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TRUSS ENGINEERING CRITERIA AND DESIGN LOADS
Lumber design 4(alues are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY Klek 81J-W5dg)r,8HfflV R : M11412 - CARLTON 299 MiTek USA, Inc. o Information: 6904 Parke East Blvd. S tOI stomer Info: Wynne Development Corp Project Name: M11412 Model: Sterling Tampa, FL 33610-4115 L t/Block: Subdivision: dress: unknown 9lty: St Lucie County State: FL N me Address and License # of Structural Engineer of Record, If there is one, for the building. N me:. License #: A� dress: C'I' State: neral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special L ading Conditions): [I sign Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 ind Code: ASCE 7-10 Wind Speed: 165 mph'. of Load: 37.0 psf Floor Load: N/A psf package includes 18 individual, dated Truss Design Drawings and 0 Additional. Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet )rms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 16. I Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date I T13708821 T13708822 5J11 1 T13708824 1 A4 4/6/18 0111 1 T13708825 1 A5 4/6/18 AII 1 T13708826 1 ATA 4/6/18 81 T13708827 1 ATB 1 4/6/18 1 9I1 1 T13708828 1 ATC 4/6/18 It, T13708829 BHA 4/6/18 1 T13708830 GRA 4/6/18 1 IT13708831IJ2 4/6/18 1'i I T13708832 I J4 4/6/18 1 I T13708833 J6 4/6/18 V T13708834 J8 4/6/18 1 T13708835 JA8 4/6/18 1 IV I T1 3708836 1- KJ8 1 4/6/18 truss drawing(s)-referenced above have been prepared by MiTek �, Inc. under my direct supervision based on the parameters ,ided by Chambers Truss. ss Design Engineer's Name: Finn, Walter license renewal date for the state of Florida is February 28, 2019 ORTANT NOTE: The seal on these truss component designs is a certification ie engineer named is licensed in the jurisdiction(s)'identified and that the is comply with ANSUTPI 1. These designs are based upon parameters i (e.g., loads, supports, dimensions, shapes and design codes), which were to MiTek. Any project specific information included is for MiTek's customers Terence purpose only, and was not taken into account in the preparation of designs. MiTek has not independently verified the applicability of the design ieters or the designs for any particular building. Before use, the building designer i verify applicability of design parameters and properly incorporate these designs ie overall building design per ANSI/TPI 1, Chapter 2. 0 `,���If1111Jl���,' ER P i � �� �G.E IV s�.,•�Y ���� o 22839 • r STATE OF ��/ .o���O,riF C p R 1 P 44�� •....... 1, WaltarP. Finn PE;No.22839 Mrrek USA, Inc. FL Cart 6634 6904 Parke East Blvd Tampa FL 33610 Date: April 6,2018 Finn, Walter 1 of 1 F1 Job Truss Truss Type City Ply CARLTON 299 T13708820 M11412 A SPECIAL * 1 1 4 r, Job Reference (optional) I russ, Inc., t-on Fierce, r-L o. I � �� a , r I D:kFvnsnOwY419Zh0_nM31c6y1J9g-AnU456o0gK5C9pEOq?R_QPi K_7MkDFVfuOsIop; 8-6-0 9-10-0 13-8-0 19-5-3 26-2-0 28-9-4 36-0-0 37-0-0 8-6-0 1-4-0 3-10-0 5-9-3 6-8-13 2-7-4 7-2-12 0-d 5x12 MT18HS = 5x8 = 3x6 \\ 4x5 = 4x6 = 4x5 = 4.00 12 3 4 24 255 6 7 26 27 8 3x4 9 23 1 211 13 12 14 7x8 MT18HS = 16 15 4x4 = 3x4 ZZ �76 _ 3x4 = 5x8 = 2.00 12 3-10-0 - 246-0 , 26-2-0 1 36-0-0 5-0-13 1-8-0 9-10-0 -10 Edge] [15:0-1-12,0-2-12] Scale = 1:63.0 q 28 m _1011Nrn Im � 0 4x10 = LOADINII (psf) SPACING- 2-0-0 CSI. DEFL. • in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) ' -1.34 13-14 >321 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017/[P12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT = 20% LUMBE BRACING- TOP.CH iiRD 2x4 SP M 30 `:Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHPRD 2x4 SP M 30 WEBS 2x4 SP No.3 i REACTI INS. (lb/size)-2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH, RD 2-3=-3338/2212, 3-4=-3134/2132, 4-5— 3441/2388, 5-7= 5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 BOT CH, RD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13=-3301/5421, 10-12=-3593/5659 WEBS 3-16=-527/480, 4-16=-413/669, 4-15=-5351/85, 5-15=-975/733, 5-14=-1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-.13=-1260/1909, 8-12= 45/349, 9-12= 319/328 1) Unbaf nced roof live loads have been considered for this design. 2) Windi RSCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=59ft; L=36ft; eave=5ft; Cat. 11; Exp iv1W FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for memo rs and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provic adequate drainage to prevent water ponding. 4) All pla s are MT20 plates unless otherwise indicated. 5) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This Fuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit stween the bottom chord and any other members. 7) Bear i at joint(s) 10 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capac y of bearing surface. 8) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=84C !1 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33610 Date: April 6,2018 ® W NING - Verify design parameters and RE40 NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Desid valld for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an individual building component not a iru4 system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildi Is aivi g design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTek' fabrl tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSMWII Gua►By CrMedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe . Infonnaflonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708821 M11412 Al SPECIAL T1 1 4 Job Reference optional) chambP,r I russ, Inc., tort coerce, FL a.l au s rwar i i zui is ivu i eK maustnes, inc. rri ripr o ve:za:vv eu r o raye r I ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ez2SISpi beD3mypbOiyDzdFasXixyoLo7gclLFzTU2f 1-0- 8-6-0 11-10-0 18-7-4 24-2-0 28-9-4 36-0-0 7-0- -0- 8-6-0 3-4-0 6-9-4 5-6-12 4-7-4 7-2-12 4 -0- Scale = 1:63.0 i 5x6 = 3x8 = 5x6'= 4.00 F12 4 22 5 23 6 3x4 3x4 3 7 21 24 i v ni 2', I 11 B 9 r� i�ld cb 7x8 MT18HS = 1012 14 3 4 U 3X4 II 13 �6 = 3x4 = 5x6 = 2.00 12 4x10.� 8-6-0 13-8-0 18-7-4 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 4-11-4 . 5-10-12 4-3-4 7-2-12 Plate Off ' is X,Y -- 2:0-0-2,Ed e , 8:0-2-10,Edge], 13:0-3-0,03-0 LOADINI, I (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163lb FT=20% LUMBER BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc pudins. BOT CH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS, 1 Row at midpt 5-13 REACTI S. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2= 846(LC 12), 8=-846(LC 12) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH, RD 2-3=-3356/2159, 3-4= 3358/2292, 4-5=-2798/1921, 5-6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOTCH( RD 2-14= 1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=-3499/5680, 8-10=-3492/5669 WEBS 3-14=-404/391, 4-14=-507/777, 4-13=-151/409, 5-13=-1376/890, 5-11= 557/1048, 6-11=-849/1449, 7-11— 641 /463 NOTES- 1) Unbal'iced roof live loads have been considered for this design. 2) Wind:, SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=59ft; L=36ft; eave=5ft; Cat. II; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for memo irs and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water ponding. 4) All pla, s are MT20 plates unless otherwise indicated. 5) This tr; ss has been designed for a 10.0 psf bottom chord live load nonconcurrent Wth any other live loads. 6) . This uss 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 I,,ietween the bottom chord and any other members. 7) Bearih, at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacof bearing surface. 8) Provid, mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® W/{I NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 1010312015 BEFORE USE Desig valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a fru em. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall bullclk k 1 design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is atwf required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric lion, storage, delivery, erection and bracing of pusses and truss systems, seeANSW11®ualByWorld, DSB-89 and BCSf Stillding Component 6904 Parke East Blvd. Sallall 1 hionneftnavallabte from Truss Plate Institute, 218 N. Lee Street Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708822 M11412 A2 SPECIAL I r 1 1 %' .i Job Reference (optional) I russ, Inc., rort rleice, rL 8-6-0 8-6-0 �r I D:kFvnsnOwY419Zh0_nM31c6y1J9g-79cq W ogfMxLw060nyQTSVgnlA t8.0-0 22-2-0 24-6-0 28-9-4 36-0-0 4-2-0 4-2-0 2-4-0 4-3-4 7-2-12 Scale = 1:63.0 5x6 T Sx6 = 3x4 = 4.00 FIT 4 5. 6 4x6 C 7 3x4 G 3x4 C 3 8 22 23 01 2I1 12 13 11 9 10 u> o 16 c+; o 3x10 = 3x4 11 6 15 14 7x8 MT18HS = 6 = 3x4 .11 5x8 = 2.00 F12 4x10 = 8-6-0 13-8-0 22-2-0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 8-6-0 2-4-0 4-3-4 7-2-12 Plate Off is X,Y -- 2:0-0-6,Ed e , 9:0-2-10,Ed e LOADINII (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.03 11-12 >419 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.77 11-12 >564 , 240 Weight: 167 lb FT = 20% LUMBE �' BRACING - i TOP CH9RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puriins. BOT CHT RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTI, S. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=1 63(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHI RD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-7=-3698/2365, 7-8=-5359/335118-9= 5963/3683 BOT CHI RD 2-15=-1909/3146, 14-15= 1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12— 3433/5679, 9-11=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-916/581, 5-13=-261/668, 6-13=-588/1003, 7-13=-2219/1408, 7-12= 1137/1893, 8-12— 628/443 NOTES- 1) Unbal riced roof live loads have been considered for this design. 2) Wind: I SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5fh Cat. II; Exp ; Encl., GCpi=0.18; MW FRS. (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for memo{ rs and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water ponding. 4) All play s are MT20 plates unless otherwise indicated. 5) This tr ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This uss 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 etween the bottom chord and any other members. 7) Bearir, at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacj of bearing surface. 8) Provid 1 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) i Walter P. Finn PE No.22639 NEI USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®III 7NING - Verity design parameters and READ NOTES ON THISAND INCLUDED M/TEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Desig valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building componentnot a I. system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bulldi design. Bracing Indicated Is to prevent Lxickling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k° is al required for stability and to preventcollopse with possible personal Injury and property damage. For general guidance regarding the fobri lion, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII Aua►Sy CIIIIII DSS-89 and SCS1 Suading Component 6904 Parke East Blvd. Sate , , lntotmaHanavailabie from Truss Plate Inshlute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply CARLTON 299 T13708823 M11412 A3 SPECIAL 1 1 Job Reference (optional) I russ, Inc., t-Ort rlerce, I-L o. 1 oV 5 Mar I I eu 10 Iv11 I en rnuusu ies, uiu. " ' rauc i I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-bMACj8rH6FTmOGzzW 7?h22KxALNYQft5a_5PP8zTU2d 8-6-0 15-10-0 20-2-0 24-6-0 28-9-4 36-0-0 7-0- 8-6-0 7-4% 4-4-0 4-4-0 4-3-4 7-2-12 0- Scale: 3/16"=1' 4.00 12 5x6 = I 5x6 = 4 5 5x6 5x8 5�- 6 Sx6 WB__ 3 7 3x4 8 v d. N 23 22 i 1 12 9 ICI 2 13 7x8 MT18HS = 11 10 1 O 4x8 = 3x4 o 14 15 I 3x4 II 5x6 4x10 li 3x5 = 2.00 12 I 6-6-0 13-8-0 20-2-0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 6-6-0 4-4-0 4-3-4 7-2-12 Plate Of ets X,Y - 2:0-1-2,Ed e , 3:0-4-0,0-3-0 , 7:0-3-0,Ed e , 9:0-2-10,Ed e LOADIN (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 167lb FT = 20% LUMBE BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOTCH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13 U 1 Mr-ric III 2x4 SP No.3 REACTI! NS. (Ib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(LC 11) I Max Uplift 2= 846(LC 12), 9=-846(LC 12) FORCE (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHI � RD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6— 2968/1899, 6-8=-5371/3290, 8-9— 5960/3616 BOT CHI RD 2-15— 1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13— 2958/5146, 11-12= 3368/5675; 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=-285/671, 5-13= 379/702, 6-13— 2706/1659, 6-12=-1094/1946, 8-12= 611/435 NOTES- 1) Unbal nced roof live loads have been considered for this design. 2) Windy SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. If; Ex C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for mem rs and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provic adequate drainage to prevent water ponding. 4) All pl a s are MT20 plates unless otherwise indicated. 5) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This �russ has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit, etween the bottom chord and any other members. 7) Bear" a at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac y of bearing surface. 8) Provi ' mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=84 .�� 9=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WI NING - Verify deslgo parameters and READ NOTES ON THIS AND INCLUDED WEI<REFERANCE PAGE Mu--7473 rev. 1010312015 BEFORE USE. Desig i valid for use only with Mltek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trus system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' nld)I alai fob required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 AualByCdleda, DSB-89 and SCSI BUgdfng Component 6904 Parke East Blvd. S.fot I Infomiaftonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type ally Ply CARLTON 299 T13708824 M11412 A4 SPECIAL , 1 1 Job Reference (optional) I russ, Inc., r-on Fierce, rL 8-6-0 5-2-0 4-4-0 4.00 12 5x6 = 6 t 1 OV s NIGr r l eu I o "II r en Ir IUUJUIel mG. rrl X O Vy:Le.9J GV 1 o Faye , snowY419Zh0_nM3lc6yIJ9g-3YkbxUrvtYbddQYA3rW waFt5Oljr93vFpegzxazTU2c 24=6-0 28-9-4 1 36-0-0 37-0-p Scale: 3/16"=1' 16 15 3x12 = 3x5 = 3x4 11 5x8 = 4x10 = 2.00 F12 LOADIN (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBE TOP CH RD 2x4 SP M 30 BOT CH i 11 RD 2x4 SP M 30 WEBS i' 2x4 SP No.3 OTHER 2x4 SP N0.3 FOR TOP. BOT WEBS 1) Unbl 2) Win( 11; Ei 21-7 3) All p 4) This 5) ` Thi will f 6) Beal cape 7) Prov 13-8-0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.60 BC 0.93 WB 0.95 Matrix -MS 1 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) BRACING - TOP CHORE BOT CHORE WEBS (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 6-7=-2481/1719, 7-9= 5407/3513, 9-10=-5950/3765 2-16=-1931/3146, 15-16=-1931/3146, 14-15= 1489/2515, 13-14— 3185/5191, 12-13=-3510/5666, 10-12=-3504/5656 3-16=0/315, 3-15= 799/546, 5-14= 344/260, 6-14=-731/1202, 7-14=-3120/2048, 7-13= 1130/1972, 9-13=-559/376 in (loc) I/defl Ud -0.61 13 >709 360 -1.13 13 >383 240 0.42 10 n/a n/a 0.84 13 >513 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 170lb FT=20% Structural wood sheathing directly applied or 2-6-11 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-14 iced roof live loads have been considered for this design. tSCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to >-one;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 )s are MT20 plates unless otherwise indicated. ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. uss 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-q-0 wide etween the bottom chord and any other members. at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify / of bearing surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=846. 1 tIq II, 0 Walter P. Finn PE No.22839 PATek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® W N/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Des1Q valld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �° a iru build! system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall gdesign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is aiw, fabric 3 ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i ition, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 quality CAleft DSB-89 and BCSI BuIldIng Component 6904 Parke East Blvd. Wei o ►nformaHonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply CARLTON 299 T13708825 M11412 A5 SPECIAL, 7 1 Y Job Reference o tional nber, I cuss, Inc., i-or1 Pierce, r-L 1-0 1 8-6-0 u.13U s iviaf 11 zui d ivii I eK mausines, Inc. r-rl Apr 6 Ue:ZVA4 ZUl t3 rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Xkiz8psXesj U Fa7MdY197TPG8834UW 402HaW UOzTU2b 24-6-0 28-9-4 36-0-0 $7-0-Q 6-6-0 4-3-4 7-2-12 -0- Scale = 1:61.9 4.00 FIT 5x6 = 6 3x4 25 5x6 3x6 5 24 5x6 W B -1 7 3x4 4 8 3x4 3 9 23 26 i N 1 2I 13 12 10 11 N 6 d 14 7x8 MT18HS = 3X4 I I 6 16 15 4x10 = 5 = 3x4 I 5x8 = 2 0D 12 4x10 = 8-6-0i 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 4-4-0 6-6-0 7-2-12 Plate Off 'ets X,Y -- 2:0-1-2,Ed e , 8:0-3-0,Ed e , 10:0-2-10,Ed e , 15:0-2-12,0-3-0 LOADIN, (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 rita n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170lb FT=20% LUMBE BRACING - TOP CHy RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CH', RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHER 2x4 SP No.3 REACTI, INS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10= 846(LC 12) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH, RD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9= 5407/3513, 9-10=-5950/3764 BOT CH, RD 2-16=-1931/3146, 15-16= 1931/3146, 14-15=-1489/2515, 13-14=-3184/5190, 12-13= 3510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-355/272, 6-14=-743/1219, 7-14= 3134/2058, ' 7-13=-1130/1972, 9-13=-560/375 1) Unbal nced roof live loads have been considered for this design. 2) Wind:l A SCE 7-10; Vult=165mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=3.opsf; h=12ft B=59ft; L=36ft; eave=5ft; Cat. 11; Expi Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7- zone;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All pla s are MT20 plates unless otherwise indicated. 4) This ta ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This Truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitl etween the bottom chord and any other members. 6) Beari' 1 atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacil of bearing surface. 7) Provid�mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WWING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Des[ g valid for use only with MITek6 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a Irus system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall build, g design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek' is aiwiys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabd Lion, storage, delivery, erection and bracing of trusses and truss systems, seeANS//►PII CualHy Critede, DSB-89 and BCSI Bugd6tg Component 6904 Parke East Blvd. Saha /nlonnallonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ' j Truss Truss Type Qty Ply CARLTON 299 T13708826 M11412 ATA COMMON 7 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:45 2018 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-?xrLM9t9PAsLtkhYBFYOggySsYTMd2oXGxJ3OTzTU2a 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 1 36-0-0 7-0- 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 0- Scale = 1:61.0 4.00 F12 5x6 = 6 3x4 11 3x4 1111 5 2526 27 287 3x6 � 3x6 33 6 4 I 8 3x4 24 6 / I17 16 15 30 31 14 13 12 l nvA _ 3x4 11 4x6 = 3x8 = 3x8 _ 4x6 = 3x4 11 29 10 11 'n Io 3x8 = 8-1-1 13-10-2 22-1-14 27-10-15 36-0-0 8-1-1 5-9-1 8-3-12 5-9-1 8-1-1 Plate Oflets (X Y)-- [2:0-8-6 0-0-81 [10:0-8-6 0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT)-0.59.14-15 >730 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 n/a' n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.34 14-15 >999 240 Weight: 172 Ito FT=20% LUIMBE �- BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTI, NS. (Ib/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCE ! (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C i RD 2-3=-3544/2053, 3-5= 2824/1651, 5-6= 2817/1766, 6-7= 2817/1766, 7-9— 2824/1651, 9-10= 3544/2053 BOT CHORD 2-17=-1812/3323, 15-17= 1812/3323, 14-15=-997/2104, 12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002, 7-14=-299/279, 9-14=-783/581, 9-12=0/27116-15= 569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 NOTES- 1) Unbal nced roof live loads have been considered for this design. 2) Wind.''i SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=59ft;' L=36ft; eave=5fh Cat. II; ExpIIIC; 21-7-311�Zone;C-C Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to for members and forces & NIWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01 AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This ti I ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` Thisl uss 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 � etween the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=796� 10=796. III , I Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2016 I A WARNING Dellg��,5valid - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. for use only with MfrekCN connectors. ibis design Is based only upon parameters shown, and Is for � tndivlduat building component, not ' a irus$'�ystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bWld design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Ls always required for stability and to prevent collapse with possible personal fnJury and property damage. For general guidance regardng ttre ' fabric ion, storage, detivery, erection and bracing of busses and tnrss systems, seeANSI/IPII Cvaltly Crtleda, DSB89 and BCSI BuOdtrtg Component 6904 Parke East BNd. Saletyllnlormafhfuvaflablefrom Truss Wate Inst Lute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job " ! Truss Truss Type Oty Ply CARLTON 299 T13708827 M11412 ATE COMMON 1 1 Job Reference o tional I russ, Inc., rort deice, rL --.. rv....-- 1.o,. .I.,W. ..y.. I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-T7PjZVuoAT_C UtGIIz3dCu Ug5ytxMTuhVb3dYvzTU2Z 8-1-1 13-10-2 18-0-0 , 22-1-14 27-10-15 36-0-0 $7-0-Q 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 -O-U Scale=1:60.9 4.00 F12 5x6 = 6 3x4 11 3x4 11 26 27 28 29 7 3x6 � 5 3x6 3x4 % 4 8 3x4 3 9 25 30 N 1 2 10 11 n Icb o 18 17 16 15 31 32 14 13 12 6 x5= 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 11 3x5 = 8-1-1 13-10-2 15-2-0 21-10-0 22 1 14 27-10-15 36-0-0 8-1-1 5-9-1 1-3-14 6-8-0 0_3-14 5-9-1 8-1-1 LUMAIM.G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172lb FT=20% LUMBE 1- BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CFI RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 : 2x4 SP No.3 WEBS 1 Raw at midpt 6-14 REACTI NS. All bearings 0-8-0 (lb) - Max Hom 2= 208(LC 10) Max Uplift . All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCE t (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH ' RD 2-3=-1239/757, 3-5=-437/333, 5-6— 432/448, 6-7=-272l773, 7-9— 376/778, 9-10=-334/220 BOT CH RD 2-18— 587/1178, 16-18=-587/1178, 12-14=-1881281, 10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16= 302/279, 3-16— 890/616, 3-18=-16/332 NOTES 1) Unbal nced roof live loads have been considered for this design. 2) Wind:' SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; E ,C; Encl., GCpl=0.1 B; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3' zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This tr'I ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This Iruss 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, 5etween the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 15 except (Jt=lb) 2=43 , 14=866, 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 0 LN hNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. ° Desig valld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not I a iru system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldi g deslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A I VI iTek` B aiw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric lion, storage, delivery. erection and bracing of trusses and truss systems, seeANSYWI► QualOy Cdledd, DSO-69 and.BCSI Building Component 6904 Parke East Blvd. Safe IntormaBonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CARLTON 299 T13708828 M11412 ATC COMMON 1 1 ,I Job Reference optional) truss, mc•, non r,e,ce, rL — I __ . ,., - I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-P W XU—Bv2i5EwkBQ7sO55HJaobmYPgNO_zvYkdozTU2X 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 36-0-0 37-0-Q 8-1-1 5-9-1 4-1-14 � 5-9-1 8-1-1 0-0 Scale = 1:60.9 4.00 F12 5x6 = 6 3x4 11 3x4 11 5 26 27 28 29 7 3x6 3x6 3x4 G 4 8 3x4 C 3 9 25 30 10 11 t2 r� I6d 18 17 16 15 31 32 14 13 12 x5 = 3x4 I1 3x6 = 6x8 — 6x8 = 3x6 = 3x4 I 3x5 = 8-1-1 8-1-1 13-10-2 5-9-1 15-2-0 1-3-14 22-1-14 6-11-14 22 -7 27-10-15 :ir5-u-u 0-0-9 5-8-8 8-1-1 LOADIW 1 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172lb FT=20% LUMBEI -' BRACING - TOP CF , RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTI, VS. All bearings 0-8-0 except Qt=length) 14=0-11-5. (lb) - Max Horz 2= 208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 2-3=-1239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-272/773, 7-9=-376/778, 9-10=-334/220 BOT CH D RD 2-18=-587/1178, 16-18=-587/1178, 12-14— 188/281, 10-12=-188/281 WEBS 11 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=-16/332 NOTES- 1) Unba' nced roof live loads have been considered for this design. 2) Windi 1 SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft; Cat. 11; Ex C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 3) 100.0 AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This russ 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 "i etween the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2=43 1 14=866, 10=240. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert e634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®WI�1 Desl NING- Verity design parameters and READ NOTES ON THIS AND IN6LUDED,M?EKREFERANCEPAGEMIh7473 rev. 1010312016 BEFORE USE. valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a 1ru system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall build g design. -Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW INSal ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri ilon. storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Qualify CrIterla, DSB-89 and SCSI' Building Component 6904 Parke East Blvd. Sate Infounathrtavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job' • Truss Truss Type Qty Ply CARLTON 299 T13708829 M11412 ( BHA COMMON 1 1 Job Reference o tional truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:50 2018 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-MufEPtxi Ei UezVaW_pBZNkfGaZCN I FUHQD i ghgzTU2V 16-0-0 24-0.0 4-0-0 ' 2-0-0 ' 1-6-oa-6-0 2-0-0 ' 2-0-0 ' 2-0-0 an 5x6 = 12 14 4-0-0 1 .6-0-0 Scale: 3/16°=1' 28 26 25 23 3x6 11 4x6 = 6x8 = 6x8 = 3x6 I I 3x5 = 3x6 = 3x6 8-0-0 15-6-0 22-10-15 28-0-0 36-0-0 8-0-0 7-6-0 7-4-15 5-1-1 8-0-0 Plate Off ' ets MY)— . 2:0-0-2,Ed e , 3:0-3-8,Ed e , rl1:0-3-0,0-3-0 , 20:0-3-8,Edge], 21:0-2-8, Edge], 25:0-3-8,0-3-0 LOADIN,13 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-31 >999 360 MT20 244/190 TCBL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix -MS Wind(LL) 0.2028-31 >909 240 Weight: 208lb FT=20% LUMBE BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CH RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 20-25 2 Rows at 1/3 pis 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTI INS. All bearings 0-8-0 except Qt=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8), 21= 455(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH, RD 2-3=-2242/1142, 20-21 =-I 473/724, 3-4=-213/718, 4-6=-213/718, 6-8=-213/718, 8-10= 213l718, 10-11=-213/718, 11-13= 213l718, 13-15=-213/718, 15-17=-213/718, 17-19=-87/610, 19-20=-87/610, 3-5=-199/422, 5-7=-112/391, 7-9= 33/344, 12-14=0/257, 16-18=-67/301, 18-20= 206/363 BOT CHI RD 2-28=-971/2236, 26-28= 922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26= 1333/1008, 17-25=-979/756, 3-28= 419/1254, 3-26=-3236/1698, 20-23= 458/1210, 20-25=-2385/1201, 9-10— 706/569, 6-7=-307/241, 15-16=-462/372, 18-19= 497/418 1) Unbal nced roof live loads have been considered for this design. 2) Wind: X SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft Cat. II; Exp ; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provic adequate drainage to prevent water ponding. 4) All pla s are MT20 plates unless otherwise indicated. 5) All pla are 3x4 MT20 unless otherwise indicated. 6) This t, ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This Will fitl russ 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 etween the bottom chord and any other members. 8) Provic mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at joint 2 , 1259 lb uplift at joint 25 and 455 lb uplift at joint 21. 9) Girde arries hip end with 8-0-0 end setback. 10) Grap 11) Han ilcal purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Walter P. Finn PE No.22839 �r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-01 resp MiTek USA, Inc. FL Cert 6634 ),an 967 I. down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the 6904 Parke East Blvd. Tampa FL 33610 risibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Data: April 6,2018 sEtraintStandard ®W-- Desi6 WING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 1 valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �° a 1ru system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 4 build f design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent braying MiTek Is aid fabrl ' ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pi1 Qualify Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Sare Intormation7valloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 J06 Truss Truss Type Qry Ply CARLTON 299 �i T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Fri Apr 6 09:29:50 2018 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-MufEPtxlEiUeZVaW_pBZNkfGaZCNiFUHQDI ghgzTU2V LOAD O SECS) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (Plf) Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-28=-47(F= 27), 23-32=-20, 3-12=-126(F=-72), 12-20=-126(F=-72) Conc trated Loads (lb) Vert: 28=-641(F) 23= 641(F) A W N/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE " Desig valid for use only with MtfekB connectors. This design is based only upon parameters shown, and Is for an Individual building component not a trusystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall build! g design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is atw ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabric Marx storage, delivery, erection and bracing of busses and buss systems, seeANSbWII ®uaOty CrSedd, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Saf6t, lnformaRonz1vailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jo ' •', Truss Truss Type Qty Ply CARLTON 299 i T13708830 M11412 ` GRA HIP 1 1 Job Reference (optional) nn4o o,,.... a Gnambe S I russ, Inc., Pon Pierce, rL 1-0- 7-10-0 13-8-0 18-0-0 o. i ov s viar i i cv i v w , an ind"s as, a w. � i ..�.��..+.. �.� �.+ I D: kFvnsnOwY419Zh0_nM3lc6ylJ9g-mTKN 1 uzBXdsDgyJ5fxhG_M Hm2n BxVb6j6BFUl?zTU2S 22-4-0 28-2-0 36-0-0 7-0- 0- 7-10-0 5-10-0 4- (1 4-4-0 5-10-0 7-10-0 0- Scale=1:61.9 Sx8 MIT18HS = 5x8 MT18HS = 4.00 F12 3x4 11 5xB = 3x4 11 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 a N1 2 N 8 9 I� o 15 34 14 13 35 36 37 38 12 39 11 40 10 3x4 11 46 = 6x12 = 6x12 = 46 = 3x4 11 3x5 = 22-4-0 Plate Offsets (X,Y)-- [3:0-5-4 0-2-8] [5:0-4-0 0-3-0] [7:0-5-4 0-2-81 LOADIIVI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL - 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 Weight:161 lb FT=20% LUMBE - BRACING - TOP CH RD 2x4 SP M 30 TOP CHORD BOT CH RD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 `Except' WEBS 4-13,6-12: 2x6 SP No.2 REACTI, NS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCE (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CORD 2-3=-369/211, 3-4=-1158/2051, 4-5=-1158/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981 /1789 BOTCH „ RD 2-15=-196/311, 13-15= 201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648, 3-1,3=-2568/1568, 4-13=-640/587, 5-13=-2900/1855, 5-12= 1172/2196, 6-12=-611/569, 7-12=-558/375, 7-10=-184/651 Structural wood sheathing directly applied or 3-4-6 oc puffins. Rigid ceiling directly applied or 5-7-0 oc bracing. 1 Row at midpt 3-13, 5-13 1) Unbal nced roof live loads have been considered for this design. 2) Wind- SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl.,•GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provi dequate dra(rtage to prevent water ponding. 4) All pl es are MT20 plates unless otherwise indicated. 5) This t iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This Truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit etween the bottom chord and any other members. 7) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at joint 1 and 799 lb uplift at joint 8. 8) Hang( r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10- 103 lb down and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down,!nd 170 Ib upat 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 lb up at 19-11-4, 103 Ib down and 170 lb up 21-11-4, 103 lb down and 170 lb up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137lb down and 301 lb up at 28- -0 on top chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0 , 77 lb down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 lb uq; at 18-0-12, 77 lb down and 1 lb up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb down nd 1 lb up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The d i ign/selection of such connection device(s) is the responsibility of others. 9) In the 1 AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD C SE(S) Standard WalterP. Finn PE No.22639• MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® W � N/NG - VerMy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE " Desl g valid for use oNy w th MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a it '. system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall builds design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is atw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrl tiorr, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 Oual7Eryy Crffada, DSB-89 and BCSI SuMding Componenf 6904 Parke East Blvd. Safofj,,InforinaRomvailabte from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.130.S Mar 11 2018 MI I eK Inauslfles, Inc. I-f1 Apr 6 Uy:29:b:7 2ul is Page 2 I D: kFvnsnOwY419Zh0_nM3lc6yIJ9g-mTKN 1 uzBXdsDgyJ5fxhG_M Hm2nBxVb6j6BFUl?zTU2S LOAD C' SECS) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo In Loads (plf) I I Vert: 1-3=54, 3-7=-54, 7-9= 54, 16-19= 20 Concentrated Loads (lb) Vert:3=-137(B) 5=-103(B) 7=-137(B) 14=-49(B) 15=-389(B) 10= 389(B)11=-49(B) 22= 103(B) 24=-103(B) 26=-103(B) 27=-103(B) 28= 103(B) 29= 103(B) 31=-103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=-49(B) 37=-49(B) 38=-49(6) 39=-49(B)40= 49(B) A WWING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M/F7473 rev. 10/03/2015 BEFORE USE. Desi valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a iru system. Before use, the building designer, must verify the applicability of design parameters and properly Incorporate this design Into the overall builds' design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �p iTe k' Is alw' i: ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IYI fabriq 31lon, storage, delivery, erection and bracing of trusses and taus systems, seeANSI/IPII Aua16'y CiMeda, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Salo , lnformaHomvoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jots Truss Truss Type Ply CARLTON 299 T13708831 M11412 J2 MONO TRUSS �Qty 8 1 Job Reference (optional) I russ, Inc., I -on: Tierce, r-L <� o e� N oya I D:kFvnsnOwY419Zh0_nM31c6yIJ9g-Efu,] E,E_plx_3S6tH DeCVXag4AAgxEFQsLr?2gRzTU2R 1-0-0 4 3x4 = t2 0 n 0 Scale = 1:7.8 200 2-0-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBEI I BRACING - TOP CH ; RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CFI 6RD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTI�, NS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Harz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=-3(LC 9) Max Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Wind' SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36fh eave=5ft; Cat. II; ExXpIIIC; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown Lumber DOL=1.60 plate grip DOL=1.60 2) This t i ss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This russ has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I fit etween the bottom chord and any other members. 4) Refer l girder(.) for truss to truss connections. 5) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 and � lb uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 ® W:� NING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIh7473 rev. 101032015 BEFORE USE. ' Desl I valid for use only with MITek(D connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tru build � system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWis al ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri ition, storage, delivery, erection and bracing of trusses and truss systems, seeANSWIl Quality CrIII DSB-89 and BCSI Buudk)g Component 6904 Parke East Blvd. Sate Wormathrgvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jolt Truss Truss Type Qty Ply CARLTON 299 T13708832 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) iruss,inc., ran Tierce, rL 1-0-0 O. IOU, Ivldi I I— 10 IV111 CA IINUJUICJ, 1116. rll lull Taut ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-A2OVfw?3pYEnhQ1 gK3Fzc?vNa_IIi9w9o9U9vKzTU2P 3x4 = 4 Scale = 1:11.1 4-0-0 4-0-0 LOADIN, (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TILL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 14lb FT=20% LUMBER - BRACING - TOP CH RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTCH RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 of bracing. REACTi. NS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2= 159(LC 12), 4=-7(LC 12) Max Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) W II; 2) This ti 3) *This will fit 4) Refer, 5) Provi 2 and %SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=59ft; L=36ft eave=5ft; Cat. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10-4 zone;C-C for ,rs and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 iss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. russ 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 ietween the bottom chord and any other members. D girder(s) for truss to truss connections. in connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 159 lb uplift at joint lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A W/ Desid N/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 10/032015 BEFORE USE. ' valld for use only with MllekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not ' a trus.system. build! Before use, the building designer must verify the appllcablllty of deslgrcparameters and properly incorporate this design Into the overall design. Bracing Indicated Is to buckling of individual truss web and/orchard members only. Additional temporary and permanent bracing M!Tek' is alvi prevent required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric lion, storage, tlellvery, erection and bracing of busses and inrss systems, seeANS/gPlr Cuaiify CrBerla, DSO-89 and BCS/ Building Compononf 6904 Parke East Blvd. Sa/e/i�In/ormaHorlavallable from Truss Wafe Insntufe, 21 B N. Lee Street. Suite 312. Alexandrta, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T13708833 M11412 J6 MONO TRUSS �Qty 8 1 Job Reference (optional) i russ, mc•, rorl tierce, I-L- o.. �� . � .. , , � � � � , ,� , „ „r, .. �,..., , �y- . I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-fEattGohasMeJacsunmC9CSYhOW fRc9J i pDiRmzTU2O -1-0-0 .6-0-0 1-0-0 6-0-0 1 Scale=1:14.3 3x4 = 4 LOADI (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 246 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 TOP BOT 1) Win( II; E) men 2) This 3) `Thi will f 4) RefE 5) Prov joint 2x4 SP M 30 2x4 SP No.3 (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-8(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft; eave=5ft; Cat. C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 zone;C-C for ers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members. o girder(s) for truss to truss connections. e mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 lb uplift at and 8 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® <N RNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Desi valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Not air boil' " system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design into the overall design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" fs al .9 prevent ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr ation, storage, delivery, erection and bracing of trusses and truss systems, seeANSy7pll Quality Ctlltef►q DSO-89 and BCSt Budding Component - 6904 Parke East Blvd. Sale}y►ntotmatlonavailable from Truss Plate institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314, Tampa, FL 33610 J015 Truss Truss Type City Ply CARLTON 299 T13708834 M11412 J8 MONO TRUSS 11 1 Job Reference o tional ID:kFvnsnOwY419Zh0_nM3lc6yIJ9g-3pFOV13atnIDA1 LRZvJvmr4?ube2ezvljnSM25zTU2L Scale=1:17.4 3x4 % 4 Plate O Sets X,Y -- 2:0-3-14,0-1-8 LOAD[ G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 1 n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT = 20% LUMBRACING- TOP ClC RD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT C RD 2x4 SIP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R A ^J ONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCE . (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1) Windl ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; E C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intei ior(1) 2-7-3 to 7-10-4 zone;C-C for me ers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This uss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' Thi 1 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 fi I between the bottom chord and any other members. 4) Refe to girder(s) for truss to truss connections. 5) Prov' a mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® t� RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Des n valid for use only with Mli connectors. This design is based only upon parameters shown, and Is for an Individual building component not a Tr buil s system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ng design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ke MOW Is ci, prevent ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lT e fab ation, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GualAty Crlleda, DSO-89 and BCSI BuOdetg Compononl 6904 Parke East Blvd. Saft v Intannafloruvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, 1 33610. Job Truss Truss Type Qty Ply CAR LTON 299 T1370B835 M11412 JAB' MONO TRUSS 11 1 Job Reference (optional) I russ, mc., MR Marc% rL 1-0-0 E O. 1 JV b WWI 1 1 LV 10 IVII 1 tl& 11I-LI1 . III.. ", lull V Vtl.J I G Faye I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cg8J2cA7?zcNQ9uyRBwaXzTU2K 3x4 = 4 Scale = 1:17.2 Plate Off ets (X Y)-- [2.0-1-14 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26lb FT=20% LUMBEO' BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FO NOTES- 1) Wind: II; Exf 2) This tr 3) - Thisl, will fit It 4) Refer, 5) Provid joint 2, (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3= 170(LC 12), 2= 223(LC 12), 4=-13(LC 12) Max Grav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft Cat. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 2one;C-C for s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ;s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .ass has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :tween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at nd 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WAI N/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MII-7473 rev f0IMO15 BEFORE USE. , Deslg a truss alid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildi design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is alwclys required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the erection and truss 4 rHatfo, DSO-89 and SCSI BuUding Componanf of trusses 8t AA 6904 Parka East Blvd. Salabl te. 2 8 N. Lee Street Suite 312 Alexandria, 2 3 inlonnaffanavallable. e from Truss Plate Insfitu, Tampa, FL 33610 Jo19 Truss Truss Type Qty Ply CARLTON 299 T13708836 M11412 I KJ8 MONO TRUSS 2 1 Job Reference o tional I russ, Inc., ran Fierce, rL 1-5-0 2 10 o. ro� a mai i i c� io mn cn uuurniiw, uu. ir,N....�.......... ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-TOx97J5SAi7olV4OE1tcOT.iP; rFFBPIgOfOITU21 11-3-0 2.83 12 3x4 12 3 11 Scale4- II 13 14 8 15 I/�l 2x3 11 3x4 = 3x4 = 5 �7-2-7 11-0.12 1�-3r-2-7�11-0.12 11-32 7-2-7 3-10-5 -2.4 LOADI I (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL. 20.0 Plate Grip DOL 1.25 TO 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 lb FT = 20% LUMBE - TOP CH RD 2x4 SP M 30 BOT CH RD 2x4 SP M 30 WEBS II 2x4 SP No.3 REACTI )NS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCE ;I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH R RD 2-3— 866/230 BOT CH� RD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/267, 3-5=-913/257 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: SCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=59ft; L=36ft; eave=5ft Cat. II; E JC; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This, Fuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit etween the bottom chord and any other members. 4) Refer' o girder(s) for truss to truss connections. 5) Provic a mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187 lb uplift at joint 2land 118 lb uplift at joint 5. 6) Hangs (s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-1141 39 lb down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down and 1 1 * lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 lb down and 2 lb up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up aA 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the 40AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifo Loads (plf) Vert: 1-4=-54, 5-7=-20 Conce trated Loads (Ib) li Vert: 10=80(F=40, B=40) 11= 2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F= 10, B=-10) 15=-50(F=-25, B= 25) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. ' DesldN valid for use only with Mtlek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Irus1`'system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buildi(!9 design. Bracing Indicated is to prevent buckling of irrdivldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek k alwpys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric lion, storage, del(very, erection and bracing of trusses and buss systems, seeANSU1P11 CualUy Crilferla, OSB89 and BCSi BtrBiiing Component 6904 Parke East Blvd. Safet�iinforrnaHorxrvaflaN from Truss Plate Institute, 218 N. Lee Street, State 312, Alexandria VA 22314. Tempe, FL 33610 Job. Truss Truss Type Qry Ply CARLTON 299 T13708837 M1 4412 ^ KJA8 MONO TRUSS • • 2 1 Job Reference o tional i russ, Inc., r-on Tierce, rL 1-5-0 2 ID:kFvnsnOwY419ZWn-M, 31c,6yIJ9g-uzdHmL7KTdVNuyob,wAQJ06J6nOlD2b9d5ivhGlzTU2F 11-0-3 6-10-0 12 2.83 12 3x4 3 11 10 Scale = 1:19.9 4 = 13 14 6 15 5 � 2x3 I l 3x4 = 3x4 = 6-10-0 11-0.3 6-10-0 4-2-3 LOAD I IG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 43lb FT=20% LUMB - BRACING - TOP C Ali ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT C ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS,I 2x4 SP No,3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 11), 2=-321(LC 8), 5=-202(LC 5) FORC (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 2-3=-846/526 �i BOT C ORD 2-6= 520/815, 5-6=-520/815 W EBS I 3-6=0/268, 3-5=-884/565 1) Win' ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; E' C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Thin russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` Th truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer' girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at joint 2 and 202lb'uplift at joint 5. 6) Hah er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 Ib up at 2-11 i0, 39 lb down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 lb down and l 43 lb up at 8-6-14, and 42 lb down and 143 Ib up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 lb dowand 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up a 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In th LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD ASE(S) Standard 1) Dea + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-7=-20 Cord entrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B= 1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B= 10) 15=-50(F=-25, B=-25) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Degn valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, rot a 1 system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ot bul cling design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is ays required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fat cation, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Quality Clfleda, DSB-89 and BCS1 Bugdillg Component 6904 Parke East Blvd. Sol tvinfonnatlonavallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ° Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. I c1-2 c2a 2. Truss bracing must be designed by an engineer. For lateral braces themselves 4 wide truss spacing, individual may require bracing, or alternative Tor I v p bracing should be considered. 3 O= ;XZ1 p . 3. Never exceed the design loading shown and never inadequately braced trusses. aya° O stack materials on 0 05 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�$ cba c5-6 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1r14' from outside edge of truss. 8 7. 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JORVTSARE GENERALLYNUMBEREDAETTERED 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 byANSi/TPI1, connector plates. THE LEFT. 7, Design assumes trusses will be suitably y protected from 'Plate to cation details ava►Table in M►Tek20120 CHORDS AND WEBS ARE IDENTIFIED BYEND JOMT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERSAETTERS 8. Unless otherwise noted, moisture content of lumber t J shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for fire ICC-ES Reports; use with retardant, preservative heated, 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, 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown, specified. 13. Top chords must be sheathed or purlins provided at output, . Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 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 (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��, 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. IndustryStandards: Nil ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ■ BCSI; BuildingComponent Safe Information, 20. Design assumes manufacture in accordance with -rra.=- - -- --- Installing & Bracing of Metal Plate v Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015