 �J ER P. 4%••�.�C' El N q ,'mix• i No 22839 WTE OF . <u :0• Ac �"o.'r'ONA�"Iflitille0" pp Walter P. Rnn PE No.22839 MITek USA lac. FL Cart 6534' 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 Q WARNING-VedNdel/9nperzmerers.dREAD NOTES ON MOMDWCLUDWMREKREFERANCEPAGEMLL74Mmr 1e403,2015BEFOREUSE. Design valid for use only with M7ek® connectors. This design Is lowed only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with posUble personal inlury and property damage. For General guidance regarding the fabrlcoaon, storage, delivery. erection and bracing of trusses and truss systems, seeMSVrPit Quo 1y P.dbda. DSa-09 and BCSI SuldIng Component Safety Infclma8enovalable from Tess Plate Iwetute. 218 N. LOG Street. Suite 312, Alexandria. VA 22314 MiTek' 6904 Parka East Blvd. Tarnpa, FL 33610 Job Truss Truss Type Cry Ply 506583-Luna T16561208 506583 HJ3 Diagonal Hip Girder 1 1 Job Reference o tional Rbbefts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tua Mar 19 12:23:19 2019 4.95 rl2 NAILED NAILED 2x4 = NAILED 3x6 i NAILED 4 Scale = 1:28.3 NAILED NAILED 13 18 3x8 c 2 17 NAILED NAILED NAILED LJ e e 16 NAILED ° e < a NAILED 2.48 12 4 e NAILED 8 6 3x4 i 3.6 1 3z4 = 7-7-15. 8.4 9-10.1 7-7-15 0.9.0 1-5.2 Plate Offsets (X,Y)-- 12:0-2-8 0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) 0.11 9-12 >889 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(CT) -0.12 9-12 >784 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(CT) -0.02 2 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) -0.11 9-12 >851 240 Weight: 541b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-114 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-8: 2x6 SP No.2 10-0-0 oc bracing: 6-7. WEBS 2x4 SP No-2 REACTIONS. All bearings Mechanical except al=length) 2=0-9-5, 8=0-8-10. (lb)'- Max Horz 2=212(LC 6) Max Uplift All uplift 100lb or less at joint(s) 5 except 2=-296(LC 6), 8=383(LC 8), 6=-146(LC 17) Max Grav All reactions 250 to or less at joint(s) 5, 6 except 2=647(LC 28), 8=867(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 25D (lb) or less except when shown. TOP CHORD 2-3=-771/220 BOT CHORD 2-9=-285/606, 8-9=-883/406, 4-9=-714/284 WEBS 3-9=-638/248 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 his ss has been ned for a 10.0 sf bottom chord rent th any IP TThisrtruss iin areas has been designed for a liiveload of 20.Opsf onlive the bottom chord whereother 3) all a rectangle 3-6-0 tall by 2-0-0 wide �%%%`,JeR ,I" will fit between the bottom chord and any other members. 4) Refer to girdefis) for truss to truss connections. �� .......... V . '�G, E N ;� ��� 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity %% xQ'• capacity of bearing surface. NO 22839 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 5 except (jt=1b) •' * 2=296, 8=383, 6=146. 7) "NAILED" indicates 3-10d skew 45 to 135 degrees (0.148' x 3') toe -nails per NDS guidelines. ; 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). :1) O F . �'. 4L; LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 i �i�'�` '• • ( Q Q:' \ Loads (pit) Vert: 10 = 20, 6-8- 20 ,�0N ConcentratedUniform Loads (lb) A-e��`, Vert: 13=118(F=59, B=59) 15=-98(F=-49, B=49) 16=105(F=52, B=52) 17=12(F=6, B=6) 18=-56(F--28, B=-28) Walter P. Rnn PE No22839 MITek USA, Inc. FL cert 6834 6904 Parke East Bald. Tampa FL 33610 Date: March 19,2019 Q WARNING-Verilydesi9npatametMr .d READ NOTES ON TN/SANDWCLUDEDMREXREFER/1NCEPAGEM67V3.v. I&MO1SBEFORE USE Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and Is for on Individual building component, not a huss system. Before use, the building designer must ve4ty the applicc bll8y of design parameters and properly Incorporate this design Into the overall bulldingdeslgn, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addleonat temporary and permanent bracing Is always required for stability and to prevent coilopse with possible personal Injury and property damage. For general guidance regardiing the fobricaflon, storage, delivery, erection and bracing of trussas and hues systems, seeANSU1Pl1 Quality CdIMa, DSB-89 and SCSI Bultlhp Component Safety Informalbrwailable from Tress Plots Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. M!Tek* 6903 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply 506583-Luna T165fi1209 506583 HJ4 Diagonal Hip Girder 2 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:23:20 2019 Page 1 ID:ggsw00feBnyl 5MHut2Agolzc33o-iRDF3NA8TObXChVonfLCIV7ahKUhOBAiVLL102zZNBr -2-9-15 5-0-1 9.10-1 2.9-15 5-04 - 4-10-0 s 4.95 12 NAILED 3x4 NAILED 3 12 NAILED NAILED 15 2x4 11 NAILED 14 NAILED NAILED 2.46 12 NAILED US NAILED NAILED 16 NAILED NAILED 3x4 Scale = 1:27.3 Plate Offsets (X,Y)-- f2:0-1-4 0-0-101 LOADING (pso SPACING- 2-0-0 Cat. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) 0.12 6-7 >961 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Ven(CT) -0.15 6-7 >767 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(CT) -0.03 4 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 441b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 4=229/1viechanical, 2=680/0-9-5, 5=344/Mechanical Max Harz 2=265(LC 8) Max Uplift 4=-99(LC 8), 2=-458(LC 8), 5=-233(LC 8) Max Gray 4=229(LC 1), 2=797(LC 28), 5=344(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1279/675 BOT CHORD 2-7=-758/1093, 6-7=728/1105 WEBS 3-6- 1086/701 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 cc pudins. BOT CHORD Rigid ceiling directly applied or 6-6-13 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15tt; B=45ft; L-248; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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.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) Bearing at joints) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except at=lb) 2=458, 5=233. 7)'NAILED" indicates 3-10d skew 45 to 135 degrees (0.148' x 3') toe -nails per NDS guidelines. 8) In the LOAD CASE(S) section, loads applied to the face of the Muss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-4=-90, 5-8=-20 Concentrated Loads (Ib) Vert : 11 =1 1 B(F=59, B=59) 13=-98(F=-49. B=-49) 14=105(F=52, 8=52) 15=12(F=6, B=6) 16=-56(F=-28, B=-28) Ap No 22839 i10�Fss'ONA ; 0,``,�� Walter R Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 O WARNING- VeNtyd441gnpeymetersenOBEADNOTE50NTN/SAND/NCLUDEDMDEKREFEBANCEPAGEUI74arev, lopsiksp15BEFOREUSE Design valid for use only with MRek® connectors. This design Is based only upon parametem shown, and Is for on Individual building component, not a truss system. Before use, the building designer must venfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndNltlual truss web and/or chord members only.. Additional temporary and permanent bracing isalwaysrequlredforstabllllyandtopreventcollapsewithPossiblePersonalloluryandpropeMdamage. For general guidance regarding Me fabrication. storage, delli erection and bracing of trusses and muss systems seeMSVrPll Quality Cmeda, D5549 and SCSI SutdhO Component Safety mdo matbrGvanable from Truss Plate Institute. 218 N. Lee Street. Suite 31Z Alexandra, VA 22314. MiTek' 6904 Puke East Blvd. Tampa, FL 33610 7 russ Type Oty Ply�JobR'eference 3-Luna ;50 �5�1) T16561210 583 iagonal HipGirder 1 (optional) Fibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:21 2019 Page 1 I D:ggsw0Of8Bnyl5MHut2Agolzc33u-BdneHj BmEKjOgr4_LMsRaiglTktp7glrk?5byUzZNBq -2-9-15 4-7-4 8-10-12 2.9.1 4-7-0 4-3-8 NAILED NAILED 4.95 F12 3x4 i NAILED NAILED NAILED NAILED Scale=1:27.0 1 NAILED 4x4 1 4x4 = NAILED 4-7-4 4-7-4 15 7 b4 II NAILED NAILED 16 6 NAILED 5 NAILED 3x4 = 8-10-12 4-3-8 LOADING (psf) SPACING- 2-M CS1. DEFL. in (too) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) 0.06 7-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(CT) 0.09 7-10 >999 240 BCLL 0.0 ' Rep Stress ]nor NO WB 0.26 HOrz(CT) 0.01 5 n/a Wit BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.07 7-10 >999 240 Weight: 41 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lblaze) 4=214/Mechanical, 2=626/0-10-7, 5=312/Mechanical Max Horz 2=198(LC 24) Max Uplift 4=34(LC 8), 2= 322(LC 8), 5=-37(LC 5) Max Grey 4=214(LC 1), 2=785(LC.28). 5=376(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (go) or less except when shown. TOP CHORD 2-3=817/90 BOT CHORD 2-7=-155/675, 6-7— 155/675 WEBS 3-7=-3S/259,3-6=-751/173 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; 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 alive load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between 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 1001to uplift at joint(s) 4, 5 except (jt=1b) 2=322. 6) "NAILED" indicates 3-10d skew 45 to 135 degrees (0.148° x 3°) toe -nails per NOS guidelines. 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(5) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Ven: 1-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 11=116(F=58, B=58) 13— 93(F=-47, B=-47) 14=107(F=54, B=54) 15=10(F=5, B=5) 16=-00(F=-30, B=-30) �%j No 22839 A F Walter P. Rnn PE No22839 MRek USA, Inc. R. Deft 68M 6904 Parke East Blvd. Tampa FL 33610 Dale: March 19,2019 ,&WARNING-Vedrydesl9npanmeferaend READ NOTES ON TNISANOINCLUDED MREKRlE95MNCEPAGEMP7,rya.v. IdoecloISBEFOREUSE Design volld for use only with Mnek®connecfoa. This design Is based only upon parameters shown. and Is for on IndNldual bullang component, not a buss system. Before use. the building designer must verity ire oppllcabSty of design parameters and properly Incorporate this design Into ire overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fobdcation. storage, delivery. erection and bracing of trusses and truss systems seeANSUIP11 QuoB1y Creedal, D3549 and SCSI buldbp Component Safety InformationWollable from Truss Rate Institute. 218 N. Lee Street Suite 312. Alexandre. VA 22314, ��- MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply 506583-Luna T16561211 506583 HJ6 Diagonal Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:22 2019 LOADING (pso SPACING- 2-0-0 CSI. DEPL. in (loc) Well L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Ve, LL) 0.05 6-9 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Ven(CT) 0.07 6-9 >874 240 BCLL 0.0 Rep Stress lncr NO WB 0.06 Horz(CT) -0.00 2 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.06 6-9 >991 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=123/Mechanical, 2=444/0-10-7, 5=-9/Mechanical Max Hom 2=137(LC 8) Max Uplift 4=-44(LC 8), 2=-299(LC 8), 5— 134(LC 17) Max Gray 4=147(LC 17), 2=563(LC 28), 5=239(LC 24) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-347/251 BOT CHORD 26=-265/297 WEBS 36=-329/294 Scale=1:17.7 PLATES GRIP MT20 244/190 Weight: 23lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-9-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsk h=ll5h; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 2-0-0 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 1001b uplift at joint(s) 4 except at=lb) 2=299,5=134. 6) NAILED' indicates 3-10d skew 45 to 135 degrees (0.148' x3°) toe -nails per NDS guidelines. 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4— 90, 5-7=-20 Concentrated Loads (lb) Vert: 6=7(F=4, B=4) 10=116(F=58, B=58) 11=-3(F=-1, B=-1) 12=107(F=54, 8=54) G No 22839 Walter P. Finn PE Nu.22839 Mliek USA, Inc. FL Cart C634 6904 Parks East Blvd. Tampa FL 33610 Data: March 19,2019 AWARNING-VetlrydesiSnparamete..dit AONOTESONTH/5AN006LUDEDMN REFERANCEPAGEM674M..10012015BEPOREUSE. Design valid for use only with Mrek® connectors. fib design Is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use. Me building designer must verily the oicalcoblllN of design parameters and properly Incorporate MB design Into the overall building design, Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse wlM possible personal hjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVrpr1 Quality Criteria, DS049. and 6CSI Building Component 218 N. We Sheet. Suite Hot Parke East Blvd. Tampa. FL 33610 Safety Informa8umvallable from Truss Plate Institute, 312. Alexandria, VA 22314. Job Truss Truss Type Cry Ply 506583-Luna T16561212 506583 WIT Diagonal Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 1912:23:22 2019 f Scale = 1:13.9 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (foe) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Ven(CT) 0.04 4-7 >788 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 2 n/a n1a BCDL 10.0 Code FBC2017frP12014 Matdx-MP Wind(LL) -0.03 4-7 >999 240 Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 . BOT CHORD REACTIONS. (lb/size) 3--7/Mechanical, 2=435/0-10-7, 4=-74/Mechanical Max Hoa 2=109(LC 24) Max Uplift 3=-106(LC 17). 2— 306(LC 8). 4— 157(LC 17) Max Grav 3=68(LC 24), 2=477(LC 28), 4=106(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-11-5 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSVTPI 1. 3) Gable studs spaced at 2-0-0 do. 4) This truss has been designed for a 10.0 psf bottom chord live load nonco rcurrent 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) except (jt=lb) 3=106, 2=306, 4=157. 8) "NAILED" indicates 3-1 Od skew.45 to 135 degrees (0.148' If 3") toe -nails per NDS guidelines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pig - Vert: 1-3=-90, 4-5=-20 Concentrated Loads (lb) Vert: 8=116(F=58, B=58) 9=107(F=54, B=54) J��,QYER'P,F�i� J. No 22839 :�O Q F <v�: lIIN�"'40% lilt Walter P. Finn PE No22839 MITek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Dale: March 19,2019 ,&WARNING- VaHydestgn 0eramefess antl READ NOTES ON THISANG WCLUOEOMf/EKNEFENANCEPAGEMIP74M.v. 101134?0156EFORE USE Deslgn valid for use only with MnekO connectors. This design 4 based only upon parameters shown, and Is for an Individual building component, not ��- a thra system. Before use. the building designer must verify the applicability of design Parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stobiliy, and to prevent collopse wan possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANEUnnI Cua[MMyy Criteria. DS549 and BCSI Building Component SaM1ly Nlarmatbnwoiloble from Luss Plate Institute. 218 N. Lee Street, Suite 312, Aleaandrio. VA 22314. M)Tek* 69p4 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T16561213 506583 HJB Diagonal Hip Girder 2 i Job Reference (optional) I WDeRS Lumber Company, Palm Bay, 1-L-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:23 2019 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Well Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) 0.03 6-9 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(CT) 0.05 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(CT) -0.00 5 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) -0.03 6-9 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=111/Mechanical, 2=431/0-4-11, 5= 52/Mechanical Max Horz 2=128(LC 24) Max Uplift 4=61(LC 24), 2— 339(LC 8), 5=-201(LC 17) Max Grav 4=133(LC 17), 2=503(LC 28), 5=131(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2,3=-276/349 BOTCHORD 2-6=-378/248 WEBS 36=-276/421 Scale = 1:16.4 PLATES GRIP MT20 2441190 Weight: 21 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 off puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oo bracing. NOTES- 1) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;.BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left 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 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4 except at=lb) 2=339, 5=201. 6) 'NAILED' indicates 3-1Od skew 45 to 135 degrees (0.148' x3') toe -nails per NDS guidelines. 7) In the LOAD CASE(S) section, loads applied to the face of the Mass are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plQ Vert: 1-0=-90, 5-7=-20 Concentrated Loads (I s) Vert: 10=116(F=58, B=58) 11=107(F=54, B=54) tER'F I F�� iI.� ENSIS, ;�Y �00 No 22839 iir r ' Ur 4 r , 4�_ .7. - * p4Ps/0NA„S %% Walter P. Ran PE No.22839 MiTek USA, Inc. R. Carl 6634' 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 0 WARNWG- Vedfydeslgnpa .d fe need READNOTESONTR/SANDWCLUDWMREKREFERANCEPAGEMI474Tarev. 1QU12015BEFOREUSE Design valid for use only with MaeM connectors. This design is based My upon parameters shown, and is for an IntlNltlual building component not a thus system, Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into Me overall buldingdeslgn. Bracing Indicated B to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANS1/IPIt Quality Criteria. D5049. and BCS1 Building Component Safety IrifoanatloMvaeable from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexondda VA 22914. ��- MiTek' 69m Pass, t EastBlvd P Job Truss Truss Type City Ply 506583-Luna T16561214 506583 J2 Jack -Closed Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:23:24 2019 Page 1 ID:ggsw00f8Bnyl 5MHut2Agolzc33u-CCSmvlDeW F5zhIoZ0008CURmx?UK5blQz1F9pzZNBn 2x4 II 2 2x4 = 2x4 11 W. Scale=1:10.9 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.21 Ve all -0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(L-) 0.00 3-6 >999 240 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. fib/size) 1=29110-7-10, 3=331/Mechanical Max Holz 1=42(LC 8) Max Uplift 1=-32(LC 8), 3=-65(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-1-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designedfor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 3. 8) Use USP JL24 (With 4-1 Od nails into Girder & 2-1 Od x 1-1/2 nails into Truss) or equivalent at 1-1-1 from the left end to connect trusses) to front face of bottom chord. 9) FIII all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=90, 3-4=-20 Concentrated Loads (lb) Vert: 7=-404(F) No 22839 ^�joTEE OF 4//: ;off, ��i�Fs'• C O R 1 %% Walter R Finn PE ND.22839 Miiek USA, Inc. FL Cart 6654 6904 Parke East Blvd, Tampa FL 33610 Date: March 19,2019 O WANNNG-Verl/y Ceslgnparametersend BEADNOMSONTN/SANDNCLUDEDWEKHEF NCEPAGEU674 mv. 10=015BEFOFEUSE Design valid for use only wltn Mnek® connectors. This dedgn Is based only upon parameters shown, and Is for on Individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulidingdesign. Bracing indicatedlstopreventbucklingoflndNlduaitmssweband/orchordmembersonly. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quaff y Creeds, OSS-09 and BCSI Building Componanf Safely Infomlalbinc draUe from Truss Rate Institute, 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314, MiTek' SON Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply 506583-Luna T76561215 506583 J3 Jack -Closed Girder 7 1 Jab Reference (optional) ribbefts Lumber Company, Palm Bay, FL - 32905, 8.240 Is Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:25 2019 Page 1 I D:ggsw00f8Bnyl 5MHut2Agolzc33u.400865EGHYDpJSNIaCxNkYrYtLCx 3YrRfd3ohFzZNBm 3-5-B 3-5-8 2x4 11 2 Scale = 1:14.8 Plate Offsets (X,Y)-- f1:Edge 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vert(LL) -0.04 3-6 >927 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.92 Vert(CT) -0.08 3-6 >510 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Hom(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.02 3-6 >999 240 Weight: 141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 1=475/0-7-10, 3=431/Mechanical Max Horz 1=70(LC 8) Max Uplift 1=-17(LC 8), 3=-58(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-5-8 oc pur ins, except end verticals. Rigid ceiling directly applied or 8-5-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60plate 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 20.0psf 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. 4) Refer to.girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 3. 6) Use USP JL24 (With 4-1 Od nails into Girder & 2-1Od x 1-1/2 nails into Truss) or equivalent at 1-6-4 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the fight, sloping 0.0 deg. down. 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=1.33, Plate Increase=1.33. Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (Ib) Vert: 7= 542(F) ,`IIIIII1111/1��,' P. ..........F No 22839 9O: A F •� �. . _ ,�. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 O WARNING -yerilydesl9n parameters and READNOTES ON WISANDINCLUOEO MREKREFERANCEPAGEMIF74MM.. lNa'U1015BEFORE USE Design valid for use only with MgekA connectors, iha design 6 based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate thb design into the overall buildingdesign. Bracing Indicated is to prevent buckling of htlNWual tmss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricallon, storage, delivery, erection and bracing of trusses end bun system& WeANSB1P1} Quality Cdfedp. DSB419 and BCBI Balding Component Safety Nformabonovoiloble from Truss %ere Institute. 218 N. We Sheet, Suite 312. Alexandria. VA 22314. MOW 69N Parke East BNd. Tampa, FL 33610 Job Truss Type Oty, Ply 506583-Luna FM1USS T16561216 506563 Roof Special Girder 1 1 Job Reference (optional) ribbefts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Toe Mar 19 12:23:26 2019 Scale=1:4a.6 NAILED NAILED 3-5-8 7-9.8 12-1-e 15.9-0 19.8.0 33-]-B &11-0 Plate Offsets (X )O- f2:0-0-5U-0-01 13:03-0 0-1-121 [5:0-2-12 0-2-01 (9:0-3-8 0-1-81 1120-3-003-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.61 Ved(LL) -0.17 10-11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(CT) -0.31 10-11 >757 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.10 10-11 >999 240 Weight: 115 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 8-12: 2x4 SP SS BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (lb/size) 8=1264/Mechanical, 2=1496/0-7-10 Max Horz 2=297(LC 8) 'Max Uplift 8=-231(LC 8), 2= 317(LC 8) Max Grav 8=1264(LC 1), 2=1518(LC 28) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2237/304, 3-4=-3365/439, 4-5=-3365/439, 5-6=-1205/62 BOTCHORD 2-12=-430/1925, 11-12=-432/1911, 10-11=-458/3092, 9d0=-457/3107,8-9=-170/985 WEBS 3-12=-121/281, 3-11=-181/1760, 4-11=-453/146, 5-11= 171/379, 5-9=-2448/331, 6-9=-110/1259, 6-8=-1459/251 Structural wood sheathing directly applied or 3-10-15 oc pudins, except end verticals, and 2-0-0 oc pudins (2-9-13 max.): 3-5. Rigid ceiling directly applied or 8-10-10 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1Elf; B=45ft; L=24tt; eave=4tt; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Ut=lb) 8=231, 2=317. 7 Graphical udin representation does not depict the size or the orientation of the urlin along the to and/or bottom chord. P P P P P 9 P 8) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 9-1-1 from the left end to connect trusses) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-10d skew 45 to 135 degrees (0.148' x 3') toe -nails per NDS guidelines. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pIQ Vert: 1-3=-90, 3-5=-90, 5-7=-90, 8-13=-20 Concentrated Loads (Ib) Vert: 12=45(F) 3=-19(F) 17=-14(F) 19=-14(F) 20=-6(F) 21=-6(F) 22=-411(F) \\\II111lII P. G E NSF y% �'e,��' No 22839 . tuz i0T�S �jN Walter P. Finn PE No.22839 MlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dab: March 19,2019 0 WARNWO -Verify design pammeters and BEAD NOTES ON THIS AND INCLUDED M/TEKBEFEBANCEPAGEMII4474 rev. 1NAY2015BEFOBE USE Design valid for use only with Mnek®connectors. This design is based only upon parameters shown and is for an individual building component not o truss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bWtling design. Bracing Indicated is to prevent buckling of individual inns web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse WM Possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSVIPIi Quality Cdi D5549 and SCSI Building Component Safety Infomtallanavaiiabie from Truss Plate institute, 218 N. Lee sheet Suite 31Z Alexandria, VA 22314. ��• MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply 506583-Luna. T16561217 506583 M2 Real Special 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:28 2019 Page 1 ID:ggsw00f8Bnyl5MHut2Agolzc33u-UzIH17G9aTcOAv6KFKU4MBT2gZIAGgi LbHSIazZNBj -2-0-0 5-5-8 9-&8 141-8 19-8-0 2-0-0 5-5-8 4.4-0 4-4-0 5-6.8 , 3 5-5-8 I 141-8 I . 19.8.0 5-5-8 8.8.0 5.6.8 Scale=1:38.9 ,Plate Ottsets_(XY)--- f2:0-0-9EdgelI3:0-3-00-1-12115:0-5-40-1-121[9:0-3-003-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.53 Vert(LL) -0.13 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 'BC 0.70 Ven(C-f) -0.30 8-9 >790 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.30 Horz(CT) 0.05 7 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.05 9-12 >999 240 Weight: 1071b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. fib/size) 7=1064/Mechanical, 2=1270/0-7-10 'Max Hoa 2=297(LC 12) Max Uplift 7=-186(LC 12). 2=-222(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1653/328, 3-4=-1320/351, 4-5=-1327/203 BOT CHORD 2-9=-511/1320, 8-9=-552/1598, 7-8=-355/1342 WEBS 3-9=0/389, 4-9>348/108, 4-8= 335/247, 5-8=-46/388, 5-7=-1549/403 Structural wood sheathing directly applied or 4-0-9 oc puffins, except end verticals, and 2-0-0 oc pudins (4-10-10 max.): 3-5. Rigid ceiling directly applied or 7-9-6 oc bracing. 1 Row at micipt 5-7 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exit B; Encl., GCpi=0:1& MWFRS (directional) and C-C Extedor(2)-2-0-14 to 0-11-2, Interior(l) 0-11-2 to 5-5-8, Extedor(2) 5-5-8 to 9-9-8, Interior(1) 9-9-8 to 19-6-4 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent waterponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 7=186, 2=222. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. No 22839 TE OF Walter P. Finn PE No.22839 MITek UK Inc. FL Ced MM 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 Q WARNWG-VerUydesignparemetenand READ NOTES ON TNASANDINCLUDED MITElcNEFERANCEPAGEMIP74M.v. fansa2G15BEFOREUGE Design valid for use only with We& connectors. This design IS based only upon parameters shown, and Is for an individual building component, not ��- a hum system. Before use, the building designer must venfy the applicability of design parameters and property Incorporate this design Into fine overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is olwoys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallom storage, delivery. erection and bracing of muses and truss systems, seeAN81/IP71 Quality Cdfeds, DSB49 and I101 Building Component Safety Informalbnavollable from Truss Plate Insfitufe. 218 N. Lee Sheet, Suite 312 Alexandra, VA 22314. 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Ott, Ply 506583-Luna T76561218 506583 M3 Roof Special 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:29 2019 Page 1 ID:ggsw0Of8Bny15MHut2Agolzc33u-yAG fySHnLnkFn3h W p2?JvO?DUydb?COI aF10g1 uNBi -2.0-0 7-5-8 17-9.8 16-1.8 19.8-0 i 2-0-0 7-5-8 4 4 0 ~ 4 4-0 3 fi 8 Scale=1:38.9 7-5-8 16-1-8 19-10 7-5-8 &B-0 3-6.8 Plate Offsets(X.Y)-- f2:0-1-1 Edge] 13:0-4-00-2-41 f5:0-5-4.0-1-121 f9:0-3-00-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Gdp DOL 1.33 TC 0.53 Veri(LL) -0.12 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(CT) -0.24 8-9 >986 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) -0.12 9-12 >999 240 Weight: 112 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP SS BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 7=1064/Mechanical, 2=1270/0-7-10 Max Horz 2=297(LC 12) Max Uplift 7=-186(LC 12). 2=-222(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1523/296, 3-4=-1173/349, 4-5=-691/98 BOT CHORD 2-9=-455/1173, 8-9=-413/1133, 7-8= 200/710 WEBS 3-9=0/272, 4-8=-621/305, 5-8=-116/568, 5-7=-11571321 Structural wood sheathing directly applied or 4-5-4 oc pudins, except end verticals, and 2-0-0 oc pudins (5-1-15 max.): 3-5. Rigid ceiling directly applied or 8-2-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4B; Cat. II; Exp B; Encl., GCpi=0.18; NIWFRS (directional) and C-C Extedor(2)-2-0-14 to 0-11-2, Intedor(1) 0-11-2 to 7-5-8, Exterior(2) 7-5-8 to 11-9-8, Intedor(1) 11-9-8 to 19-6-4 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) Provide adequate drainage to prevent water ponding. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=186, 2=222. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. `IIIIII1111//// %%% -eR P. FZ4 No 22839 in ;O R 1�.. . Walter P. Rnn PE No.22839 MITek USA Inc. FL Cart 66M 69D4 Parke East Blvd, Tampa FL 33610 Data: March 19,2019 Job Thus Truss Type Cry Ply 506583-Luna T16561219 506583 M4 Roof Special 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:30 2019 2x4 II 5x6 = 4x6 = 7 Scale = 1:42.7 Plate Oftsets(X,Y)-- f4:0-3-0,0-1-121 f6:0-5-40-1-121 f10:0-3-120-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Van(LL) -0.14 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(CT) -0.26 9-10 >895 240 BCLL 0.0 Rep Stress [nor YES W B 0.76 HoR(CT) 0.03 8 Ids n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) -0.0610-13 >999 240 Weight: 126 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (Is/size) 8=1064/Mechanical, 2=127010-7-10 Max Horz 2=297(LC 12) Max Uplift 8=-186(LC 12), 2=-222(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1644/383, 3-4=-1244/283, 4-5=-965/308, 5-6= 253/28 BOT CHORD 2-10=-572/1348, 9-10=-288l784, 8-9=-70/282 WEBS 3-10=-513/264,4-10=0/279, 5-10=-100/367, 5-9=-848/355, 6-9=-159/893, 5-8= 1153/283 Structural wood sheathing directly applied or4-5-10 oc pudins, except end verticals, and 2-0-0 oc pudins (5-8-14 max.): 4-6. Rigid ceiling directly applied or 7-8-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft; eave=411; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 9-5-8, Exterior(2) 9-5-8 to 13-9-8, Intedor(1) 13-9-8 to 19-64 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) ` This fuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 1b uplift atjoint(s) except (It=lb) 8=186,2=222. 7) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ♦♦♦♦,,,,PAS O E N '� No 22839 =v. •� O R 1 O P,.:N�`4 /ON A%� Fast Blvd. Tampa R.33610 March 19,2019 Q WARNING- Velilydesign paremelereend READ NOTES ON THISAND INCLUDED MNE0fREFENANCEPAGEM/F]479 rev. 1GN22015BEFONE USE Design valid for use only with M6ek® connectors. This desgn h based only upon parameters shown, and Is for on Individual building component, not a tnsss system. Before use, the building designer must verity the cpplicablllty of design parameters and propedy Incorporate this design Into the overall building design,&acing Indicated is to prevent bucWing of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' 7 Is always requlred for stability and to prevent collapse with posUbie personal"" and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSinPI I Quality Criteria, PSB-69 and SCSI Building Component 69M Parke East Blvd. Safety informations loble from Truss Plate Institute, 218 N. Lee Street, SuBe 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type cry Ply 506583-Luna T76561220 506583 M5 Half Hip 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 19 12:23:31 2019 5.6 = 3x4 = 2x4 II Scale =1:42.3 Plate Offsets (X,Y)-- (4:0-3-0,0-1-121 [9:0-3-0,0-3-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL. 1.33 TC 0.50 Vert(LL) -0.18 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 Vert(CT) -0.32 7-8 >731 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Hom(CT) 0.03 7 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) -0.06 9-12 >999 240 Weight: 1201b FT=20% LUMBER- BRACING - TOP CHORD 2x4SP No.2 TOP CHORD BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (lb/size) 7=1064/Mechanical, 2=1270/0-7-10 Max Horz 2=311(LC 12) Max Uplift 7=-191(LC 12), 2=-218(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1631/325, 34=-1046/247, 4-5=-779/284 BOT CHORD 2-9=-522/1313, 8-9=-522/1313, 7-8=-201/517 WEBS 3-8=-717/287, 5-8=-159/539, 5-7=-974/390 Structural wood sheathing directly applied or 4-2-11 oc pudins, except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 4-6. Rigid ceiling directly applied or 8-0-8 oc bracing. 1 Row at midpt 5-7 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15N; B=45ft; L=24f ; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-14 to 0-11-2, Interiar(1) 0-11-2 to 11-5-8. Exterior(2) 11-5-8 to 15-5-0, Interior(1) 15-5-0 to 1964 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) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=191,2=218. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. eFl P. ,`�P�`N'f �\ `SIC• ,i ` No 22839 Walter P. Finn PE N0.22839 MiTek USA, Inc. R. Ce t 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 19,2019 Job Truss Truss Type city Ply 506583-Luna T16561221 506583 M6 Roof Special Girder 1 1 Job Reference (optional) moans Lumoer company, calm bay, rL-:12aw, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23.31 2019 Scale: 1M'=1' Plate ODsets(XY)-- f3:0-3-00-1-121. 14:0-540-1-121 LOADING (psQ SPACING- 2-0-0. CSI. DEFL, in (foe) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.55 Vert(L-) -0.09 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(CT) -0.16 7-8 >825 240 BCLL 0.0 ' Rep Stress Inch NO W B 0.47 Hoa(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MS Wind(LL) 0.05 7-8 >999 240 Weight: 59 Be FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOTCHORD REACTIONS. (lb/size) 2=833/0-7-10, 6=663/Mechanical Max Herz 2=198(LC 8) Max Uplift 2= 305(LC 8), 6=-140(LC 8) Max Grav 2=927(LC 28), 6=663(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1321/322, 3-4=-1507/216 BOTCHORD 2-8=-351/1110,7-8=-346/1078, 6-7=-280/1514 WEBS 3-8=-138/357, 3-7=-208/807, 4-6= 1574/2B8 Structural wood sheathing directly applied or 5-0-9 oc purins, except end verticals, and 2-0-0 oc purlins (4-0-14 max.): 34. Rigid ceiling directly applied or 9-10-14 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. - 6) Provide mechanical connection (by others). of truss to bearing plate capable of withstanding 1001b uplift at joints) except Ut=lb) 2=305, 6=140. 7) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 8) "NAILED" indicates 3-10d skew45 to 135 degrees (0.148° x 3°) toe -nails per NDS guidelines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plQ Vert: 1-3=-90, 3-4=-90, 4-5=-90, 6-9= 20 Concentrated Loads (Ib) Vert: 8=77(F) 3=80(F) 15=-272(F) j No 22839 Walter P. Finn PE No22839 MiTek USA, Inc. R. Carl 66M 6904 Parke East Blvd. Tampa FL 33610 Dater March 19,2019 Q WARNING- Wrdydasrgn Parameters and READ NOTES ON TNISANDINCLUDED MmEKREFERANCEPAGEMIGT<Jarex. 1e17320156EFORE USE. Design valid for use only with MTeM connectors. This design Is based only upon parameters shown, and Is for on individual building component, not a toss system. Before use. Me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Atltllfonal temporary and permanent bracing is olways required 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 fusses and truss systems, saeANSV PjI QUalnllryy Criteria, DS349 and SCSI Buldbg Component Safety bdomratlorpvaJable from Mas Plate Institute. 218 N. We Sheet Suite 312. Alexandria. VA 22314, ��- MiTek' 6904 Parke East Blvd. a, FL East B Tampa.33610 Job Truss �TrmspeQry SD6583 M7 cial 1 �p'y"b""-LgaeT16561222 Referencfoofonall IIOOBns Lumber Gampany, ralm bay, 1-L-JZVUb, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:32 2019 ID:ggswOQf8Bnyl5MHu12Agolzc33u-NkxoaWfei6geXP5UAZOW I dmgAl_C9ATGDFgF Scale: 1/2-=1' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC201717PI2014 CSI. TC 0.40 BC 0.32 WB 0.15 Mars% -MS DEFL. in Vart (CL) -0.02 Vert(CT) -0.04 Horz(CT) 0.01 Wind(LL) -0.02 (lac) Vdefl L/d 7-8 >999 360 7-8 >999 240 6 Na n/a 8-11 >999 240 PLATES GRIP MT'20 244/190 Weight: 621la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc pudins (6-0-0 max.):34. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=801/0-7-10, 6=579/Mechanical Max Horz 2=198(1-C 12) Max Uplift 2=-174(LC 12), 6— 96(LC 12) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-801/173, 3-4=-425/108 BOT CHORD 2-8=-265/616, 7-8=-268/611, 6-7=-166/436 WEBS 3-7=-301/146, 4-6=-678/259 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C E derior(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 4-1-8, Exterior(2) 4-1-8 to 84-7, Intedor(1) 8-4-7 to 10-104 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Refer togirder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Ut=lb) 2=174. 7) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. %%�,.......... E F/��L No 22839 Walter P. Finn FE No22839 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: - March 19,2019 Q wARNPIG-Ved/ydeslgnparamefersand READ NOTES ON TK/SANDINCLUDEDMREKREFERANCEPAGEMIF7473rev. 10NY1015BEFORE USE Design valid for use only with MRekS connectors. TNs design Is based any upon parameters shown, and for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing indicated is to prevent bucklingofIndividual truss web and/archord members only. Additional temporary and permanent bracing 8 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. seeANsVrPll QuolIlItryy CdMria. DSB419 and BCSI Building Companml Safety Informatbnwoiloble from Truss Plate Institute, 218 N. lee Street. Sulfa 312. Alexandria, VA 22314. ' MiTek' 6904 Parse East Blvd. Tampa, FL.33610 Truss Truss Type OIy Ply 506583-Luna T16561223 rJob M87— Half Hip 1 1 Job Reference (options]) Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 19 12:23:33 2019 Page 1 ID:ggsw0Of8Bnyl5MHut2Agolzc33u-mV AogKIPOEhGIL12t4F3EAvBal Vx4FGVt?DzozzNBe -2.0-0 6-1-8 11-0-0 2-0-0 ~ 6-1-8 41-8 5x6 = 2.4 11 Scale=1:25.3 fi-1-8 4-10-8 Plate Offsets (K Y)-- 13:0-3-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Ven(LL) -0.04 6-9 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 'BC 0.56 Ven(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.07 6-9 >999 240 Weight: 56 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc puffins (6-0-0 max.):34. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bating. REACTIONS. (lb/size) 2=80110-7-10, 5=579/Mechanical Max Horz 2=198(LC 12) Max Uplift 2= 175(LC 12), 5=-96(LC 12) FORCES. (to) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-691/152 BOT CHORD 2-6=-214/482, 5-6=-216/476 WEBS 3-6=0/258, 3-5=-575/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 0-11-2, Interior(l) 0-11-2 to 6-1-8, Extedor(2) 6-1-8 to 104-7, Interior(1) 104-7 to 10-104 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 late DOL=1.60 grip 3) Provide adequate drainage o prevents water ponding. '.%j SR P. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads..�' 5) • This has been designed for live load 20.Opsf bottom in 3-6-0 tall by 2-0-0 � '� G EN g �•• ti ��� truss a of on the chord all areas where a rectangle wide ,�� . V F �'. will fit between the bottom chord and any other members. �� 6)Refer to girder(s) for truss to truss connections. NO 22839 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5 except (jt=lb) 2=175. 8) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �9 _,TE OF i &;7- O R 1 O P ��,, n`. • �� Walter P. Finn PE N022839 MITek USA. Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 Q WARNING- Verity Cesigr panametena and READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MIP74T3 rev. IWMD15 BEFORE USE Design valid for use aNy with MRelc® connectors. the design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use. Me building designer must verify the oppllcability of design parameters and properly incorporate this design Into Me overall bulltling design, Bracing Indicated is to prevent buciling of Individual truss web and/or chord members only., Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse wlM possible personal Injury and property damage, For general guidance regarding the fabricatlon, storage. delivery, erection and bracing of inrsses and truss systems, sooANlam li Quarly CtDldo, DS949 and BCSt Building Component Inst hate. 218 N. We Street, Suite 312, Alexandria. 6904 Parke East Bivtl. Tampa, FL 33610 Safety Infomsaf oadvalloble from Truss Plate VA 22314. Job Truss Truss Type city Ply 506583-Luna T16561224 506583 M9 Half Hip 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:34 2019 5x6 = 3x4 = Scale = 1:31.4 LOADING (pso TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.40 BC 0.45 WE 0.16 Matrix -MS DEFL. in Veff(LL) -0.08 Ven(CT) -0.16 Horz(CT) 0.01 Wind(LL) -0.04 (lac) Vdefl Ud 7-10 >999 360 7-10 >816 240 6 n/a n/a 7-10 >999 240 PLATES GRIP MT20 2441190 Weight: 66111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 4-5. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 6=579/Mechanical, 2=801/0-7-10 Max Horz 2=240(LC 12) Max Uplift 6=-112(LC 12), 2=-158(LC 12) , FORCES. (Ito) -Max Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-765/166, 3-4=-425)74, 4-5=-283/127, 5-6=-575/281 BOTCHORD 2-7=-326/670 WEBS 3-7=-463/243, 5-7=-240/550 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15N; B=45ft; L=24h; eave=4h; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 8-1-8, Extedor(2) 8-1-8 to 10-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=7.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except jt=1b) 6=112, 2=158. 8) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �%,,:g........... E ` No 22839 ' pO�s"0N A1, Walter P. Finn PE No22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data March 19,2019 Q WARNING -Pedrydeslgnpa.efersend HEAD NOTES ON WISAND INCLUDED MmEKREFERANCEPAGEMn.7474 rev. 100JAVISDEFORE USE Design valid for use only with Mnek® connectors, This design Is based only upon parameters shown, and Is for an indNltlual building component, not a truss system. Before use, the builtling designer must vetify the appllcabilltyof design parameters and properly Incorporate this design Into the overall bulltlingdeslgn. Bracing Indicated is to prevent buckling oflndlviduaitruss web and/or chard members only. .Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal inlury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSVIPII Quality CALM, DSB49 and BCSI Building Component 6904 Parke Blvd. East B East Safety InfoenationovaYable from Tuns Plate Institute, 218 N. Lee Sheet Sune 312, Alexandria, VA 22314.33610 Tempe. FL Jab Truss Type City 506583-Luna ]Tooss T16561225 506583 Halt Hip 1 Job Reference o tional flbbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dee 6 2018 MITek Industries, Inc. Tue Mar 19 12:23:26 2019 Page 1. ' ID:ggswOQf8Bnyl 5MHut2Agolzc33u-Yba%KRE2sMgwcyy8vScHmNkBlhko_uR_buHoMDizZNBI -2-0-0 5-3-9 10-1-8 11-0.0 2-0-0 5-3-9 - - 4-9-15 +0-10.81 4.4 = 2.4 11 4 5, Scale = 1:37.0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Uri PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Ve 1(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 ' Rep Stress Mar YES WB 0.49 Horz(CT) 0.01 6 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) -0.04 7-10 >999 240 Weight: 69 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOTCHORD REACTIONS. (lb/size) 2=801/0-7-10, 6=579/Mechanical Max Horz 2=282(LC 12) Max Uplift 2=-137(LC 12), 6=-133(LC 12) FORCES. (Ih) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-761/37 BOT CHORD 2-7=-264/654, 6-7=-264/654 WEBS 3-0=-709/270, 4-6=-295/245 Structural wood sheathing di really applied or 6-0-0 oc pudins, except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 10-0-0 ec bracing. NOTES - I) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6:Opsf; h=15ft; B=45ff; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0:18; MWFRS (directional) and C-C Exterior(2)-2-0-14 to 0-11-2. Intedor(1) 0-11-2 to 10-1-8, Extedor(2) 10-1-8 to 10-10-4 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 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer togirder(s) for muss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Gt=lb) 2=137, 6=133. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �''` No 22839 OR1 O P;��,� S,ONA„0% Walter P. Finn PE No,22839 MTek USh Inc. FL Cart SW 6904 Parke East Blvd. Tampa FL 33610 Dafe: March 19,2019 Q WANNNG-V.Nfydesl9nparemaMr.dREADNOMS ON MOANDWCLUDWMREKREFERANCEPAGEMIF7475ree. MV3,2015BEFOREUSE Design valid for use only with Mnedv connectors. This design 6 based only upon parameters shown. and Is for on Individual building component, not ��- a buss system. Before use, the building designer must early the applieabllity of design parameters and properly Incorporate mis design Into the overall building design,&acing Indicated is to buclking of hdNidual truss web and/or chord members only. Additional temporary and bracing Mete prevent permanent Is olwo a required for stability and to prevent collapse witn possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUmII duallBlyy CIBarIa, DSB-89 and BCSI Building Component Safety Infotmatlonavaliable from buss Plate Institute. 218 N. We Sheet, Suite 312, Alexandria, VA 22314, 69" Parke East Blvd, Tampa. FL 33610 b Truss Truss Type Oty Ply 506583-Luna P0011B.S. T16661226 M11 Jack -Closed 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 201 B MiTek Industries, Inc. Tue Mar 19 12:23:27 2019 Page 1 ID:ggswCQMBnyl 5MHu12Agolzc33u-OnBVXnFXpAUXYmX8idzrpzwuM9l xXLvk6xYvmezZNBk -P-5-p 5-7-1 11-0.0 0-& 5-7-1 5-4-15 3x4 = 2x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in floc) Well Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Ven(LL) -0.04 6-9 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(CT) -0.07 6-9 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.48 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Wind(LL) 0.03 6-9 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD DOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOTCHORD REACTIONS. (lb/size) 2=64210-7-10, 5=596/Mechanical Max Horz 2=246(LC 12) Max Uplift 2=42(LC 12), 5=-154(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-763/36 BOT CHORD 2-6=-277/627, 5-6=-277/627 WEBS 3-6=0/258,3-5=-727/319 Scale=1:37.5 PLATES GRIP MT20 244/190 Weight: 59 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE7-10; Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsC h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-5-14 to 2-6-2, Interior(1) 2-6-2 to 10-10-4 zone; cantilever left and right exposed;C-C for members and foxes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.01 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 5=154. No 22839 ''S11/10NAI-E Walter P.Finn PE No22839 MITek USA. Inc. FL tort 6634' 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 ,&WARNING-Ven1ydeslgePmemerersand READNO1ES ON THISAND INCLUDED MMEVREFERANCEPAGEMM174M... lNa9I1015BEFOREUSE Design valid for use only with Miek® connectors. Phis design is based only upon pommeters shown and Is for an Individual building component, not a huss system. Before use, the building designer must verify the applicability of design porcmetsrs and properly incorporcto this design into the overall bUGhgdesign, Bracing Indicated is to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing 6 always requited for stability and to prevent colloose with possible personal Injury and property damage. For general guidance regarding the fabrication, stooge, delivery, erection and bracing of trusses and truss systems. seeANSVI?II Cuo11ry CdNda, DS849 and SCSI Building Component Sooty Informa6omvoilable from Truss Plate Institute. 218 N. We Street. Suite 312 Alexandria, VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL a3610 Job Truss Truss Type City Ply 506583-Luna T16561227 506583 M12 Roof Special 1 1 Job Reference o tionaf Fill Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:28 2019 Page 1 ID:ggswOCif8Bnyl5MHut2Agolzc33u-UziHl7G9aTCOAv6KFKU4MBT4nZOaGpItLbHSIazZNBj 1 L71 5-7-3 10-6-3 -11-11 4-7-B 4-01-0 73x4 = 5 axe = 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Vert(LL) -0.02 6-7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.29 Vert(CT) -0.04 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.37 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.01 6 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP Ni WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 7=562/Mechanical, 5=562/Mechanical Max Horz 7=198(LC 12) Max Uplift 7=-11(LC 12), 5=-152(LC 12) FORCES. (Ib) - Maxi Comp./Max. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-633/7 BOT CHORD 6-7=-362/627, 56= 225/504 WEBS 2-7=71at 64, 3-5=-619/275 Scale = 1:37.5 PLATES GRIP MT20 244/190 Weight: 65 lb F7=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 9-9-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45f ; L=24f; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MI (directional) and C-C Exterior(2) 0-1-12 to 0-11-11, Interior(1) 0-11-11 to 10-4-7 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except at=lb) 5=152. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord- ��J,,,�Pv �ENS��L No 22839 = r �90: OF : 4U ;$'* . < OR I'D N is�ONA1 1i Walter P. Rnn PE No.22839 MITek USA, Inc. FL Cert 6634' 6904 Parke East Blvd. Tampa FL 3361a Dater March 19,2019 Q WARNING-11adgdesl9n paramefersand NEAO NOTES ON MIS ANOINCLUOEO MmEKREFERANCEPAGEM/L74T3 me 1011134?GISSEFORE USE Design valid for use only with Mfiek® connectors. This design is based only upon parameters shown, and B for an Individual building component not a truss system. Before use, the building designer must verify Me oplorcobilly of design parameters and properly Incorporate h9s design Into the overall building design. Bracing Indicated is to prevent buckling of individual miss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems seeANSUIPII Dualfly Criteria. DSO-89 and SCSI Bultlhp Component Safely Informationavallobie from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexoncida. VA 22314. ��• MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Truss Type CRY Ply 506583-Luna T16561228 506583 Piggyback 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 3x4 = 2.4 11 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:23:34 2019 Page 1 I D:ggswOQIBBnyl5MHw2Agolzc33u-J73Y?ALwAJMYugZUcbbUcSi9azTBgcTmjXknW EzZNBd Scale = 1:30.3 2x4 II 2x4 11 3x4 = 3x4 = 12 11 10 3x4 = 2x4 II 2x4 II 2x4 II TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. TYPICAL. 'Plate Offsets (X,Y)-- f3:0-2-0,0-2-5L (7:0-2-0,0-2-51 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vast Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Ven(LL) 0.00 9 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.01 8 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 57 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins (6-0-0 max.): 3-7. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-1-11. (Ib) - Max Horz 2=-43(LC 10) Max Uplift All uplift 100 Ito or less at joints) 2, 8, 11, 12, 10 Max Grav All reactions 25016 or less atjoint(s) except 2=305(LC 1), 8=305(LC 1), 11=449(LC 21), 12=430(LC 21), 10=430(LC 22) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-282/123, 7-8=-282/124 WEBS 5-11=-376/186, 4-12=-331/181, 6-10=-331/180 NOTES- 1). Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.I S; MW FRS (directional) and C-C Exterior(2) 0-3-11 to 7-4-3, Interior(1) 74-3 to 14-8-5, Exterior(2) 14-8-5 to 17-5-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2, 8, 11, 12, 10. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ...........��',��i No 22839 �40�� ,4 OR IV P %♦ %% Date: East Blvd. Tampa R.33610 March 19,2019 Q WARNING -Vedfydeslyn Pisa..tmr.dREAD NOTES ON THISMDWCLUDEOMITEKREFEMNCEPAGEM6741arev. latrati BEFORE USE Design valid for use only with Maek®connectors. This design Is based only upon parameters shown, and is for an Individual building component not ��- a buss system. Before use, the building designer must verify fill applicability of design parameters antl properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Adddional temporary and permanent bracing MiTek' Is always required for stability and a prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of busses and buss systems, seeANSUVII Quality criteria. DSB419.and SCSI Building Component Safety Nformallonavoilable from Truss Plate Insfitute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T16561229 506583 PB2 Piggyback 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 i Sx6 = 2x4 II 5.6 = 3x4 = 12 11 10 3x4 = 2x4 11 2.4 11 2x4 11 Scale = 1:30.3 .Plate Offsets(X,Y)-- f3:0-1-12,0-1-01.f4:0-3-00-1-121f4:0-M0-1-121f6:0-3-00-1-121f6:0-0-00-1-12117:0-1-120-1-01 LOADING (fast) SPACING- 2-0-0 cSl. DEFL, in (foe) /dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) 0.01 9 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.14 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 HOrz(CT) -0.00 8 rile rife BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 63 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins (6-0-0 max.): 4-6. OTHERS 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 16-1-11. - (lb) - Max Harz 2=-74(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, e, 11,12, 10 Max Grav All reactions 2501b or less atjoint(s) 2, 8 except 11=449(LC 22), 12=503(LC 1). 10=503(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-11=-380/189,3-12=-393/208,7-10=-393/206 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exten042) 0-3-11 to 3-3-11, Intedor(1) 3-3-11 to 5-1-5, Extedor(2) 5-1-5 to 9-4-3, Intedor(1) 9-4-3 to 12-8-5, Extedor(2) 12-8-5 to 16-11-11, Intedor(1) 16-11-11 to 17-5-15 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) Provide adequate drainage to prevent water panning. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 2, 8, 11, 12. 10. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. JeR P. No 22839 :p � .��.` ;$ O R 1 V." �N �O ��44S�6NA� �ot"' Walter P. Finn PE No.22839 MRek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: March 19,2019 OWARNING-VeNty design paremerer4end READ NOTES ON TN/SANDNCLUDWMREKREFERANCEPAGEMR74MJr .. rG'DMOr5BEFORE USE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown. and Is for on IndNxlual building component, not a true system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is alwoys required for Mobility and to prevent calicoes with possible personal Injury and property damage: For general guidanceregarding the fabrication, storage, delivery. election and bracing of trusses and toss systems seeANSIMII Quality CMeb, DSS99 and SCSI Building Component Safety Informalbrwoilobie from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type ay Ply 506583-Luna T16561230 506583 PB3 Piggyback 1 1 Jab Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:41 2019 Page 1 ID:ggswOO18Bnyl 5MHut2Agolzc33u-CTCTZQJWTEYDvbgWZD7OwVLtosopnroK7xeFKzZNBW 7-1-5 70-8.5 17-9.10 7-1-5 3-7-0 7-1-5 Scale=1:30.5 3x4 = 2x4 It 3x4 = 3x4 = 12 11 10 3x4 = 2.4 II 2x4 II 2x4 II Plate Offsets (X,Y)-- f4:0-2-0,0-2-51,16:0-2-0,0-2-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) 0.01 9 Nr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.06 Horz(CT) 0.00 8 rate n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 65 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.2 2-0-0 oc pudins (6-0-0 max.): 4-6. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-1-11. (Ib) - Max Horz 2=105(LC 11) Max Uplift All uplift 1001b or less atjoint(s) 2, 8, 11 except 12=-108(LC 12), 10=108(LC 12) Max Gmv All reactions 25011a or less at joints) except 2=305(LC 1). 8=305(LC 1), 11=311(LC 1), 12=482(LC 21), 10=482(LC 22) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-12=-375/252, 7-10=-375/252 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-11 to 3-3-11, Interior(1) 3-3-11 to 7-1-5, Exterior(2) 7-1-5 to 14-11-3, Interor(1) 14-11-3 to 17-5-15 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 2, B. 11 except Qt=lb) 12=108, 10=108. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical Partin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. `,"II11111j, ,11� POSEn, FZ i, .��C E N gF �'�'��. No 22839 ir A FOORO -' C',� Walter P. Finn PE No22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; March 19,2019 Q WARNING -Verlry Cesignparametersand READN07ES ON THIS AND INCLUDEDMITEKREFERANLEPAGEMI74TJrev. IeTJR015 BEFORE USE Design valid for use only with MiloW connectors. Mis design 6 based only upon parameters shown, and Is for an IndNWual building component, not ��- a truss system. Before use, me building designer must verity the opplico iy of design parameters and properly Incorporate this design Into me overall bviding design. Bracing Indicated k to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal INury and property damage, For general guidance regarding the fabrlcatlon storage, delivery. erector, and bracing of musses and taus systems meANSI/IPII Cui CdfeeA, DS549 and SCSI Bultlbp Component Safety mfamtatbmvailable from Truss Plate Institute. 218 N. Lee street. Suite 312, Alexandria, VA 22314. 6904 Parke East BNtl. Tampa, FL 33610 Truss Truss Type Qty Ply 506583-Luna r5O'6583 T1656 � PB4 Piggyback 3 1 Job Reference (optionap Tibbetts Lumber Company, Palm Bay, FL - 32905, LOADING lost) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 8.240 s Dec 62018 MTek Industries, Inc. Tue Mar 1912:23:41 2019 Page 1 ID:ggswOQf8Bnyl5MHu12Agolzc33u-cT_CTZQJ WTEYDvbgWZD7OwVKvosupmAoK7xeFKzZNBW 44 = 3.4 = 10 9 83x4 = 2x4 II 2x4 II 2x4 II SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ld PLATES Plate Grip DOL 1.33 TC 0.31 Ve art 0.01 7 n/r 120 MT20 Lumber DOL 1.33 BC 0.14 Vert(CT) 0.01 7 Nr 120 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 6 n/a Na Code FBC2017/TP12014 Matrix-S Weight: 68 lb Scale=1:33.6 GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 16-141. (lb) - Max Horz 2=-132(LC 10) Max Uplift All uplift 100 lb or less at joints) 2, 6 except 10_ 136(LC 12), 8=-136(LC 12) Max Gmv All reactions 250 lb or less at joints) 2, 6 except 9=334(LC 1), 10=528(LC 21), 8=528(LC 22) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (to) or less except when shown. WEBS 4-9=-267/12; 3-10=A28/263, 5-8=-428/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-3-11 to 3-3-11, Intedor(1) 3-3-11 to 8-10-13, Extenor(2) 8-10-13 to 11-10-13, Inteddr(1) 11-10-13 to 17-5-15 zone; cantilever left and right exposed ;C-C for members and forces 8 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 lost 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 100 lb uplift at joint(s) 2, 6 except Qt=lb) 10=136, 8=136. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. %% t ER ,P OENSF. l� •��� No 22839 s 8 11 N A L E?.���. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Out 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 Q WARNING -Vedrydealge paramefeersudREAD NOTES ON TNISANU INCLUDED Mn'EKREFERANCEPAGEMX74 MK IN0.Y101SREFOREUSE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on individual building component not ��- a truss system. Before use, the building designer must venfy the applicability of design parameters and properly Incorporate this design Into Me overall buildingdesign, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additianaltempororyand permanent bracing MOW Is always required for stability and to prevent collapse with po tole personal Injury and property damage. For general guidance regarding Me fabrication. storage. delivery, erection and bracing of trusses and truss systems seeANSVIRI Quality Criteria. DSB49. and IICSI Building Component 6904 Parke East Blvd. Safety Infosmatbrwallable from Truss Rate Insiti 218 N. Lee Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Truss Truss Type Cry83-Luna P5065M3 T16561232 PBS Piggyback eference (optional) Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tun, Mar 19 12:23:42 2019 Scale = 1:51.1 3x4 = .3x4 = 20 19 26 18 17 16 15 14 3x4 = 5x6 = LOADING (pal) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(CL) 0.01 13 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.19 Vert(CT) 0.02 13 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.07 Horz(CT) 0.00 12 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 1041b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 2-0-0 oc pudins (6-0-0 max.): 8-11. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 27-6-14, (Ib) - Max Horz 2= 132(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 18, 19, 12, 16, 15, 14 except 17=-130(LC 12), 20= 108(LC 12) Max Gmv All reactions 250 Ib or less at joint(s) 2 except 17=380(LC 22), 18=406(LC 18), 19=436(LC 17), 20=382(LC 1), 12=279(LC 1), 16=257(LC 17). 15=415(LC 1), 14=542(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 7-17=-358/221, 6-18=-267/142, 4-19=-322/173,3-20=-345/224, 9-15=-352/163, 10-14=-419/226 NOTES- 1) Unbalanced Total live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) 0-3-11 to 3-3-11, Interior(1) 3-3-11 to 8-10-13, Exterior(2) 8-10-13 to 11-10-13, Intedor(1) 11-10-13 to 27-4-5, Extedor(2) 27.4-5 to 28-11-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2, 18, 19, 12, 16, 15, 14 except (jt=lb) 17=130, 20=108. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ♦♦♦ : �\ Sir:' �i ♦ + No 22839 ��•: !� R\ Walter P. Finn PE No.22839 MITek USA, Inc. R.Cert 6634' 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 ,&WARNING -Verify designparametersand READ NOTES ON MIS AND WOLUDEDMREKREFERANOE PAGE MIP7417mx. I&XIGO15BEFORE USE. Design valid for use only with MneW connectors. IDLs design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate MIS design Into the overall building design. Bracing Indicated is to prevent bucsling of Individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricomon, storage, del ,ery, erection and bracing of trusses and truss systems, seeANSVTPll Qualfly CffbM. DSB-89 and SCSt Building Component Safety Nformalbrcrvollable from Buss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. MjTek• 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type 506583-LunaT16561233 ]o7typly 506583 PB6 Piggyback 1 Job Reference o tional ribbefts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Mar 1912:23:43 2019 scale = 1:51.1 3x4 = �T c 3z4 = 20 19 26 18 17 16 is 14 3x4 = Sx6 = LOADING (pat) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.26 BC 0.14 WB 0.08 Matrix-S DEFL. in Vsin (LL) 0.00 Vert(CT) 0.00 Horz(CT) 0.01 (loc) Vdefl Ud 12 n/r 120 12 n/r 120 12 We n/a PLATES GRIP MT20 244/190 Weight: 1061b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 2-" oc puffins (6-0-0 max): 8-11. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. All bearings 27-6-14. (lb) - Max Hoe 2=132(LC 11) Max Uplift All uplift 1001b or less atjoint(s) 17, 18, 19, 16, 15, 14 except 20=-104(LC 12) Max Gmv All reactions 2501b or less at joint(s) 2,12 except 17=477(LC 1). 18=452(LC 18), 19=469(LC 17), 20=370(LC 21), 16=437(LC 1), 15=469(LC 22), 14=312(LC 22) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 7-17=-396/159, 6-1B=-314/189, 4-19=-338/197, 3-20=-335/216, 9-16=-358/155, 10-15=-386/197 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=451t; L=28ft; eave=4ft; Cat. II; Este B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-3-11 to 3-3-11, Intedor(1) 3-3-11 to9d0-13, Exterior(2) 28-1 11�11 zone; ileverlettantlrightexposed;C-Cfor members ndforos&MWFRSforeactiossho nEumberDOL�.OtplaegripDOL=ifiOo ��p�`4ER4P,�����i F/yly 3) Provide adequate drainage to prevent water ponding, 4) All plates are 2x4 MT20 unless otherwise indicated. %%% ``P\'� • V , '�G E N &'• �i� 5) Gable requires continuous bottom chord bearing. ,�� �� V F•••, 00 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. NO 22839 i • •: 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * ; ,k will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 17, 18, 19, 16, 15, 14 except Qt=lb) 20=104. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. i 9 •, A F �/ i O •4/ ft 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. . 0'n�• n R 1 o P,N�,.` •,jS'S+��NA� ��%%% Walter R Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: March 19,2019 AWARNING. Verifydesl9nireremefersendREADNOTESONMSANDINCLUDEOMR REFERANCEPAGEMO74lJMK74/12320r5BEFOREUSE Design vcIld for use onlywith MTeW connectors, this design Is based only upon parametersshown, and B for an Individual building component, not a truss system. Before use, the bulltling designer muss verl y the opiellcabillty of design parameters and properly Incorporote ma tleslgn Into the overall bulltling design. Bracing indicated is to prevent buckling of lndf,dual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wim possible personal Injury and property damage, For general guidance regarding the fabrication. storage, Cauvery, erection and brochg of trusses and buv systems seeANSVIPI7 Quality Cdbda. DS549 and BCSI binding Component Safety Bsformalbrwallable from Tnss Plate Institute. 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. MiTek' Sees, Padre East Blvd. Tampa, FL W610 Job Truss Truss Type OIy Ply 506583-Luna T76561234 506583 P137 Piggyback 1 1 Job Reference (optional) uooens Lumoer company, calm eay, rL- aZVUb, 8.240 S Dec 6201E MiTek Industries, Inc. Tue Mar 19 12:23:44 2019 ID:ggsw00f8Bny15MHut2Agolzc33u.02gK6bSBpOd74NKPBhngOZ7r87tbO7WE149JE Scale = 1:33.6 4x4 = 3x4 = 10 9 B 1 3x4 = 2x4 II 2x4 II 2.4 II 17.940 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.31 Ven(LL) 0.01 7 rift 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.14 Vert(CT) 0.01 7 Wr 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.10 Horz(CT) 0.00 6 Wa We BCDL 10.0 Code FBC2017/rP12014 Matdx-S Weight: 68lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 16-1-11. (lb) - Max Hom 2=-132(LC 10) Max Uplift All uplift 100 Its or less at joint(s) 2,6 except 10=-136(LC 12), 8=-136(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=334(LC 1), 10=528(LC 21), 8=528(LC 22) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-9=-267/12, 3-10=-428/263,5.8=-428/263 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=451t; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) 0-3-11 to 3-3-11, Inte4or(1) 3-3-11 to 8-10-13, Extedor(2) 8-10-13 to 11-10-13, Interior(1) 11-10-13 to 17-5-15 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) Gable requires conlinuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother 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 100 It, uplift at joint(s) 2, 6 except at=lb) 10=136, 8=136. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. %%G E N gF.Y�L i��ii No 22839 �O F Walter P. Finn PE No.22839 MiTek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 QWARNING-V4rKyde 9. Peremefersa.d READ NOTES ON TNISANDWCLUDEDMWEKREFERANCEPAGEMM174M.. rW012015 BEFORE USE Design valid for use only with Mnek®connectors. This desgn Is based only upon parameters shown, antl Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvlducl truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobreatlon. storage. delivery, erection and bracing of trusses and truss systems, seeANSVrPlt Quaintly CMolra. DSed9 and SCSI Building Component Safety Informatbnwalioble from Truss Plate Institute. 218 N. Lea Street. Suite 312. Alaxandtio. VA 22314. 6904 Parke East Blvd. Temps, FL 33610 Job Truss Truss Type OfY Ply 506583-Luna T76561235 506583 PBB Piggyback 1 1 Job Reference (options[) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.240 s Dec 6 201 B Mil Industries, Inc. TUB Mar 1912:23:45 2019 Page 1 ID:ggsw00f8Bnyl 5MHut2Agolzc33u-UFEiJxTpail_iXvbIP13YmgOW PDIIaiNFkvsO5zZNBS 7-10-13 9-1113 17-9-10 7-10-13 ~ 2-0.0 7-10.13 Scale = 1:30.7 3x4 = 2x4 II 3x4 = 3x4 = 12 11 10 3x4 = 2x4 II 2x4 II 2a4 II Plate Offsets (X Y)-- t4:0-2-00-2-51 (6:0-2-0 0-2-51 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 30.0 Plate Onto DOL 1.33 TC 0.27 Vert(LL) 0.01 9 Ill 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress [nor YES WB 0.07 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 66 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pull except BOT CHORD 2x4 SP No.2 2-0-0 oC purlin (6-0-0 al 4-6. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-1-11. (lb) - Max Horz 2=-117(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 8 except 12=-120(LC 12). 10=-120(LC 12) Max Grav All reactions 250 lb or less atjoint(s) excep12=294(LC 1), 8=294(LC 1), 11=295(LC 1), 12=505(LC 21), 10=505(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-12=-399/265, 7-10=-399/265 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsY h=15ft; B=45ft; L=24ft; Save=4tt; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-11 to 3-3-11, Interior(1) 3-3-11 to 7-10-13, Exterior(2) 7-10-13 to 14-1-11, Interior(1) 14-1-11 to 17-5-15 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 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with anyother live loads. 6) `This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 8 except (jt=lb) 12=120, 10=120. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. No 22839 Water R Finn PE No.22639 Mil USA. Inc. R. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 O WARNMO-VerifydesignPeramy(ersanCREAD NOTES ON THIS AND INCLUDED MREKREFESANCEPAGEM67473mv. laaYlOfSBEFONE USE. Design volld for use only with MBek® connectors. This design 6 based only upon parameters shown, and h for an haMtlual building component, not a Truss system. Before use, fine building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buadingdesign, Bracing lndicatedistoprevent bucwingoflndiVaucltrussweb and/or chord members only. Additional temporary and permanentbrocing B always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me fabricaflon, storage, delivery. erection and bracing of trusses and truss systems. seeANSVIPll Qualify CModo. D58419. and SCSI Buill Component Safely Informalbmvalloble from Truss Plate Imfil e,218 N. Lee Street, Suite 312, Alexandria, VA 22314. , MiTek' 6904 Parke East eNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 506583-Luna T16561236 506583 PBS Piggyback 1 1 Job Reference (optional) ibnens Lumber Company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:46 2019 Page 1 :1 3x4 = 2x4 II 3x4 = 3x4 = 12 11 10 3x4 2x4 11 2x4 11 2x4 II Scale = 1:30.3 Plate Offsets (X,Y)-- f4:0-2-00-2-51 f6:0-2-0 0-2-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Veff(LL) 0.01 9 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.14 Vert(CT) 0.01 9 Nr 120 BCLL 0.0 Rep Stress [nor YES WB 0.06 Hom(CT) -0.00 8 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 64 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins (6-0-0 max.): 4-6. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-1-11. (M) - Max Horz 2=86(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 11,12, 10 Max Ghav All reactions 2501b or less atjoint(s) except 2=278(LC 21), 8=278(LC 22), 11=401(LC 22), 12=479(LC 1), 10=479(LC 1) FORCES. (M) -Max Comp./Max. Ten. -All farces 250 (lb) or less except when shown. WEBS 5-11=-332/172, 3-12=-371/235,7-10=-371/235 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) 0-3-11 to 3-3-11, Interior(1) 3-3-11 to 5-10-13, Eidertor(2) 5-10-13 to 10-1-11, Interior(1) 10-1-11 to 11-10-13, Exterior(2) 11-10-13 to 16-1-11, Inn ior(1) 16-1-11 to 17-5-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for alive load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 11, 12, 10. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �-. 0`r/ L �R P. F� 1��i .��1�P'•'GENS. N2�i�� No 22839 • ice. Wailer P, Finn PE No.22839 M17ek USA, Inc. R. den 6634 6904 Parke East Blvd. Tampa R. 33610 Data.,. March 19,2019 OWARNING-VerrrytlealSnpammeferssad REAONOTES ON THISANOINCLUDED MITEKREFERANGEPAGEMI474TJrev-]ON32)VIBEFORE USE Deslgn valid for use oNy with MBek0 connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use. the building designer must verify the applicability of design parameters antl properly Incorporate this design into Me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Addifioncl temporary and permanent bracing MOW 6 always required for stobllity and to prevent Collapse with possible personal Inury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Quality Criteria, DSB-BV and BCSI SurdhD Component 691M Parke East Blvd. Safety Mformatblpvallable from Truss Plate Institute. 218 M Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type aY Ply 506583-1una T76561237 506563 PB10 Piggyback 1 1 Job Reference (optional) Bbbetts Lumber company, Palm Bay, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:35 2019 Scale = 1:30.3 3x4 = 2x4 It 2x4 II 2x4 II 3x4 = 3x4 = 12 11 10 3sA = 2,14 II 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.33 TC 0.24 Ved(LL) 0.01 9 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Ved(CT) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 8 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 591b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 2-M oc pudins (6-0-0 max.): 3-7. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All beadngs 16-1-11. (lb) - Max Hoe 2=-56(LC 10) Max Uplift All uplift 1001b or less at joint(s) 2, e, 11,12, 10 Max Grav All reactions 2501to or less at joint(s) except 2=303(LC 1), 8=303(LC 1), 11--"5(LC 21), 12=450(LC 21), 10=450(LC 22) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-374/190, 4-12>346/170, 6-10=-346/169 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15f ; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-11 to 3-3-11, Intenor(1) 3-3-11 to 3-10-13, Extenor(2) 3-10-13 to 8-1-11, Interior(l) Bd-11 to 13-10-13, Exteriar(2) 13-10-13 to 17-5-15 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 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 2, 8, 11, 12, 10. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. %P-IleR P. %C�` E NSF i� No 22839 Ir TE OF 40 COR VDV ��_� Walter P. Finn PE No.22839 MITek US& Inc. EL Deft 6634' 6904 Parke East Blvd, Tampa FL 33610 Date: March 19,2019 ,&WARNING-Vadlydes/gnpamme(ersand READNOTIFS ON TNLSANDWCLUDEDMr KREFERANCEPAGEMx7m.v. 1GOV2015BEFOREUSE. Design valid for use only with Mpek® connectors. This design Is based only upon parameters shown and a for an Individual building component, not a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual Was web and/or chord members only. Atltllianal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with Posslble personal Injury and property damage. For general guidance regarding the fcbricWon storage, delivery, erection and bracing of fluxes and buss systems seeANSIy1P11 GualBy Criteria, DS349 and SCSI Budding Component Safety Infomtafbmvollable from Truss Rate Institute. 218 N. Lee Street Suite 312. Nexondda, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 b Thus Thus Type city Ply 506583-LunaT1fi561238 Pp 6583 Pat Piggyback 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Say, FL-32905, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:36 2019 7.00 12 3" Scats = 1:30.3 2x4 II 2x4 II 3x4 = 3.4 = in p 3x4 = 2x4 II Plate Offsets (X,Y)-- (3:0-2-0,0-2-51, 16:0-2-0,0-2-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Gdp DOL 1.33 TC 0.37 Ven(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 'BC 0.27 Vert(CT) 0.01 8 n/r 120 BCLL 0.0 Rep Stress [nor YES WB 0.05 Horz(CT) 0.01 7 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 52 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except BOT CHORD 2x4 SP No.2 2-0-0 oc pudins (6-0-0 max.): 3-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-1-11. (Ib) - Max Holz 2= 25(LC 10) Max Uplift All uplift 1001b or less at joint(s) 2, 7, 10, 9 Max Grav All reactions 250 lb or less atjoint(s) except 2=372(LC 1), 7=372(LC 1), 10=568(LC 21), 9=568(LC 22) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-497/224, 3-4=-414/199, 4-5=-414/199, 5-6=-414/199, 6-7=-497/225 BOT CHORD 2-10=-147/414, 9-10=-147/414, 7-9=-147/414 WEBS 4-10=-455/243, 5-9=-455/243 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 3=45ft; L=24R; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-3-11 to 6-1-11. Interior(1) 6-1-11 to 15-10-13, Exterior(2) 15-10-13 to 17-5-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7, 10, 9. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �.. E Ill ,R��V No 22839 ��i,F O R � � • �j�=O� Walter P. Rnn PE No22839 MiTek USA, Inc. R. cart 6634 6904 Padre Fast Blvd. Tampa FL 33610 Date: March 19,2019 QWARNING-Vedfydeslgnparemeternend READNO7S ON MIS AND MCLUOEOMI1`EKREFERANCEPAGEM67fci 102tM015aEFORE USE Design valid for use only wiM MnekO connectors. This design Is based only upon parameters shown, and a for an IntlMtluol bustling component not �'- c truss system. Before use, the bustling designer must verify the applicoblllty of design parameters and properly Incorporate this design Into the overall bustling design. Bracing indicated G to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stabllny and to prevent collapse with possible personal injury and property damage. For general guidance regordIng the fobrication storage, delivery. erection and bracing of trusses and truss systems see tpistr P11 QuT Criteria, D3549 and BCSI Balding Component Safety Informatbrttvalloble from Tr sa Plate Institute. 218 N. We Street. Suite 312. Alexandria VA 22314, 6904 Parke East Blvd. Tampa, FL M610 Job Truss Type ply Ply 506583-LunaT16561239 FP_B12S 506583 Piggyback 1 1 Job Reference Lop tional 0 ribbetts Lumber Company, Palm Bay, FL - 32905. 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:37 2019 Page 1 ' ID:ggswOOfeBnyl 5MHu 2Agolzc33u-jilheCNoTEk61II3Hj9BD4KgWBUVtzRCOVzR6zzzNBa 3-442 6.3-12 9.8-7 3412 2110 3412 Scale = 1:1 B.B — 3 5 7.00 12 6 2 7 1 ]g m la e 2x4 = 2x4 II 2x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CS]. TC 0.14 BC 0.17 W B 0.02 Matrix-S DEFL. in Vert(LL) 0.01 Vert(CT) 0.01 Hom(CT) 0.00 (lac) I/deft Ud 7 n/r 120 7 n/r 120 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2 2-0-0 oc pudins (6-0-0 max.): 3-5. OTHERS 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 2=341/8-0-9, 6=341/8-0-9, 8=296/8-0-9 Max Ham 2=-48(LC 10) Max Uplift 2=-89(LC 12), 6=-89(LC 12), 8=-6(LC 9) FORCES. (Ib) - Max. ComPJMax. Ten. -All forces 250 (lb) Crises except when shown. TOP CHORD 2-3=-349/200, 5-6=-349/200 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) 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 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord beading. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 6) ' 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. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) 2, 6, B. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical put din representation does not depict the size or the orientation of the put din along the top and/or bottom chord. �.. G E N SFiN�'��. No 22839 � r Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dater March 19,2019 AWARNING- yedtydedgnjimays emendREU)NOTESONMISMDINCLUDEDMHEKREFERANCEPAGEM67473mv.INa32015BEFOREUSE. Design valid for use only with Mnek@ connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a Ivv system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of lndlvlduol puss web end/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal nlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and buss systems. meANSIi Quality Cdtedo. DBBw and SCSI Building component Safety Informa6emvallcble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314, MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type T16561240 506583 PB13 Piggyback r 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:37 2019 Page 1 ID:ggswODf8Bnyl5MHut2Agolzc33u-IifheCNoTEk61113Hj9BD4KOW BUxtrACOVZR6ZZZNBa 4.10.4 9-8-7 4.104 I 4.104 Scale=1:19.2 4x4 = 6 2x4 = 2x4 II 2x4 = 9.8-7 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (foe) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.27 Vert(LL) 0.01 5 nfr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.17 Vert(CT) 0.01 5 rift 120 BCLL 0.0 ' Rep Stress Isar YES WB 0.04 Hors(CT) 0.00 4 nfa nfa BCDL 10.0 Code FBC20177TP12014 Ma1dx-S Weight: 321to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=261/8-0-9, 4=261/8-0-9, 6=457/8-0-9 Max Horz 2=70(LC 11) Max Uplift 2=-71(LC 12), 4=-71(LC 12), 6= 35(LC 12) Max Grav 2=261(LC 21), 4=261(LC 22), 6=457(LC 1) FORCES. (Ib) - Max CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. WEBS 3-6=-321/142 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4tt, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-11 to 3-3-11, Interior(1) 33-11 to 4-10-4, Exterior(2) 4-10-4 to 7-10-4, Interior(1) 7-10-4 to 9-4-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf 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 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 1001b uplift at joint(s) 2, 4, 6. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. J,,PJ�R'P f F�ti O�i �.V�GENg�. No 22839 ' TE OF .4J �4 O R •��S'S8�NA11 % Walter P. Rnn PE No2=9 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 19,2019 Q WARNING- Verl/ydesrgnparametersand READN0MS ON MSANDWCLUDEDMREKREFERANCEPAGEM0.747arev. 101112015BEFOREUSE. Design volld for use only with Mnekb connectors. This design Is based only upon parameters shown, and Is for on Inc Mdual building component, not a truss system. Before use, the building designer must veify the appllcabllily 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. Ad ifional temporary and permanent brocing Is always recalled for stability and to prevent collapse with possible personal Nuly and property damage. For general guidance regarding the fcbrlcation, storage, delivery, erection and brocing of trusses and tens sWems seeANBVg II Cualtltlyy Cdfeda, PS8419 and SCSI Building Component Safely InfermatbrWoilable from Truss Mate Institute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. ��' MiTek' 69M Parke East Blvd. Tampa, FL M610 Job Truss Truss Type Oty Ply 506583-Luna T76561241 506583 PS14 Piggyback 7 1 Job Reference (optional Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.240 s Dec 62018 MiTek Industries, Inc. Tue Mar 1912:23:38 2019 Page 1 ID:ggsw00f8Bnyl 5MHut2Agolzc33u-Cul3rXOODYszMStFr(TgOmltg1bgjcOfmo9i_ ?ZZNBZ 4-2-4 5-6-4 9-8-7 4.2-4 7 4 0 4-2-4 Scale = 1:18.8 3.4 = 2x4 II 3z4 = 3 4 5 8 2x4 = 2x4 11 2x4 = Plate Offsets (X,Y)-- (3:0-2-0,0-2-51, f5:0-2-0,0-2-51 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.22 Vert(LL) 0.01 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.17 Vert(CT) 0.01 7 n/r 120 BCLL 0.0 ' Rep Stress Mar YES WE 0.03 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 31 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=315/8-0-9, 6=315/8-0-9, 8=349/8-0-9 Max Hom 2=60(LC 11) Max Uplift 2=-88(LC 12). 6=88(LC 12), 8=-2(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-266/153, 5-6=-266/154 Structural wood sheathing directly applied or 6-0-0 oc pudins, except 2-0-0 oc puffins (6-0-0 max.): 3-5. 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=451t; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-11 to 3-3-11. Interior(l) 3-3-11 to 4-2-4, Eztedar(2) 4-2-4 to 9-4-12 zone; cantilever left and right exposed ;C-C for members and tomes 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf an 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 8. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical purim representation does not depict the size or the orientation of the puffin along the top and/or bottom chard. No 22839 lij XN- . O R 1 O Q C?N��,, •,�sd' 0NA� Walter P. Finn PE ND.22839 MITek USA, Ina FL Cart 6634 6904 ParkeEast Blvd. Tampa FL 33610 Data. March 19,2019 AWANNWG-VeNydesgnpadmerers4ndREADNOTESONTMOANDWCLUDEDNm KREFEp NCEPAGEM&74M3m..109144115BEFOREUSE Design valid for use only with Mnek® connectors. This design Is bossed only upon parameters shown, and Is for on Individual building component, not a trust system. Before use, the IoUldhg designer must verity the appllcab0lty of design parameters and properly Incorporate this design Into the overall building design. Bracing hdlcated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requlrad for sfabilty and to prevent collapse wall possible personal hiury and properly damage. For general guidance regarding the fobdcalon. storage, delivery. erection and bracing of Musses and truss systems, sersANS91PIt Quality Criteria, DSB-69 and SCSI Building Component 6904 Parka East 81,rd. Safety Infomralbmval able from Truss Plate Institute, 218 N. We Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Joh Truss Truss Type OtIF Ply=Refemn� T16561242 506583 PB15 Piggyback 1 l Tibbetts LumberCompany, Palm Bay, FL- 32905, 8.240 s Dec 6 2018 MITek Industries, Inc. Tue Mar 19 12:23:39 2019 2x4 = 3x4 = 2x4 11 3x4 = 2x4 II 2x4 = Scale =1:18.8 Plate Offsets (X Y)- f3:0-2-0 0-2-51 f5:0-2-0 0-2-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.16 Ved(LL) 0.00 7 Nr 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Veft(CT) 0.00 7 Nr 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 6 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-S Weight: 281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=291/8-0-9, 6=291/8-0-9, 8=397/8-0-9 Max Horz 2=29(LC 11) Max Uplift 2=-70(LC 12), 6=-70(LC 12), 8=-48(LC 9) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-314/180, 5-fi=-314/181 WEBS 4-8=-299/232 Structural wood sheathing directly applied or 6-" ec puffins, except 2-0-0 oc pudins (6-0-0 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=151t; B=45ft; L=24ft; eave-oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) 0-3-11 to 6-5-2, Intedor(1) 6-5-2 to 7-6-4, Exterior(2) 7-64 to 94-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 fast bottom chord live load nonconcument with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 6, 8. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. No 22839 9 TE OF •k/: 'On�.S� C O R I D Q'C9���,: �% Walter P. Finn PE No.22839 MITek US& Inc. FL ded 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 19,2019 AWARNING- Verirydeal9npar4mefenr.dR£ADNOT£SONTNISANDNCLUD£DMNEKREFERANCEPAGEM674)Jmv.1GiAi1015eEFOREUSE void for use only with MfMk0 connectors. This design Is based only upon porometers shown, end Is for an Inc Mduai butding component, not wit a Muss systemth . Before use, e building designer must verify the opplioablllfy of design parameters and property Incorporate this design Into the overall building design.&acing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, del very, erection and bracing of Musses and Muss systems. seeANsVTpiI Qualay Cherie, D5349 and BCSI Building Component Safety Iafopnatbnavoilable from Truss Plate ms fine. 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. 69o4 Parke Earl Blvd. Tampa, FL 33810 Job Truss Truss Type City Ply 506583-Luna T16561243 506583 T35 Flat Girder 1 2 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 12:23:47 2019 Page 1 ID:ggswOQIBBnyl5MHu12Agolzc33u-RdLTkcV46J?ixg3 1pKXdBIPOD1d1DTAgj2OzT zZNBQ Scale = 1:14.6 53.8 = N 4 NAILED NAILED NAILED 6 2x4 II 2x4 II 3-10-8 7-9.0 3-10.8 - 3-10.8 LOADING (pso .SPACING- 2-" CS1. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.11 Vert(LL) -0.01 5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.05 Vert(CT) -0.01 5 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.07 Horz(CT) 0.00 4 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 5 >999 240 Weight: 76lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD 2-" oc purins (6-0-0 rill 1-3, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 6=410/Mechanical, 4=410/Mechanical Max Uplift 6=-73(LC 4), 4=-73(LC 4) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (I s) or less except when shown. TOP CHORD 1-6=-365/89, 1-2= 707/126, 2-0=-707/126, 3-4=-365/89 WEBS 1-5=-121/680,.2-5=-367/135, 3-5- 121/680 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xW) nails as follows: Top chords connected as follows: 2x4 - 1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45tt; L=24tt; eave=4ff, Cat. II; Exis B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) 'NAILED" indicates 3-1 Od Nails (0.148' x 3') toe -nails per NDS guidelines. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Inerease=1,33 Uniform Loads (pif) Vert: 1-3=-90, 4-6=-20 No 22839 = -O . cc OF •:�4yZ �i�tP • 4 p R 10 P,: ��% '•alllllu•^" Walter P. Firm PE No.22839 Mli USA Inc. Fl. Cart 66M 6904 Parke East Blvd. Tampa F.33610 Data: March 19,2019 AWARNING -VnlrydnImp.tersandREAD NOTES ONTHIS AND MCLUDEDMITEKREFERANCEPAGE MG74Tdrev.lama2015BEFORE USE Design valid for use only with M6e1�1 connectors. lhls design 6 based only upon parameters Shown. and k for on Individual building component not a huss system. Before use, the building designer must verity Me oppllcabYdy, of design parameters and properly Incorporate ihB design Into the overall ' bullding design. Bracing Indicated Ls to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with ponble personal Injury and property damage, For general guidance regarding the tabrlcotion, storage, delivery, erection and bracing of trusses and buss systems WeANSVMII Quo' 8y Crinlo, DSB419 and SCSI Building Component 69M Parke Ent Blvd. Safety Infolmpibnovallabie from truss Plate Insafule, 218 N. Lee Sheet, Suite 312. Alexonclno, VA 22314. Tampa, FL M610 Job Truss Truss Type cry Ply 506583-Luna T76561244 506583 V1 Valley 1 1 Job Reference (options]) Rbbetts Lumber Company, Palm Bay, FL-32905. 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 1912:23:48 2019 3.4 = 2 2x4 4 2x4 d d Scale = 1:7.1 Plate Offsets (X Y)-- f2:0-2-0 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.02 Vert(LL) r✓a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.04 Vert(CT) Na - n/a 999 BCLL 0.0 Rep Stress [nor YES WE 0.00 HOR(CT) 0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=104/2-10-14, 3=104/2-10-14 Max Ho¢ 1=-15(LC 10) Max Uplift 1— 15(LC 12). 3=-15(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 2-11-12 oo 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: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Elderior(2) zone; cantilever left and right elposed ;C-C for members and forces 8 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 past 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 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 1001b uplift at joint(s) 1, 3. �J%,,*PVISR P. . G E N BFi�y,��i F No 22839 *; * Z TE OF fit AL% Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R.33610 Data; March 19,2019 0 WARNING-Vellydedgn pememters end READ NOTES ON TNISANDMCLUD£D MREKREFERANCEPAGEM&747amx. ?O=015 BEFOREUSE Design valid for use only with M9ek0 connectors. RIIS design 6 based only upon parameters shown. and Is for on Individual building component. not a truss system. Before use, the building designer must verify me oppllcablllN of design parameters and properly Incorporate this design Into the overall building design. Brocing indicated is to prevent buckling of Individual muss web and/or chord members only.Additional temporary and permanent bracing 6alwaysrequiredforstablityandtopreventcollapsewithpossiblepersonalinjuryandpropeMtlamage. For general guidance regarding Me fobAcation. storage, delivery, etectlon and bracing of musses and muss systems, seeANSVrPI1 Quota yy CrfleAa, DSB-89 and BCSI Building Component Safety Infomtationavoiloble from Truss Fate Institute. 218 N. Lee Steel, Suite 312, Alexandria, VA 22314. ��• MlTek' 6904 Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless Y. y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �/ldr L7�� For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. 'Plate location details available in MTek 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: ANSI/TPII : 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 •Connected Wood Trusses. Numbering System 6-48 dimensions shown in sixteenths scale) (Drawings not To scale) 0 c O 2 U o_ O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITekO 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 orX-bracing, is always required. See SCSI. 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/rPI 1. 7, Design assumes trusses will be suitably protected from the environment In accord with ANSI7TPI 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.