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HomeMy WebLinkAboutTRUSS PAPERWORKI MM W1 6 MiTek 8 RE: 1615598-GEM-351 - Site.Information: - Customer Info: GEM BLDRS Lumber design values are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: KITTREDGE Model: FILE COPY IMI!Tek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610--41-15 LOUDIOCK: Subdivision: Address: 351 NOTILEM ST City: FORT PIERCE State: FIL Name Address and License # of Structural Engineer of Record, If there is one, for the buildingp/0 Name: License #: 01 Address: 04, City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE7-10 Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 20 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Sea]# I Truss Name I Date -]No. ISeal# I Truss -Name I Date 1 1 T1 6224315 1 Al J 2/8/19 118 IT162243321(;J5 12/8/19 12 1 T1 6224316 1 A2 12/8/19 119 IT16224333JEJ7 12/8/19 1 13 1 T1 6224317 1 A3 J 2/8/19 120 1 T1 6224334 1 HJ7 12/8/19 1 14 1 T1 6224318 1 A4 12/8/19 1 1 1 1 1 1 1 1 1 1 1 15 1 T1 6224319 1 A5 12/8/19 6 IT 12/8/19 7 2 T1:2 9 18 1 T1 6224322 1 AB 9 19 T162243231A9 12/8/19 110 1 T1 6224324 1 At 0 12/8/19 112 1 T112224432 _12/8/19 12/8/19 13 T1 6224327 1 Al 3 12/8/19 14 T1 6224328 1 Al 3A 12/8/19 15 T1 6224329 1 At 4 12/8/19 16 11 243301CJ1 12/8/19 1� 2243311CJ3 TJ:2 12/8/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas 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 ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSl1TPl 1, Chapter 2. Thornas A Albul PE No,39380 Mnlek Usk Inc. R. Cert 6634 6904 Parine East Blvd. Tampa FL33610 Date: February 9,2019 Albarii, Thomas I of 1 ob Truss Truss Type ly T16224315 �16 559B GEIVI-351 1 �Al Common 11oto Reference (optional) truicers t-irsitiource, Von Piece, 1-1- U4945 8.220 a Nov 16 2018 Mi I ek Industries, Inc. I -it I-eb, 6 U9:JZ:bd etil U Stalls = 1:73.2 4.00 F1_2 Sala 6 4x12 U12 X6 4 22 5 ro 23 4X6 3X4 4 18 8 3X4 a 3 2x4 11 9 9-0-0 24 2.4 11 �21 1 2 11 �jc�al 6 1 ST1-5x8STP= 17 16 15 14 13 12 ST1.5x8 STP = 4xI0 MT20HS 2X4 11 6xl2MT20HSWB= 5.6 2x4 11 4xI0 MT20HS = SX6 6x12 Kff20HSWB 5-4-4 Ln 24-7-12 1 '-o -0 t-0 _ ..n.. 7.Z. .010n Plate Offsets (KY)-- [2:0-0-3,Edge],[4:0-3-0,Edge],L8:0-3-0,Edgel,[10:0-0-3,Edgel.114:0-3-0.0-3-81,[15:0-3-0,0-3-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Vdeff Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.83 Vi -0.83 15-17 >569 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 VertCT) -1.13 15-17 >416 180 MT20HS 187/143 BCLL 0.0 Rep Strew ]nor YES We 0.61 Hom(CT) 0.22 10 n1a n1a BCDL 10.0 Code FBC2017frP]2014 Manix-SH Attic -0.60 14-15 186 360 Weight: 204 Ito FT = 20% LUMBER- TOPCHORD 2x4 SP No.1 *Except* 1-4,8-11: 20 SP M 31 BOTCHORD 2x4 SP M 31 *Except' 13-16: 2XG SP M 26 WEBS 2x4 SP No.3 *Except* 5-7.7-14,5-15: 2X4 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (Italsize) 2=2406/0-8-0, 10=2406/0-8-0 Max Horz 2=147(LC 12) lvlax� Uplift 2=-700(LC 8), 1 0=-700(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or5-5-4 oc bracing. WEBS I Row at midpt 5-18, 7-18, 9-14. 3-15 JOINTS 1 Brace at Jt(s): 18 FORCES. (lb) -Max. Comfp./Max� Ten. -All forces 250 (11a) or less except when shown. TOPCHORD 2-3---5804/2230,3-5=-4947/1854,5-6=-11141538,6-7=-1114/538,7-9=-4947/1853, 9-10=-5BO4/2230 BOTCHORD 2-17=-1960/5391, 15-17=-1960/5394,14-15=-1418/4606,12-14=-1985/5394, 10-12=-198515391 WEBS 5-18=,365811371, 7-18=,365811371,7-14=-158/904, 9-14=-14581621, 9-12=-81/285, 5-15---158/904,3-15=-14581617,3-17=-81/285, 6-18---681336 NOTES- 1) Unbalanced noof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2) -14-Oto4-8-0, Interfor(l) 4-8-0 to 20-0-0, Exlemor(2) 20-0-0 to 26-0-0, IntenoT(1) 26-0-0 to 414-0 zone; cantilever left and right exposi for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) All plates are MT20 plates unless otherwise indicated. 4) 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 20.0pisf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Vill fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 pso on member(s). 5-18, 7-18 7) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 pso applied only to mom. 14-15 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 go uplift atjoint(s) except Ot=lb) 2=700,10=700. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Alliall PE No.39380 NliTek USA, Inc. Fl. Carl 8634 S9D4 Parke East Blvd. Tampa Fl. 33610 Date: February 8,2019 WARNIFIG - Vadly deals. pl,namahms,mdil?�D NOTES ON MISANDINCLUDED MIFIEKREFERANCEPAGEMD.7473 na, 1�015BEFORE USE Deslgn valid for use only with Vilrek0corraectors. Mis cl Is based only Won parameters shown, and Is for an Individual building component, not a truss system. Bofore use, Me building desgriar must vedyttre opelcobililyof design parameters and properly incorporate Mls design Into me overall building desIgn. BracIng Indicated Is to prevent buckling of lndlvldual truss web and/or chord members only. Additional tairriboarry and permanent bracing MiTelc Is always requIned for stability and to prevent collapse with Possible personal Injury and property damage. For general guldonce regardlng Me ficladcoilor, storage, delivery, erecfion and bracing of trusses and Miss systems. seeANSWPII Quality Ciffirrim, DS349 and SCSI Building Component 69N Pale, East B�d. Safety Informatforic,oroble from Truss Plate Insfituta. 218 N. Lee Street. Suite 312, Alxoncirla, VA 22314. Tampa. FL 33610 ob T' - Truss Type Qty Ply T16224316 [Job 1 1 F65598-GEM 351 A2Uss �Common 2 1 Reference (optional) Builders FirstSource, 4-A Fort Piece, FL 34945 k -3: 2 Ll 4 211 "1 a Nov I b Zu1 u yu I eK Inausures, Inc. Fn FeD is 0,33:09 201i 9 rage I ID:ajWjlFfleUEpwqykERXAM?yIE4v.EPTU31QOth3V5DFSsPeWGZvhW3-_XaFOI eGZcUznEI8 4 2 L4U1 _D.�,O 1-0 1-4 .0 84-0 212 4' 12 41--112 �11 1' 1'2 0 1`4 Scale 1:73.2 4.00 F1 _2 5XIS 6 4x6 4x6 5 6 21 23 0 7 24 3X5 3X4 :4; _ 1 3x4 19 11 3 2x4 9 22 25 2x 4 11 2 �5 1 �02 11 I 6 16 15 14 13 6 STI.5xB STP 18 17 12 STI.5x8 STP 3X8 2x4 11 5xB wB= like 4X6 - 2x4 11 3x8 ax4 = 6x12 MT20HS WE = LOADING (psq SPACING- 2-0-0 CS1. DEFL in (too) Vdef] Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.99 Veil -0.59 14 >580 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(CT) -1.13 12-14 >304 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.15 10 ni n1a BCDL 10.0 Code FBC20I7/7PI2014 Matdx-SH Attic -0.32 14-15 351 360 Weight: 212 111 FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP N0.2 *Except' TOP CHORD Structural wood sheathing directly applied. 14,8-11: 2x4 SP M 31 BOTCHORD Rigid ceiling directly applied or 5-8-12 oc bracing. BOTCHORD 2x4 SP M 31 'Except' WEBS I Row at midist 5-19, 7-19, 9-14 13-16: 2x6 SP M 26 JOINTS 1 Brace at Jt(s): 19 WEBS Zx4 SP No.3 *Excei 5-7,7-14,5-15:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ildi 2=1647/0-8-0, 10=2124/0-8-0,17=1041/0-8-0 Max Horz 2=-147(LC 13) Max: Uplift 2=-448(LC 9), 10=-686(LC 9). 17=-430(LC 12) Max Grav 2=1647(LC 1), 11011), 17=1388(LC 24) FORCES. (11h) - Mu. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3477/1588,3-4=-2933/1408,4-5=-3674/1543,5-6=-1007/511, 6-7=-9831484, 7-9=-3768/1490,9-10=-498312014 BOT CHORD 2-18=-1 332/3174, 17-18-1332/1 024/2767,14-15=-1 121/3478, 12-14=-1781/4618,10-12=-1781/4618 WEBS 5-19=-266911101, 7-19=-2669/1101, 7-14=-251600,9-14=-1479/727, 9-12=-1 2096, 5-15i 1 V706, 3-18=0/365, 6-19-471260, 3-17=-938/4fi 18111332, 4-15=-304/1246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull 70mph (3-second gust) Vasd=1 32mi TCDL=5.Opsf; BCDL=5.Opsf; h=1 611; Cat. 11; Exic C; Encl., GCpii li (envelope) and C-C Exterior(2) -1-4-0 to 4-8-0, Interion(l) 4-8-0 to 20-0-0, Extedor(2) 20-0-0 to 26-0-0, Interior(l) 26-0-0 to 41-4-0 zone; cantilever left and right expoi for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 �60 3) All plates are MT20 plates unless othervyise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load monconcurnint with any other live loads. 5) * This Inuss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psQ on memi 5-19, 7-19 7) Bottom cho rd live load (40.0 psl) and additional bottom chord dead load (5.0 pi applied only to mom. 14-15 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 Its uplift at joint 2, 686 lb uplift at Thomas A, Allarani PE Noi joint 10 and 430 Its uplift at joint 17. Mil USA, Inc. FIL Cart 6634 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 6904 Parke East Blvd. Tampa FIL 33610 Date: February 8,2019 ,&WARNING -VerhydagghpilmaductursadidIrEilDNOTES ON MISANDWCLUDEDm�KRE�RANCEPAGEM�747a�. lavacroISBEFORE USE Design valid for use only with MffeW connectors. this design Is based only upon parameters shown, and Is for on Individual building component, not a fh� system, Before use, the building designer mug verilyfine applicability of design parameters and property Incorporate this design Into the overall buildingdestgn. Bracing Indicated Is to prayent buckling of Individual true web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for gotolly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parve East Blvd. fabiricotion. storage, delivery, erection and bracing of trusses and Mile systems, iseuggi Quality Criteria, D5i and BC81 Building Component Tampa, FL 33610 Sai from Trun Plate Institute, 218 N. We Streed. Suite 312, Alexandro. VA 22314. Tra Truss Truss Type Cry Ply T1622431 Fob 161 161_159�8G�EM-351 ]A3 Common 1 �Jb �(,ptwmil) Pat ..... But1ders ]-irstlSource, �ort Frece, FL 34945 8.ZZU S NOV I b zui a mi i ex mousines, mc. rn reD u u�:jj: i u 4u i a rage i ID:,�WjtFfleUEpwqykERXAM?yIE4v-iblsGeRO9?BMjNqIP699omSvaTKM!yP9GIO78�E17 21-M k 2 15-" Is" 20�0 . 2�7-12 21V 3 -_12 , a ii_ t, ri-M we 1271�":& 711-12 0-0-8 3-7-12 1�d 3�7 1-0-0 Scale = 1:77.3 4.00 F12- 5X6 = 5X6 6 7 axe 5x6 5 8 4x6 3A �25 4 20 23 9 26 3X4 3 2X4 11 2x4 11 10 24 9-0-o 27 2X4 11 2 X4 21 2 ST1.5xa; STP 19 18 17 16 is 14 13 ST1.5x8 STP 3X8 2X4 11 5xB WB= 6x8 4x6 2A 11 3x8 3A 6.12 MT20HS WB !�'N' 24-7-12 L 0-0 V _0 V0 W�4 0 U_�_d 740 Plate Offsets (X,)O-- [2:0-4-0,Edqel,14:0-3-0,0-3-01,[970-3-0,Edgel,rll:0-0-6,Edqel,[16:0-3-8,0-4-41 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip COIL 1.33 TC 0.78 Verl -0.58 15 >597 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 Vert(CT) -1.10 13-15 >313 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES We 0.81 Horz(CT) 0.15 11 n1a n1a BCDL 10.0 Code FBC2017[TP12014 Matrix-SH Attic -0.31 15-16 360 360 Weight: 213 go FT = 20% LUIVIBER- BRACING- TOPCHORD 2x4 SP No.1 *Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc patina. 1-4,9-12: 2x4 SP M 31, 6-7:2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 5-4-1 oc bracing. BOTCHORD 2x4 SP M 31 *Except- WEBS 1 Row at midpt 8-20,10-15 14-17:2x6 SP M 26 JOINTS 1 Brace at Jt(s): 20 WEBS 2x4 SP No.3 *Except* 5-8,8-15,5-16: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1641/0-8-0,11=2122/0-8-0,18=105010-8-0 Max Horz 2=-140(LC 13) Max Uplift 2=-448(LC 9), 1 1=-692(LC 9), 18=-418(LC 12) Max Grav 2=1641(LC 1), 11=2122(LC 1), 18=1396(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ilb) or less except when shown. TOPCHORD 2-3=-3459/1815, 3-4---2940/1633,4-5=-365811745,5-6---1127/600,7-8=-1094/583, 8-10=-3758111688� 10-11=-497612277, 6-7=-1006/591 BOT CHORD 2-19=-1 525/3156, 18-19=-1 525/3156, 16-1 8=-121412772,15-16=-1294/3465, 13-15=-203214611, 11-13--203214611 WEBS 5-20=-2551/1210, 20-23=-2520/1200, 8-23=�252711200, 8-15=-30/614,10-15=-1487/792, 10-13=-15/393, 5-16=-1 15/667. 3-19=0/363,6-20=-82Y256, 3-18=-941/460, 4-18=-1 196b442,4-16=-324/1260 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exte C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-4-0 to 4-8-0, Interior(l) 4-8-0 to 19-0-0, Extedor(2) 19-0-0 to 29-5-13, Interor(l) 29-5-13 to 41-4-0 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 pet 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) Ceiling dead load (5.0 psf) on member(s). 5-20, 20-23, B-23 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 par) applied only to room. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 692 lb uplift at joint 11 and 418 lb uplift at joint 18. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Albert PE No.39380 MiTek USA, Inc. FIL Carl 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 8,2019 Job Truss, Truss Type Q'y Fly T16224318 1615598-GEM-351 A4 Common I 1 � Job Reference joptional) munaers rinhouunce, run riece, rL J4Wq3 2X4 11 ST1.5xB STP 4.10 MT20HS 0-4" � ­ 'a "'. '. - .. - .. ' .. � ­1 - ' ­ - - - Q - ID:ajWjtFfleUEpwqykERM?yIE4,.-8.hKSG9�R4yg-g)D(BduBXESHIJArMSjcVDDpmElS 4.00 [1-2 5X6 5� 6 7 4xI2 1 18 .1 16 2x4 11 BX12MT20HSWB = SX6 4X12 8 15 13 5X6 2A 11 6X12 MT20HS WB = Scale = 1:�.3 2X4 1; 12 ST1.5xB STP = 4x1O MT20HS = �2 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 'CNG_ '�o 0 9PA Plate Grip DOL �3 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/-rPI2014 CS'. TC 0.82 BIG 0.69 We 0.85 Matrix-SH DEFL. Vert(LL) Ver((CT) Hors(CT) Attic in (loc) Well Ud -0.82 16-18 >5T7 240 -1.12 16-18 >421 180 0.22 11 n1a nta -0.68 15-16 192 360 PLATES MT20 MT20HS Weight: 205 to GRIP 2441190 187/143 FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.1 *Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc, pudins. 1-4,9-12: 2x4 SP M 31, 6-7: 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 5-2-5 oc, bracing. BOTCHORD 2X4 SP M 31 *Except* WEBS 1 Row at midpt 5-19,13-19,10-15, 3-16 14-17:2x6 SP M 26 JOINTS 1 Brace at Jt(s): 19 WEBS 2x4 SP No.3 *Except* 5-8,8-15,5-16:2x4 SP NO.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2406/0-8-0,11=240610-8-0 Max Hom 2=140(LC 16) Max Uplift 2=-707(LC 8), 1 1=-707(LC 9) FORCES. (lb) - Max. Comi Ten. -All forces * 250 (lb) or less except when shown. TOPCHORD 2-3=-580612443, 3-5=494SM9813, 5-6=-1256/625,7-8=-1256/625, B-lo=-4945/198B, 10-1 1=-5806/2443,6-7=-11451618 BOTCHORD 2-18=-218315393,16-18=-2183/5396,15-16=-152714603,13-15=-218915396, 11-13=-2189/5393 WEBS 5-19=-3515/1415,19-22=-349011405, 8-22=-351511415, 8-15=-1891906,10-15=-14561710, 10-13=-78/277,5-16=-189/906, 3-16---14561710,3-18=-78/277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; E)P C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-4-0 to 4-8-0, Ini 4-8-0 to 19-0-0, Extedor(2) 19-" to 29-5-13, Interiorl 29-5-13 to 41-4-0 zone; cantilever left and fight exposed ;C-C for members and forces & MWFAS 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 othemise 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 20.0psf on the bottom chord in all areas whom a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 pso on memi 5-19, 19-22, B-22 8) Bottom chord live load (40.0 Pat) and additional bottom chord dead load (5.0 Pat) applied only to mom. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 707 lb uplift at joint 2 and 707 go uplift at joint 11. Thomas k Alban! PE No.39380 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. MiTek USA, too. FL Carl 66U 6904 Parke East Blvd. Tampa FIL 33610 Date: February 8,2019 WARNING- Viably dcsigh Perhon.tersand RE,10 NOTES ON THISAND)NCLUDED UFFEKFIEFEFIANCEPAGEM7471.4 14V1131915BEFOREUSE. Design valid for use only with Mffek(D connectors. This design Is based only upon parameters shown and is for an individual building component. hot a Inds system, Before use, Me building designer must verily Me applicability of design parameters and property Incorporate this design into Me Overall building design. Bracing Indicated Is to prevent buckling of Individual tru'uwala and/o,clhoull members only. Additional temporary and permanent bracing Mffek' Is always required for stablity, and to prevent collajoso win posabl. personal injury and properly damage. For general guidance regarding Me 690,t Parke East BlVd. fabrication, storage. delivery, erection and bracing of tnus�es and tans system% seemStirript Quail? Coredo, D3949 and BCSI Building Component Tampa. FIL Z361 0 Safety Informallonovallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria VA 21 14. ibb Truss Truss Type Of y ply T16224319 1615598-GEM-351 AS Common 1 1 J.1c Reference (optional) Builders FirstSource, Fort Piece, I'L 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Fri Feb 8 09:33:13 2019 Page 1 ID:aiWjtFffeUEpwqykERXAM?yIE4v-7ALugT�ZwaqZt5EisQP4PjhMBvKtbyGErdFwEI4 17�O ZuS-4 1", "J' 15_" 20�0 L 23­0u0 rIL7-1122I 3- V70 F"Z-1 Me "J' U­" I 3-D-0 .7_ -- TM ii-I tio, 1-7-12 0­0S Scale = 1:777.3 2x4 6 4.00 F12 Sal 3X6 � 3x6 7 8 STISy8 STP 19 Is . 1 16 15 13 ST1.SxS STP 3.8 = 2.4 11 5xS WB= 6,8 = 4x6 2X4 11 3x8 = 3s,4 = Ill 2 MT2DHS WB = X4 11 2 LOADING (fisf) SPACING- 2-0-0 CS1. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.79 Ved(LQ -0.57 15 >602 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.33 BC 0.71 Verl(CT) -1.08 13-15 >317 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.70 Hori 0.15 11 Ida Tyra BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.31 15-16 360 360 Weight: 211 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.1 *Except* TOPCHORD Struictural wood sheathing directly applied or 2-2-0 oc puffins. 1-4,9-12: 2x4 SP M 31, 6-7: 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 5-1-10 ad bracing. BOTCHORD 2X4 SP M 31 *Except- WEBS 1 Row at midist 10-15 14-17:2x6 SP M 26 2 Rows at 1/3 pis 5-8 WEBS 2x4 SP No.3 *Except* 5-8,8-15,5-16: Px4 SP No.2, 6-20,7-23:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1644/0-8-0,11=2123/0-8-0,18=1046/0-8-0 Max Horz 2=1 26(LC 16) Max Uplift 2=-453(LC 8), 11=-700(LC 9),18=-383(LC 12) Max Grav 2=1644(LC 1), 1 1=2123(LC 1), 18=1373(LC 24) FORCES. (11b) -Max CompJMax. Ten. -All forces 250 (11h) or less except when shown. TOPCHORD 2-3---3467/1889,3-4=-2952t1706, 4-5=-366211832,5-6=-1614/893,7-8---1604/890, 8-10=,3763/1793, 10-1 1=-4980/2446, 6-7=-1554/867 BOTCHORD 2-19=-1593/3165,18-19=-1593/3165,16-18=-1282J27a4,15-16=-137613470, 13-15=-2193/4615,11-13=-2193/4615 WEBS 5-20---2073/1001, 20-23---19501965, 8-23=-1996/975, 8-15=-27/620,10-15=-1485/876, 10-13=-141391, 5-16=-1061612, 3-19=0/363,6-20=-991352, 3-18u-941/462, 4-18=-11931454,4-16=-30011259 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Cpsf; h=1 lift; Cat. 11; Exip C; Encl., GCpil 8; MWFRS (envelope) and C-C Exledor(2) -1-4-0 to 4-8-0, linterior(l) 4-8-0 to 17-0-0, Exterior(2) 17-0-0 to 31-8-0, Ini 31-8-0 to 41-4-0 zone; cantilever left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11.60 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 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. 7) Ceiling dead load (5.0 psf) on member(s). 5-20, 20-23, 8-23 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 pal) applied only to room. 15-16 Thomas A. Albert PE No.39300 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 lb uplift at joint 2, 700 Ile uplift at MiTek USA, Inc. FL Carl 689 joint 11 and 383 Ite uplift at joint 18. 69114 Parke East Blvd. Tampa FL 33810 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Date: February 8,2019 WARIVING-WritlydassajoammumearandREAD NOTES ON MIS AND INCLUDED AUTEKIREFERARCEPAGEM11-7479m. 10111=015 BEFORE USE Design volld for use only with Mil Connected. Ithr, design Is based only upon parameters shown. and Is for an Individual building component. not a truse syssam. Before use, Me building designer must verify me applicability of design parameters and properly Incorporate ths design Into me overall buildingdesign, adding Indicated is to lbuCi Of Individual true web and/or chord members only. Addil temporary and permanent bracing MiTelc prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding me 6904 Parill East BWd. folodcotion, storage, delivery, erection and bidding of trusses and muss systems. seeANSVTPII Quality Crli DSB-89 and BCSI Building Component Tampa, FL 33610 Solely Informartionavoidible from True Plate Insfithrie, 218 N. I-ee Street. Suite 312, i%imandria VA 22314 J'ob Truss Truss Type ply T16224320 1615598-GEM-351 AS Hip 1 1 7 7bR �f.re J . Is In ce (to p tri, a, a]) bulaers I-Irstsource, I-ort Puses, IFIL 34945 8.2213 a Nov 16 2018 MiTek Industries, Inc. Fn Feb 8 09:33:14 2UI 9 2X4 11 ST1.5x8 STIR 5X8 - 21 4.00 [1-2 5x6 = 6 3x4 US Zx4 ��224 18 17 16 &4 = 3x8Ml Sea SxB 7 3X4 wzz__� 8 15 14 13 3x4 = M MT20HS = 3X4 Scale = 1:75.9 46 -- 923 ad o� 10 24 7 11 2X4 11 11 2 2 1 . ? ST1.5xB STP 5x8 = 17 0' 7-2 40-0- rl� W I To IM-ANI 7.1' n' f? 1 X --41'4 Plate Offsets (>�Y)-- [2:0-M,Edqel,[4:0-3-O.Edqel,17:0-5-4,0-2-81,[9:0-3-0,Edgel,rll:0-3-3,EdgeI LOADING (psi) SPACING- 2-0-0 Cat. DEFL. in (loc) Well Ud PLATES GRIP TCUL 30.0 Plate Grip DOIL 1.33 TC 0.99 Vert(LL) -0.42 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOIL 1.33 BC 0.89 VerI(CT) -0.78 15-16 >605 180 MT20HS 187/143 BCUL 0.0 Rep Stress Incr YES INS 0.58 Hom(CT) 0.24 11 nVa nta BCDL 10.0 Code FBC2017frPI2014 Matnx-SH Weight: 201 lb FT = 20% LUMBER- TOPCHORD 2x4 SP No.2 *Excepr 6-7: 2x4 SP No.1, ".9-12: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 *Except' 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ilatsize) 11=2313/0-8-0,2=2313tO-8-O Max Horz 2=1 26(LC 16) Max Uplift 1 1=-777(LC 9). 2=-777(LC 8) BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-2-4 no bracing. FORCES. (b) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sham. TOPCHORD 2-3---5509/2831.3-5---4927/2559.5-6---3887/2166,6-7=-3655/2098,7-8=-3886/2166, 8-10---4927/2559, 10-11=-5509/2831 BOTCHORD 2-18=-256215110,16-1 8=-2013/4179,15-16=-1 645/3653,13-15=-2017/4179, 11-13=-2566/5110 WEBS B-1 5---898/626, B-13=-244/711, 10-13---669/501, 6-16=-368/814, 7-16=-298/301. 7-15---441/818, 5-16=-897/626.5-18---2441710, 3-18=-669/501 NOTES- 1) Unbalanced noof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL--5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFHS (envelope) and C-C Exterior(2) -1-4-0 to 4-M, Interior(l) 4-8-0 to 17-0-0, Exlerlor(2) 17-0-0 to 31-5-13, Inteflor(l) 31-5-13 to 41-4-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOLmi.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 for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0­0 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 777 lb uplift at joint 11 and 777 Ile uplift at joint 2. Thomas A. Albanj PE No.39380 MiTek USA, I= FIL Cart 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: February 8,2019 WARNING- Vedlydrartgn ushareasm and READ NOTES ON MISAND 111CLUDED M�KREF�NCEPAGEMX7473my. 1aW2of5BEFORE USE Design vold for use only with Milet connectors. Ibis design Is based only upon parameters shown, and Is for an Individual building component, not a muss system, Before use, Ithe building designer must verIty the applicability of design parameters and properly Incorporate this design Into Me Overall buildIng des[gn. BrocIng Ind1cated Is to prevent bucklIng of Individual truiswela and/or chord members only. Additional ftunPrOnCry and permanent bracing MOW Is always required for satolliffy and to prevent collapse with possIble personcl Injury and property damage. For general guldance regarang the fabrication. storage. delivery, erection and bracing of trusses and truss systerni seeANSVrNI Quail Crilerla, DS549 and BCSI Building Component 6904 I'aft East Blvd. Safety Infounnofflonovoilable from Truss Plate InsfiVa. 218 N. Lee Street SUta 312. Alex.ndra. VA 22 14. Tehran. Fl. 33610 ,rob Truss Trum Type Qty Ply T16224321 1615598-GEM-351 A7 Hip 1 1 �Job Reference (amoral) munuers rursmource, ran race, rL J41140 5.�USNOV1bZU1dmjieKmausures,mc. rnrev vu�;ji;iu,uiu raqu i 4.00FI-2 5X6 = 5 22 4X6 4 2.4 11 2 SX4 SX6 6 23 7 Scale = 1:75.9 9 2A 11 - 10 3x6 2X4 11 ST1.W STP = 3.6 = 5xe = 2x4 11 3X8 6X8 = W 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (loo) War Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.88 Vttrf(CIL) -0.21 13-14 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(CT) -0.47 13-14 >725 180 BCLL 0.0 Rep Stress Incr YES WEI 0.80 Horz(CT) 0.07 9 n1a n1a BCDL 10.0 Code FB020171-rPI2014 Mamx-SH LUMBER- BRACING- TOPCHORD 2x4 SP NO.2 *Except* TOPCHORD B-10: 2x4 SP No.1 BOTCHORD BOTCHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No�3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=21810-8-0,16=2875/0-8-0, 9=1534/0-8-0 Max Horz 2=1 12(LC 16) Max Uplift 2=-175(LC 8),16=-S44(LC 8). 9=-583(LC 9) Max Grav 2=347(LC 23),16=2875(LC 1), 9--1545(LC 24) FORCES. (lb) -Max Comp./Mm Ten. -All forces 250 (lb) or Ism except when shown. TOPCHORD 2-3=-376/942,3-4=-691/1621.4-5---315(296.5-6--230/321, 6-7=-1731/1157, 7-8---193611135, 8-9=-3211/1740 BOTCHORD 2-17=-856/494,16-17=-8621491, 14-1 6=- 1 478/932,13-14=-49611220, 11-13=-1 53212926, 9-1 1=-1530/2932 WEBS 3-17=0/251, 3-16---948/507.4-16=-2441/1302,4-14---1092/2232,5-14=-293/185. 6-14-1436/891, 6-13---3571753, B-13=-1282I842, 8-1 1=0/296 PLATES GRIP MT20 244/190 Weight: 201 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. I Flow at midpt 6-14.8-13 NOTES- 1 ) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL-5.Opst; h--1 6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exierior(2) -1-4-0 to 4-8-0. Interior(l) 4-8-0 to 15-0-0, Exterior(2) 15-0-0 to 23-5-13, InteHor(l) 23-5-13 to 25-0-0, Extedor(2) 25-0-0 to 33-5-13, Intenor(l) 33-5-13 to 41-4-0 zone; 6antilever 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 dminage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 2, 844 111 uplift at joint 16 and 583 ta uplift at joint 9. re a Themas A. Allbani PE No.3938D MiTeR USA, Inc. R. Cert 669 69114 Parke East BIA Tampa FIL 33610 Date: February 8,2019 ,&WARNING -Verity design presencters andREID NOTES ON THIS AND MCLUDED MITEKREFERANCEPAGEMIP74n re� VIVIVsZOISBEFOREUSE. Don"'n �0'ld 'O'Use onl"'m cornea'o" "" design 11 based only apon po'c'e"es "`7 and "'or an d1vld b 'd ng component. not UQ'e Be , de"gn'n'o the overall o 0 'a U 0, ver"' PIC 4 a cl Ixopo' 'noo Ines W . gn Br..Ing dl..Id Is . or. ant b b an ch rd be any do " m 'a 'a "a ou'd ng d "ner mast g f me op .job' a' 8"Qn poromee" an _ I , . . bu Olng d t v U."'T - """I --a dI-r r It. p permanent bracIng a Ierry and P, am I WeIC , s r q�'.' and t "In pasabj P. 0 nj and or. d age Far gan.r., , . rs'."'g 4"' aV g the n an b'.cJng of sses and s '..s S 11 Q..' C . 'S 9 to" s' .go ens. M . 0 SI ilding r 0 M d _mponent i 69M Parke East Blvd, Smf.� late. barov. able '.. T .,. 'nstItut. 2 18 IN We SW. 3, Z VA 22 1 , Taerpa, FL 33610 Jbb Truss Truss Type City Ply T16224322 � 1615598-GEM-351 AB Hip 1 1 lob Reference (optional) Builders RrstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MjTek Inc. Fd Feb 8 09:33:17 2019 2x� C4 6 4.00 F1_2 5.6 = 3A like 4 20 5 21 6 Bee = 2x4 11 4xlOW20HS= 3ka = as 11 BOB = 4xlO MI Scale . 1:75.9 t216 LOADING (pso TCLIL 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/rPI2014 CSI. TC 0.69 BC 0.97 We 0.53 Matrix-SH DEFL. Vert(LL) Vert(CT) Hom(CT) in floc) Vdefl Ud -0.45 12-13 �999 240 -0.95 12-13 >496 180 0.27 8 n1a n1a PLATES MT20 MT20HS Weight: 193 Is GRIP 244/190 187/143 FT = 20% LUMBER. BRACING- TOPCHORD 2x4 SP M 31 'Except' TOPCHORD Structural wood sheathing directly applied or 2-6-3 oct purge. 4-6: 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 ad bracing. BOTCHORD 2x4 SP No.1 WEBS I Row at midpt 3-13.7-12 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2313/0-M, 8=2313/0-8-0 Max Hom 2=-1 12(LC 17) Max Uplift 2=-790(LC 8), 8i 9) FORCES. (lb) - MI Comp./Maoc Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5507/2890, 3-4=-4297/2318.4-5=-399312291.5-6=-399312291, 6-7=-4297/2318, 7-8---5507/2890 BOTCHORD 2-15=-261215097.13-15--2614/5091,12-13---199814214,10-12=-2617/5091. 8-10=-261515097 WEBS 3-15=0/292, 3-13=-1218/801, 4-13=-3721833.5-13=-56a/338, 5-12=-5681338, 6-12=-3721833, 7-12=-121a/800, 7.10=01292 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL=5.Opsf: BCDL=5.Opsf; h=16i Cat. 11; Exie C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 4-8-0, Interior(l) 4-8-0 to 15-0-0, Extedor(2) 15-0-0 to 23-5-13, Intleirli 23-5-13 to 25-0-0, Extedor(2) 25-0-0 to 33-5-13, Ini 33-5-13 to 41-4-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL_-11.60 plate grip DOL=1.60 3) Provide 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 Pat bottom chord live load nonconcturrent 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 = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 790 lb uplift at joint 2 and 790 Ile uplift at joint 8. Thomas & Abani PE No.39380 Mirek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2019 AWARNING. Verify designpareerefersandREADNOTES ON WISANDINCLUDEDM�KREFERANCEPAGEMX74mmy. I&OWDISBEFORE USE Design valid for use only wim Mil connectors. FrIs design Is based only Won parameters showm and Is far an incMdual building component, not a truss system. Before use, me building designer must verify Me 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. Additional temporary and permanent bracing M!Tek Is always required for stability and to prevent collapse with possible personal Injury and property dcmage. For general guidance regarding Me fabrication. storage. deltvary, election and bracing of trusses and rus; systeni seeANSWII QUO Cift do. OS349 and IICSI Building Component ft. T. Plate Institute. 218 N. Lee street, Suite312, Necni VA 2121A. M 6904 Parke East Blvd. Tense, FL 33610 Jbb Truss; Truss Type T16224323 1615598-GEM-351 A9 1"" Hip 1 - ial) bulloem mrsiz,ource, -OR FaCe, ­L o4U45 4.00F1_2 5X6 2X4 11 4 5 8.22USNOV152U18NhIeXlnausMe8, Inc. hn i-eb UuU:;j3:iu�uik, eage 1 ID:ajWjtFReUEpwqykERXAM?yIE4v.T8WtyNX1 ISBDgbRqIol1 7SnDRi2LaYzLsXyYRTMEI? 27;()-�o 10 -,q T__ tl,4 .1 6 6.� -1-4-0 Scale = 1:75.9 2.4 11 5XS 21 6 22 7 A 11 0 ST1.5.B STP 17 16 is 14 13 12 11 ST1.5.8 STP 3x6 2X4 11 ST1.5x8STP= 4xI2 3x6 = &4 11 3X8 6x8 = 3X4 L1,10-4 L3-11-8 ALO-O I ?Z_0_ a .1-2 Plate Offsets (X,Y)-- [3:0-3-0,0-3-41,U:0-5-4,0-2-81,18:0-3-0,0-3-4l,T9:0-4-0,EdgeI LOADING (issf) SPACING. 2-" CS1. DEFL. in (loo) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Vert(LL) -0.19 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(CT) -0.39 11-12 >893 180 BCLL 0.0 Rep Stress [nor YES WB 0.84 HorzCT) 0.06 9 file Isle BCDL 1010 Code FBC2017/rP]2014 Mamx-SH Weight: 200 lb FT - 20% LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS Px4 SP No.3 REACTIONS. (lb/size) 9=1513/0-8-0,16=2951/0-8-0.2=163fO-" Max Horz 2=-99(LC 13) Max Uplift 9=-580(LC 9), 16=-888(LC 8), 2=-I 94(LC 24) Max Grav 9= 1 535(LC 24), 16=2951 (LC 1), 2=276(LG 23) BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directlyapplied or4-6-14 oc bracing. WEBS 1 Row at rindipt 5-16.5-14,7-14, 8-12 FORCES. Qb) - Mm Comp./Max. Ten. -All fames 250 (Ils) or less except when shown. TOPCHORD 2-3=-45311125,3-4=-800/1771,4-5=-735/1741,5-6---1440/915.6-7=-1440/915, 7-8---2234/1240, 8-9=-3364/1820 BOTCHORD 2-17=-1 028/566.16-17=-1 033/564,14-16=-635/494, 12-14=-895/2036,11-12=-1 63213089, 9-11=-162a/3095 WEBS 3-16---9331619, 4-16=-2761312, 5-16=-2371/1304,5-14=-1230/2340, 6-14=-727/545, 7-14=-742/412, 7-12=- 160/478, 8-12=-1 1171774, 8-11 =01270 NOTES- 1 ) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 70mish (3-second gust) Vasd=I 32mph; TCD L=S.Opsf: SC D L-5.Opst; hl 611; Cat. 11; Exp C; Encl., GCpi=O. 18; MWFRS (envelope) and C-C Extedori -1-4-0 to 4-8-0, Interior(l) 4-8-0 to 13-0-0, Exterior(2) 13-0-0 to 21-5-13, Interion(l) 21-5-13 to 27-0-0, Exterior(2) 27-0-0 to 35-5-13, Interfor(l) 35-5-13 to 41-4-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--11.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0l 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 580 lb uplift at joint 9. 888 lb uplift at joint 16 and 194 lb uplift at joint 2. Thomas A, AJbani PE No.39380 MiTek USA, Inc. Fl. Carl 8634 $904 Parka East Blvd. Tampa Fl. 33610 Data: February 8,2019 A WARNING-Verilydeagm,rawaremmandREAD NOTES ON THISAND INCLUDED M�KREFERANIIFIIIml�1,1�l.,�l'IBeFlII USE Deagn voild for we only with Mffek@ connector, this deslgn Is based only ulbon porometers shown, end Is for an royal building component. her a truss system. Before use. the bullcing designer must verity Me applicablIlly of deIgn parameters and properly Mccrporcte, this design Into Me overall buildlngdes[gn. Bracing Indeated s to prevent buckling of Incilvidual truss web and/or chord members only. Additional temporary end permanent bracing s always required for stortolky and to prevent collapse with Possible personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing Of trusses and burs systems, weANSVTPII QualtJ Criteria, DSB-89 and BCSI Bulding Component Safre"formartlarovdiable frorn Truss Plate Institute. 218 N. We Skeet, Suffe 312, �excndrla, VA 22 14, MiTek' 6904 Parke East Blvd. Tampa, FL 33610 ibb Truss Truss Type City Ply T16224324 1615598-GEM-351 A10 Hip 1 1 � Job Reference (optional) Builders; FirstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MiTels Industries, Inc. Fn I-eb 5 UU:U:b9 ZU1V i-age i ID:ajWitFfloUEpwqykERXAM?yIE4v-XUsiy[16DdowuhUAGISasSV2SlWOcLzYk4rI G3znEII 7-34 L7_0:;O o"' A -2 L' 140 1 7-13-4 I 2XI 6 5xS 2X4 11 5,8 4. 00 F1 —2 4 18 5 19 6 5.8 = 2x4 11 BX12 MT20HS = 3xB = 6X12 MT20HS = 2X4 11 5xB = Scale 1:74.5 T J7 6 LOADING (psQ TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip IDOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBG2017frPI2014 Cat. TC 0.65 BIC 0.96 We 0.73 Matrix-SH FL in (loc) Vdefl Ud I D:r1 V (CL) -0.47 12 �999 240 Vert(CT) -0.87 11-12 >543 180 Horz(CT) 0.28 8 n1a n/a PLATES MT20 MT20HS Weight: 195 fic GRIP 2441190 187/143 FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 31 TOPCHORD Struictural mod sheathing directly applied or 2-7-11 ad purlins. BOTCHORD 2x4 SP No.1 *Except* BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 11-13:2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (IbIsize) 2=2313/0-M, 8=2313/0-8-0 Max Hoa 2=-99(LC 13) Max Uplift 2=-801 (1-C 8), 8---801 (1-C 9) FORCES. (lb) - Mak Comp./Max. Ten. -All forces 250 (11a) or less except when shown. TOP CHORD 2-3=-5533/2916,3-4=458312460.4-5=-4955/2727,5-6=-4955/2727,6-7=-4583/2465, 7-8=-5533/2924 SOTCHORD 2-14=-2637/5123,13-14=-2637/5123,12-13=-2035/4278,11-12=-2040/4278, 10-1 1=-2647/5123,8-10=-2647/5123 WEBS 3-14=0/264,3-13=-9481660, 4-13=-1981496,4-12=-503/1037,5-12=-716/538, 6-12=-50311037, 6-11=-200/496, 7-11=-9481665,7-10=01264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Gpsf; h=16ft; Cat. 11; Exto C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 4-8-0, Intedor(l) 4-8-0 to 13-0-0, Exterior(2) 13-0-0 to 21-5-13, Interion(l) 21-5-13 to 27-0-0, Exterior(2) 27-0-0 to 35-5-13, Intenor(l) 35-5-13 to 41-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFAS forreaptions shown; LumberDOL--l.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless othemise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconGUment 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) except jt=l1b) 2=801.8--801. Thomas A. Alban! PE No.39380 MiTek USA, Int Fl. Cod 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: February 8,2019 A WARNinis- VedFyd..J#. .W..f...�dR0i0N0TES ON MISMID MCLUDED MffEKREFERANCEPAGEMJP74[73n,. 10D310156EFOREUSE Design void for use only with Miffek1f connectors. lint, design Is based only upon parameters strewn, and Is for an Individual bullding component, net a tun system. Before use. the building designer must verity tee applicability of dedgn parameters end properly incorporate his design Into the overall buildingdesign. Bracing Indicated is to prevent ducWlng of IndiVidual fruss web and/or chord members only. Additional temporary and permanemb,ccIng Mole Is always required for stability and to prevent collapse with possible peeonol Injury and property damage. For genarol guidance regarding me 69N Parl,e Best Blvd, fabdcatim storage. delivery, section and bracing of truseas and truss SY09,11% SeeANSVgrI1 Quality, Criteria. DSBa9 and BCSI Building Component Safety Informallomwallolble from Russ Plate Institute, 218 N. Leo street, Suite 312, Alexandria VA 22314. Trullpa, FIL 33610 Jbb Truss Truss; Type Cry ply 1615598-GEM-351 All Hip 1 1 J.1b Reference (optional) ampere ruslzource, ran rieW, rL J4U45 8.220 a Nov 16 201 B MiTelf Industries, Inc. Fn Feb 5 OU:33:00 2019 2x, C9 6 4.00 F12 6X12 Mi 2X4 11 4 5 2X4 11 5X8 622 23 7 0 1 . 3x6 2.0 11 ST1.5x3 STP 5XI2 3X6 = 3x4 2X4 11 3x6 6.13 = Scale = 1:75.9 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.33 Lumber DOL 1.33 Rep Stress [nor YES Code FBC2017/TP12014 CS1. TC 0.83 BC 0.81 WB 0.78 Matrix-SH DEFL in (loc) Videf] Ud Vert(Cli -0.19 11-12 >999 240 Vert(CT) -0.36 12-14 >968 180 Horz(CT) 0.06 9 We n/a PLATES MT20 MT20HS Weight: 198 to GRIP 2441190 187/143 FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 off purfins. 5-7: 2x4 SP No.1 BOTCHORD Rigid ceiling directly applied or 4-7-2 oc, bracing. BOTCHORD 2x4 SP No.2 WEBS I Row at midpt 5-14,7-14 WEBS 2x4 SP No.3 *I 5-14,7-14:2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (Ii 9=1517/0-8-0,16=2935/0-8-0,2=174/0-8-0 Max Horz 2=92(LC 12) I Uplift 9=-582(LC 9),16=-890(LC III, 2=-185(LC 24) Max Grav 9=1 542(LC 24),16=2935(LC 1), 2=273(LC 23) FORCES. (lb) - Max. Comp./I Ten. -All forces 250 (1b) or less except when shown. TOP CHORD 2-3=-42111102, 3-4=-761/1732, 4-5=-722/1699, 5-6=-1614/983, 6-7=-1615/983, 7-8=-2387/1312, B-9=-3343/1815 BOT CHORD 2-17=-1007/537,16-17=-1012/536,14-16=-9931674,12-14=-971/2198,11-12=-1617/3065, 9-11=-1614/3071 WEBS 3-16=-923/650,4-16=-202J269.5-16=-229611296.5-14=-1463/2810.6-14=-823/609, 7-14=-706/382,7-12=-159/473,8-12=-937/689 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) -1-4-0 to 4-8-0. Iri 4-8-0 to 12-1-0, Extedor(2) 12-1-0 to 20-6-13, Interior(l) 20-6-13 to 27-11 -0, Exteflor(2) 27-11 -0 to 36-4-13, Interior(l) 36-4-13 to 41-4-0 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 MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 1 bottom chord live load monconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0ps! on the bottom chord in all areas where a rectangle 3-" 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 lic uplift at joini except 01=11b) 9=582,16--890,2=185. Thomas A. Albani PE No.39380 lili I USA, Inc. Fl. Carl $634 6904 Parke East Blvd. Tampa FL 33610 Date: February 8,2019 AWARNING- Vfi1ydsf1.1rmmmn..rmdflE4UD NOTES ON MSANDWCLUDEDMffEKREFERMCEPAGEMX74".�. 104034201513�ORE USE Design valid for use only with Mflek(l) connectors. This design 0 toosed only won parameters showm and is for an individual building component. not Nil' 0 im.64 SYSIOM. Before use, Me building designer must verity the applicability Of design parameters and property bicorporate In a design Into the overall buildlingdesIgn. Bracing Indicated is to prevent bucking of IndAduol truss web and/or chord membom only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and Property damage. For genera; guidance regarding the fabdocton. storage. delivery.erectionand broclngof��smd��tems-seeANSLqPiI Qual Criteria, DS549 and IICSI Building Component 18 N. Lee Street, Suite 312, A?exandi VA 2 2114. WOW 690,l Parke East Blvd. Tampa, FL 33610 ob Truss Type Type Cry T16224326 �161559 �GEM351 �Al2 �Hm [�L Reference (optional) Buillicers, First5ource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MiTelk Industries, Inc. Fin Feb 8 09:33:02 2019 Page I 4.00FI-2 3X4 3 21 2 �20 �2 6 STI.5x8 STP 17 5XII 2X4 11 5x6 4 16 15 5.8 =4xIO fill 3x4 5x6 5xB 5 22 23 6 7 14 3X4 13 12 4x1O MT20HS = 5x8 11 2A 11 Scale = 1:74.S 9 2!x4 11 0 1A 6 ST1.5x8 STP 5x8 = LOADING (psi) SPACING- 2-M Cal. DEFL. in (loc) Vcleff Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.90 Ven(LL) -0.58 14 >808 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 VerrCT) -1.11 12-14 >427 180 MT20HS 187/143 BCLL 0.0 Rep Stress ]net YES WB 0.40 Forl 0.30 9 1 n1a BCDL 10.0 Code FB020171-rPI2014 Mardi Weight: 193 Ila FT 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.1 TOPCHORD Structural wood sheathing directly applied. BOTCHORD 2x4 SP No.1 BOTCHORD Rigid ceiling directly applied or 3-9-0 ad bracing. WEBS 2x4 SP No.3 WEBS I Row at micipt 5-16,6-12 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=2313/0-8-0, 2=231310-8-0 Max: Hoa 2=-85(LC 13) Max Uplift 9=-81 1 (LC 9), 2=-81 1 (LC 8) FORCES. (11b) -Max. Compi Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5586/2966,3A=-488412572,4-5=-4603/2520,5-6=-570312997,6-7=-460312520, 7-8i 8-9=-5586/2966 BOTCHORD 2-17=-2689/5179,16-17=-2689/5179,14-16=-271115630,12-14=-2709/5630, 11-12=-269215179, 9-1 1=-2692/5179 WEBS 3-16=-6741557, 4-16=-46011051, 5-16=-138&736,6-I2=-138&736, 7-12=-460/1051, 8-12=-674/557 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--5.Opsf; BCDL=5.Opsf; h=1 Sit; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (envelope) and C-C Extel -1-1-0 to 4-8-0. Interici 4-8-0 to 11 -0-0, Exterior(2) 11 -0-0 to 19-5-13, Intel 19-5-13 to 29-0-0, Extedol 29-0-0 to 37-5-13, Intenoi 37-5-13 to 41-4-0 zone; cantilever left and right exposed ;C-C for members and fordes & MVIFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates am MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load rionconcurrent with any other live loads. 6) * This truss has been designed for a live load of 201 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 joll except jt=Ib) 9i Thomas A. Alban! PE No.39380 Ii USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; February 8,2019 - - - - - - - - - - WARshi VififycisesigniparrivitistiviarldREID NOTES ON THIS AND INCLUDEDMITEKREFERANCE PAGE MIP7473.. total BEFORE USE Design valid for use only wlth Mifel,Nconnectors.tFisclesgin Is based only Won ocrometersshowri and Is for an Individual building component, not a trusa system. Before use, the building designer must verify til applicability of design parameters and propery Incorporate this design Into the overall buildnocasIgn. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent cradling M!Tek' is always reculred for stability and to prevent collapse with possible personal Injury and property damage. For geni guidance regarding the frabrIcation. storage. delivery, section and bracing of trusses and ft�as systems. seeANSVTPI I Quality criteria. DSB49 and Bi Building component Safety Informarflonervalloble from True Plate Inshnite, 218 N. Lee Street Suite 312, Alcamdril VA 22314. 69N Pi East Blvd. Tarnpa, FL 33610 .rob Truss Type Ply T16224327 1615598-GEM-351 A13 HIP 1 � Job Reference (optional) U.22U S NOV I J 2U1 U Ml I eK me. vn i-eD Is uu:&i:u3 zui u 5x 2X4 11 2 6 Sx12 MT20HS 4. 0 0 fl _2 4 4x12 = 6X12 MT20HS= 5xB 5 20 6 21 7 6xI2 MT20HS � i� now XaN STl.5xB STP 17 16 is 14 13 12 ST1 4x12 6X12 MT20HS = 4X6 = 4X12 2x4 11 6.12 MT20HS = LI-3-7 i i - L L 1 -- - - H 11-No 5 N, 111119 Scale - 1:74.5 2 a4 11 'I 1 6 Plate Offsets (X,Y)- [2:0-5-3,0-3-01,[4:0-8-12,0-2 121,[6:0-6-0,Edgel, [7:0-3-8,0-2-81, TB:0-8-12,0-2-121, flO:0-5-3,0-3-01 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Verl(LL) 0.92 14-15 �515 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BIG 0.40 Vert(CT) -0.97 14-15 >484 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.18 10 n1a n1a BCDL 10.0 Code FBC2017/rP]2014 Matrx­SH Weight: 242 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 *Except* 4-6,6-8: 2x6 SP M 26 BOT CHORD 2X6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=231310-8-0, 10=231310-8.0 Max Horz 2=-70(LC 17) Max Uplift 2=-1573(LC 8), 10=-1573(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-6 Do purlins. BOTCHORD Rigid ceiling directly applied or3-4-10 Do bracing. WEBS 1 Row at mIdpl 5-17,7-12 FORCES. (11b) - Max% CompJMax. Ten. -All forces 250 (11a) or less except when shown. TOPCHORD 2-3=-576616582.3-4---5365/6316,4-5=-4997/5988,5-7=-7193/8392,7-8=-4996/5988. 8-9=-5365/6316, 9-10---5766/6582 BOTCHORD 2-17=-6110/5379,15-17=-Bi 1017192,14-15=-811017192,12-14m-810PJ7193, 10-12=-6118/5379 WEBS 3-17=-356/356,4-17=-1581/1146, 5-17=-251012666,5-15=-431/282,7-14=-448/282, 7-12=-2511/2666, 8-12=-1581/1147,9-12=-356/356 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd--132mph; TCDL=5.Opsf: BCDL--5.0psf; h=16ft; Cat. 11; Exit C; Encl., GCpI=0.18; MWFRS (envelope) and C-C Extedor(2) -1A-0 to 4-8-0, Intedor(l) 4-8-0 to 9-0-0, Extenor(2) 9-M to 17-5-13, Iri 17-5-13 to 31-0-0, Esderior(2) 31-0-0 to 39-8-0, Intedor(l) 39-8-0 to 41-4-0 zone; porch left and right exposed;C-C for members and forces & MWFFIS 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 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 beading plate capable of withstanding 100 It, uplift at joint(s) except jr=[b) 2=1573,10--1573. Thomas A. Albani PE No.39380 filiTek USA, Inc. Fl. Cort 6834 69D4 Parke East Blvd. Tampa FL 33610 Date; February 8,2019 AWARNING- Vdyyd.,r9h P.01n, dREAD NOTES ON TUSAND INCLUDED MITEKIIEFFRIUNCEPAGEANA-74" nrv. 1OVOUV21115DEFOREUSE. Design VolId for use only with MffekO connectors. 11,is deign 3 based only won parometers shown, and Is for an hdMdual building component, not a hum system. Before use. me buildIng designer must verity me applicability of desIgn parameters and properly Incorporate INs design Into the overall ouladIng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brccIng Is always required for stability and to prevent collapse with possole personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecton and bracing of hums and hum systeml seeANSVrPIj Quality Criteria, DSI-89 and BCSI Building Component Safety from Trum Rate Institute, 218 N. Lee street. Suite 312. Adexcri VA 22314. Bel' MiTek' 69M Parae East Blvd. Tmp..FL 33610 .Jibb Truss Truss Type Qty Ply 1615598-GEM-351 At 3A Hip 1 1 Lb Reference (optional) oul'aws rusinource, ran rises, PIL 34U4b 8.220 a Nov 1 Inc. 1-111-ell) BUrJ:33:U42U1V 2X4 4.00FI-2 5x6 = 3X4 = 3xe = 3X4 = 46 is 17 13 12 4x6 16 15 14 20 11 5xB 5ka 4xG 5kB S.3 2.4 11 Scale - 1:74.7 X4 1 LOADING (psQ TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TIC 0.72 BIC 0.34 We 0.32 Matrix-SH DEFL in V t(LQ 0.00 art Vert(CT) 0.01 Horz(CT) 0.01 (too) Met Ud 11 Ill 120 11 rdr 120 10 n1a n/a PLATES GRIP MT20 244/190 Weight: 224 It, FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 do purlins. BOTCHORD 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 do bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 40-0-0. (11b) - Max Horz 2=-79(LC 13) MaxUplift All uplift 100 lb or less at joll except 10---197(LC 9),18=-21l 12).17=-245(LC 8). 15---397(LC 8).13=-247(LC 9), 12=-202(LC 13),2=-187(LC 8) MaxGrav All reactions 250 lb or less atjoint(s) except 10=391(LC 24),18--574(LC 1). 17=751 (LC 23), 15=1213(LC 23),13=751(LC24),12=574(LCl),2--391(LC23) FORCES. (1b) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOPCHORD 5-7=-621273 WEBS 3-18---4441376, 4-17=-461/324,5-17=-289/265, 5-16---7131525, 7-15---713/524, 7-13=-289/267, 8-13=461/325,9-12=444/377 NOTES- 1) Unbalanced mat live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1 32mph; TCDL=5.Opst; BCDL--5.Opsf; h=1 6l Cat. 11; Exp C; Encl., GCl MWFFIS (envelope) and C-C Extedor(2) -1-4-0 to 4-B-0, Interior(l) 4-B-0 to 10-1 -0, Exlerior(2) 10-1-0 to 18-6-13, Interion(l) IM-13 to 29-11 -0, Exledor(2) 29-11-0 to 38-4-13, Inl 38-4-13 to 41-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--11.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires cantinuours bottom chord bearing. 5) This truss has been designed for a 10.0 flat 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 197 Ib uplift at joint 10, 210 lb uplift at joint 18. 245 lb uplift at joint 17, 397 Ile uplift at joint 15, 247 lb uplift at joint 13, 202 lb uplift at joint 12 and 187 lb uplift at joint 2. Thomas A. Aftani PE No.39380 MiTek USA, Inc. FL Carl 6634 69114 Parke East Blvd. Tampa FL 33610 Date: February 8,2019 ,& kVMlNWG- Vdfydeg.�.�t..dRUDNOT�ON�SANDINCLUDWM�KR�ERANCEPAGgMX74M.. 10,111342015SEFOREUSE. Design valid for use only with Ml connectors. This design Is based Only upon parameters Mowt% and In for an IncMdual building com;conent not a tun system. Before we, the bulding designer must verify the applicoolly of all parameters and properly Incorporate this design Into the Overall buildingdesIgn. Bracing Indicated Is to prevent buckling of indiv[dual tun web and/or chord members only. Additional temporary and parinnonentiorcehig M!Tek' 13 always reculted 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 tun sysiemsi. sooANSVrR1 Quell Cifterict, DS549 and BCV Sull Component 69M Psft East Blvd. Safety Informationervalrobe from Truss Rate fracture, 218 N. Lee Street. Suite 31Z Aexondrla, VA 22114� T.P.. FL 33610 Is Tross Truss Type �'_s 'pe sly r ]:HIP T 1615598-GEM*-351 A14 GTIRDSR 3 � Job Reference (optional) otauuvrs rimicource, rOU rieW, rL J4214D 8.220SNOV152DIBMileMinausines,inc. -ni-ete auu:3=72mv 4.00 F1_2 5,8 = STI.5xB STP- 2X4 11 NAILED Special NWILED NAILED NAILED NAILED NAILED 6A = NAILED 2x4 11 5x8 = 7xI0 3 23 4 24 525 26 27 6 28 NAILED NAILED Special NAILEDSXB= NAILED 2X4 11 NAILED 6xB 29 7 30 31 B 32 9 20 33 19 34 18 17 35 36 37 16 38 39 15 1440 41 13 42 12 3x6 11 NAILED NAILED 6.12 MT20HS = SxB = NAILED 3X6 11 5x8 = NAILED 3x6 it Special SX8 = 3.6 11 NAILED 6.12 MT20HS = Special NAILED NAILED NAILED NAJUED NAILED NAILED NAILED "Special" indicates special hanger(s) or other connection device(s) required at locatone) shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs In this job. i 1-2-11 1-1-1 111 211-.l Be �11 1.1,1, �1 4,0 -no 0 1 -_ 1 _ � V -no- 13,'ng a... a Scale = 1:74.5 5xB t2 2 ST1.5x8 STIR Plate Offsets (X,Y)-- 12:0-4-0,0-2-101.r3:04-0,0-2-61,16:0-5-0,0-4-81,[9:0-4-0,0-2-6],[10:0-4-0,0-2-101 LOADING (pso SPACING- 2_0­0 CS1. DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Vert(LL) 0.71 16 >667 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.35 Ved(CT) -1.05 16 >449 180 MT20HS 187/143 BCLL 0.0 Rep Stre� [nor NO We 0.67 Horz(CT) 0.11 10 n1a n1a BCDL 10.0 Code FBC2017fFP12014 Matrix-SH Weight: 811 lb FT = 20% LUMBER- TOPCHORD 2x4SP N0.2 *Except* 3-6,6-9: 2x6 SP No.2 BOT CHORD 2XS SP 240OF 2.OE WEBS PX4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=438a/0-8-0, 10=4388/0-8­0 Max Hom 2=-61(LC 5) Max Uplift 2=-22S4(LC 4), 1 0=-2254(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-11 Do puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. ConniefMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1222515931, 3-4=-16426/8074.4-5=-16424/8073,5-6=-20348/10007, 6-7=-20348/10007,7-8=-1642418072, B-9=-16426/8074,9-10=-12225/5933 BOTCHORD 2-20=-5578/11527,19-20=-556Vll491,17-19=-9695119906,16-17=-9695/19906, 15-16=-9678119906,13-15=-9678119906,12-13=-5509111491,10-12=-5523/11527 WEBS 3-20=-2121579,3-19=-272515652,4-19=-795/425,5-19=-3897/1939, 5-17=-2471572, 5-16---2461545, 6-16=-6121344, 7-16=-248/545,7-15---246/572, 7-13=-389711936, B-13=-7951425, 9-13=-2727/5652, 9-12=-211/579 NOTES- 1) 3-plytruss to be connected togetherwith 10d (0.1311's:T) nails astollows: Top chords connected as follows: 2x4 - I row at 0-9-0 Do, 2x6 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 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=170mph (3-second gust) Vasd=I 32mph; TCDL=5.Opsf; BCDL=5.Opsf; h=1 61t; Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (envelope): porch left and right exposed; Lumber DOL=1.60 plate gap 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 2-0­0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 2254 Ila uplift at joint 2 and 2254 lb uplift at joint 10. 10) 'NAILED' indicates 3-1 Od (0.148'x3") or 3-12d (0.1 48"x3.25') toe -nails per NDS guidlines. 11) Hangeqs) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 306 to down and 285 Ile up at 7-0-0, and 306 [b down and 285 lb up at 33-0-0 on top chord, and 433 lb down and 138 Ile up at 7-0-0, and 433 lb down and 138 lb up at 32-11-4 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. Thomas A, Afthaa FE N0.39360 all rok USA, Inc. FIL Carl 6634 004 Parke East Blvd. Tampa FIL 33610 Date: February 8,2019 t"-`V!11'y!das19apmmefars and READ NOMES ON THISAND INCLUDED MITEKRUERANCEPAGERIP74M rv� 10IRSIV115 SUCRE USE Design valid for use only with Macy connectors. Ws design u based only upon parcmeters snowin. and Is for an Individual buRding component, not Dal a Inas system, Before use, Me oulldIng Designer must veri"a opplicalollity, of desIgn parameters and properly Incorporate tins dosIgn Into fire overall bulldIng design, Bracing Indicated is to prevent bucking of IndivIdual trussweb and/or chord members only. Additional temporary and permanent bracing WOW Is olvroys required for stability and to prevent C011cpse wflin posable personal Injury and property damage. For general guidance regarding me fabrIcallon. storage, dolryeiy. erection and bracing of trusses and � Systenuu WeANSUIPI I Qua oneness. DSO-99 and BCSI Building Comp0mard Sciffarty Int.mrationsemallool. 6904 Parlue East Blvd. Toros, FL Torn, from Truss Plate Institute. 218 N. Lee Street. Suite 312, Noxo 22114. 33610 ibb Truss Trims Type (FY— Ply T16224329 1615598-GEM-351 A14 HIP GIRDER 2 3 Lb Reference (optional) Builders, Firstsource, Fort Piece, FIL 34945 8.220 s Nov 16 2018 MiTek Industries, Ind. Fit Feb 8 09:33:08 2019 Page 2 ID:ajWitFfleUEpwqykERXAM?yIE4v-mDv5ryPm6OxeT3gvlh6hjLNbGglkE41 so_X042wEl9 LOAD CASE(S) Standard 1) Dead + Roof live (balanced): Lumber Increase=11.33, Plate Inerease=1.33 Uniforn-i Loads (plQ Vert: 1-3-90, 3-9---90. 9-1 1=-90, 2-10=-20 Concentrated Loads (lb) Vert: 3=-236(B) 9=-236(8) 20=-433(B) 19=-67(B) 4=-168(B) 8=-168(B) 13=.67(B) 12=-433(B) 23=-168(B) 24=-168(B) 25=-168(B) 26=-168(B) 27=-168(B) 28---168(B) 29=-168(B) 30=-168(B) 31-168(B) 32=-1168(13�33-67(B) 34=-67(p) 35=-67(B) 36---67(B) 37=-67(B) 38---67(B) 39=-67(B) 40---67(B) 41=-67(B) —42=-67(B) ,&WARNING - Vmyd.Vg.1s.Isrs..dRl NOTES ON WISANDMCLU�MMgEK.EIERANCEPAGE�,m.. la=2015BEFOREUSE. Design vold for use only WIN MaekO connectors. This design Is based any utoon parametwi; lovm, and Is ill 11 individual building component. not a trusI; system. Before me, the building designer must verity Me applicatellity, of design parameters and properly Incorporate this design Into the overall building design. Earring Indicated Is to prevent bucWhg of Individual moo b and/or chord members only. Additional temporary and permanent brocIng k' is always required for stablilly and to prevent collapse with possb?a personal lr�jury and property damage. For general guidance regarding the fabrication. storage. dell,tery, erecton and brochg of trusses and cuss systemi, sooAltuinpit Qu" Criteria, 03049 and BCS1 Bidding Component Safety Informationoroflable from Truss Plate Indiana, 218 K We Street, suite 312 AlexondriciVA22314. 69" Parise East Blvd. Ta.pa.FL 33610 Jbb Truss Truss Type City P'y T16224330 1615598-GEM-351 Cii ComorJack 1 � Job Reference (optional) .Ulval. r.,r -, o.zzus Nmr io uiv mi ieK nowmes, ma. rn rev a uu.ja;i a euiu rage 1 ID:aiWjtFfieUEpwqykERXAM?yl E4v-TBWtyNX1 ISBDgbRqIol I 7SnPPiELal2LSXyYRTmEl? 5 1 1.5xb � IF 2A = 6 Scale = 1:6�3 LOADING (psi) SPACING- 2-0-0 CS] * DEFL. in (loc) Vdeil Ud LATES GRIP TOLL 30.0 Plate GOP DOL 1.33 TC O.P2 Ved(LL) -0.00 2 �999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BIG 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 HorrOCT) -0.00 3 File n1a BCDL 10.0 Code FBC2017/TP12014 Martril Weight: 7 lb FT = 20% LUMBER. BRACINGr TOPCHORD Px4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1 -0-0 Go purlins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=-54/Mechanical, 2=272/0-8-0,4=9/Mechanical Max Hou 2=55(LC 8) Max Uplift 3=-54(LC 1), 2=-200(LC 8) Max Grav 3=60(LC 8), 2=272(LC 1). 4=1 8(LC 3) PORCIES. (1b) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL--S.Opsf; BCDL=5.Dpsf; h=16ft; Cat. 11; ENP C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Esderior(2) zone: cantilever left and right exposed:C-C for members and forces & MWFFIS 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) R efer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3 and 200 lb uplift at joint 2. Thomas A. Alban! PE No.3938D MiTek USA, Inc. FL Cott 6634 69D4 Parke East Blvd. Tampa Fl. 33610 Date: February 8,2019 A WARNING- wdJyd.,rf9.;m..t..&.dRE4DNOTES ON TRAIMDRICLUDEDAMISKREFERMCE PAGE M�7473.y� 10,11aci BEFORE USE. Design volid for Use only with IviffeaD COMeCtors. This design Is based only upon parameters shown. and is for an Indi,,fidual building component. not a hum sWorn. Before use. the building desgner must verify Me appiccibility of design parameters and properly hicorporote this des[gn Into the Overall bulldlng design. Bracing indicated ; to prevent buckling of IndtholduOl thuss web and/or chord members only. Additional temporary and pernonent bracing 13 always requIred for stoblifty and to prevent collapse with trouble personal hJury and property damage. For general gufdance regarding the fabrication, storage. delivery. erection and bracing of truse0s cnd truss sysMsMU. %eAN3UTPJJ QUO Cifferic. DSM9 and SCSI building Component Safety Informortionovallable from Tram Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22114. WOW 6904 Parke East DWI. Trance, Fi. 33610 Job Truss Truss Type Ply 7 T16224331 1615598-GEM-351 CJ3 ComerJack � 1 � Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Fri Feb 8 STI.5xB STP 3A = 3-0-0 3-0.0 Scale . 1:9.7 Plate Offsets (X,Y)-- [2:0-2-0,Edgel LOADING (pso SPACING. 2-" Cat. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.31 Vert(U-) -0.00 2-4 >999 240 UT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES INS 0.00 Horz(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC2017fFP]2014 Matdx-P Weight: 13 to FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=69/Mechanical, 2=341/0-8-0, 4=26iMechanical Max Hom 2=91 (LC 8) Max Uplift 3­51 (LC 12). 2=-1 99(LC 8) Max Gray 3=69(LC 1). 2=341 (LC 1), 4=52(LC 3) FORCES. (1b) - Max. CompJMax Ten. -Aft forces 250 (11b) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 do puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL=5.Opst; BCDL=5.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCpi=0A8; MWFAS (envelope) and C-C Exterioi 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 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 wider 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 othe rs) of truss to bearing plate capable of withstanding 51 to uplift at joint 3 and 199 Is uplift at joint 2. Thomas A. Alban! ISE No.39300 MiTelt USA, Ine. A. Carl 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 8,2019 ,& WARNING-ViedlydesfgnparvaretenrimifflEAD NOTES ON MISANDINCLUDEDmffEKRUE�NCEPAGE�74".. 1,21XV2015BEFORE USE Design valid for use only with MifeerIS connectors. This resign Is based only upon parameters snown, and Is for on Individual building component, not a this system, Before use. Me building designer must verify Me applicability of design parameters and properly Incorporate MIS design Into Me overall buildingdesIgn. Bracing Indicated Is to prevent buckling of individual thas web and/or chord members only. Additional temporary and permonentiorocing Is always required for stability arxi to prevent collapse with possible personcel Injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of missars and truss systems. seeANS 11 Qu Sao VTP Cifferla, D5349 and 1101 Building Component ty Inforrin.floirarvollobts from Truss Rate relituh.. 218 N. Lee Street, Suffe 312, Alftanda. VA V12 14. M!Tek' 69N Parke East Blvd. Tampa, FIL 33610 Jbb Truss Truss Type Ply T16224332 1615598-GEM-351 C.15 GomerJack Job Reference (optional) Builders FirstSource, Fad Piece, FL 34945 3X4 = 8.220 a Nov 16 2018 MiTek Industries, Inc. Fri Feb 8 09:33:20 21319 Vage I ID:ajWjtFReUEpwqykERXAM?yIE4v-PWdeN3YHH3P�bD?CKVCtshOVss2fXdZrROULwEkz Scale = 1: 14.5 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Ved(L) -0.03 2-4 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.26 Ved(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress, Incr YES WB 0.00 Horz(CT) -0.00 3 n1a rda BCDL 10.0 Code FBC2017/TP12014 Matarix-p Weight: 19 lb FT = 20% LUMBER- TOPCHORD 2x4SPNo.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=180/Mechanical,2=430/0-8-0.4--46fmechanicaI Max Horz 2=128(LC8) Max Uplift 3---112(LC 12). 2=-21 1 (LC 8) Max Gram 3=1 80(LC 1). 2--430(LC 1). 4=92(LC 3) FORCES. (lb) - Mak CompJMax. Ton. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc puffins. BOTCHORD Rigid coiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;TCDL=S.Opsf; BCDL=S.Gpsf; h=16ft; Cat. 11; Exia C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and tight exposed;C-C for members and forces & MWFFIS for reactions shom; Lumber DOL=1.60 plate grip DOL=i.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 beading plate capable of withstanding 112 lb uplift at joint 3 and 211 lb uplift at joint 2. Thomas A. Albani PE No.39380 MiTelf USA, Inc. Fl. Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date., February 8,2019 A WARNING -VeHlydeoIgnporamerfensandREADNOTES ON MSANDINCLUDWMffEKREFEMNCEPAGEMIP74M�, 10GUQ015BEFORE USE Qesgn valid for we ordywiff, Millek9connectors. This design sloorsed orryupon parometers shown, and Is for on indiAducl building component, not a truss system. Before use, the building designer must verify Me oppicclarry of design parameters and property Incorporate this design Into me overall building design. Bracing indicated Is to prevent buckling of hovidual trss 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 regardlng the fotrlcaffon� storage, delivery, erection and bracing of husses and mes systems. seeANSVrpll Quality Criteria. DSB-89 and SCSI Sulliffing Component Safety Infrossinationovallable from Twos Plate Insftute. 218 N. We Street SOO 31 z Als.andda, VA 22314. MiTelc 69M Parka East Blvd. Tarrioar, Fl- 33610 Job Trusts Dry Fly T16224333 1615598-GEM-351 EJ7 � �Trurrs;Type Jack -Open 28 1 � Job Reference (optional) builaers Hirsimsource, 1­011 Place, H. 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Fri Feb 8 09:33:20 2019 3.6 = Scale = 1:18.1 Plate Offsets (X,Y)— [2:0-1-10,Edgel LOADING (psQ SPACING- 2-0-0 CS1. DEFIL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.90 Vert(LL) 0.13 2-4 >620 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.59 Vart(CT) -0.20 2-4 >394 180 BCLL 0.0 Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Weight: 26 Its FT = 20% LUMBER- TOPCHORD 2x4SPNo.2 BOTCHORD 2x4SPNo.2 OTHERS 20 SP No.3 REACTIONS. (lb/size) 3=25R/Mechanical, 2=53210-8-0.4=87/Mechanical Max Horz 2=166(LC 6) Max Uplift 3=-145(LC 12),2=-234(LC 8) Max Grav 3=258(LC 1), 2=532(LC 1), 4=126(LC 3) FORCES. (Ils) - Maoc CompJMax. Ten. -All forces 250 (Ils) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 1 0-0u) oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--5.Opsf; BCDL=S.Opsf: h=16ft; Cat. 11; Exits C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterfor(2) -1-4-0 to 4-8-0, Interior(l) 4-8­0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent 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 145 Ito uplift at joint 3 and 234 lb uplift at joint 2. Thomas A. Alban! PE No.39UO MiTak USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa Fl. 3361D Date: February 8,2019 A WARNWG- Vllifyd�el.�...W..dR�DNOMSONMOMD VICLUDEDAYMEKREFUANCEPAGEM11�74nni IctuORYISBEFOREUSE. Design vold for use only with Mffekfa ConrisCion. This design Is owed only upon parameters shown, and Is for an Indihiduol butdirig component. not a muss system, Before use, the building designer must verify the appicatiltry of design parameters and property Incorporate this design Into Me overall building design. Bracing Indicated 4 to prevent buckling of Individual thiss web and/or chord members only. Additional temporary and permanent bracing is o1ways,equired for stratollity, and to prevent collapse with possible personal Injury and property damage. For general guidance recording the fabrication, storage. delivery. erection and bracing of musses and trusi, systems. seeANSVWII Quo Ced.da. D511-89 and BCSI BuldIng Comparient Wirt, Informarfloncrvolloble from Truss; Rate institute, 218 N. Lee street. Suite 31 22114. MOW 6904 Parke East BWd. Tampa. FIL 33610 Job Tmss Three Type CRY ply T16224334 1615598-GEM-351 HJ7 Diagonal Hip Girder 4 � �Referenw Job (optional) Builders First5oume, Fort Piece, FIL 34945 8.220 a Nov 16 2018 MiTek Industries, Inc. Fri Feb 8 09:33:212019 Page 1 ID:ajWjtFfleUEpwqykERXAM?yIE4v.ujBDaPZw2NZoX3APZwrkl5Prbv8bn?onoVACO=Eky 5-3-15 9-10-1 5-3-15 �6_1 Scal = 1:22.1 3x4 = NAILED NAILED NAILED 3� = 0 1 5-3-15 4-6-1 1 LOADING (pso SPACING- 2-0-0 CS1. DEFL in (loc) Well Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.33 TIC 0.54 Vert(LL) -0.04 7 �999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.33 BC 0.48 Verl(CT) -0.08 6-7 >999 ISO I BCLL 0.0 Rep Stress [nor NO We 0.51 H=(CT) 0.02 6 n/a n1a BCDL 10.0 Code FBC2017frP[2014 Matrix-SH Weight: 43 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS ?x4 SP No.3 REACTIONS. (Iftalsize) 4=195/Mechanical,2=69810-10-15,6--394/MechanicaI Max Harz 2=1 65(LC 4) Max Uplift 4---117(LC 4), 2=.387(LC 4), 6=-1 22(LC 8) FORCES, (to) -Max. Comp.[Max. Ten. -All forces 250 (11b) or less except when shown. TOP CHORD 2-3---1227/403 BOTCHORD 2-7=-48311134, 6-7=-483/1134 WEBS 3-6=-1 1821503 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-10 oc puffins. BOTCHORD Rigid ceiling directly applied or 8-5-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=1 70mph (3-second gust) Vasd= 1 32mph; TCDL--5.Opsf; BCDL=5.Opsf; h-- 1 6ft; Cat. 11; Exp C; Encl., GCpi=O. 18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL--1.60 plate grip DOL= 1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This Muss has been designed for a live load of 20.Opsf on the bottom cho rd in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to gircler(s) for Muss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 4, 387 go uplift at joint 2 and 122 Itt uplift at joint 6. 6) 'NAILED' Indicates 3-1 Od (0. 1 48'x3') or 2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.33, Plate Increase=133 Uniform Loads (pit) Vert: 1-4=-90, 2-5-20 Concentrated Loads (11b) Vert: 1 0=-l06(F=-53, B=-53) 1 1=93(F=46, B=46) 13=-36(F=-1 8, B=-1 8) Thomas A. Abani PE No.39380 MiTek USA, Inc. FIL Cert 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: February 8,2019 WARNING - V�hffy deseni p....ten.rdREAD NOTES ON THISANDINCLUDED AIGIEPIREFERAUCEPAGEIRIP74" V- 1a=s?015SEFOREUSE. Design valid for use only wIffi MrrekV connectors, `lF[s design Is based any uicon parameters shawn� oncl Is for on Individual butchig oomponent. not a trus, system. Before use. Me building designer must verify Me opplicabhIty of desIgn parameters and properly Incorporate Mls design Into the overall buidIng design. BrocIng Indicated Is to prevent bucking of Indvidual hus; web and/or chord members onty. Additional temporary and permanent bracing Is always rectul,ed for stability and to prevent collapse wth "ble Personal Injury and prcIparty damage. For general gddonce regardlng Me fabrication. storage, delivery, erection cnd bracing of trusses and nuss systents. S9eANSVTPII QU,1111 Crilevia, DSB49 and IICSI Building Componont 18N.WeS�eetSLdte3lZAe.cndri.,VA22 14. M!Tek' 6904 Parke East Blvd. Tai FL 33610 Symbols. PLATE LOCATION AND ORIENTATION 1 3- Center plate on joint unless x, y -11,l 14-1 Z4 offsets are Indicated. Dimensions are In ft-in-sixteenths. Apply plales lo both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-114'frorn outside Did Numbering System 6-48 dimensions shown In ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 c2­s EBS 4 Z W �N Q 0 a ;X c� 0 C) 0 C&7 c� 1 0- General safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide trusrs 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 stock materials on Inadequately braced trusses. 4. Provide copies of this trum design to the building designer, erection supervisor, property owner and all other interested parties. BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETrERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSMI 1. connector plates, THE LEFT. 7. Design assumes trumes will be suitably protected from I CHORDS AND WEBS ARE IDENTHED BY END JOINT the environment In accord with ANSIf[PI 1. Plate location details available in Mirek 20/20 software or upon' request. NUMBERS/LETrERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Comber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1 311, ESR-I 352, ESRI 988 responsibility of truss; fabricator. General practice is to to lilots. Second dimension Is ER-3907, ESR-2362, IESR-1397, ESR-3282 comber for dead load deflection. 11he length parallel to slots. 11. Plate type, size, orientation and location dimensions I indicated are minimum plating requirements, LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlrns provided at -i: output. Use T or I bracing spacing Indicated on design. if Indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, If no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others, lhdlcates location where bearings (Supports) occur. Icons vary but 0 2012 MiTekS All Rights Reserved 16. Do not cut or alter trum member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. 17, Install and load vertically unless indicated otherwise. Min size shown Is for crushing only. MM 18. Use of green or treated lumber may pose unacceptable tffd environmental, health or performance risks. Consult with project engineer before use. Industry Standards; W10 ANSI/TPII: National Design Specification for Metal 19. Review all portions of this design (front back, words Plate C6nnectecl Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design S . tandal"d for Bracing. , a Is not sufficient. BCSI: Building, Component Safety Information, MiTek 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/rPl I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. M[Tek Engineering Reference Sheet: M11-7473 rev. 10/03/2015