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Home My WebLink AboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 Those truss designs rely on lumber values established by others. FEB 01 2019 RE: 1519335' arhR�c kk MiTek USA, Inc. Site Information: 6904Parke �E3aggst Blvd. Customer Info: SHAWN AND TOR[ WEBB Project Name: WEBB RES Model: kM8h1hP910-4115a Lot/Block: N/A Subdivision: WEBB RES S+ '9i(/ Address: 4418 PRESSLER LANE, 4418 PRESSLER LANE City: Fort Pierce State: FL P<4cie0 APO Address and License # of Structural Engineer of Record, If there is one, for the building. O�//�� Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017fTP]2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 150 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 11 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date 1 T16070593 Al 1121119 12 1 T1 6070594 1 A2 11/21/19 1 13 I T16070595 1 A3 11/21/19 1 14 1 T16070596 1 A4 11/21/19 1 15 1 T160705971 GE1 11/21/19 1 6 1 T16070598 1 GE3 1/21/19 7 T16070599 1 GE4 1/21/19 18 T1B0706001 TFGR1 1/21/19 9 1T160706011V10 11/21/19 1 110 1T160706021V8 11/21/19 1 111 I T1 6070603 1 V9 11/21/19 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019 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 ANSI/TPI 1, Chapter 2. p.StA rg4e��'� No 39380 9 S E OF d :O A, �� ,i��is • C O R� � P Cj��, ,,O fV A' �C�,`% Thomas A Marl PE No.39380 Mlrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: January 21,2019 Albani, Thomas I of 1 Job Truss - Truss Type City Ply SEALS T1fi070593 1519335-_WEBBS_RES_X2 Al Common 17 1 Jab Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 162016 MiTek Industries. Inc. Mon Jan 2109:21:502019 21 3X4 i 4x6 = .X. - 3X4 1 Scale = 1:33.3 m I6 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.09 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.19 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB C67 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/FPI2014 Matnx-SH Weight: 791b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-0 or, bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=716/0-8-0, 6=716/0-8-0 Max Horz 2=88(LC 11) Max Uplift 2=-249(LC 12), 6=-249(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-960/628, 3-4=-733/477, 4-5=-733/477, 5-6=-960/628 BOT CHORD 2-9=-425/812, 6-9=-458/812 WEBS 4-9= 212/449, 5-9=-249/331, 3-9=-249/331 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi-0.18; MW FRS (envelope) and C-C Exterior(2) -1-6-0 to 4-5-5, Interior(1) 4-5-5 to 8-8-0, Exterior(2) e-8-0 to 14-8-0, Intedor(1) 14-8-0to 1B-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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-M 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 2491b uplift at joint 2 and 249 lb uplift at joint 6. O`�p�PS' A 'q<g i No 39380 �i�(c . O R �• C? �` 19/0NAk- ��``%% Thomas A. Alban) PE No.39380 MRek USA, Inc. R. Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: January 21,2019 Job Truss Truss Type Oty Ply SEALS T76070594 1519335=WEBBS_RES-X2 A2 Common 14 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16 2018 MTek Industries, Inc. Mon Jan 21 09:21:51 2019 US = sCfJ� 3x4 4 Scale = 1:32.4 ]m d Plate Offsets KY)— 12:0-2-10 0-1-81. (6:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udeil I PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.10 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.21 6-8 >957 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 771b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=617/0-4-8, 2=726/0-8-0 Max Horz 2=94(LC 12) Max Uplift 6=-200(LC 13), 2=251(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-996/691, 3-4=-759/524, 4-5=-761/544, 5-6=-1015/727 BOT CHORD 2-8=-539/833, 6-8=-561/872 WEBS 4-8=-272/462, 5-8=-289/359, 3-8=-248/325 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2pst BCDL=3.OpsG h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-6-0 to 4-5-5, Interior(1) 4-5-5 to 8-8-0, Extedor(2) 8-8-0 to 14-8-0, Interior(1) 14-8-0 to 17-1-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber D01-=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss 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 200 In uplift at joint 6 and 251 lb uplift at joint 2. PSlA.. 44e No 39380 •, d'S+�O N A%Er1�� Thomas A Albanl PE No,39380 Mrtek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R. 33610 Date: January 21,2019 O WARNING -Verify design paramefers and READ NOTES ON TNISAND MCLUDED MREKREPERANCEPAGEM674" rev. 1WDl&VISBEPORE USE Design valid for use only with Mirel� connectors. this design Is based only upon parameters shown, and Is for on Individual bulidIng component, not a buss system. Before use, Me building designer must verity me applicability of design parameters and property Incorporate this all Into Me overall bulldingdesign. BmCingIndicatedIstobucWingoflndividuaitnrssweband/or chord members only. AddHlonaltemporaryondpo"wentbrocing - WOW prevent is always required for stob011y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrkallon, storage, doWery, erection and bracing of trusses and truss systems seeANSViPI I Quality Cdtab, OSS49 and BCSI BuldIng Component 6e04 Palle East BNd. Tampa, FL 33610 Safety NformotbRrvallable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312 Alexandra. VA 22314. Job Tnus Thus Type Oty Ply SEALS T16070595 1519335-_WEBBS_RES)(2 A3 Common 14 1 _ Job Reference (optional_ Builders First Source, Plant City, FL-32566, 8.220 a Nov 16 2018 MiTek Industries, Inc. Mon Jan 21 09:21:52 2019 3.50 12 5),= Scale =1:77.1 a i� ST1.5x8 STP= 1r 1. 1. '4'e ea 1. 1,r ST1.5xB STP= 3xB = awl = 4x6 = 3x4 = 3x4 = 4xB = 3x4 = &S = 7 33&1015 I 1-0 21 250 4F-792-B0 22 Plate Offsets (X Y)— I2:0-2-1 O-0-OI [4.03-0 Edge] [8.0-3-0 Edge) flo:0-2-1.0-MI LOADING last) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.48 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.9214-15 >551 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(CT) 0.23 10 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 199 So FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 14,8-11: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 *Except' 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. REACTIONS. (lb/size) 2=1668/0-0-0, 10=1666/0-8-0 Max Harz 2=-107(LC 17) Max Uplift 2=-650(LC 8), 10=-650(LC9) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-4496/2318, 3-5=-4288/2257, 5-6= 3299/1856, 6-7=-3299/1857, 7-9=-4288/2257, 9-10=-4496/2318 BOT CHORD 2-17=-2113/4245, 15-17=-1734/3479, 14-15=-1230/2631, 12-14=-1753/3479, 10-12— 2132/4245 WEBS 6-14=-456/896,7-14=-096/510,7-12=-330f/65,9-12=-342/303, 6-15=-456/896, 5-15=-696/510, 5-17=-330(765, 3-17=-342/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116ni TCDL=4.2psf; BCDL=3.Opst h=15ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-6-0 to 4-6-0, Intefior(1) 4-6-0 to 21-6-8, Exterior(2) 21-6-8 to 27-6-8, Intedor(1) 27-6-8 to 44-7-0 zone; cantilever left and fight exposed ; end vertical left and fight exposed;C-C for members and forces 8 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 nonconcunent 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, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6501b uplift at joint 2 and 650lb uplift at Joint 10. i No 39380 O R % O, • \,4 Thomas A Albanl PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: January 21,2019 QWARNNG-Vitrify design parsmeMrsend READ NOTES ON TN/SAND NCLUDEDIRMEKNEFENANCEPAGEMX74mm. 10M3Qe15BEFOREUSE Design valid for use only with Mnekg 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 properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of NtlNldual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69M Parke East BNd. fabAooeoa storage, delivery, erection and bracing of trusses and muss systems, seeµSItIVIi CuaT CMulp, DS"Ir Said SCSI euldkrp Component Tampa, FL 33610 Safety Informa6omvoilabie from Truss Plate Institute. 218 N. We street, Suee 312, Alexonddo, VA 22114. Job Truss Truss Type Cry. Ply SEALS T16070596 1519335-_WEBBS_RES_%2 A4 Common 31 1 Jab Reference (ootionap builders Flral Source, Plant City, FL- 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Jan 21 09:21:54 2019 3.50 F12 5xB = 6 22 Scale: 1/B'=1' ST1.5x8 STP= 19 18 It ea eb 1b 15 ze of 14 Id 1e ST1.Sx8 STP= 4.6 = 6x8 = 4x6 = Sx8 = 46 = US = 4x6 = 5x6 = I' d LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017rFP12014 CSI. TC 0.90 BC0.84 WB 0.93 Matrix-SH DEFL. in (roc) Vdefl Ud Vert(LL) -0.61 15 >999 240 Vert(CT)-1.1415-17 >560 180 Hon(CT) 0.22 10 Na n1a PLATES GRIP MT20 244/190 Weight: 311 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,8-11:2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 4-9-5 be bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 7-15, 5-15 13-16,16-18: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (IWsize) 2=2072/0-8-0, 10=2072/0-8-0 Max Horz 2=133(LC 16) Max Uplift 2=-791(LC 8), 10= 791(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5986/3D41, 3-4=-5685/2879, 4-5=4673/2483,55=-3576/2003, 6-7=-3576/2003, 7-8=-4673/2483,8-9=5685/2879, 9-10=-5986/3041 BOT CHORD 2-19=-2804/5685, 17-19= 2405/4965, 15-17=-2001/4191, 14-15=-2026/4191, 12-14=-2429/4965,10-12=-2825/5685 WEBS 6-15=-806/1648, 7-15=-1105/678, 7-14---279f719, 8-14=-723/441, 8-12=-2221628, 9-12=-379/339,5-15— 1105/678, 5-17=-279,719, 4-17=-723/441, 4-19=-222/628, 3-19=-379/339 NOTES- 1) Unbalanced roof live loads have been for this design. ��``, considered 2) Wind: ASCE 7-10; Vult=150mph,(3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=150; Cat. 11; Exp C; Encl., ,� 0.PS'A ..0 E N,9' e'9ii�o GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-6-0 to 4-6-0, Intenor(1) 4-6-0 to 27-", Extedor(2) 27-0-0 to 33-0-0, ,��. ••' V F '•• Interior(1) 33-M to 55-6-0 zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & N O 39380 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 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 tit between the bottom chord and any other members, with BCDL = 1 O.Opsf. -17 : Z 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 lb uplift at joint 2 and 791 lb uplift at �.) 41 Z <U,m joint 10. i •`;,Ft9/ONA� 'e1P% Thomas A Aibani PE No.39390 Mrfek USA Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2019 AWARNUIG-Vex/rydes/gnparemetersentlREAD NOTES ONTNISAND/NCLUDEDMDrEKFEFFAANCEPAGEMR7473rev.l4=015e£FOHEUSE. Design valid for use only with MIrek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not o truss system. Before use, the building designer must verify the oppFcobllly of design parameters and properly Incorporate th6 design Into the overall sL buildingdesign. Bracing irdIcated is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing Is always required for Mabllity and to prevent collapse with possible personal Injury and property damage, For general guldance regarding the MiTek' fabticoron, storage, delivery. erectron end bracing of trusses and truss systems, seeANSIMII Stuart! tuarts CMeM, DSB49 and BCSI Balding Component 69N Parka East Blvd. Safety Infurmatlorxrvollable from Truss Rote Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314, Temps, FL W610 Job Truss Truss Type Ory Ply BEALS T76070597 1519335=WEBBS_RES](2 GEl Common Supported Gable 2 1 Jab Reference o ionel Builders First Source, Plant City, FL-32566, 8.220 s Nov 16201 B MiTek lndustnes,Inc. Mon Jan 2109:21:552019 Page ID:7 W GUCH7OmAD8EEgitZZwf4y4UNq-ohF_x6mNO0Cg9ynOC_1 ChJ3Lpap3ZkzMLW Y71zIAbg — — -0 8:8-0 1-6.0 8.8-0 8.8.0 r 1-6-0 4x6 = 3x4 = Scale = 1:32.6 Io 174-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdafl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) -0.01 11 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Von(CT) -0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 85 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-4-0. (Ib) - Max Ho¢ 2=88(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 17, 18,19, 14, 13, 12, 10 Max Grav All reactions 250lb or less atjoint(s) 2, 16, 17, 18, 19, 14, 13, 12. 10 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-82/298, 6-7=-82/306 WEBS 5-17=-118/264, 4-18=-102/256, 3-19=-123/280,7-14=-118/264, 8-13=-102/256, 9-12=-123/280 Structural wood sheathing directly applied or 6-0-0 oc pudins. 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=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.OpsC h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-M to 4-8-0, Exterior(2) 4-8-0 to 8-8-0, Comer(3) 8-8-0 to 14-8-0, Exterior(2) 14-8-0 to 18-10-0 zone; cantilever left and right exposed ; end vertical 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) 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 ANSVTP11. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-M oc. 7) This truss has been designed for a 10.0 psi 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 17, 18, 19, 14, 13, 12. 10. ♦GE , 9 No 39380 0<" 4-00n 'R RVO �.,SS'ONAt- %% Thomas A. Alban] PE No.39380 MITek USA, Inc. R. Carl 6634 6904 Padre East Blvd. Tampa R. 33610 Date: January 21,2019 Job Thus Truss Type Cry • Ply SEALS T76070598 1519335-_WEBBS_RES](2 GE3 Common Supported Gable 1 1 Jab Reference (optional) tlunaers vim source, Plam City, FL- 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Jan 21 09:21:5B 2019 3.50 12 W 5,06 = ILI Scale=1:73.9 34 = 46 45 44 43 42 41 40 3B 37 36 35 34 32 31 30 29 29 27 26 3x6 = 39 33 3.6 = 3.6 = Plate Offsets (X,Y)— (39:0-2-8 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vde9 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 25 Nr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 25 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Hall 0.01 24 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 2291b 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.3 REACTIONS. All bearings 43-1-0. (lb) - Max Hall 2= 107(LC 13) Max Uplift All uplift 100lb or less at joints) 37, 38, 40.41.42, 43, 44, 45, 35, 34, 32, 31, 30, 29, 28, 27, 26 except 2— 122(LC 8). 46=100(LC 12), 24=-135(LC 9) Max Gmv All reactions 250 Ib or less at joints) 2, 36, 37, 38. 40, 41. 42, 43, 44, 45, 46, 35, 34, 32, 31, 30, 29, 28, 27, 26, 24 FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (Ile) or less except when shown. TOP CHORD 10-11=-86/291, 11-12=-101/334, 12-13=-116/374, 13-14=-116/379, 14-15=-101/339, 15-16=-86I296,16-17=-72/254 WEBS 3-46— 165/308, 23-26=-165/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exie C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-6-0 to 46-0, Exterior(2) 4-6-0 W 21-6-8, Comer(3) 21-6-8 to 27-6-8, Exterior(2) 27-6-8 to 44-7-0 zone; cantilever left and right exposed; end vertical left and right eposed;G-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chard bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.10psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 37, 38, 40, 41, 42, 43, 44, 45, 35, 34, 32, 31, 30, 29, 28, 27. 26 except (jt=lb) 2=122, 46=100, 24=135. OP % i No 39380 Thomas A. Albanl PE Na.39380 Ill UK Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2019 QWARNING-Vedlydesf9nparemetevsend REAONOTES ON WISANCNCLUOEOMREKREFERANCEPAGEMIF74 mre fON32015BEFORE USE. Design valid for use only with Mill connectors. This design Is based only upon parameters shown, and Is for an Indvdual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWing of IndivIdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcoldrt storage, all erection and bracing of trusses and trust systems seeANSWIT CualBs. Criteria, DSB49 and II I Building Component 6904 Parke East Blvd.Safely hrfermotbre volloble from Tans Plate I�StiMe.21 B N. We Street Suite 312, Alexandre, VA 22314. Tampa, FL 33610 Job Truss Trusts Type Cry• Ply SEALS T1fi070599 1519335-_WEBBS_RES_X2 GE4 Common Supported Gable 1 1 Job Reference (optional) Builders First Source, Plam City, FL-32566. 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Jan 21 09:22:01 2010 3.50 12 Sx6 14 15 16 Scale = 1:91.6 4x6 = 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 US = 3x6 = US = 3x6 = 54-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.00. 29 rJr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Ven(CT) 0.02 29 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 28 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 3161b Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oa puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 54-0-0. (lb) - Max Hom 2=-133(LC 13) Max Uplift All uplift 100 Ib or less at joints) 44, 45, 46, 47, 48, 50, 51. 52, 53, 54, 41, 40, 39, 38, 37, 35, 34, 33, 32, 31 except 2=-125(LC 8), 55=-157(LC 12), 30=-156(LC 13), 28=-140(LC 9) Max Grav All reactions 250 lb or less at joints) 2, 42, 44, 45, 46, 47, 48, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 35, 34, 33, 32, 31, 28 except 55=359(LC 23), 30=359(LC 24) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 10-11- 86/290, 11-12=-100/332, 12-13=-115/373, 13-14=-130/416, 14-15=-144/456, 15-16=-144/461, 16-17=-130/421, 17-18=-115/378, 18-19=-100/336, 19-20=-86/295, 20-21=-71/253 WEBS 3-55=-248/411, 27-30=-248/410 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2pst BCDL=3.0psi; h=15B; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-6-0 to 4-6-0, Extenor(2) 4-6-0 to 27-0-0, Comer(3) 27-0-0 to 33-0-0. Extedor(2) 33-0-0 to 55-6-0 zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 44, 45, 46, 47, 48, 50, 51, 52, 53, 54, 41, 40. 39, 38, 37. 35, 34, 33, 32, 31 except (jt=lb) 2=125, 55=157, 30=156, 28=140. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 28. `,Z�PG SCe9,� N � . fir\ CC •y/ �� No 39380 Thomas A. Alban] PE No.39380 Mlrek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2019 Q WARNING- Verity design pardmetersand READNOTES ON 711ISAND wCLUDED MDEKBEFE1t4NCEPA6EM574M M. IW1xLYD1SBEFOBE USE Design valid for use only with Mneldircannectors. This design Is based only upon parameters shown, and Is for an Individual balding component. not ��- a two system. Before use, the building designer must verify me oppllcobYlfyof design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated 6 to budding fralAdual hum web and/or chord members only. Addlllcnal temporary and permanent bracing MiTek' prevent of Is always reaulred 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 hum systems. seeANSIAPII CualBy CMeda. DSB419 antl BCSI Bu9ding Component 6904 Palle East Blvd. Safety Nformalbrpvoilable from Truss Plate Institute. 218 N. Lee Sheet Suite 31Z Alexandria, VA 22 14. Tampa, FL 33610 Job - Truss Truss Type Oty• Ply SEALS T76070600 1519335-_WEBBS_RES_X2 TFGR1 FLOOR 1 3 Job Reference o tional ounoers ram source, riarn ury, rL- azobb, saes a ,vuv ,o 1.,s Nn i e. maasmes, mo. ,. a9= , ID:?WGUCH?OmAD8EEgitZZwf4y4UNq.ZEk?cr_xUu03nOZJUl7vXNfF11 BJxzd9BbSzP ztAbY 5 9.0-13 14.0-5 18-11-14 23-11-6 28-10-14 33-1P]�3Bu3=i5 4-1-5 4-11-8 4-11-8 4-11-8 i 4- 1-8 + 4-11-8 ~4-11-8 411.8 4-11-8 ~ 4-11-8 5.3-0 5x8 = 5,02 = 3x8 = 5x8 = 3x8 = 3x8 = 5x8 = US = 7x10 = 3x4 11 1 31 2 32 33 3 34 35 4 5 366 37 3B 7 39 408 41 9 10 42 4311 44 45 12 13 4614 47 48 15 30 29 2B 27 26 25 24 23 22 21 20 19 18 3x4 II 7xI0 = 4x1D MT20HS= 5x8 = 5x8 = 5x12 = ST1.5x8 STP= - 64 = 6x12 MT20HS= 6x12 MT20HS= Scale=1:98.0 17 16 ST1.5xB STP = 5.6 = 4-1-5 9-0-73 14-0-5 18-11-14 2211-6 28-10-14 3 -111%7 38-9-15 43-9-] 4tl-9-U 54-U-u 4-1-5 4-71-8 4-11-8 4-11-8 4-11-8 4-17-8 4-01-8 4-11-8 411-8 411-8 5-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.49 22-24 >999 360 'MT20 2441190 TCDL 10.0. Lumber DOL 1.00 BC 0.63 Vert(CT) -1.50 22-24 >431 240 MT20HS 187/143 13CLL 0.0 Rep Stress Mar NO WB 0.92 HccdCT) 0.21 16 n/a rite. BCDL 5.0 Code FBC2017rTP12014 Matdx-SH Weight: 1069 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except` TOP CHORD 13-15: 2x4 SP No.2 BOT CHORD 2xfi SP M 26 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-29,3-29,3-26,6-26,6-24,8-24,8-21,11-21,11-18,14-18:2x4 SP No.2 REACTIONS. (Ib/size) 30=6604/0-8-0, 16=6832/0-8-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-30=-650l/0, 1-2=-6782/0, 2-3=-6782/0, 3-4=-18741/0, 4-6=-18741/0, 6-7=-24017/0, 7-8=-24017/0, 8-10= 22760/0, 10-11=-22760/0, 11-12=-14949/0, 12-14=-14949/0, 15-16=-725/0 BOT CHORD 28-29=0/13723, 26-28=0113723, 25-26=0/22329, 24-25=0/22329, 22-24=0/24346, 21-22=0/24346,20-21=0/19801,18-20=0/19801,17-18=0/8587,16-17=0/8587 WEBS 1-29=0/9115, 2-29=-1150/0, 3-29=-8597/0,3-26=0/6215,4-26=-1123/0, 6-26=-4443/0, 6-24=0/2092, 7-24=-1103/0, 8-24=-407/0, 8-21=-1964/0, 10-21=-1105/0, 11-21=0/3665, 11-18=-6010/0, 12-18=-1149/0, 14-18=0/7880, 14-16=-10425/0 Structural wood sheathing directly applied or 3-10-5 oc pudins, except end verticals. Rigid ceiling directly applied or 104-0 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 04-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 do. 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) All plates are MT20 plates unless otherwise indicated. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) The Fabrication Tolerance at joint 5 = 20%, joint 27 = 20%, joint 13 = 20 % , joint 9 = 20 % , joint 19 = 20%, joint 23 = 20*16 6) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 • X 3•) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down at 1-114, 289 lb down at 3-114, 289 lb down at 5-114, 289 lb down at 7-11-4, 289 lb down at 9-11-4. 289 lb down at 11-114, 264 lb down at 13-114, 264 Ito down at 15-11-4, 264 Ito down at 17-11-4, 264 lb down at 19-11-4, 264 lb down at 21-114. 264 lb down at 23-11-4 264 lb down at 25-11-4, 264 lb down at 27-114, 264 lb down at 29-114, 264 lb down at 31-114, 264 lb down at 33-114, 264 lb down at 35-114, 264 lb down at 37-114, 264 lb down at 39-114, 289 lb down at 41-114, 289 Ib down at 43-114. 289 Ito down at 45-114, 289 lb down at 47-114, 289 Ib down at 49-114, and 2891b down at 51-114, and 300 lb down at 53-104 on top chard. The desigNselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard P111 Sl A ' q4 "fill�� i No 39380 ORX ice• '�� Thomas A Albert PE No29380 MRek USA Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2019 oontinued on pace 2 QWARNING-V.HfyEestgRparemeMrsend RFADNOTESONTNISANDWCLUDEDUREKREFERANCEPAGEMIP74Ylrev.ld OlSBEFOREUSE Design valid for use only with MITaK) connectors. This design s bosed only upon parameters shown and is for an individual bu ding component, not �■ ■■ a fruss system. Before use. Me building designer must verify the applicability of design porometerc and properly Incorporate this design Into the overall buildingdesign. Bracing indicated a to prevent buckling ofindvdualtruss, web and/or chord members only. Addifionaltemporary and permanent bracing Kill Is always required for stability and to prevent collapse wth possible personal Injury and property damage. For general guidance regarding Me p Component fabrication, storage. all erection and bracing of husses and truss systems. seeANSVrPI1 Quality CUedp, DSId9 and BCSI Building Parke i Blvd. Park East East0 Safety MformaBon vaJabte from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria. VA 22314. Tempe, Job Truss Truss Type i5FY Ply SEALS TlGO70600 1519335-WEBBS_RES_X2 TFGR1 FLOOR 1 4 3 Job Reference (a tiona0 Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Jan 21 09:22:03 2019 Page 2 ID:? W GUCH?OmADBEEgitZZwf4y4UNq-ZEk?cr,Nu03nOZJUt7v%NfF11 BJ=d9BbSZPrAAbV LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plr) Vert: 1-15=-100, 16-30=-10 Concentrated Loads (Ib) Vert: 1— 58 5=-264(F) 15=-300(F) 2=289(F) 4=-264(F) 7=-264(F) 10=-264(F) 12=289(F) 13=-289(F) 9=-264(F) 31=-289(F) 32=-289(F) 33= 289(F) 34=-289(F) 35=-289(F)36=.264(F) 37=-264(F) 38=-264(F)39=-264(F)4141=-264(F)42=-264(F) 43=-264(F)44=-264(F) 45=-289(F)46=-289(F) 47=-289(F) 48=-289(F) QWANNSIG-Vdlydeslgnpanmetenand NEADNOTES ON TN/SANOINCLUDEDMREKNEFENANCEPAGEMD74M.. ftVO32af58EFONEUSE Design valid for use only with Mrei@ connectors. MIS design Is based only upon parameters shown, and Is for on individual building component, not o truss system. Before use, the building designer must verity Me oppllcabIlly of design parameters and properly incorporate this design Into Me overall bulldIng design. Bracing Indicated Is to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing Is always required for stabllliy and to prevent collapse wRh possible personal injury and property damage. For general guidance regarding the WGIK fobdcallon, storage: delivery, erection and bracing of tresses and truss systems, seeANSU1P11 Quality CMulo, DSB-69 antl BCSI Balding Component Safety lnformatbrnvalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandra, VA 22314. 69M Parke East BNd. Tampa, FL 33610 Job Truss SEALST76070fi01 1519335-_W EBBS_RES](2 ]T—syType��,�Q,,".Ply V10 1 JobReference o tional Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16.2018 MiTek Industries, Inc. Mon Jan 21 09:22:04 2019 Scale=1:16.9 3.50 12 4x6 = 2x4 % 2x4 II 2x4 10-7.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) I - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 30 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. fib/size) 1=132/10-6-5, 3=132/10-6-5, 4=367/10-6-5 Max Horz 1= 20(LC 13) Max Uplift 1=-56(LC 8), 3=-58(LC 13). 4=-108(LC 8) Max Grav 1=138(LC 23),.3=138(LC 24), 4=367(LC 1) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 24--233/280 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116ri TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Eli C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) This truss has beenof on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide between bottom need f r a live ff S l I l l', will the other embers 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding. 100 lb uplift at joint(s) 1, 3 except (jt=lb) ,`,,`ti A, , plate `�� No 39380 �1/ '..ss�ONAX- �%%%% Thomas A Albans PE No.39380 MITek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 21,2019 O WARNWG-Vdfy Eeslgnpare.eferseOJR£AONOWSONMISANOWCLUO£OUREKREFERANCEPAGEU674732x. 10=0158EFOREUSE 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 buss 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 lndNidualtruss web and/or chord members only. Addirloncl 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 Me fobdcatlon, storage, delivery, erection and bracing of trusses and buss systems, seeANSVIPH Quoin CMedo, DSB-69 and BCSI Building Component 6904 Parke East BNd. Safety Informatlen0vailable from Truss Rate Institute. 218 N. We Street, Suite 312, Noxonddo, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty' Ply SEALS T76070602 1519335-_WEBSS_RES_M V8 GABLE 1 1 Job Reference (optional) uu��ue,a�ua, ouu,,.G, !'IElll <,Ily,.f-JCJOa, a.GLUJ 1VpV 10 GUID MI I eK InG45Ine5, Inc. MOn 1. 11 UU;eZ:UJ CU I a.6a crate 3 Scale =1:39.1 3x4 10 9 8 7 6 3x4 @ 2.4 11 3x4 = 3x4 = 2x4 II 2x4 11 24-4-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) Na - rda 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 78 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.3 GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-4-10. (Ib) - Max Horz 1=52(LC 12) Max Uplift All uplift 100 Ito or less at joints) 1, 5, 8 except 6= 221(LC 13), 10=-222(LC 12) Mau Grav All reactions 250 It, or less at joint(s) 1, 5 except 8=419(LC 1), 6=487(LC 24), 10=487(LC 23) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-8=-297/227, 4-6=358/369, 2-10=358/369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Exterior(2) 1-0-14 to 7-0-14, Interior(l) 7-0-14 to 12-2-5, Exterior(2) 12-2-5 to 18-4-10, Interior(l) 18-4-10 to 23-3-12zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other, live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8 except Qt=lb) 6=221, 10=222. E N 9q;4 No 39380 F to E * . sS,ONA1�% '1�` Thomas A Marl PE No.39380 MDek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date. January 21,2019 Q WARNING -Vo11ydestgnpaametereand READ NOTES ON TUSAND INCLUDED MNEx REFERANCEPAGEMIP747arev. 14111strd1SREFORE USE Design valid for use only with MRekg 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 veriy the applicability of design parameters and properly incorporate Mills design Into the overall bulldingdesign. Bracing Indicated a to prevent bucIdingofIndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with D=Ilolo pesond Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses antl truss systems. sasANSU1P11 Quail Ny Cr6aW, DSB-89 and SCSI Building Component Satoty I nforriallonovollabie from Truss Plate Insimae, 218 M We Street, Suite 312 Mexontlria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type my Ply SEALS T16070603 1519335_WEBBS_RES-X2 V9 GABLE 1 1 _ Jab Reference(optional) Builders First Source, Plant City, FL-32566. 8.220 s Nov 16 2018 MiTek Industries, Inc. Man Jan 21 09:22:06 2019 Scale =1:28.1 4x6 = a50 3x4 D 9 B 7 6 5xe = 3x4 C 5xe = 2x4 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS]. TC 0.36 BC 0.45 WE 0.12 Matrix-SH DEFL. in (loc) Vdefl I Vert(LL) n/a - n/a 999 Vert(CT) Na - Na 999 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 531b 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-6-5. (lb) - Max Hom 1=36(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-106(LC 8), 6=-200(LC 13), 9=-200(LC 12) Max Grav All reactions 25016 or less at joint(s) 1, 5 except 8=422(LC 1), 6=427(LC 24), 9=427(LC 23) FORCES. (Ib) -Max. Comp./Max Ten. -All tomes 250 (Ib) or less except when shown. WEBS 3-8= 293/267, 4-6=-344/396, 2-9=344/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=4.2psf; BCDL=3.OpsY h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 1-0-14 to 7-0-14, Interior(1) 7-0-14 to 8-9-3, Extedor(2) 8-9-3 to 14-9-3. Intedor(1) 14-9-3 to 16-5-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & bearing. DOL=1.60 3) Gable reactions plate grip erequirescontinu bottom Bg4Ij.��, us chord 4) This Muss has been designed for a 10.0 bottom chord live load nonconcument with any other live loads. ,,,`,��ps� A �e I, pat 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `� 0\v`••.. . •\ C E IV S ••.9,1,11 will fit between the bottom chord and any other members. ��.Z.. ♦ V F•, / 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 5 except 01=11o) NO 39380 8=106, 6=200, 9=200. 00. ONAL Thomas A Atbanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date. January 21,2019 O WARNING. VedIyda19rrparamerersend BEAD NOTES ON TNISAND/NCLUDED MITEKREFEHANCEPAGEMLL74"rev. 1�015BEFOREUSE Design valid for use only with MBek@ connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a true system. Before use. the bulltling designer must verity the opplicabllity of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. BrachgIndicated lstobucidingofindividuallrussweband/or chord members only. Additional temporary and bracing MiTek' prevent permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the 69D4 Parke East Bind. fabrication. storage, delivery. erection and bracing of trusses and truss systems sdUkNSVIPI1 QuaN Criteria, DSB419 and SCSI Building Component Safety Infonnalbrxrvoiiable from Titus Rote InstlMe. 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa. FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 ^ Center plate on joint unless x, y /' offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1, Apply plates to both sides of truss 1 2 3 1. Addltlonal stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. T 0' /Idr c1-2 c2-1 2. Truss bracing must be designed by an engineer. For lateral braces themselves wide truss spacing, Individual may require bracing, or alternative Tor I zy'0 bracing should be considered. 0 U JA4 3. Never exceed the design loading shown antl never inadequately braced trusses. 0- stock materials on 00 0- 4. Provide copies of this truss design to the building cr-e ce2 cse For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-1/0 from outside all other Interested parties, edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/ml 1. _ connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from Plate location details available in Mill 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. SO}}WarOf Upon fegUBSt. NUMBERSAETTERS.e 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ]CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 X 4 ESR-1311, ESR-1352 ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. C 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purllns provided at output. Use T or I bracing spacing indicated on design. if Indicated. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16, Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MITek@ All Rights Reserved approval of an engineer, l reaction section Indicates joint number where bearings occur. 17, Install and load vertically unless indicated otherwise. Min size shown Is for crushing only. ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with 1 project engineer before use. InduryStandards: ANSI National Design Specification for Metal 19. Review all portions of this design (front, back, words fPl1: Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-8 : Design Standard for Bracing. a Is not sufficient. BCSI: Building Component Safety Information, M 20, Design assumes manufacture In accordance with Guide to Good Practice for Handling, (w� ITY ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 a ME MiTe Lumber design values are in accordance with ANSIlTPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 1519335- webbs res x2 - SEALS MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: SHAWN AND TORI WEBB Project Name: WEBB RES Model: WE6M9 9&A1QED Lot/Block: N/A Subdivision: WEBB RES BY Address: 4418 PRESSLER LANE, 4418 PRESSLER LANE St. Lucie County 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: FBC2017lrP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed 150 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 11 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T15976138 At 1/9119 I2 IT15976139 IA2 1119119 I I3 IT15976140 I A3 1119119 I T15976141 A4 119119 5 T15976142 GE1 119/19 6 T15976143 GE3 1/9119 7 T15976144 GE4 119/19 8 IT15976145 TFGR1 119119 9 IT15976146 V 10 11/9/19 I 10 IT15976147 VB 1119119 11 IT15976148 I V9 11/9/19 I JAN 0 9 ' 319 S-r. Lucie 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: Alban!, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSNTPI 1. These designs are based upon parameters shown (e.g.. loads, supports, dimensions, shapes and design codes), which were given to MTek. Any pmject specific information included is for Mi raWs 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 betiding designer should verify applicability of design parameters and pmpedy incorporate these designs into the overall building design per ANSMI 1. Chapter 2. Tha A. Rlbatd PE NoMM Mffek USA. Inc. EL Cert6634 6904 Parka East Bh%LTwpa Fl. 33610 Oaze January 9,2019 Alban, Thomas 1 of 1 Job rasa mss Type O1Y Ply FALS T159T6138 1519338- wrebbs_res YL 1 Common 17 1 Db Rafe (pdmall YIIDIf City. FL -:]LS61). 3x4 - 4x6 = 8220 S Nw 162018 MTek 0idustries, Ira Wed Jan 9W45:452019 364 Srab=1:S1.3 'o _Plate Offsets MY)- 12:0-2-16 0-1-8t r60.2-10.0-1A1 LOADING (pSO SPACING: 2-" CSI. DEFL in (in-) Vdefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 125 TC 0.38 Ved(LL) -0.09 6-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.66 Ved(CT) -0.19 6-9 -999 180 BCLL 0.0 Rep Stress incr YES WB 0.17 "OR(CT) 0.02 6 Na No BCDL 10.0 Code FBG2017rfPI2014 MetrbrSH Weight 79to FT-20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNc.2 WEBS 2x4 SP No.3 REACTIONS. Uh1size) 2=716108q 6-718r08-0 Max Hoe 2=aB(LC 11) Max Uplift 2=249(LC 1216=249(LC 13) FORCES. (lb)-Max.CompJM=Ten.-Atlfanas250(lb)orless ptwhenshovm. TOP CHORD 2J=96Gt628, 3-0=7331477. "--7-"4T7, 5-fi=960R28 BOTCHORD 2-9=4251812.6-9=A56(812 WEBS 4-9=2121449,5-9�-2491331,34k-24RWI BRACING- TOPCHORD Structural wood sheathbg directly applied ors-10-1 oc purtis. BOTCHORD Rigid relTing directly applied orb4!-0oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutl=150mph (3soo nd gust) Vasd=116mph; TCDL-02pst BGDL--10pst; h=151k Cat II; Exp C End., GCPI=G.18; MWFRS (envelope) and CC Exterior(2)-1-0-0bo 4-58, Ntedor(1) 4-5-5 to 8-". Exterior(2) B-8-0 to 14-8-0, Imedor(1) 14-M to 18-10-0 cone; cantilever left and right exposed; end vertical left and rightexposed;CC for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This buss has been designed for a 10.0 psf bottom cord five load nonwrrrment with any other We loads. 4) • This truss has been designed for alive load of 20.0psf an the bottom chard In all ames where a rectangle 3-6-0tali by 2-0-0 wide Will m between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to hearing plate capable of Withstanding 100 Ito uplift atjuhd(s) except (it -lb) 2-249,6=249. NS A No'39380 f,r 1,11111111110% Thomas A Amad PE No.3M MTek USA, Int FLCer16031 fi904 Pad® Fast Blvd. Tampa FL 33610 Date: January 9,2019 ®WARMNG•VmlrydWpnpm6mohvxoM READ NOiESONTNRANDWCLUOEO MIEK RPFEFLNCE PAGE 64N4n mr, feeLMfl aFFOFE OSE ` OecOl vafi4MumardyaM MTelbaravativs Th'¢d�ifi CesM relyWmOaN�ivs 6hP+e. mlkrva�b54E�aIdWan O+60erxal col etusseyst6m eofaeum,fieNNieg deslD�amatwaybom�tiy6r4a9een elea m4PWYaYbmryomio WSEotlID Nb beomae bxld,g 4csiDi. e2Ch04ffrffi[d"abR6a'rgaubYn9d"mGA4v16�e6weLmdbCmE marOm my. AJLlvmllm tlM' a*�rY bat89 lI1TY6' 7 5 dxaysropvaEbRW9YmdbPe'a4mra�reBhp TIeGa'•al6l b%%mYCrrye�Ndav�o-Fa9�61 B�rogrtBad�� A'OSad9.md6G51auQOaq Ompmmn Taal Pepe 5•yeb ea6mTrm Pl halWb, 219 Steel 312 Aie>atlriy VAMVI. . 6610 3 Temp�FL �1a ob I Tnas etas Type Coy ply SEALS T15976139 1519335 webbs_res_Y2 Comnnn 16 1 Jab Peferenoe (optimal) ,m taq.FL-3amn. 4x6 = 3x4 i 8220s Nov182018MTeklMustres,Im Wed Jan 909:45:462019 a7< Scala=132A �e Plate Offsets M YF- R.0-2-70 0-141I f6'0-2-t0.0-t3I LOADING (psf) SPACING- 241-0 CSL DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.39 Vert(LL) -0.10 6-8 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.69 Ved(CT) .021 63 >957 180 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(CT) 0.02 6 n1a We BCDL 10.0 Code FBC2017ffP12014 McubtSH Weight 77lb FT-20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Qbfstze) 6=677104-8,2=726'0-" Max Hom 2-94(LC 12) Maz Uplift 6=200(LC 13). 2=251(LC 12) FORCES. (m) - Max. ComPJMax. Tart -Alf fom s 250 (Ib) or less exceptwhen shown. TOPCHORD 23=9961b91,34--759f524,45=-761/544,5E=1019M BOTCHORD 2-8=5391833, 6-8�5611872 WEBS 4-8--2721462, 548-2897359,3-8-24ar325 BRACING- TOPCHORD Structural wood sheathing directly applied or55-8ac pudins. BOTCHORD Rigid caging 6reCly applied or 7-9-1 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vug=750mph (3second gusi) Vasd=116MPh: TCDL�42 ,, BCDL=3.0psf, h=151t; Cat 11; Exp C End., GCpi=-0.18; MWFRS (envelope) and C-C Exfedor(2)-1-00to 4-55, Interior(l) 4-55 to 88 0, Extedop) 8A-0 to 144". Interon(i) 14-8-0to 17-1-12 zone; cantilever left and right exposed; end verficat kit and right exposed;CC 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 psi bottom chord five load with any other live loads. 4) • This toss has been designed for a live load of 20.0psf on the bottom shad In all areas there a rectangle 3-6-0 tail by 2-0-0 wide Wig fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of buss to beadrg plate capable of Wtstanding 100 to uplift atjoint(s) except ot-lb) 6=200,2=251. A. No 39380 irz . 0 44�u % ,�NA11life 110"i' Thomas A Arran) PE No.39390 60Tek USA, IM FL Cert 6634 6904 Parke East Blvd. Tampa 1L 33610 Date: January 9,2019 AwANMNG-Vm(Jk a Pperumafen one REAGNarES GN rBa ANOWrlI/DED aarex REFERENLEFAGEWF]411m.1WYID158EFOAF Nu5ew,4w elm Goa.11ietrsmisposvE odyupnhram,eiasab�i.mN 64ra�mEuiEYLdvlRvq mnpmahM V- nGWas'yem Bofao fvai�g ea#9�vmtst Ve3Ytly tprLCGVln tibg'T[®aoHwa salAapmYNme4Qale eive¢g,Nm Mo itll 1>bxeaaedP. e�nplwrx�aamm Pawaeuaeeaao-c ia,atmaa.cbmammommE.mae mr. Aeveuul ra„wrav�anx+t�atrmn frre. lea'waytfapveebtlAbIDy atlm Vawm m4®sJ1hP�e0�'1tq%mtl PnDaNem�9v Fv Ph+b Pmaxa re6w�9am --. _ . xavxaaa,edn�xr.m�natetxahs at6�s.mdNmaT�a- 4a» AfIDIrF%aaaONCHGrta. pSBd9mea6f�6IInO Lmhymntt ice3W10 I. SaN4, Se/ebmhnnetlm bElaevm Trva RSa hrslLb, 2fea. Lao SPo0.5We3h2/b�m,ar,d VA TAH, T.0 . Twnpa, FL 3e6t0 T15976140 Scale=1:77.1 6 3x8 = 3x4 = 4x6 = 3x4 = as4 = 4x6 = b4 3x0 = 52-1 17 Sn JSA rI 221MS 9-2-1 82-15 8215 8-2-15 9-24 Plafi OffsetS (XY)— f2:0.2-1.0-0-0) f4:0-30 Ed0e1 I8:05 0 Edpel. 110:0-Rt 0-0-01 LOADING (psf) SPACING- 241-0 CSI. DEFL in QGc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -OA814-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.97 Vert(CT) -0.9214-15 >551 180 BCLL 0.0 Rep Stress lno YES WO 0.50 Hors(CT) 023 10 Na nta BCDL 10.0 Code FBC2017/TP12014 MaubcSH Weight 1991b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 •Except' 14.8-11: 2x4 SP M 31 BOTCHORD 2x4SPNm1-E=ept• 13-16:2x4 SP No.2 WEBS 2x4 SP No-3 REACTIONS. (INISIZO) 2=1668/0-841, 10=166810-8-0 Max Horz 2=107(�C 17) Max Uplift 2--650(LC 8), 10=L50(LC 9) BRACING- TOPCHORD Structural wood sheatNng directly applied. BOTCHORD Rigid calling directly applied or 2-2-0oc bracing. FORCES. (lb)-Max.Comp.Max.Ten.-AIIfo 250(b)orless ptwhenshmm TOP CHORD 23=44962316, 3-5=4288?257, 5E=329911856, 6.7=3299f1857, 7-9--42882257, 9.10=-44962318 BOTCHORD 2-17=211314245,15-17=1734ld479, 14-15=123012631, 12-14=175313479, 10-12---213214245 WEBS 6-14=456/8.96, 7-14-=.6961510, 7-12=-33Gr765, 9.12--34MO3, 6-15=4561896, 5-15=E961510, 5-17=3301765, 3-17=3421393 NOTES- 1) Unbalanced mot live loads have been considered forthis design, 2) Wind: ASCE 7-10; Vud=150mph (3-second gust) Vas&=116mph; TCOL112psf; BCDL=3-W, h=15ft; Cat Il; Exp C, End., GCPi�0.18; MWFRS (envelope) and C-C Extenior(2)-l-64 tD 4£-0, Intaror(l) 456 to 21-6-8, E)dedw(2) 21-6-8 W 27-6-8, Interior(1) 27-6-8 to 44-7-0 zone; pn6lm ar left and rightexposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chard five load rmtwoncurterd with any other live loads. 4) • This truss has been designed for a Me Mad of 20.Upsf on the bottom chord In a8 areas where a rectanglB 3." tail by 2-041 wide vAl fit between the bottom chord and any other members, with BCDL=10.0psl. 5) Provide mechanical wmnection (by others) of trussto bearing plate capable ofwl0aialdirg 100 lb uplift at)oint(s) except Ut 4b) 2-650, 10=650. GENSF No 39380 %ins ORIV. '��,� 9,S/ONA1 S%,%%' %filiThomas AAmard PE No.39680 MTek USN, Ire R.Ged 6634 6W4 Parlor East Blvd. Tampa R.=10 Date. January 9,2019 ®WARNING-V 11 dinar Awa.e AndM!AD NOW ON 7N3 AND NUUDED Yn6x REFERENCEPAGE WRIM re. 104=015 BEFORE USE O WvYtl foam Myw Mff" eotlus7h'h 6sslg,lsb aJYV �laaaloan, mW 6fxw Mdd bwlftm cmPu col '- emarSmn Belueum,lrebu64r9devPrcr rtustvvGritn op{�alyddosy,rarochn a,d Pooebhm,permelbbdcefp�buKr, ,. Braa � 1AiT�_r.- m�ndmr ratlehTdye,dte Peuor4m0.>�wOl AmOrnAahleGaemaliN0Y0dWrwMdmag%Fv @diawlrWmTs bhrieA'm.sErem. deerry. ®emu, rembr�pde,�Aamtle�.y m,a•,� ANSUIPN WaOrY htlula, 0.5689aod BOSIB CmePeaeOr 6909 Pa de Fa991vtl. sdoym .....d Tenp1 FL 3m10 Tress nss Type OlY Ply SEALS Iob T15976141 1519335_webbs-res x2 coon 31 1 .lob Reference (optional) �W.,o— ., &..,vc. rw'ny.,-enm. 2x4 J 3 4d2 % 20 1 P� tl.(2Usttev 102Ula Mr¢K rMtSaa,, InG WWJan 909;45:492019 3.50 12 5x6 = 6 22 36 � h6 &B so 7 4 / \ \ 8 2x4 l 9 6ra1e: 11 -1' 2d 4x12 0 11 ST1.541STP = 19 18 1] 2d 25 1fi t5 26 2] 14 13 12 STt5xe STP = 4x6 = &B =dab = rW = 4x6 =&B = 4x6 = Sx6 = I 4l-] l 1a311 96a I 35445 i d4b9 I 54-00 Plate Offsets P(Y)- 12:06-14 D-1-121 (4:04-0,0-3-0L 8:0-0-0 03-01 110:0-6-14 0-1-121 LOADING (psf) SPACING- 2-" CSL DEFL M (be) Odell Lld PLATES GRIP TCLL 20.0 Plate Grp DOL 125 TC 0.90 Vert(LL) -0.61 15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.84 Vert(CT) -1.1415-17 >560 18D BCLL 0.0 Rep Stress lno YES WB 0.93 Horz(CT) 022 10 rda nda BCDL 10.0 Code FBC2017frP12014 MatrixSH Weight 311 lb FT=20% LUMBER- TOPCHORD 2x4 SP No.2'ExeepP 1-0,8-11: 2x4 SP No.1 BOTCHORD 2x6 SP M 26-Except' 13-16,16-18: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Qblslze) 2=2072106-0, 10=2072/OS-0 Max Hoa 2=133(LC 16) Max Uplift 2=791(LC 8), 10=791(LC 9) BRACOaG- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or4-95 oc bracing. WEBS 1Row at mdpt 7-15.5-15 FORCES. (I))- Max Comp.AMex Ten. -AII (boas 250 Qb) br less except when shown TOPCHORD 2.3=598613041,34=56852879,4-5=-06732483,56=35782003,6-7=35762003, 75=467312483, 8-9=5685/2879, 9.10=598673D91 BOTCHORD 2-19=2804l5685, 17-19=240514965, 1577=20oi14191, 14-15=202614191, 12-14=242914965, 10-12=282515685 WEBS 6-15=80611648, 7-15=11057678, 7-14=279/719, 8-14=7ZM441, 8-12--22ZIMe, 9-12=-379M9, 5-15=11051678, 5-17=2797719, 4-17=7231441, 4-19--2221628, 3-19=-3791339 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gist) Vasd=116mph; TCDL=42pst; BCDL=30psf; h=15M Cat II; Exp C; Errl_ GCpl=0.18; MWFRS (envelope) and C-C Extenor(2)-16-0to 46-0, Interke(1) 46-0 to 27-04), Extedor(2) Z7-0-0 to 33-0-0. Interior(1) 334)0 to SS-6-0 zone; cantilever left and right exposed; end verical left and right exposed;GL for members and ferrous 8 MWFRS for reactions shown; Lumber DOL=160 plate grip DOL=1.60 3) This truss has been designed two 10.0 psf bottom tlwd live load noncarcumem with any other live loads 4) - This truss has been designed for a live load of 20.0psf on Ore bottom chord in all areas where a rectangle 360 tall by 2-40 wide will fit between the bottom chord and any otter members, with BCDL=1 OOpsf. 5) Provide mechanical connection (by others) of trasto bearing plate capable ofwithstanding 100 lb uplift at)obd(s) except Qt=1b) 2=791, 10=791. , pS A. A".,Ff ...........92i No 39380 iOf; SS,ONA%—'e: Gk Thomas A ANani PE No.39380 MRek USA, Ire R.Can 6634 6904 Paden East BNd. Tampa R. 33610 (late: January 9,2019 ®WAgaNG •Verily 4e41W rurametvaoMRFAONOlEl ON iM6AN0w0.UDE0IrrrEK RfFfFENGPPAGEYL rdr] m. faOLlOr! affOFP USf e Wa fl'gCm Bofao Vso, PMTek& mvetlorvlNs �,Ls taatl mrY VOm Wame@rs J+unR merieb an hNVNua11WGnH rmPmmt m1 betloB tlesi9 V x nx�zr w3Y IIe ✓aW effi3r/ of Eev9� �m�tive mE P�9�Y �Nmae bJa tleslT Nb ba mer�l WItliM JCtl9a araebBadraNd¢bpmvrtdaHn9 cfiM+Ad4u;6m�m,dbrtlntlmvrdac cob'. AmiimalfbnPoreYeM DamareNtreEnH f�• k NvaysmQuho4b9abTtlymWb Rmr+a mlry®aA,pm�Inpvraii byrymtlR4ebd boo. Fa 9lx+�P� mm9mdnHEn .. _ . t�rir�'m.¢imaeo,d,iiwry.eatim mtld�901basr3 mtl WaarildB. ®¢ AaSVlPll Qvafry Oeaafi OSad9bNBe96aaaaH Qmnyormf Tfi9a4Pahasl36uBNd. SNeHlNartnatbn aratM'Cfpn Truss N.ka Urs0]ub, 2re N.Iee BY Y, Y1b3r2 Ab>artlrb. VA 223H. ams. FL 310 Job mss Tnrss Type Ob Ply SENLS ' T15976142 1519335-.bbs_les_x2 El nSuPPoded Gable 2 1 ob Rate..o one Builders First Sourta, Plant City, FL-32566, 44 = 8-M s Nov 162018 Mirek hduslms. I= Wed Jars 909-45.-512019 Sale=1:32.6 2 6113 12 3 4 5 7 a a 10 3x4= 19 1E 17 16 15 14 13 12 3x4 3x4 = 174-0 1]d0 LOADING (psQ SPACING- 2410 C51. DEFL W Qac) Vtlen Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 025 Vert(11) .0.01 11 nfr 120 MT20 2441190 TCDL 7.0 Lumber DOL 125 SC 0.10 Vert(GT) -0.01 11 ndr 120 BCLL 0.0 Rep Sides Ina YES WB 0.08 Horz(CT) 0.00 10 nla We BCDL 10.0 Code FBC2017fIP12014 MaIrkSH Weight 85W FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP Nn.2 TOP CHORD BOTCHORD 2x4 SP No.2 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-4-0. (lb)- Max Hors 2-88(LC 11) Max Uplift Ail uplift 100 W or less atjoint(s) 2,17, 18,19,14, 13, 12, 10 Main Gmv All reactions 2501b or less atjolm(s) 2, 16,17, 18. 19, 14, 13, 12, 10 FORCES. (lb) -Mac CompJMax. Tom -All forces 250 Qb) or less exceptwhen shaver. TOPCHORD 54=82298, 6-7=42fW6 WEBS 5.17=118264, 4-18=1021256, 3-19=123280, 7-14-418264, 8-13=102256, 9-12=123280 Structural wood sheathing directly applied or6-0-0 oc, pudim Rigid calling directly applied or 10-" oc bracing. NOTES- 1) Unbalanced read live loads have been censidered for this design 2) Wind: ASCE 7-10; WIMSOmph (3-secand gust) Vasd=116mpb; TCDL=42pst BCDL=3.0pst; IY1Sn; Cat II; Exp C, End., GCpl=0.18; MVVFRS (envelope) and C-C Comer(3) A6-0 W 450, Ederusg2) 41,0 to BS-0, Comer(3) 841 O to 14-80, EdeAor(2) 146-0to 18-10-0 zone; cantilever left and right exposed; end vertical 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) Truss designed forwind loads in the plane ofthB tors only. Far studs exposed to wind (normal W the tare), we Standard Industry Gable End Details as applicable, orcerwn qualified bulling designeras per ANSDTPI 1. 4) All plates are 2x4 MMO unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-" oc. 7) This truss has been designed for a 10.0 Pat bottom chord live bad nonconcmrent with any other live loads. 8) • This toss has been designed for a live Wad of 20.0psf on the bottom chord in all areas where a rectangle 34-0 tali by 2-" wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of less to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 17, 18,19, 14, 13,12.10. The=AAN3N PE No39380 MTek USA. tilt; FL Cert 6634 6904 Parlor East Blvd. Tampa FL 33810 Data: January 9,2019 ®WARWNG•Very tleai90 P9rNne1en 4od READ NOTES ON Ties Me p0.UDE01 XRff NLE PAGZ WP7173 m. 140=019 BEFORE USE rpY 13410, wild ail' A4Te!® rauCCas. Th do 6�m!/upvr Vma ssMe'R ale ie fix m YG� WMu9 om� on o truaax^1em Belmo uW. M buxrve doapa n vady9n N,,Uc 3trdd ,n reran ma am pgayIrxmp emk drslg, lnlo mevrtaaa betl'ugdesyi. BemAg mfxSNumptxva C"ad 9m4vMitluzlb�xtlraWbrtloN,mma". V u enwenr.9,xadmram�nyadmaeaa mo�..mlPm nnrexa,N nYrralarmrgdan�e.rarwmal wna,®,maw,slne -- - mWgam.eNmpa, aefimy. aeoTm ad Sr®uj olm®eanimm oytloar. cre ANSUrPH av�yOfanlLOS6-lOmaaLSl6uldirq Canyomrr 6900 Pmho Ertl BIW. sx%rylNormatlar walablefeve Toss RAe m.Nxrb, 2faKteeaxaL Sera 312,A1 arCda, VA ZLnp. Tango,E 36610 Job nss OtY Ply SENL9 =C--&po� T159]6143 1519335-webbs_res_x2 GE3 Gable f 1 ob Re(emnco Optimal auWersY'...rte, 112mr;ay,rl-32bUd, am 12 Sx6 12 13 14 H22U5 Nov 162U18 MIIBxIMusim9. 11C. Wed Jan 9UTA5t532U19 Paced Scale=1939 SS = 46 45 44 43 42 41 w W 37 36 35 34 32 31 W 29 a 9 26 axe = 39 33 315 = 315 = 5� d Plate OffsBts MY)- 39.0-2$,0-1-81 LOADING (par) SPACING- 2-0-0 CS]. DER. in (lec) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 022 Ven(LL) -0.00 25 rvr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 25 rdr 120 BCLL 0.0 Rep Shessmr YES WB 0,09 Harz(CT) 0.01 24 Nb Na BCDL 10.0 Code FBC20177TP12014 Metr"¢SH Weight 229 to FT = 20% LUMBER- BRACING— TOPCHORD 2x4SPN0.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0oc pudlns. BOTCHORD WSPNo.2 BOTCHORD Right eating t0rectty applied or 10." oc bracing. OTHERS 2x4 SP Na3 REACTIONS. All bearings 43-1-0. Ub)- Max Hart 2=107(LC 13) Max Uplift All uplift 100 lb or lass atjoid(s) 37, 38, 40, 41, 42, 43, 44, 45, 35, 34, 32, 31, 30, 29, 28, 27, 26 except 2=122(LC 8),46=100(LC 12), 24=135(LC 9) Max Grav Allmactoos2501borlessatiofnt(s)2,36,37,38,4%41,42,43,44,45,46,35,34,32,31, 30,29,28,27,26.24 FORCES. (lb)-Max.Comp:741 xTen,-Allforcoe250(lb)orlessemptwhenshomm TOP CHORD 10-11=-86291,11-12=10lf334.12-13=-1161374, 13-14=116379, 14-15=-101339, 15A6=A6/296, 16-17=72R54 WEBS 346=165730B, 23-26=165308 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASIDE 7-10; Vak--150mph (3-second gust) Vasd=116mph; TCDL=42pst BCDL=3.0psf; h=15f; Cat 11; Fxp G Encl., GCPI=0.18; MWFRS (envelope) and CC Comer(3)-1-M to4-6-0, Extedor(2) 4-6-0 to 21-6-8, Comer(3) 2158 to 2755, Extenor(2) 27-6-8 to 44-7-0 zone; cantilever left and right exposed; end vertical left and right exposed -,CC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forwind loads in the plerre of the truss only. Forshlds exposed to wind (normal to the fare), see Standard Industry Gable End Details as applicable, or consult puali ied building designer as Par ANSVTPI 1. 4) Al plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom -Nord bearing. 6) Gable studs spaced at 241-0 oc. 7) This toss has been designed for a 11LO psf bottom chord live load noncorcnarem with any other live loads. 8) • This muss has been designed fora live load of 2D.Opsf on the bottom shod in all areas where a rectangle 3.6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Prevlde mechanical connection (by others) of hue to bearing plate capable of witllstanding 100 Ito uplift atjolnt(s) 37, 38, 40, 41. 42. 43, 44, 45, 35, 34, 32, 31, 30, 29, 28, 27, 26 except Go4b) 2=122, 46=100, 24-135. No 39380 Thomas A Albard PE No39380 Wek USA, Inc. FLCed 6634 6904 Parlor East Bind. Tampa FL 33610 Date: January 9,2019 ®WA Na- Ved& dx0ta Pcmmar .i B£AO NOM ON WZMD elr UMO YO£N H£F£R£NO£ PAGE MPT475 m. 1a 015 B60N£U3E D a fa use ary M111&" eonados Tfix wdM MS -¢ v upm paaatas nlNen, am is far an mdNdwti berm mnrved a teaxsysmm Before uea, ale h0fil d®lv must vaayM appabW Of d®gvrm .ad Mnpedyk pxzN 2k ds hlo Movnaa b,aNmgdax,. a'aY,96,drAetl'amfaewrE Wdda olio i9d1eSsacSa dad,rcamas vd/. MNAacaianneaayatl Ga�mltradrB - fa: r�sa� Isar aysropmedfv smeTM ardor Paved mtyme npsY mtl PnpedYd�ny%Fu9+s �Bedamea BM _. _ faErio:ia.str4aga d�rrn'.aarT Er�9Wm aadaPasa,ai Eua sy�m. me AN.VAMleffi1YGttala.OS6E9ad eGL�rdma empanat Faeta�m. 21vd SaleryrMortnatlm Tatle6dn True Rffi YSeub, 218 N,l.eeahH, Sem312, Pbcnd,ia, VR ZL511, Tesm. FL Tan1m, F13EB10 Job russ Truss Typa Oty ply SEALS ' T159]6144 1519335- weDhs_ms_1d GE4 Camrtnn Suppoded Gable t 1 Job Ref (optional) o.LGU s NW 10 ZuluM11eRImV¢flRb, e1C, ,eadon a ux4b.or Zulu 350 12 Sx6 = 14 15 16 4x8 = 55 54 0 52 51 59 49 48 47 46 45 44 42 41 40 39 38 37 35 34 31 32 31 30 43 36 3x6 = Jx6 = 3sS = Scale=1.91.6 9,'t 4x6 - o 54-00 LOADING (psf) SPACING- 2-0-0 CSI. DEFL In Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.31 Ved(LL) 0.00 29 nfr 120 MT20 2441190 TCDL 7.0 LumbarDOL 1.25 BC 0.18 Vert(CT) 0.02 29 Nr 120 SCLL 0.0 Rep Stress lnm YES WB 0.13 Hors(CT) 0.01 28 Na nfa BCDL 10.0 Code FBC2017fTP12014 M&MSH Weight 316 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied m 6-0-0 oc pudins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 54-". Qb) - Max Hors 2=133(LC 13) Max Uplift Ail upOft lOO Lb u tess atjoint(s) 44, 45, 46, 47, 48, 50, 51, 52, 53, 54, 41, 40, 39, 38, 37, 35, 34, 33, 32, 31 except 2=125(LC 8), 55=157(LC 12), 30=156(LC 13), 28=140(LC 9) Max Gmv AOreactlom2501borlessatjctnt(s)2,42,44,45,46,47,48,50,51,52,53,54,41,40,39, 38, 37, 35, 34, 33, 32, 31, 28 exrept55=G59(LC 23), 30J59(LC 24) FORCES. (Ib)-Max. COmpJMax. Tam -All forms250(lb) or lessexmptwhen shown. TOP CHORD 10-11=A6129% 11-12=10N332, 12-13=1157373, 13-14--13aMl6, 14-15=144/456, 15-16=-144/461, 16-17=130/421, 17-18=1151378, 18-19--1001336, 19-20=�95' 20-21=711253 WEBS 3-55=248f411, 2730=246f410 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; VuIr150mph (3-second gust) Vasd=116mp1; TCDL-02psF, BCDL=3.Ops/; h=15fk Cat II; Exp C; Encl., GCpl=0.18; MWFRS(envelope)and C-CComer(3)-1d0 to 4-6-0, EAerior(2)4- 0to 27-0.0, Comer(3)27-"ill 330-0, Ededor(2) 33-0-0to 55-6-0zone; mnalevar let and right exposed; end vediml left and right exposed;C-C for members and forms 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Truss designed for wind loads in the plane of tee truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details es applicable, or mrsut quaked building designeras perANSVIT] 1. 4) All plates are 2x4 MT20 unless otherwise indicated. . 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-" on.. 7) This Iruss has been designed for a 10.0 psf bottom chord live toad renouncement with any other live loads 8) • This truss has been designed for a live load of 20.Opsf all the bottom Mow in all unions where a rectangle 3-6-0 tail by 2-0-0 wide wig fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 44, 45, 46, 47, 48, 50, 51, 52. 53, 54, 41, 4% 39, 38.37. 35, 34.33, 32.31 except QI-m) 2-125, 55=157, 30=156, 28=140. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjolyd(s) 28. J- 0 ... A 1. .`%��GEN, No 39380 r 0�: =�f/ (CS •.•�R�.. •,��i,S,��NAF TDombs A AlbandPE NII39380 D6TI USA,Irx.FLCurt6631 69%Pads East I Md. Tampa FL 33610 Oats January 9,2019 ®WARYtNG-Vm1,y Mzipnpaamufm44M RF/10 N0TEb ON MIbAND aIpLUIlEOYJTFKRFfERBNp9GAGpWIJ4r3 nfv. f4erR0)baFF6wEase. OoSyivafi4MuseodYM1, aSTek&¢mrednrs.lBb M5TIs6ae0 aNyupm p®x,ehn ¢Imwn. ¢ntlisb m bdwCici W Wir9 cvnpn%+4 rot 0M196Yzirm Belru4 u¢q Te Maltlui9 EB6I9,4RYS1 wAyAe aaWoD6y On 4oa0rParundas m4 Wcp=IYhmR %s 8,s Eo9T Illb M NCNI fl� D,014ieN Oedg,. lane MirafetlubPe¢�ObWL�9�4tlN'vhNlriaswe6m4MtlwtlnmMs,a,�'. Aa4faWlm,Nrr�1'mtlP mvE huW9 1�IT�tr Is rlwaysropuie4lrr¢btir4y ebb PswNml�mrAipe¢¢Alsl,abmab}uY mdpr¢prrlydanye. rooamrJ 4+11a®rt9mEn8Vm __. __ bMrAim.sivogo.ddrw.vy,aatim ¢rd Dra¢b9 oIM¢s�mtllnmaY.tlenls, ¢e ANbblPHQvauH Umda, eb8d9m4aC51au8mr9 p4mpon,nr 6904 Porte Fag BIM. Sri N1M A++Bur wshde4dn True Rate b¢IA�b, S1B lL Leebfetl, Sub 31;A�eWie, VA IDH. Tanpx-FL 36610 T15976145 webbs_res_xz 1 ooR 1 3 u.n Rnmmnw r,.nr;,.,.�n 5� = 6,02 = 3x8 = 5, = 3x6 = Tx10 = 3.4 II 1 31 2 32 33 3 34 35 4 5 ass U 38 7 39 408 41 9 10 42 4311 44 45 12 13 4614 47 As 15 30 29 W W M M 24 M 22 21 W 19 18 3x4 It Tx10 = ataN1 cam = SrB = 5o = 5x12 = ST1.Sx8STP = 6Idl = W2Mt201-[S = 8x12MT M = LOADING (pat) SPACING 2-0-0 CSI. DER. in Qco) "deg Ud TCLL 40.0 Plate Grip DOL 7.00 TC 0.97 VertQ_L) -0.49 22-249 360 TCDL 10.0 Lmnber DOL 1.00 BC 0.63 Vert(CT) -1.50 22-24 > 131 240 BCLL 0.0 Rep Stress Ina NO WB 0.92 Hoa(CT) 021 16 We rda BCDL 5D Code FBC2017nl'12014 M2trb1SH LUMBER- BRACING - TOP CHORD 2A SP M 31 •ExmpV TOP CHORD 13-15: 2x4 SP No.2 BOTCHORD 2x6 SP M26 BOTCHORD WEBS 2x4 SP No.3-Except' 1-29,3-29,3-26,6-26,6-24,6-24,8-21,11-21,11-18.14-18: 2c4 SP No2 REACTIONS. Qblsize) 30-6WM&Q 16=683N0-8-0 FORCES. (lb)-Max.Comp.rMax.Ten.-AOfonxs25OQb)orlasexmptwhenshown. TOP CHORD 1-3D=TM110, 1-r-67WJO, 23-6782fO, 3-0=1874110, 4-6=1874110, 6-7=24017 V, 75=24017/0, 8-10=2276010,10-11=2276010,11-12=14949A1,12-14=1494910, 15-16=425/0 BOTCHORD 28-29=0/13723,26.28=0113723, 25-26=0/22329,24-25�OrM29,22-24=Or14346, 21-22--W4346, 20-21--Vl9801, 18-2D=WI9801,17-18=W8587, 16-17=018587 WEBS 1-29=019115, 2-29=115010. 3-29=A597A, 3-26�41W15, 4-26=-1123f0, 6-26=444310, 6-24=02092, 7-24=1103M. 8-24=-407M, 8-21=1964/0, t0-21=116SV, 11-21=mffi5, it-18=-601010, 12-18=-114910,14-18=0178M, 141fi=1042510 Srale= l:9an 17 16 ST1.5x8 STP = 5x6 = PLATES GRIP MT20 2441190 MT20HS 1871143 Weight 1069111, FT=20% Structural wood sheattung directly applied or 3AO-5 oc pudins, elmept end ve ficals. Rigid ceiling dreg applied or 10-0-0 oc bracing. NOTES- 1) 3-plytmss to be connected togeiber with 100 (0.131'xT) nab as follows: Top chards connected as follows 2x4-1 now at 04-0oc. Bottom chords connected as follows: 2x6- 2 raws staggered at 0-9-0 oc. Webs connected as foilam: ZA -1 row at 09-0 oa 2) All loads are considered equally applied to a8 plies, except 6 noted as boot (F) or back (B) face in the LOAD CASE(S) serffin. Plyto ply connections have been provided to distribute only bads noted as (F) or (B), unless otherwise 6Wirated. 3) Al plates are MT20 plates Unless otherwise indicamd. 4) All plates are 2x4 MT20 unless otherwse indicate(L 5) The Fabrication Tolerance at joint 5= 2D%, joint 27 =201 joint 13 =20%, joint 9= 20%, pint 19 = 20%,lend 23= 20% 6) Required 2x6 strengbaca, on edge, spaced at 10-0-0 oc and fastened to each buss with 3-1 Od (0.131'X 3) pals. Strongbaac[s to be attached to walls at their out" ends or restrained by other means. 7) Hanger(s) or other cormedton device(s) shall be presided sufficient to support concentrated load(s) 289 Up dawn at 1-114, 289 D down at 3-114, 289111 down at 5-114, 289 lb down at 7-114, 289 W down at 9-114. 289 lb dawn at 11-11 A. 264 lb down at 13-114, 264 Ib down at 15-114, 264 Ib down at 17-11-4, 264 to down at 19-114, 264lb down at 21-11-4, 264lb dawn at 23-11-4 ,264 Ib down at 25-114, 264 It, dawn at 27-114, 264 lb down at 29-114. 264lb down at 31-114, 264 Ib down at 33-114, 264 fo down at 35-114, 264 lb down at 37-114. 264 lb down at 39-114, 289 m down at 41-114. 289 lb dDm at 43-114, 28916 down at 45-1141, 289 Ib down at 47-114. 289111 down at 49-114, and 289 lb down at 51-114, ad 3001b down at 53-1D4 on top chard The desigNselection of wch connection device(s) is the respmsibiliityof Wars LOAD CASE(S) Standard 1\1111111/1//// NpS A. q4&,*", ENSF' No 39380 Thom A Alban] PE No.39380 MITek U6A, Inc. FL Call 6634 69M Parke East BMdTampa H.33610 Date. January 9,2019 pntimled on pace 2 ®WARJVW6-V.W4esipn PxrAmetenend HEAD N07E5 ON MMMD NCLIKED NREK REFERENCE Pl4imM.74Tar MalloOS BEFORE USE Deslp` dfor use ory xf Knel,11l s. this devT is Sased my upm pamretas slowm and isM sn baNNdo] IwEdM mnporcN, not �. atr,¢s s,d Beforean, cbo Itsnin, arm4rarrud ls,,JV omH1�3eraudas lyd dss, FpmPUAybmryomb dseM bdaawtA and Nis ■■ buMieStlevT. BrecarB avf�rAedisbperertl WddnB of bdirtl,oltrusswebaldfordmrdmmi5as mry. Add'Rmai tanpaayatl mmm�mlbern9 f�-��_ ueh-aysm9uiatlfa OahtdYartltp preveA cd�sewIDlF the pvsmal bpvyeN WppedY tlamage. Fwgaord tpddAve mBaao80o __ latxlatim.elaage.awivy. aresaraala9ab�emdwsxravre. xae aNa1RPH waRycrtmra.use-eDaraersaxam9 comwaare 890A Pepe EaN BNd. Sa/vylNormaHm evalaElehem Truss gale bsWub.218 N.1ea9rest, S,vle3l; Abmrtlaa VA 223W. Tanya, FL 36610 Job runs nrss Type OtY Pty EALS ' T15976145 1519335-_webbs_res_x2 1 OOTR 1 q J ob Reterenm Bulklers First Souse- Plant City. FL-325W. 8120 a Nov 162018 Mtfek Industries. Inc. Wed Jan 909:45:592019 Paget ID.'fWGUCH1OmADBEEOtZZwf4y4UNg-fCybPi759G39TrFecx0f l?1 PVbMPFWdcO 3w(I>Y7_N6 LOAD CASE(5) Standard 1) Dead + Floor Live (balanced): Lumber Inanease=1.00, Plate Ine ease=1.00 Uniform Loads (pit) Vert 1-15=100, 1630=10 Concantrated Loads (Ib) Vert 1=S8 5--264(Fj 15--300(F) 2=289(F) 4=264(F) 7=264(1`)10=264(1`)12=-289(F)13=289(F) 9=264(F) 31=289(F) 32=289(F) 31-289(F) 34=-289(F) 35=289(F) 36=264(F) 37=264(F) 38=264(F) 39=264(F)40=264(F) 41=-264(F) 42=264(F)43=264(F) 44=264(F) 45=-289(F)46=-289(F) 47=289(F) 48=289(F) ®w'ARAPNG- ffdeegn AveMdnt nadR DNOTES ONiHISANDWLLlIDEO1:DEN RFFERENLEPAGE C91Jna m.feOYAefS BE£ORP USE D 4prvn'mbuamDM/fwT A3Tel9 cwcddsllasammmbmm mMVL �PT�has arv+nl maktumlWNaicd WNu9 corav�ro1 meayvmnaerme�.neaxneaos9xrA,.e+.xWmo asrThaa®a��Dta aawirm�wrnm eeammereogm - bRInn5 Mspx BrsbS"v�lntlrsmfxmvaEud&f9Mm2r'vhNfiac]a�afdbrdmtlmertes m1Y. AaGfmaltln¢prMatl GenAa�a4trem6 1 R1T��: iad+ml'+rMa®16rhah3YmNm Pe'�e�a CLmRawOrG�aTloPmsm�w m)AYmtlprryrtyammo Fw Bm��I9mm�mm9Artne9�e "' - EmM.4 .staey.atrmaY.ma3n mNErvlB dtrmm:mtlh�snlnm. a ANSNPHGv+BHGImId 0.5BdeaA86IBrBaD9Omr➢onmf Gam' Paara �d�' SWry]rdomesNm e„aYGe hwnTua R.<n mMA+b, Y18 N. tCeatrad, 5mIe 312, Ak aaMfia, VA YIIN. TanIa, FL 36610 Job Tnrss Tmss Type Cy Py SEALS T159]6146 1519335-_webb_ms x2 10 ally 1 I1 ob Reference (optional) Y 6 1—n ,y. ry + . 3 50 12 dab = 2 U. USNW1b1n1a MneKMpu5V1e5,Nc. wed Jan 909.46.012019 4 ? 4 a4 II all Srale=1:16.9 v 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (foe) Mden Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 125 TC 0.19 Ved(LL) We - r9a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) Wa - We 999 BCLL 0.0 Rep Stress Ina YES WB 0.08 HDrz(GT) 0.00 3 Na We BCDL 10.0 Code FBC2017fM2014 MahocSH Weight 30to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=132710-6-,5,3=132I10F5,4-367/10bS Max Hors 1=20(10 13) Max Uplift 1=.WLC 8), 3=58(LC 13), 4=108(LC 8) Max Grav 1=138(LC 23), 3--138(LC 24), 4=367(LC 1) FORCES. (lb)-Max.CompJMac Ten-Aliforws250(b)orlossexmptwhenshown. WEBS 24=2331280 BRACING - TOP CHORD Structural wood sheathing d'xecty applied or-6-0-0 oe purilm BOTCHORD Rigid ceiling drectly applied or10-0-0 oc bracing. NOTES- 1) Unbalanced roof Me loads have been considered for this design. 2) Wind: ASCE 7-10; VuA=150mph (3-second gust) Vesd=116mph: TCD1.=42psY BCDL=3.OpA h=15$ CaL 11; Exp C; Errol., GCphw0,18; MWFRS (envelope) and GC Ederiw(2) nine; cantlever left and fight exposed ; end verdcel left and right expowd;GC for members and forces & MWFRS for reactions Shown; Lumber DOL=160 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 bad rxmmrotrem with any other two loads 5) • This two has been designed fore five load of 2D.Opst on the bottom cord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide YAP fit behveen the bottom chord and any other members. 6) Pmvide mechanical calnecion (by others) of truss to bearkig plate mpabie ofwML4mding 100 tb up0ft at)oelt(s)1, 3 except Ut=-ib) 4=108. A ��CEIVS�.9,t�i�' No 39380 Off. V. :�<ly�: EI % ,111111111110 1ip;Tv``• Thom A. Mani PE No.39360 MRek USA, Inc. R. Cert 6634 6904 Part East Blvd. Twist R. 33610 Date: January 9,2019 ®WARMNG vaxrydmianpOrsnolNa lane REAP Ncl ox 1xRAxed WId1 use RFFfRENMft paEDYIrEK bdr.lde.V10r3SEFa/3 oaaPr v�eravaoavele naTwmvedmnTNv devA,memm mrvrwn oamremsshcma awcty an trswd,cl bade¢ . not an Irua¢y9am aefuvuso.Pelwsldin9 drsg,amM�c+ayno �rSrabSlY rlh 'TP andNa aNPoMYbmrPorele B,¢dm�mb Tumeree 6adLrg Ns4a 9racF9 inferred'abP�IWd3n9tllrv➢viAell��eUmdbWNmmOvsmrY-M6rma11[mpvayaN pve�eid Eratli9 le Mrays mPuedtn¢NhTdYartlmPnwNmY�eiNDvseTle Pasdnal havYend RaOedYdam�s Far Ouatl Prdvrm meadna0ie _. _ (nbricNm.¢tvego,dtlir+rN.va5u,mmp®5atusms mtl E,man�s.® AIJSf/rDlr OvafrHoimb.psaa9meHCs�Pdirs emrroa�e 69oa Patin EeSmM. SaleNrNortnaMdr w'atWefmnT R9n Irrs52b,218N.leeataN.5tib31;AEkerdda, VA R11d. Tonle. rt 36610 ob mss nrss Type O% Ply SFALS Pob T15976147 1519335- webbs_res ,x2 1 1 I Peferefm (epborml) oww. rae.—vo, r�ury,rt-snw, 44 = 3 fi—r S IVOV 1S ME MIIEx m IUSIMS. Intl. Wed Jan 9UTA4 U32019 Y8ea1 Scale -199.9 O4 10 98 7 6 U4 2x4 II U4 = a,4 = 2x4 II 2W II LOADING (psf) SPACING- 240-0 CSI. DEFL in (be) Vde6 Ud TOLL 20.0 Plate Grip DOL, 125 TC DAB Ve t(LL) nla - Na 999 TCDL 7.0 LumberDOL 125 BC 0.61 Vad(Cr) No - me 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.11 Horz(CT) 0.00 5 Na Na BCDL 10.0 Code FBC2017IM2014 MatrxSH LUMBER- BRACING - PLATES GRIP MT20 2441190 Weight 80b FT=20% TOPCHORD 2x4SPNM2 TOP CHORD Sbuctural wood sheathing directly applied or 6-0-0oc molins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP Na3 REACTIONS. Alibearings24-2-14- (lb) - Max Hom 1=52(LC 12) Max Uplift All upl'm 100Ib or less atioint(s)1, 5, 8 except 6=241(LC 9), 10=241(LC 8) Max Gmv All reactions 2501b or less atjoint(s)1, 5, 8 except 6=544(LC 1), 1D=544(LC 1) FORCES. (lb) -Max. CompJIVax. Tom -All forces, 250(lb)orless exceptwhen shown. WEBS 46=3751386,2-10=3751386 NOTES- 1) Unbalanced mot live loads have been considered fathis design. 2) Wind: ASCE 7-10; VuE=150mph (3-second gust) Vastl=116mph; TCDL-02psf, BCDL=30pst,, h--1511; Cat II; Exp G Enr1, GCPI=0.18; MWFRS (envelope) and CC Exterior(2)1-0-14 to 7-0-14, INeJior(1) 74}14 to 12-2-%Exterior(2)12-2-5to 18-25, Intarior(1)18-25 to 23312 nine; cantilever left and right exposed; end vertu left and rightexposed,CC formembers and farces 8 MWFRS for reac8ara shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires centruous bottom chord bearing. 4) This toss has been designed for a 10.0 psf bottom chord five load nommncume d with any other lime loads, 5) - This truss has been designed fire be bad of 20.Opsf an the bottom Gerd in a8 areas where a rectangle 3-6-0 tall by 241-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of walstanding 100 Ito Uplift at jomt(s)1. 5, 8 except Qt=1b)6=241, 10=241. !,,`O�PS�A �q`e,i v�CENgF.4'. No 39380 C yT R ThMInsA AOnM PE No2M MITekUSA tole FLCed6634 M Parlor Fast BIv& TEmpa FL33610 (Tres January 9,2019 ®wANMNG-Ymiry de5ipnpbGmclbaaMNEAO NOTES ON MCANDMCLUDED 69TEN NEFEAENGE PAGE 74np 1GWQfif5MYO/SUSE nvmmbaIkn!S. mffva�m4asslnnl aafhbmFdNO[il WMnJ faRaer4M p ab sYWM�M o.%oInMv dec&m rmU sYdae 9atrxeum,Mda5rvg 4mi8,v misr wIIyao ep�ed»hym4®yrrmanMeam prtpalynmporma m6 eesy,mmne am Wslo eNul1la Yre o-urdlm lSmPewmhlmD9aua.14m m66.@Ua.Lmmomll.]Im:mN. aauimw�m+w�aogatio rma411BE1e - 1A:re1: Icelwararo9vetl mr9ahlaymMm Pa�a4m1� x�M 'bleoa�m�lNAYvm Pwa'r/4em�e. Tor Pxvd Pam®r9mo mSaMfioytllmNo.ramlwaa�vn,de�Na mar huase AN51aDH rXtem.O588.SaW8C5I6m141rg CamPommr 69D't poto a9Boni. MuevTa"bhNMubV8N.lmSYxokS,Oo3tNVAMM. Tampa, FL 3fi610 Job mss ass Type MY y SEALS ' T75976148 1519335- wabbe_res YL allay 1 1 ob Reference o ional 8Nbers tIRIJOnnR. 8220 s Nov 162018 Mdek IMirsllies, Inc. Wed Jan 909:46:(N42019 Scala =127.9 I sa 5x6 = 2 4 -4 ay 5 4 yp 2x4 II 3x4 = LOADING (psf) SPACING- 24)-0 CSL DEFL In Doc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.69 Ved(LL) Na - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Verf(CT) Na - Na 999 BCLL 0.0 Rep Shass lncr YES WE 0.12 Horz(CT) 0.00 3 No Na BCDL 10.0 Code FBC20177TP12014 MatmrSH Weight 531b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No3 REACTIONS. Qb/size) 1- 3 17-0-10,3=238/17-0-10, 5-663117410 Max Hom 1=-36(LC 13) Max Uplift 1=101(LC 8), 3=1o5(LC 13), 5=195(LC 8) Max Grov 1=249(LC23),3=249(LC24),5=663(LC1) FORCES. (lb)- Max. CompJMax. Tam -All fances,250(Ib)orlessexceptwhan shown. WEBS 2-5=4211397 BRACING - TOP CHORD Structural wand sheathing dxectly applied or 64)00o pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considefad for this design. 2) Wind: ASCE 7-10; Vua=150mph (3-second gust) Vasd=116mph; TCDL=42psf, BCDL=10pst h=1Sfg Cat 11; Exp C; Encl., GCp'I4.18; MWFRS (envelope) and C-C Exterior(2) 1-0-14 to 7-0-14, Intedor(1) 7-0-14 to 8-9-3, Extedor(2) 8-9-3to 14-95, Interar(1)14-9.3 to 165-72one, cantilever felt and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 1301_=1.60 plate grip DOL=1.60 3) Gable requires con8nuaus bottom chord bearing. 4) This buss has been designed We 10.0 psf bottom chord live load roncorxxmem with any other live loads. 5) • This mass has been designed fora live load of 20.Opsf on the bovan chard in all areas whem a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and arry other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable otwithstanding 100 lb uplift atjoird(s) except Bt=lb) 1=101. 3=106. 5-195. .`,%pMPSE A 61 No 39380 sS"t1NA10 E�Ca�. Thomas AAi PE No.39380 MiTek BSA Inc. R. Cod S634 690E Parlor East Blvd. Tampa R.33610 Bate January 9,2019 ®WARNMG-VAMry aeygnpzATeIM4iM READ NOTES ON 11I4 AND RI0.IIDED IarEN REFERENGEPAGE 6YF)AfJm. feA]/terSEEPoREUSE. 0es9n vxalaeseewr.;n Mrelaarw..msmhaedy�iseo:mod)apmpaamlvastwry mammy a,nrtdau.,leuxog cm,pmvn,am �- eiNMdese. fiefaouao. ne du➢11n9 aoap�r+anvvvxrmo 31Y T4a��p�anaaix me Pr AYbGipxom Dasdasi�mbAeom.,xd a:wre aeslm-e�aaw�aamprww wdmeamwMnwea:s.eea�aara..ammmamy. oar�samllano�rar'd om�aramaaro ,. al �� alaaYs raW�'dbstadleY vdbpawmlmLysavEhlnsWbPas>raltiVAYw�eP�'+baNaa34 Far Sr�al Veaaimrt9aan9Dm __. _ b traaq othVaesmtl WmgsUnv.am AN6D1PMOrneryOMam, DSa89ad BG3161R44g CmvPaimr 69G1 Pa,FU Feu BMI. SzreNMfy fta.eaa9c.a�.,a.®ataama lPanadan evalatleedn True NAa lnslaVb, 218 N.teo 9kea.9eb312, A@xa,8eia, VA72314. TenpyR 3E610 ibols Numbering System ® General Safety Notes LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. -- I For 4 x 2 orientation, locate plates 0- t,d' from outside edge of truss. This symbol indicates the required direction of slots In connector plates. Plate location details available In MiTek 20/20 software or upon request P ATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LPTERAL BRACING LOCATION i✓ Indicated the symbol shown and/or th by text in e bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. loons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Standards: I: National Design Specification for Metal Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 6-48 dimensions shown In cafe) xteenths Ill (Drawings not to wale) of O 2 U O F- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR3282 Trusses are designed for wind loads In the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrli 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek© All Rights Reserved tint W1 Qa MiTeka MiTek Engineering Reference Sheet: Mll-7473 rev. 10/0312015 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 BCSL 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 end never stack materiels on Inadequately brand trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. S. Cut members to beer tlghty against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. S. Unless otherwise noted, moisture contentof lumber shall not exceed 19% at time offabrication. 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 conslderefion and Is the responslblllty of truss fabricator. General practice Is to clamber 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 apsctfied. 13, Top chords must be sheathed or pudlns provided at spacing Indicated on design. 14. Bottom chords require Intent bracing at 10 R spacing, or less, If no ceiling Is Installed, unless othervvlee noted. IS Connections not shown are the responsibility of others. 16. Do not cut or attar truss member or plate without prior approval of an engineer. 17. Install and bad vertically unless Indicated otherwise. 16. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with protect engineer before use. 19. Review, all porters of this design (front, beck, words and pictures) before use. Revlewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.