Loading...
HomeMy WebLinkAboutTRUSS PAPPERWORKSCANNED MiTek® RE: M11412 CARLTON 299 St. Lucie County MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: I SCANNED Customer: Wynne Development Corp Project Name: M11412 BY Lot/Block: Model: Sterling St. Lucie County Address: unknown Subdivision: City: St Lucie County _State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T17089636 a 5/17/2019 2 T17089637 al 5/17/2019 3 T17089638 a2 5/17/2019 RECEIVED T17089639 a3 5/17/2019 5 T17089640 a4 5/17/2019 6 T17089641 a5 5/17/2019 OCT 0 4 2019 7 T17089642 ata 5/17/2019 8 T17089643 atb 5/17/2019 cie my 9 T17089644 atc 5/17/2019 10 T17089645 bha 5/17/2019 a 11 T17089646 gra 5/17/2019 12 T17089647 j2 5/17/2019 13 T17089648 j4 5/17/2019 14 T17089649 j6 5/17/2019 15 T17089650 j8 5/17/2019 16 T17089651 ja8 5/17/2019 REVIEWED FOR 17 T17089652 kj8 5/17/2019 18 T17089653 kja8 5/17/2019 CODE COMPLIANCE ST. LUCIE CO BOCC The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 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 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. `PS r Is ,1.... %,O 6 i N 80 9 • TE OF :1,Q�� Thomas A Alban PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 May 17, 2019 Albani, Thomas 1 of 1 Job ' Truss Truss Type Oly Ply CARLTON 299 T17089636 M11412 A SPECIAL 1 1 Job Reference (optional) "'ar oers I runs, Inc., ran riurcu, rr. 6 d 4.00 12 a.1 aU 5 Mar 11 2U16 MI I eK u d erenes, Inc. Fn May 17 09:24:42 2U19 Pagel ID:kFvnsnOwY419Zh0-1M3IcGyIJ9g-NAHvKB_yG7EunxpoSyhNl LphFkDO5a9YtxgjMmzFeBJ gg 140 13-8-0 19.5-3 2fi-2-0 26-9-4 3fi-0-0 —11-4-01 3-10-0 5.9-3 &8-73 2-7-4 F ]-2-72 �a Scale=1:63.0 5a8 = 5x12,MT18H3= 3x6 \\ 4z5 = 4z6 = 4z5 = 3 4 24 255 6 7 26 27 8 3x4 16 15 °x° = 3x4 = 3x6 = 3x4 = Sze = 2.00 12 4z10 = LOADING (psQ TCLL 20.0 TCDL 7.0 BOLL 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 CSI. TC 0.94 BC 0.94 WB 0.91 Matrix -MS DEFL Ven(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Udefl Ud -0.73 13-14 >595 360 -1.34 13-14 >321 240 0.45 10 n/a n/a 1.01 13-14 >428 240 PLATES MT20 MT18HS Weight: 161 In GRIP 2441190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 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 on bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Harz 2=-119(LC 10) Max Uplift 2=846(LC 12), 10=-946(LC 12) FORCES. (I s) - Max Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 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 CHORD 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=-535r785, 5-15=-975r733, 5-14=-119B/1876, 7-14=-851/667,7-13=-962/1695,8-13=-1260/1909, 8-12=-45/349,9-12= 319/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 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; Exp C; Encl., GCpi=0.19; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-73, Intedor(l) 2-73 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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. 7) Bearing atjoint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 946 In uplift at joint 2 and 8461b uplift at joint 10. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-Venly deslSaparamelensnd HEADNOTES ON TNLSAND INCLUDED MmEKNEPENANCEPAGEMIF747are, Iallocsol56EPOHE USE Design void for use only with MOeldD connectors. Thb design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the bu6ding designer must verity the appllcabrly of design parameters and properly incarcerate this design Into the overall building design. Bracing Indicated 6 to prevent buckling of Individual tons web antl/or chord members only. Additional temporary and permanent bracing 6 always required for etabllity and to prevent collapse with possible personal ayury and property damage. For general guidance regarding the fobricotion storage, delivery, erection and bracing of frusses and truss systems seeAN3VTRI QuaiySyy CdIMM, DS549 and SCSI Building Component Safety Infalmallonavailabie from Truss pate ImrKdo. 218 N. use street. Suite 312, Alexandria, VA 22314. ��• MiTek' 69M Parke East Blvd. Tampa, FL 33810 Job ' Truss Truss Type Oty Ply CARLTON 299 T77089637 M11412 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Inc. Fri Mav 17 09:24:43 2019 Sx8 = 4.00 12 4 22 3xB = 5x6 = 5 23 6 Scale =1:63.0 14 13 3x4 II 3x6 = 3x4 — Sort 2.00 12 = 4x10 c -&-18-74 1 241 8-.4 I 37-fi2-0-02 l8600 5-200 10-12 N Plate Offsets (X,Y)— [2:0-0-2 Edgel [8:0-2-10 Edgel f13:0-3-0 0-3-01 LOADING (psQ SPACING- 2-" CSI. DEFL. in (toe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 2441190 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/TPI2014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2.oc puffins. BOT CHORD 2x4SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at al 5-13 REACTIONS. (Ib/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 (Ib) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5-6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT CHORD 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; Irl B=59N; L=36ft; eave=5ft; Cat. II; Exp 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 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurmnt with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVlPI 1 angle to grain formula. Building designer shouldverity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 Ib uplift at Joint 2 and 846 Ib uplift at joint 8. Thomas A. Albani PE No.39389 Mil USA, Inc. FL Ced 669 6994 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ,&WARNING - Veritydeste peremefersanCREAD NOTES ON TNISANDMCLUDEDMI KNEFENANCEPAGEMtr74 .v. lotQ42015eEFONE USE Design valid for use only wiMl Miconnectors. This design is based only upon parometea shown and is for on Individual building component. not ��• a truss system. Before use, the building designer must venty me applicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndivitlual fuss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the tobricatlon storage, delivery. erection and bracing of busses and Mm systems seeliNSUIPII Qualify Cmnb, OS549 and SCSI Saldhp Component 69M Parke East Blvd. Safety 6nformatbncraloble from Truss Rate Institute. 218 N. Lee sheet Suite 312 Alexandria, VA22314. Tampa, FL 33610 Job Oty Ply CARLTON 299T17089638 ];Mas7�T-SType M11412 2IAL 1 7 Job Reference (optional) Charcbers Thus, Inc., Fort Rene, FL 6.130 s Mar 11 2018 MiTek Industries. 17 09:24:44 2019 4.00 F12 5.6 = 5x6 = 3x4 = 4 5 6 4x6 Scale =1:63.0 15 14 7xB MT18HS = 3x6 = 3x4 II 5x8 = 4x10 = 2.00 12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0311-72 >419 240 MTIBHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Hon (CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD. 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(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 CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-fi=-3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, B-9=-5963/3683 BOTCHORD 2-15=-19D9/3146, 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=.4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=361t eave=5tt; Cat. II; Exp C; Encl.,GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-0. Interior(1) 2-7-3 to 37-0-0 zone,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint 9. Thomas A.Albani PE ND.39380 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 Q WARNING- VeMy Ceslgnparemehms.dREAD NOTES ON MIS AND WCLUDED Al REFERANCE PAGE MIF7473 re.. lariss r6 BEFORE USE Design volid for use onlywith Mill connectors. ihis design Is owed only Upon parameters shown. and Is for an Individual building component, not ��• a hum system. Before use, the building designer must venfy the oppllcabllily of design parameters antl propedy Incorporate tilts design Into Me overall building design. Bracing indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is aiwoys required for stobiiity and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and Muss systems seeANSVIPII Quality CrBsdp, DSB-69 and BC31 building Component 6904 Parke Best Blvd. Sarl Informationavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Jab - Truss Truss Type Oty Ply T77089639 M11412 A3 SPECIAL 1 1 �CARLTON299 Job Reference (optional) Unamber5 I ruse, me., Fort Pierce, 1-1. 8.130 s Mar 11 2018 Mil Industries, Inc. Fri 4.00 12 5x6 = 5x6 Scale: 3/16-=1' 01^ m 0 3.5 — 3x4 II Sx6 = 4x10 = 2.00 12 [3-8-0 20-2-0 246,0 28-9-0 36-0-0 8-60 -1-0-12 Plate Offsets (X Y)-- [2:0-1-2 Edgel [3:0-4-0 0-3-01 [7:0-3-0 Edoe] 19:0-2-10 Edgel LOADING (psQ SPACING- 2-0-0 C51. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 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 Ved(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n(a rda BCDL 10.0 Code F802017/TP12014 Matrix -MS Whirl 0.7811-12 >551 240 Weight: 1671la FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 6-13 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(LC 11) Max Uplift 2= 946(LC 12), 9=-946(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3.4=-2633/1707, 4-5=2803/1850, 5-6=-2968/1899, 6-8=-5371/3290, 6-9=-5960/3616 BOT CHORD 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— 379f702, 6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint 9. Thomas A. Alban! PE No.39380 Mil USA, Inc, FL Ced 6634 6964 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNMG- Veritydeslgnperemetenand READNOTESONTNISANDMCLNDMMfrEKREFERANCEPAGEM614M.re..]aNYde16BEFOREDSE Design volid for use only with Ml connectors. This design is based arry upon parameters shown. and b for an Individual building component, not a truss system. Before use, the building designer must verify Me applicabllty of design parameters and properly Incorporate milt design Into the overall bullding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addilonal temporary and permanent bracing MiTek- Is always recurred for stabllity and to prevent collapse with possible personal Irsury and property damage. For general guidance regarding the fabrication storage, dellvery, erection antl bracing of Musses and thus systems seeANSVIPI1 pupllly CdMM, DSk-0P msd aC31 Mildhp Campo mem 69M Parke East BNtl. Safety mlermolbnwolloble from Truss Plate Institute. 218 N. We Sheet. 3uae 312, Aiexandtla. VA 22314. Tampa, FL 33610 Job - Truss Truss Type City Ply CARLTON 299 T77089640 M11412 A4 SPECIAL 1 1 Job Reference (optional) cnamoers I ruse, Inc., roa rlerce, rL 6.13U a Mar 11 2018 MI I ex Industries. Inc. Fn MaV 17 09:24:46 2019 Face I Scale: 3/16'=1' 4.00 r12 5x6 = 6 3x4 25 Sx6 axis 5 24 Sx6 WB� 7 3x4 i 4 a 3x4 — 3 9 23 26 n1 2 13 101171d 0 14 7xB MT18HS= 12 lot^ 3z4 II 16 15 3x12 3x5 = 3x4 11 5xB = 2.00 12 4z10 = 8-6-0 &00 E0 '11 .&12&0 36.0.00 2-4 83 I 45 l 7-2-12 Plate Offsets (X,Y)-- (2:0-1-2,Edgel, (8:0-3-0,Edgel f10:0-2-10 Edgel f15:0-2-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS . 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hom(CT) 0.42 10 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puffins. BOT CHORD 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 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Hom 2=-207(LC 10) Max Uplift 2=-S46(LC 12). 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 6-7= 2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 2-16— 1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14— 3185/5191, 12-13=-3510/5666, 10-12=-3504/5656 WEBS 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12ft; B=5911; L=36D; eave=5f ; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Eldedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 It, uplift at joint 2 and 846 Ito uplift at joint 10. Thomas A Alberti PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 xOWARNING-VarllydeslenparemetersendR£AUNOT£S ON TNWANO/NCLUDEDMREKBEFEBANCEPAGEM4747Jrev. fbDYlam BEFORE USE Design valid for use only with MBekS, connectors. This design Is based only upon parameters shown, and Ls for on individual bulitling component, not a truss system. Before use, the building designer must verity fire appllcabaity of design parameters and propody incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallor storage.calvary, erection and brocng of tresses and fuss systems. seeANSVIPil Quality Criteria, DS349 and Beat Buetlhp Component 69N Parke East Blvd. Salsty Wormatbrnvolloble from Truss Plate shatters. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job ' Truss Truss Type OtY Ply CARLTON 299 T77089641 M11412 AS SPECIAL 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL �1 d 4.00 12 5x6 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:47 2019 Page 1 '419Zh0 nM3lc6ylJ9q-i74oNu154XtBuiicEVHYSOWdPlxkmgiHl DNU1_zFeBE Scale = 1:61.9 16 15 O 3x5 = 3.4 11 5x8 = 4x10 = 2.00 12 tl-tl-o 13.8.0 18-0-0 24-1 2&9-4 36.0.0 '2 1 &8-0 62-0 4-4-0 1 6.6-0 F 43-4 1 12 Plate Offsets (X Y)— [2:0-1-2 Edgel [8:0-3-0 Edgel [10:0-2-10 Edge][l5:0-2-12 0-3.01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ved(CT) -1.13 13 >383 240 MT18HS 2441190 SCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14 REACTIONS. (lb/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) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsC h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(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) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Job • Truss Truss Type Oty Ply CARLTON 299 T77089642 M11412 ATA COMMON 7 1 Job Reference (optional) unamoers i rues, inc., run nerce, rL d] O 6.130 sMar l l 2018 MI I ek Industries, Inc. Fn May 17 09:24:48 2U19 Pagel tl97hO_nM3lc6ylJ9g.BJeAaF2jrR2VsHooDon_c3p79KOVMSRFt71 ZOzFeBD Scale = 1:61.0 4.00 12 5x6 = 6 17 "' is 14 12 3.8 = 3x4 11 US = 3x8 = 3x8 = US 3x4 11 3.8 = 13-10-2 22-1-14 2710.15 3E0.0 0.1-i I s.ar e.vn aoe Plate Offsets (X Y)- (2:0-8-6 0-0-81 f10:0-8-6 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 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 WE 0.60 Hom(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.34 14-15 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (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) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 546=-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, 9C4=-783/581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C E)derior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796111 uplift at joint 2 and 7961la uplift at joint 10. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610, Dale: May 17,2019 Q WARNING-Ver/fy design paremetersand REAP NOTES ONMZAND/NCLUDEDMREKREFERANCEPAGEM674n3 v. far0140r5BEFOREUSE Design valid for use only with MUeldil connectors. This design a based only upon parameters shown, and 6 for an hdMdual building component not a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate ails design into Me overall bullding design. Bracing indicated!a to prevent buckling ofh ltlual truss web and/or chord members only. Additional temporary and permcnent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardingthe fol storoge, delivery, erection and bracing of truces and truss systems seeAftla 1 Quality Cd1Ada, DSB49 and BCSI Beading Component Sabp Nfomlolbmva"able from Tmss Pate Imtitute, 218 N. We Sh et Suite 312 Alexandra, VA 22314. �s MiTek* 6904 Parka East Blvd. Tampa, FL 33610 Job- Truss Truss Type City Ply CARLTON 299 T77089643 M11412 ATB COMMON 1 7 Job Reference (optional) =e == = w .. ..... I• .=.•T, i = 0.IOU s Marl I aUld MI l ea maasmes. mc. t-n Man, v UU:24:49 2a1e N. d Scale=1:60.9 4.00 12 5x6 = 6 3x5 = 3x4 11 3x8 = 6x8 = 6xs = 3x6 = 3x4 11 US = 0.1e ]a1n-o 8-1-1 15-9-1 1-3-14 6.0-0 0- 4 5.9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vad(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ved(CT) -0.2218-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 2=-208(LC 10) Max Uplift All uplift 1001b or less at joints) 15 except 2=-433(LC 12), 14=-866(LC 12). 10=-240(LC 12) Max Grav All reactions 2501b or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15-349(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239(757, 3.5=-437/333, 5-6=-432/448, 6-7=-272/773, 7-9= 376!/78, 9-10=334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 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) Unbalanced roof live loads have been considered for this design. 2) Wind: 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; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chard, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Ced 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNWG-Ved/ydes/SOP4remetersand READNOTESONWSANDMCLUD£DMREKREFERANCEPAGEM 747Jrev. 1010.342015BEFORE USE Designvalld for use only with Mlrek®connectors. IDIs design Is based Only upon parametersshow% andisfor OnindMldual bulldIngcomponent not a truss system. Before use, the building designer must verify me applicability of design parameters and property Incaiporate this design Into the overall binding design. Bracing Indicated is to prevent budding of indMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always repuaed for stability and to prevent collapse with possible personal lNury and property damage. For general guidance regarding the fabrication, storage, delNery. erection and bracing of trusses and truss systems seeANSVfPlt COalppyy Crlo&. DSB4 9 and SCSI Building Component Safety Informatlonavallable from Truss Plate Inslltute. 218 N. Lea Sheet, Suite 312 Alexandria. VA 22314. ■` MiTek' 69M Parke East Blvd. Tampa. FL 33610 Job - Truss Truss Type Oty Ply CARLTON 299 T17089644 M11412 ATC COMMON 1 1 Job Reference (optional) cnamoers I rums, Inc., roa rlerce, rL 8.130 a Mar 11 201 B MITek Industries, Inc. Fri 6 0 4.00 F12 5x6 = 6 Scale = 1:60.9 3x5 = 3x4 II 3x6 = 6x8 = 6x8 = 34 = 3x4 11 3x5 = R.1.1 I'll, Ie,.n 9n.1da 10-1-9 01'r-14 ne.a-n 8-1-1 5.9-1 1-3.14 6-11-14 a-6-9 6-8-8 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (IGc) Vdefl 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 Ved(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 FBC2017/TP12014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less atjoint(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) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-1239l757, 3-5=-437/333, 5-6=432/448, 6-7=-272(773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-7-0, Interior(1) 2-7-3 to 18-". Extedor(2) 18-M to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-M apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except 011=11b) 2=433, 14=ass, 10=240. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNING -Verily design sayeseefers end READ NOTES ON TN/S AND INCLUDED MIrEKREFERANCEPAGE MG74TJ rev. fGG'VLUf5BEFORE USE. Design valid for use only witn MRoleV connectors. This design Is based only upon parameters shown. and Is for an Individual bufldhg component, not a truss system. Before use, Me building designer must verily the appllcobillty of design parameters and properiy incorporate Mrs design Into the overall building design. Bracing Indicated s to prevent bucWing of lndMdual huss web and/or chord members only.. Additional temporary and permanent bracingM(Tekc Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobrkotion, storage, delivery. erection end bracing of trusses and buss systems, seeANSU1pII Quietly CIBeda, VS349 and ICSI Buldi ng Component. 6904 Parke East Blvd. Safety Inrormatbnovolloble from Truss Rate Institute. 218 N. Lee Sheat, Suite 312 Alexandria. VA 22314. Tampa. FL 33610 Job - Truss Truss Type Qry Ply CARLTON 299 T17089645 M11412 BHA COMMON 1 1 Job Reference (optional) Chalmers Truss, Inc., Fort Pierce, PL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6y1J9g-45uhDc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FBzFeB9 16-o-0 24-0-0 1 8-0e 12-0-0 14-0-0 1560 18-0.0 20-0-0 22-0-02 -10- s 28-Uo 38-0-0 ]-0 10 e-0-0 a-0-0 2-0-0 1-Go 2-o-0 2-0-0 20O o-1a15 4-0-0 800 TOP CHORD MUST BE BRACED BY END JACKS, 1-1-1 Scale: 3/16'=l' ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINSAS SPECIFIED. � 5x6= 7x10 MT1 SHE 4.00 12 12 14 7x10 a 17 20 21 221m1� 28 27 26 25 3d 23 0 axis = 3x6 11 US = 6x8 = 6xB = axis 11 3x5 axis = B-0.0 I 1SE0 22-10-15 28.0-0 36.0.0 I I N.11-n Plate Offsets (X Y)- [2'0-0-2 Edael 13;0-3-8 Edge] [1 t0-3-0 0-3-01 [20:0-3-8 Edgel [21.0-2-8 Edael [25:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vast 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 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 RCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.20 28-31 >909 240 Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 20-25 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14. 16, 18 REACTIONS. All bearings 0-8-0 except ft=length) 25=0-11-5. (Ib) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=.583(LC 8). 26= 1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max'Grav, All reactions 2501to or less atjoint(s) except 2=983(LC 13). 26=2911(LC 13), 25=2457(LC 14). 21=757(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2242/1142, 20-21=-1473r724, 3-4=-2131718, 4-6=-2131718, 6-8=-213/718, 8-10=-213/718,10-11=-213(718,11-13=-2131718,13-15=-213/718,15-17=-2131718, 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 CHORD 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=-9791756,3-28=-419/1254,3-26=-3236/1698, 20-23=-45B/1210, 20-25=-2385/1201,9-10=-706/569,6-7=-307/241,15-16=-462/372, 18-19=497/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 7) . 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. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 56316 uplift at joint 2, 1557 Ib uplift at joint 26, 1259 Ib uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chard. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ib up at 28-0-0, and 9671b down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility 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). Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 17.2019 ndard Q WARNING- Visdir desrgR parametens and READ NOTES ON TN/SAND IsTri D U1rEK REFERANCE PAGE U6]47l rev. 101 lai6 BEFORE USE Design valid for use only with Ml connectors. This all b based only upon parameters shown and b for an hdNldual building component, not a irws system. Before use, the building designer must vemy the applicablllty of design parameters and properly Incorporate this design Into the overall buildingdeslgn. BrocingIndicated! btoprevent bucldhgofIndividual truss web and/or chord members only. Addiftonaltemporary and pennanambrocing Is always required for sfablity and to prevent collapse wtM possible personal inlwy and property damage. For general guldonce regarding the fabrication. storage, delivery, erectlon and bracing of trusses and buss systems waANSVR II Quarry Cra�do, DSB49 and SCSI Building Component Safety Informatblwolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. MiTek' 69M Pare East Blvd. Tampa, FL 33610 Job • Truss Taus Type Oly Ply CARLTON 299 T17089645 M11412 BHA COMMON 1 1 Job Reference o tional rasa, inc., Pon Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 2 I D:kFvnsnOwY419ZhO_nM3lc6y1J9g-45uhOc5Dv4VT__UaZ13sj9SES6mkoR7tOAV5FBzFeB9 LOAD CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-26=-47(F= 27),23-32=-20, 3-12=-126(F=-72), 12-20=-126(F= 72) Concentrated Loads (lb) Vert: 28=-64 1 (F) 23=-641 (F) OWARNING-Ved/yEeslgn Mevpfen;mrd READNOTES ON THISANDINCLUDEDMD-EKNEFENANCEPAGEMIP747Smv. lfkAi2o1SSEFORE USE Design valid for use only wiln Mrek0lconnectors. This design Is based oNy upon parameters shown, and Is for an Individual buitling component, not a truss system. Before use. Me building designer must verify the appllcoblllty of design parameters and properly Incorporate this design Into the overall bulldleg design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always reculred for stability and to prevent collapse with possible pamonol injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erecton and bracing of musses and trues systems seeANSlylPtf Quo Critelli D5549 and BCSI Building Component Safety Informalbrnvallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexontlrio, VA 22314. �' MiTek' 69M Parke East Blvd. Tampa, FL a3610 Jab - Truss Truss Type Oty, Ply CARLTON 299 T77089646 M11412 GRA HIP 1 1 Job Reference (optional) ChambersTruss, Inc., Fort Pierce, FL 8.130 s Mat 11 2018 MiTek Industries, Inc. Fit May 17 09:24:53 2019 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6y1J9g.YHS3dy6sgNdKcd9mbmOyhfmd4A1 vAZOAP9goFezFeBB 1- 7-10.0 13-8-0 18.0.0 22-4-0 28-2-0 36-0-0 7-0. -0. 7-00.0 5-10-0 44-0 4-0.c 5-10.0 7-10-0 -0- Sx8 MT1BH5= 4.00 12 5xB MT18HS= 3.4 II Sx8 = 3.4 II 22 23 24 25 426 27 5 28 629 30 31 32 33 7 Scale = 1:61.9 t2 b J9 19 Ja Ja J! Jtl ' 11 9u 3x5 = 3x4 11 4x6 = 6112 = 602 = 46 = 3x4 11 3.5 = 7-10.0 1&8-0 22-4-0 28-2-0 36.0.0 7-1 ail 1910-0 a-e-o s-ta-o 7-10-0 —1 Plate Offsets (X Y)-- (3:0-54 0-2-81 15:04-0 0-3Y)-- -54 0-2 0-3-01�:0-54 0-2-81-54 0-2-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 2441190 BCLL 0.0 ' Rep Stress lncr NO WB 0.84 Horz(CT) 0.06 a n/a n/a BCDL 10.0 Code FBC2017/fP12014 Mali%-M$ Wind(LL) 0.2210-21 >999 240 Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 Be No.3 *Except* 4-13,6-12: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1Row at midpt 3-13,5-13 REACTIONS. (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 6), 8=-799(LC 8) Max Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 3A= 1158/2051, 4-5=-1158/2051, 5-6=-2318/1425_ , 6-7— 2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15= 201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648,3-13=-2568/1568,4-13=-640/587,5-13=-2900/1855,5-12— 117212196, 6-12_ 611/569, 7-12=-558/375,7-10— 184/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-secand gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=12tt; B=59ft; L=36tt; eave=Stt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 It, uplift at joint 13 and 799 lb uplift at joint S. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137lb down and 301 Ib up at 7-10-0, 103 lb down and 170 Ib 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 and 170 lb up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 lb up at 19-114, 103 lb down and 170 lb up at 21-114, 103 It, down and 170 lb up at 23-114. and 103 lb down and 170 lb up at 25-114. and 137 lb down and 301 lb up at 28-2-0 on top chard, and 340 Ib down and 223Ib up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0-12, 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 up at 18-0-12, 77 lb down and 1 lb up at 19-114, 77 lb down and 1 lb up at 21-114, 77 lb down and 1 lb up at 23-114, 77 lb down and 1 lb up at 25-114. and 77 lb down and 1 lb up at 27-114, and 340 It, down and 223Ib up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A Albani PE No.39389 MiTek USA, Inc. FL Cert 6634 6984 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNWG-Veritydee/gepemmefemmdREAONOTESONMZANOINCLUDWMRKREFERANCEPAGEN&74"mzld OISBEFOREUSE Design valkl for use only with Mgek® connectors. Ms design Is based only upon parameters snown, and a for an individual building component, not a truss system. Before use, Me building designer must verify me applicability of design parameters and properly Incarcerate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of Individual has web and/or chord members only.. Additional temporary and permanent bracing Is always required for stability and to prevent collapse WM possible personal eQury and property damage. For general guidance regarding the fabrication, storage. delivery. erection end bracing of trusses and truss systems WeANSVTPII Quoi CrSedo, DSB-69 and SCSI Bultlhp Component Safety Infermallonavolleble from Truss; Plate Institute. 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job • Truss Truss Type Oty Ply CARLTON 299 T77089646 M11412 ORA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 I D:kFvnsnOwV419Zh0_nM31c6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1 vAZOAP9goFezFeB8 LOAD CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-7=-54, 7-9= 54, 16-19= 20 Concentrated Loads (Ib) Vert: 3= 137(B) 5=-103(B)7=-137(B) 14=-49(B) 15=.389(13) 10=-389(B)11=49(B)22=-103(B)24=-103(B)26=-103(3)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(B) 39=-49(B)40= 49(B) ,&WARNING - VivfydssfgnPeremetersend READNOTES ON MMMD/NCLUDEDMNEKREFEBANCEPAGEMO74Tlmv. 1a1132a1SBEFONEUSE Design valid for use only with MBekSf connectors. This design B based only upon parameters shown, and is for an Intlrvltlual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into Me overall building design, Bracing indicated Ls to prevent buckling of lntlMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Infury and property domage. For general guidance regarding the fabAcallon storage, delivery, erection and bracing of trusses and truss systems seeANSV[RI Quail Criteria. OBB49 and BC51 Building Component 6904 Parke East Blvd. Safety Informatbrpvaliable from Tmss Plate Institute, 218 N. Lee Street, Suite 312, AlexandAa, VA 22 14. Tampa, FL 33610 Job- Truss Truss Type Cry Ply CARLTON 299 T77089647 M11412 J2 MONO TRUSS 8 1 Job Reference (Optional) od00 s man 1 Zu'- MI I as Industries, me. Yp may 1/ua:LV:a42u1a rage1 ID:kF.n OwY419ZhC nM3lc6ylJ9g.OT7RrH7URNBDnky9UvBEtJwBaWwDKJepaLn4zFeB7 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d TCLL 20.0 Plate Gdp DOL 1.25 TO 0.18 Ve 1(LL) -0.00 7 >999 360 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 FBC20177TPI2014 Matdx-MP Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2= 136(LC 12), 4=-3(LC 9) Max Gray 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. Scale =1:7.8 PLATES GRIP MT20 2441190 Weight: 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-" oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12h; B=59ft; L=36ft; eave=5@; Cat. II; E1qp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 3, 136 Its uplift at joint 2 and 3 lb uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNING-Vedrydesf9nperemetsM.dREAD NOTES ON TNLSAN)ftXLUDEDMmEKREFERANCEPAGEM67473MK le,032015aEFORE USE Design valid for use only with MRekG connectors. This design Is based only upon parameters shown and Is for on individual buliding component, not a truss system. Before use, the Writing designer must verify me applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing is always reguired for slcbillty and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and buss systems s seANSVrPi1 Quopp�yr CReria. 03349 and SCSI Bidding Component Safety Infommlbspvalloble from Ta ss Rate Instaute. 218 N. Lee Sheet, Suite 318 Alaxondfo, VA 22314. Mffek' 6904 Pa*e East Blvd. Tampa, FL 33610 Job- Truss Truss Type Cry Ply CARLTON 299 T77089648 M11412 J4 MONO TRUSS e 1 ' Job Reference (actions]) Chambers Truss, Inc., Fort Pierce, FL 3x4 8.130 a Mar 11 2018 MiTek Industries, Inc. I'd May 17 09:24:54 2019 Page 1 I D:kFvnsnOwY4197h0_nM3lc6ylJ9g-OT?RrH7U RhIBDnky9UvBEtJt6aS FvDKJepaLn4zFe07 LOADING (psQ I SPACING- 2110 CS'. DEFL in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress 1, YES WB 0.00 Horz(CT) -0.00 3 rite n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SO No.3 SOT CHORD 2x4 SO No.3 REACTIONS. (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 Gmv 3=91(LC 17), 2=2D4(LC 1). 4=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.1 PLATES GRIP MT20 244/190 Weight: 141b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, IntedoKl) 2-7-3 to 3-10-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 3) ` This truss has been designed for a live load of 20.0ps1 on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 1591b uplift at joint 2 and 7 lb uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Carl 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WANNNG-Ve1Hydesl9np...tere4ndpEAO NOTES ON WISANONCLUOEOMREKFEFENANCEPAGEM&74mJre.. 1003460159EFONEUSE Design vOld for use onlywim ME connectors. ntls design Is based only upon parameters shown and b for an E'dual bulltling component, not a buss system. Before use. the bu0ding tleslgner must vetlty the appllcablllN of tlesign parameters and Propel Incorporate this design Into me overall bullOingdesign. &.clog Indicated 6}opr.VentbockJngoflndNiduol hussweb.ntl/orahord-amben only.. Additional temporary and peananeni bracing MiTek' Is always required for s1ab01ty and to prevent collapse wim possible personal Injury an' property damage. For general guidance reg.rtling me fobnco6on, stomge, delN.ry, erection and bracing of fiusses and puss systems. seeAN3VIP11 Cue Cdbdo, p3e-09 and SCSI Eultlbp Componml 6904 Palle East Blvd. Set.ty Informalbrxrvoiloci. from Truss Rate Jmc"e, 218 N. Lee Sheet, gun. 3, 2. Alexond'a VA 22314. Tampa, FL 33610 Job- Thus Truss Type Oty Ply CARLTON 299 T77089649 M11412 J6 MONO TRUSS 8 1 ' Job Reference (optional) a.i au s mar -I1 2G16 MI I ex Incustnes, Inc. 1-11 May TT UU:24:sb ZUI9 Pagel ID:kFvnsnOWY419Zh0_nM3lc6ylJ9g-UgZg2d86C?t2mJBiBORn4s2Dzg9egaTsTJvJWzFeB6 Scale = 1:14.6 3x4 = 4 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (IDc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ved(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP Wind(LL) 0.11 4.7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (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) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 2441190 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-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=3611; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-0 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 It, uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 ,&WARNING- VarWo4se9nparmn tersesdREADNOTES ON MISANDDICLUDEDMrTEICREFFAANCEPAGEMM174Mmre 1dm.'Y2015BEFORE USE. Design volld for use oNy with MreldO connectors. Pils tlaslgn Is based only upon parameters shown. antl Is for on Nd-ld buIdhg component, not a huss system. Before use, the bu0tling tlesigner must verlry the pppllcabllity of design parameters antl properly Incorporate Mis tledgn Info the overall builtlNg tleslgn. Bracing lntlicotetl isb prevent bottling of lndNldum hussweb antl/or chord members poly. Atltlttlonal temporary antl permanentbmcing MiTek' Is always requVetl for stability antl to prevent cdlppse wlm possible personal lnlmy antl property damage. For general guId nce rec.'eng Me fabrication sforOge, tleI,., e,.C,.n and bracing of busses and Ir.. systems. see�N3UB'il pupBmryy CdbOD. D968e antl af3, It".. C..Pan.nt e9M Palle East Blvd. SaINy mfprtna6onavOOobte from Truss Rote Insnlufe, 2la N. Lae Street. 5ulte 312 Alexcntlrlo. VA 22314. Tampa, FL 33610 Job • Truss Truss Type Oty Ply CARLTON 299 T77089650 M11412 JB MONO TRUSS 11 1 Job Reference (optional_ Lampasas 1 russ, Inc., Fon name, rL 3x4 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY419ZhC_nM3lc6ylJ9g-ys7CGz8kzl7vT5uLGuxgJ109wN64N7pc573SryzFeB5 7-0-0 I t00 40 Scale = 1:17.4 Plate Offsets (X Y)-- [2:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 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 Verl -0.30 4-7 >310 240 BOLL 0.0 Rep Stress lncr YES WB 0.00 HOrz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (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) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing. NOTES- 1) Wind: 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; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C ExteffO02) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13111 uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd.Tampa FL 33610 Date: May 17,2019 QWARNING-VM1yd1s19nper ahNs.d READNOTES ON THIS AND INCLUDED MREKREFER4NCEPAGEM1P74M.i,. 1D2W1aISREFORE USE Design valid for use onlywlth MgedS connectors. This design is based only upon parameters shown and Is for an IndMdual buading component, not a buss system. Before use, the bulltling designer mustver'1fy the applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 6 to prevent budding of Individual fmss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requked for stablllty 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 lass systems seeANSUTPII pooRly Cdbdo, D5549 and BCSI Building Companion! 69W Parke. East Blvd. Wish, Nfonnatbmvollable from Truss Plate Institute, 218 N. Lee Street Sulfa 312, Alexandria, VA 22314. Tampa, FL 33610 Job- Truss Truss Type Oty Ply CARLTON 299 T77089651 M11412 JAB MONO TRUSS 11 1 ' Job Reference (optional) Chafnbers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fit May 17 09:24:56 2019 Page 1 I D:kFvnsnOwY419ZhOSM3lc6ylJ9g-ys7CGz8kzl?vT5uLGuxgJ 109PN6PN7pc573SryzFeS5 Scale a 1:17.2 Plate Offsets (X Y)-- f2:0-1-14 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Veri -0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress Iner YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Machanical Max Harz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Grev 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; 7CDL=4.2psf; BCDL=3.0pst h=12ff; B=59ft; L=368; eave=5ff; Cat. II; Exp 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 7-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas A, Alban! PE No.39380 MiTek USA, Inc, FL Cart 6834 SON Parke East Blvd. Tampa FL 331110 Date: May 17,2019 AWARNWG-Veritydealgnpenmet.M.ndREAONOTESONTHISANOWCLUOEOMNEKREFERANCEPAGEMU74T3m..1003420150EFOREUSE Design valid for use any with MRelt® connectors. This design Is based only upon parameters snown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appliceblllN of design parameters and properly Incorporate mil design Into the overall building design. Bracing lndecied If to prevent buckling of Individual muss web antl/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and muss systems seeANSVrPll Guolhv Cdl bSi and BC51 Building Component mformationavatiable from Truss Rote Institute, 218 N. lee 5meef. Sulfa 312, Alexandria. VA 22 14. MiTek' G904 Parke East Blvd.Safety Tamp., FL 33610 Job. Truss Truss Type Oty Ply CARLTON299 T77089652 M11412 KJB MONO TRUSS 2 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:57 2019 ID:kFvnenOwY419ZhO nM3lc6y1J9g-02haTJ9Mkc7m4FTXq-GSv VxOynWn6V8KnoD01 2x3 II 3x4 = 3x4 = 5 7-2.7 3-10.5 2- LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 BCLL 0.0 ' Rep Stress Incr NO WS 0.35 Horz(CT) 0.01 5 Na We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 lb FT=20% LUMBER- .BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (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) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287,3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops4 h=12ft; B=59ft; L=36ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of times to bearing plate capable of withstanding 102lb uplift at joint 4, 187 lb uplift at joint 2 and 118 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 lb down and 58 Ito up at 2-11.0, 8 lb down and 101 lb up at 5-8-15, 8 Ib down and 101 Ib up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42 lb down and 143 Ib up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 tic down and 28 Ib 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 86-14, and 31 lb down and 14 It, up at 86-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ply Vert: 1-4=-54, 5-7=-20 Concentrated 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) Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WABNWG-VedlydesfgnperamefenandflADNOTES ON TNISANDINCLUDEDMDEKBEFEBANCEPAGEMM174m.. 161212015BEFOBE USE Design valid for use only Win MBek® connectors. This design Is basetl only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvlduol truss web and/or chord members only.. Additional temporary and permanent bracing Is always required for stabaily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, deMery, erecflon and bracing of trusses and Lust systems seeANSVIP1t QuolBy Creator, OSa29 and 001 tlo4dalp Component Safety Informae arywailoble from Loss Plate Insflwte, 218 N. Lae Street Suite 312. Alexandria VA 22314. MiTek- 69M Parke East Blvd. Tampa, FL 33810 Toss Truss Type Dry Ply CARLTON 299 rJobl. T17089653 12 KJA8 MONO TRUSS 2 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:58 2019 10 2 2.83 12 3x4 G m Scale=1:19.9 t� 13 14 a 15 5 IIC ��11 2>.3 II 3x4 — 3x4 = 6-1G-0 11-0-3 6-00-0 I 4-2-3 LOADING (psf) SPACING- 2-M CSI. DEFL. in god) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 2441190 TCOL 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 n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4.SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Hoff 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5=-202(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=446/526 .. BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12h; 13=591i L=36ft; eave=5111; Cat. II; Elm C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at joint 2 and 2021b uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ito down and 58 Ib up at 2-11-0, 39 Ib down and 58 Ib up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 Ib down and 101 It, up at 5-8-15, and 42 Ib down and 143 Ib up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 31 Ib up at 2-11-0, 31 lb up at 2-11-0, 10 Ib down and 30 lb up at 5-8-15, 10 It, down and 301b up at 5-8-15, and 31 Ib down and 14 Ib up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F40, B=40) 11=-2(F=-1, 6=-i) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F= 25, B=-25) Thomas A. Alban PE No.39360 MiTek USA, Inc. FL Cad 663E 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ® WARNING -Verily CeslgnparsmeremenCREADNGTES ON TR/SAND INCLUDED MREKREFERANCEFAGENM174nrwv 10/11042015BEFGREUSE Design valid for use only with MrekO connectars. M[s design Is based only upon parameters shown. and b for an Intlividual building component, not a truss system. Before use. me building designer must verity the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated is to prevent buckling of individual huss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrlcoflon, storage, delNery, erection and bracing of fiusses and truss systems seeANSU1Pi1 QUalNY CDMM, DSB-89 and SCSI Building Component 69U Parka East BNd. Sa ety Infommtbmavaaable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION S ' Center late on joint unless x, y 74 offsets are indicated. 6-4-8 dimensions shown In ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury lFi Dimensions are in ff-In-sixteenths. Apply plates to both sides of truss 1 2 3 L Additional stability bracing for truss system, e.g. and fully emir ed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. 1 r O� /la a-2 c2a 2. Truss bracing must be designed by an engineer. For 4 wide truss spacing, Individual lateral braces themselves WEBS Gb may require bracing, or alternative Tor I c0 0 0 bracing should be considered. u 3 y 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. as�° (=j 0 4. Provide copies of this truss design to the building c�-e cap cst For 4 x 2 orientation, locate designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS plates 0-'hn" 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 JOINTS ARE GENERALLY NUMBERED/LETTERED 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/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate e details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. boffWOrB oOr r upon request. NUMBERS/LETTERS. 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 ICC-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. 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 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. In all respects, equal to or better than that 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 i 14 Bottom chords require lateral bracing at 10 ff. spacing. or less, If no ceiling Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer, reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. e 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consul} with Industry Standards: project engineer before use. ANSI/rPI l : 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 DSB-89: Design Standard for bracing. ® Is not sufficient. BCSI: Building Component Safety Information, M iTe k 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, AN51/TPI I Quality criteria. • Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015