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Home My WebLink AboutTRUSS PAPERWORKMiTek° RE: M11412 CARLTON 299 Site Information: Customer: Wynne Development Corp Lot/Block: Address: unknown City: St Lucie County c Project Name: M11412 Model: Sterling Subdivision: State: FL General Truss Engineering Criteria & Design Loading Conditions): Design Code: FBC2017fTP12014 Wind Code: ASCE 7-10 Loads (Individual Truss MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610.4115 Scey/V st 4Uc/FO Cp4nly Design Drawings Show Special Design Program: -MiTek 20/20 8.1 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 T13708820 a 4/6/18 2 T13708821 al 4/6/18 3 T13708822 a2 4/6/18 4 T13708823 a3 4/6/18 5 T13708824 a4 4/6/18 6 T13708825 a5 4/6/18 7 T13708826 ata 4/6/18 8 T13708827 all 4/6/18 9 T13708828 atc 4/6/18 10 T13708829 bha 4/6/18 11 T13708830 ggra 4/6/18 12 T13708831 12 4/6/18 13 T13708832 )4 4/6/18 14 T13708833 16 4/6/18 15 T13708834 Is 4/6/18 16 T13708835 1 18 4/6/18 17 T13708836 k 18 18 T13708837 kja8 416/18 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSIfrPI 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. lofl `% k.�ER P F/ ♦♦i � C ENS'** y�L �'♦♦♦ No 22839 �O: STATE OF :�44/ 1,1111111110, Walter P. Rnn PE No.22839 MiTek USA, Im. R. Cert 6634 6904 Parke East Blvd. Tamp4jL 33610 _Anil 6.2018 r ob Truss Truss Type OtY Ply 299 T73708831 MI1412 J2 MONO TRUSS 8 1ence FCARLTfON o tional Chambers Truss, Inc., Fort Pierce, FL e.....,.,e„, ,. .- ID:kFvnsnOwY419Zh011M3lc6y1J9g-Eful EEy1)�-356tHDeCVXag4AAgxEFOsLY12gRZTU2R N.0 2-0-0 -1-0o 0 2.0-0 3,,4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 7 >999 360 TOOL 7.0 Lumber DOL 1.25 BC 0.07 VeR(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017RPI2014 Matdx-MP Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=37/Mechanical, 2=141/0-8-0, 4=22JMechanical Max Horz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=436(LC 12), 4=-3(LC 9) Max Grav 3=40(LC 17), 2=141(LC 1), 441(LC 3) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale - 1:7.8 PLATES GRIP MT20 244/190 Weight: 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0pst h=12ft; B=59ft; L--36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide 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 3 Ib uplift at joint 4. WalterP. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®WARNING-Vedfydes1,npremefersand READNOTES ON MIS AND INCLUDED 11117EKREFERANCEPAGEMIF7473rev. 10N34015 BEFORE USE. Design valid for use only with MBea connectors. This design Is based only upon parameters shown. and Is for an individual building componentot, n a truss system. Before use, the building designer must verity the appllccbinty of design parameters and properly Incorporate this design Into Me overall bullding design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery. erecdon and bracing of trusses antl trips systems SMANSUD71 6uallNyCNorks, DSB49 and BCSI Building Component beat Parke East Blvd. Safety Infamratlonava0oble from Thus; Rate Institute, 278 N. lee Sheet. Suite 312 Alexandria. VA 223t4. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T73708832 M11412 J4 MONO TRUSS 8 1 Job Reference o tional Unemoers i nxss, Inc., MIT rlerce, M v.,.,,.. o, . . . , . ......r... __._-..._.._.., . _a- . ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-A2DVfw73pYEnhOl gK3Fzc7vNa_Ili9w9o9U9vKzTU2P -1-0-0 4.0.0 1-0-0 4.0-0 3x4 = scale =1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.37 VerULL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.02 4-7 >999 240 Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.3 GOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0.M, 4=49/Mechanical Max Ho¢ 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4= 7(LC 12) Max Grant 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh, h=12ft; B=59ft; L=36ff; eave=5fC Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-7-3, Interfor(l) 2-7-3 to 3-10-4 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 20.0psf on. the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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 7lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cork 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: April 6,2018 O WARNING. Vedlydeslgnparomefersand READ NOTES ON THISANO/NCLUDED MREKREFERANCEPAGEMIF1473mv. laVs,201SBEOREUSE Design valid for use onlywith MReklD connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use. Me building designer must verity me oppllcablllW of design parameters and properly Incorporate this design Wo the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication. storage, delivery, ereadon and bracNg of fusses and lam systems, WeANSVTPl1 Qua�1s. Cmoda, DSB-69 and BCSI Building Component 69N Parke East Blvd. Safety Infannaffonavolloble from Truss Plate Institute. 218 N. Lee Sheet Suite 31Z Alexandria VA 22314. Tampa, FL M610 Oty Ply CARLTON 299T13708833 ;job �::�TtuSs�Twa�sType e 1 Job Reference o tional Chambers Truss, Inc., Port Fierce, PL ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g-fEattGOhwMeJaounmC9CSYhOWfRc9JlpDiRmzTU20 Scale = 1:14.3 3x4 = 4 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Gdp 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 >652 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Holz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-8(LC 12) Max Gray 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 244/190 Weight: 201b FT=20% BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" 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=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 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 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Cpsf on the. bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129lb uplift at joint 3, 1921b uplift at joint 2 and 81b uplift at joint 4. Walter P. Finn PE No.21839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 3361D Date: April 6,2018 Q WARNING-Vedlydeslgnp4rametereend READ NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEsuP747inw. 10,03TOTYBEFOREUSE. Design valid for use only wnh MReld➢ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcabllity of design parameters and property Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of lndvIduai muss web and/or chord members only. Additional temporary and permanent bracing MiTek- is olwoys required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the foOAcatlon. storage. delivery, erection and bmUng of musses and muss systems. seeANSVIP11 QuottyByy CrIfode, DSB-89 and IfC61 Building Component Safety Informotionovallabie mom Truss Rate Institute. 218 N. We Street Suite 31Z Alexandria. VA 22314. 69N Parka East Bind. Tampa, FL 33610 Job Truss Truss Type Oly Ply CARLTON 299 T73708834 M11412 JB MONO TRUSS 11 1 Jab Reference (optional) Chambers Trues, Inc., Fort Pierce, FL 3x4 i a.l ae s Mar 11 zela MI I eK Industries, Inc. rn Apr o ua:Ju:uu 2u I a rage. I ID:kFvnenOwY4l9Zh0 nM3lc6ylJ9g-3pFOV13alnIDA1 LRZvJvmr4?ube2ezvijnSM25zTU2L Scale = 1:17.4 Plate Offsets (X Y)-- 12:03-14,0-1-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (too) Udell 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 SC 0.47 Vert(DT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress [nor YES W B On Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 Gmv S=195(LC 17), 2=34B(LC 1), 4=141(1-C 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) 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-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=120mph; TCDL=4.2psf;,BCDL=3.Opsf; h=12tt; B=59tt; L=36tt; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-73. Interior(1) 2-7-3 to 7-10-4 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 1741b uplift at joint 3, 226 lb uplift at joint 2 and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 fdiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 OWARN/NG-Varirydesr9nparametersandREAO NOTES ON TNISANDINCLUDED MREKREFEHANCEPAGEM6747JmK 1013,2015 BEFORE USE Design valid for use only with MnekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulidingdesign. Bracing Indicated bloprevent bucklingofmdMdu missweband/or chord members only. Additional temporary and permanentbrocing M!Tek' Is oiwaysrequved for slabaltyond topreventcollopsewith possible personal lnJuryand property damage. Forgenerclguldenceregordingme fabncaflon, storage, delNery, erection and bracing at trusses and fnrss systems. seeANSVrPll 6uoll Cmerks. DSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Informufbmsvoiloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Almand4o. VA 22314, Tampa, FL W610 Job Truss Truss Type Oty Ply CARLTON 299 T73708835 M11412 JAB MONO TRUSS 11 1 Job Reference (cations]) Chambers Tmss, Inc., Fort Pierce, FL 8.130 s Mar 11 2015 MiTek Industries, Inc. Fri Apr 6 09:30:01 2018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cgBJ2cA77zcN09uyRBwaXzTU2K 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.5B Vert(LL) -0.13 4-7 >721 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Hom 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) FORCES. (lb) - Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. Scale=1:17.2 PLATES GRIP MT20 244/190 Weight: 26 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims. 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.OpsY h=12f ; B=59ft; L=36ft; eave=5f ; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(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 1701la uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. WalterP. Finn PE No.22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ,&WARNING - Verlfydeslgnpaminotersand READNOTES ON MISANDWCLUDEDM/TEKNEFERANCEPAGEMIP74MMK 169,V1015DEFONEUSE. Design volld for use only with MOeI"' connectors. this tleslgn Is bored only upon parameters shown, and Is for on Individual b"IdIng component, not �� he appllcablllN of tleslgn parameters and properly incorporatethis design Into Me overall a buss system. Before use, the bulltling tleslgner must vemy moo buildad tlslgn. Bracing lndia.Wed isfo prevent buckling of lndNlduol huss web and/or Chord members onlyy, Addtlanal temporary and permanent bracing MiTek' 'build always required for stability and prevent <are I. with Palo I personollNury antl propeny doorFergenera?guldanc. regarding the fabdwnon storage, delNery, erectbn and bracMg of busses and truss systems. seeAN51/IPII Coalily CmoM, D91d9 and BC61 au0tllnp Component 6904 Parke East Blvd. safety Nlommtbnw."Oct. from Truss Rate InsMNe. 218 N. Lee Sheet. Sun. 312 Alexontlda VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T73708836 M11412 KJe MONO TRUSS 2 1 Job Reference o Tonal Chambers Truss, Inc., Fon Pierce, FL 8.13D s Mar 11 2018 MITek Intluatnes, mc. rn Apr b u9.3u:us eula rage 1 ID:kFvnsnOwV4192h0 nM31c6yIJ9g-TOx97J5SAi7o1V40E1tcOTicPpjOrFFBPIgOfOzTU21 2x3 II 3x4 = 3x4 = 5 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0' Rep Stress lncr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=90/Mechanical, 2=46210-11-5, 5=40CVmechanical 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 forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-865/230 BOT CHORD 2-6— 234/833, 5-6=-234/833 WEBS 36=0/287, 3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=591t; L--36ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1021b uplift at joint 4, 187 lb uplift at joint 2 and 118 Be uplift at joint 5. 6) Hanger(s) or other connectiondevice(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 58 lb up at 2-11-0, 39 lb down and 58lb up at 2-11-0, 8lb down and 101 lb up at 5-8-15, 8lb down and 101 Ill up at 5-8-15, and 42 lb 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 47 lb down and 28Ib up at 2-11-0, 47 lb down and 28 lb up at 2-11-0, 47 Ito 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 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 (pit) Vert: 1-4=-54, 5-7= 20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, 8= 1) 12_ 83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B= 10) 15=-50(F=-25, 8=-25) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL NOW Dale: April 6,2018 Q WARN/NG-Verirytleslgnpara ..rand READ NOTES ON TNISANOINCLUDWMREKREFERANCEPAGEMO7473rev. 1Nezvol5BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Indlvldual bulltling component, not a less system. Before use, the building designer must verity the appllccblllty of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent buckling oflndlvidual truss web and/or chord members only. Additional temporary and pennanembrocing Welk' Is always required for slablllty and to prevent collapse with possible personal injury and property damage. For general guidance regardiing the fabrlcall storage, delivery, erection and bracing of trusses and truss systems soaANM71Plf aII1111yy QuCmeda, DSB-89 and BCSI Building Component Safety Nfom albnava0abie from Truss Rote Institute, 218 N. Lee Street Suite 312 Naxontltlo. VA 22314. 69M Papa East Blvd. Tamp., FL W610 Jab Truss Truss Type Oty Ply T13708837 M11412 KJAB MONO TRUSS 2 1 �CARLTON299 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 10 8.130 s Mar 11201E MI Tax Industries, Inc. Fri Apr 609:30:05 zoI8 Page ID:kFvnsnOwV4I97h0_nM3lc6ylJ9g-uzdHmL7KTdV NuyobwAQJ06J6n01D2b9d5jvhGlzTU2F 2.83 12 3x4 G Scale=1:19.9 13 14 15 5 I/ B ® 2x3 II 3x4 = 3x4 = 6-10.0 71-0-3 6A0.0 4.2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Ven(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 Matdx-MS Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385IMechanical Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5=-202(LC 5) FORCES. (Ib) -Max. CompJMax, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-946/526 BOT CHORD 2.6=-520/815, 5-6=-520/815 WEBS 3-6=0/268,3-5=-884/565 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 cc 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., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.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 1071b uplift at joint 4, 321 It, 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 lb up at 2-11-0. 39 Ib down and 58 lb up at 2-11-0. 8 Ib down and 101 Ib up at 5-8-15, 8 lb down and 101111 up at 5-8-15, and 42 It, down and 143 lb up at M-14, and 42 Ito down and 1431b up at a-6-14 on top chard, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 lb down and 30 Ito up at 5-8-15, 10 It, down and 30 lb up at 5-8-15, and 31 lb down and 14lb up at 8-6-14. and 31 It, down and 141b 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 (Ib) Vert: 10=80(F=40, B=40) 11=-2(F=-1, 8=-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) WalterP. Finn PE No.22939 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 Q WARNWG-Verity Oes/gtrjus.ereraand READ NOTES ON THISANDWCLUDEDMREKBEFERANCEPAGEMIh74Tarev. faNY1015BEFOREUSE. Design valid for use only with MOeM connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the bulltling designer must verify the applicability of tlesign parameters and properly Incorporate this tlesign Into the overall bularngdeslgn. Bracing Indicated is to prevent bucWing oflndlvidual Irws web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding me fcitvcanon, storage, delivery, erection and bracing of russet and hus systems seeANSV1Pl1 Quolpy1yy CAMdo, DSB49 and BCSI Building Component tnformatbmvo0oble from Truss Plate Institute, 218 N. Ise Sheet Suite 312. Alexanddm VA 22314. 690I Parke East Blvd.Salon, Tampa, FL W610 Job Truss Truss Type OtY Ply CARLTON 299 T73708820 M11412 A SPECIAL 1 1 Job Reference o Lionel unamoers l was, mc., run rerun, r� Scale = 1:63.0 5xB = 5xl2 MT18HS= 3x6 \N Us 4xe = 4x5 = 4.00 12 16 15 °%° = 30 = 3x6 = 3x4 = 5xB = 2.00 12 4x10 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCOL 10.0 'SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS'. TC 0.94 BC 0.94 WB 0.91 Matrix -MS DEFL. t(LL) Von Ved(C'� Hoa(CT) Wind(LL) in (too) Vdefl Ud -0.73 13-14 >595 360 -1.3413-14 >321 240 0.45 10 n/a n/a 1.01 13-14 >428 240 PLATES MT20 MT18HS Weight: 161 ReFT=20% GRIP 244/190 2441190 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 directlyapplied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=138610-8-0, 10=138610-8-0 Max Hoa 2=-119(LC 10) Max Uplift 2=B46(LC 12), 1D=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-9---3338/2212, 3-4=-3134/2132, 4-S=-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=-535/785, 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 NOTES - I) Unbalanced root 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=12tt; B=59ft; L=36111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(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 D0L--1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load 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) 10 considers parallel to grain value using ANSVIPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=846, 10=646. WalterP. Finn PE No.22839 MiTek USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 O WARNING- Verhydeslgn pammefersand READ NOTES ON TNISANO WCLUOEOMREKREFERANCEPAGEM/F74mm�.. 10=201SNEFOREUSE Design volld for use only with Mmek® connectors. ibis deslgn b basetl only upon parameters shown, and is for an Intllvlducl bulltling component, not a buss system. Before use, ma building designer must venfy the appllcobllity of deslgn Parameters antl properly Incorporate this deslgn In}o iha ovaroll Dulltlingtlesign. Bracing lntllcated is to prevent bucWing oiintlMdual Uuss web and/or chortl members only. Additlonclfemporary and pertnonent bracing MiTek' 6 always required for stability and fo prevent collapse wnh possible personet lnlury and property damage. for generol guitlance regarding the fabrleotlon. storage, delN9ry, erectbn antl bracing of trusses and hue systems seeANSI/IP11 QuolBRryy CMetla, DSS V and BC61 Bu0of Gompamud Safety b/onnafbllavallable hem truss Plate InsnMe. 21B N. Lee Sheet Sune 31y Alexantlda, VA 2231 d. 69M Parke East Blvd. Tempe, FL 33610 Job Truss Truss Type On, Ply CARLTON 299 T73708821 M11412 Al SPECIAL 1 1 Job Reference (optional) crumpets l russ, Inc., ran rlerce, rl Scale=1163.0 5x6 — M = 5x6 = 4.00 12 4 22 5 23 6 14 13 3x4 II 3x6 c 3x4 — 5x6 2.00 = 4%10 = 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS'. TC 0.61 BC 0.95 WB 0.55 Matrix -MS DEFL. in (too) Udell Ulf Vert(LL) -0.58 11 >749 360 Vert(CT)-1.0711-12 >402 240 Horz(CT) 0.40 8 n/a n/a Wind(L-) 0.80 11 >541 240 PLATES MT20 MT18HS Weight: 163 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structuml wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-13 REACTIONS. (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. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) 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=507r/77,4-13=-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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=361C 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 37-M 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 porting. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet 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) 8 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 100 lb uplift at Joint(s) except (jt=lb) 2=846,8=846. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cod 6934 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 Q WARNING -V fifydes19.p..mete7send RE4D NOTES ON THISANDINCLUDED MITEKREFERANCEPAGEMl47479 rev. 104032015BEFORE USE. Design valid for use only with Mri connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses Gnd truss systems socANSI/1PI7 sal Criteria. D59,89 antl BOSI BuIlding Component 69M Parke East Blvd. Safety Wormalbrpvailable from Truss Fate Institute. 218 N. Lee Street. Sul a 312, AJexantlrla. VA 22�14. Tampa, FL 33610 Job Truss Truss Type my Ply T73708822 M11412 A2 SPECIAL 1 �CARLTON299 1 Job Reference (optional) enamoers i was, inc., run riurcu, rL Scale = 1:63.0 5.6 = EX6 = 3x4 = A nn FT9_ 4 5 6 416 -- 15 14 7x8 MI ISMS= 3x6 = 3x4 II 5x8 = 2.00 12 4x10 LOADING lips, TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LUmber OIL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSL TC 0.58 BC 0.94 WE0.72 Matrix -MS DEFL. Ven(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udell Ud -0.55 11-12 >779 360 -1.0311-12 >419 240 0.39 9 Na Na 0.77 11-12 >564 240 PLATES MT20 MT18HS Weight: 167 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-7=-0698/2365, 7-8=-5359/3351, 8-9=-5963/3683 BOT CHORD 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) 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=591t; L=36ft; eave=5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M 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 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 joints) 9 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 100 lb uplift at joint(s) except 0WID) 2=846, 9=846. a 0t2 d Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 AWARNING-Vedfy deslga Imam.(em and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 111II.7473 V. fai=015 BEFORE USE. Design v01itl for use only with Mpel' connectors. this tleslgn Is b0sed only upon parameters'frown, and a for on IndMduol bulltling component, not o truss system. Before use, me bulltlng designer must veg the appllcoblllty of dedgn parametera and properly Incorporate lnis design Into the overall bulltling design. aredng Intllcatetl b to prevent buckllnD of Individual truss web and/or chord members only. AtldlHonal temporary and permanent bracing MiTek' Is always required for stabalN and to pravenicdlapse wim possible personal Injury end property tlamaee, Fof general guidance regartlhg the fobrlcoMon sbroge, delNery, erection and bracing of fusses and nuns rystemz seeAN51/IPII OuN�Iy Cmeda, DSB89 and BC51 Bu6dN0 Component 69M Parke East Blvd. Safety mformatbrxrvcaobie from Truss Rote Ins6Nte, 218 N. Lee Street Suite 312 Alexondaa. VA 22314. Tampa, FL 33810 Job Truss Truss Type Oty, Ply CARLTON299 T73708823 M11412 A3 SPECIAL 1 7 Job Reference o tional wamoem i muu, rm., run rierw, r tO d 4.00 12 5x6 = 54 = 4 5 15 3x4 II 5x6 4x10 3x5 = 2.00 12. Scale: 311611' LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.56 BC 0.94 WB 0.74 Matdx-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in ('oc) Udell Ud -0.57 11-12 >761 3160 -1.0511-12 >410 240 0.40 9 n/a n/a 0.7811-12 >551 240 PLATES MT20 MT18HS Weight: 167 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SO No.3 WEBS 1 Row at midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(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=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-2968/1899, 6-8=-5371/3290, 8-9=5960/3616 BOT CHORD 2-15=-1886/3159, 14-16= 1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=-336B/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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasdl28mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59fb L=36f ; save=5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-M 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 fora 10.0 psi bottom chord live load nonconcuner with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-64) 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 gmin value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 2=846, 9=846. Walter P. Finn PE NoZ1138 MiTek USA, Inc. FL Cart 6634 8904 Parka East Blvd. Tampa FL 33810 Date: April 6,2018 ,&WARNING - VeNNdeslgopemmeteraend READ NOTES ON WISANDWCLUDEDMREKREFERANCEPAGEMO74n:e IGM31015BEFORE USE De" valid taruse onlywllh MEeI"connectors.Thkktleslgn"base" only upon parameters shown, 006 Is for an Ind'vouclbullOng component, not �� a fruss system. Before use. the bull ding tledgner must verify the appllc.blllty of deslBn parameter and propetly Incorporate Ihlsdes rInto Me overall bulltling tleslgn. Bradng lndicatetl lsto prevent buckling of lndNidual buss web and/chord members oNy. Atltlinonal temporary and permanent bracing MiTek' Is always requlretl for stability pntl to prevent collapse wlm possible personal k4ury andpropetly tlamage. For general Buitlance regardlnB the fabrication, storage, delNery, erecVa. and bracing of pusses and fruss systems seeAN51/IPII Duo ClkoAp, DSB-09 ontl aCSI BuBtlNg Cemponent 6904 Pedca Eazs BNd. earery mtommtbbovo"core from T. %ate Iruntute, 218 N. Lee Street. S" 312 Alexo &0 VA 22314. Tampa, FL W610 Jab Truss Truss Type Oty, Ply CARLTON299 T73708824 M11412 A4 SPECIAL 1 1 Job Reference (optional) unamoere I mans, mc., ran Hama, r� ,.1-1,,..v, -- 4.00 rl2 5x6 = 6 3x4 5 3,06 5 245 24 3x4 %4V3' II 3 25 Sx6 a 7 6 3x4 9 Scale: 3/16'=1' 23 26 13 10 11 tlld d2 1 14 7x8 MT18HS= 3x411 d 16 16 3x12 = 3x5 = 3x4 II M= 2.00 12 4x10 Zz &8-0 13.8-0 18.0.0 24-e-0 28.9-4 36.1-0 a.a.n ".n A. no T-T-n 4-3-0 i Tan-12 Plate Offsets (X Y)— I2:0-1-2 Edgel, I8:0-3-0 Edqel t10:0-2-10 Edqe] I15:0-2-12 03-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 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 Ver(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.94 13 >513 240 Weight: 1701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max Hom 2=-207(LC 10) Max Uplift 2=846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 6-7=-2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOTCHORD 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 Structural wood sheathing directly applied or2-6-11 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing- 1 Row at midpt 7-14 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=12f1; B=59ff, L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) -1-0-0to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Extedor(2) 18-M to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846, 10=846. Walter P. Finn PE No.22839 fdiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 6,2018 O WARNING- Verny Eesige sammelemand READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEM67473 mv. laGIG015BEFORE USE Design valid for use only with MBek>an connectors. This design Is based only upon parameters shown, and Is for on IndNlduol building component, not a truss system. Before use, the bulldln8 tled9ner must verify the appllcablllty of tleslgn parameters antl properly Incorporote this tleslgn into the overall bWw desiumaotlnglndlcafedistoprevenlbuckiingofossmiealhusslaVury me properlylicancearyarchIgmanenfbracln9 antltopreventcollapse withpossiblepersonal s,Wandproperty tlamage. Forgeneral guidance regarding Me B always requeetltot delivery, Safecohoa storage. d Noble erection andInsitbracing , 18 N. and teas systems se axon na Cup1B11ryy CMelb, D38-09 and BC51 Buadtr�C Component Safely mfarmafbrpvolloble from Truss Rofe Institute, 216 N. Lea Sheaf, TURe 312 Alexontltla VA 22314. MiTek' Temp s, F. Easl BNtl. Tampa, F. 336f 0 Truss Truss Type Cty, Ply CARLTON 299 T13708825 Job M11412 AS SPECIAL 7 1 Job Reference o tional Gnamoem r russ, Mo., run riuwuu, rL d Scale-1:61.9 4.00 12 Sx6 _ b 16 is 9FIV 3s5 = 3x4 It SX8 = 2.00 F172 4x10 c 8-&0 5.2-D 4-0-D 6£-0 73.4 7-212 Plate Offsets (X Y)— f2:0-1-2,Edge1 [8:0-M Edge] r10:0-2-10 Edgel [75:0-2-12,0-3-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES W B 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS WincI 0.84 13 >513 240 Weight: 1701to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 3D TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 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. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 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 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 Structurel wood sheathing directly applied or2-6-11 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-14 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=12f ; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extericr(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 & MWFRS forreactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVrPI 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 100111 uplift at joints) except (jt=lb) 2=846, 10=946. Walter P. Finn PE No.22839 MRek USA Inc. FL Cod 6634 6904 Parke East BNd. Tampa FL 33610 Date: April 6,2018 Q WARNING - Verlry design peremeten end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-74Ta rev. 10 DY4IlS BEFORE USE Deslgn valltl for use only wlfi MRek� connectors. fits tleslgn Is based only upon parameters shown, and le for an Intll Id 0l bu" Ing component, not ��- a truss lglem. Before use, the buadog designer must vemy Me oppiicobeity of design parameters and property incorporate this tlasign Into the overall bNlDing dedgn. Bratlng lndicated6to prevent buckling of lntlFA6 buss web and/or chord members ony. Additional temporaryand permanembrocing MiTek' 6 always required forstabany ontl to prevent collapse with possible personal lNury and propeM tlamage. For general guld nce r-gold gme fabrication chomge, delNery, erectbn antl bracing of busses antl buss systems, seeANSI/IP11 QuolXy CNeda, DSadS and aC31 auldNp Component 6904 Padce East Blvd. sgfery mtormpfbmvoaoble hom Tnus Fate Inslaute, 218 N. Ise Sheet Suite 372. Alexontlrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T7370882fi M11412 ATA COMMON 7 1 Job Reference o tional cnamoers I russ, Inc., ran nano, rL o. ma a rvm, a mmrv„,en muuen,e>, nrv. I. I np, e 4.00 FIT 5x6 = 6 Scala = 1:61.0 17 '" 15 "" "' 14 '" 12 US = 3x4 II 4x6 = 3x8 = 3xB = 4x6 = 3x4 II 3xe _ 8-1-7 73-70.2 22-1-14 27-10.15 M 0 ate I cat I aan t Plate Offsets (X,Y)— r2:0-8E,0-"I, r10:0-86,0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.5914-15 >730 240 SCLL 0.0 Rep Stress lncr YES WB 0.60 Hom(CT) 0.14 10 rila n/a BCDL 10.0 Code FBC2017/TP12014 Maldx-MS Wind(LL) 0.3414-15 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-2-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 be bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, TOP CHORD 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=0/271, 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; Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5f1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Eldedor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0. Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) 100.0I1a 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 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except of=lb) 2=796, 10=796. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING -Vedly daslgnparameters and READ NOTES ON THISAND INCLUDED MMEKREFERANCE PAGEM574"aa,. 1t79.aap15BEFORE USE Design valid for use only with MBea connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verify the opplicoblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requked for stability and to prevent collapse with posble personal Injury and properly damage. For general guidance regarding the fobrlcallon. storage, delivery, erection and bracing of trusses and muss systems, seeANSI/1Pt1 Qua.1, Cr6otln, DS689 and 6CSI Building Component Safely Informationavoaoble from Truss Plate Institute. 218 N. We Street. Suite 312, Alexandra, VA 22314. ��- MiTek' 6904 Parke East Bind. Tampa, FL 33610 Jab Truss Truss Type CARLTON 299T73708827 M11412 ATB COMMON 77PIy 1 Job Reference (optional) cnamoers i mss, Inc., ran rlerce, r. 4.00 12 Sx6 = 6 Scale = 1:60.9 3x5 = 3x4 11 3x6 = 6x8 = 6xB = 3x6 = 3x4 11 3x5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.37 BC 0.40 WB 0.68 Matrix -MS DEFL. in (lac) Vdefl Ud Vert(LL) -0.10 18-21 >999 360 Vert(CT)-0.2218-21 >844 240 Horz(CT) 0.02 15 n/a n/a Wind(LL) 0.15 18-21 >999 240 PLATES GRIP MT20 244/190 Weight: 172 to 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 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 Grsv All reactions 250 lb or less atjoint(s) except 2=687(LC 21). 14=1635(LC 1). 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-123g/757, 3-5=-437/333, 58=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=A096/683, 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-73, Intedor(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-73 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I1b 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 20.0psf on the bottom chord in all areas where a rectangle 38-0 tall by 2-0-0 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 1001b uplift at joint(s) 15 except (jt=1b) 2=433, 14=866, 10=240. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa Fi. 33610 Date: April 6,2018 Q WARNING- Verlry design paremeMre end READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIN473 rev. folic 15 BEFORE USE. Deslgn valid for use only with MneM connectors. This design Is based only upon parameters shown and Is for an Individual building component, not ��- a puss system. Before use, the building designer must verify the applicabaliy, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndIvldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always regulred for stabYtiy 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 mac systems. seeANSVrPil CuaOry Criteria, DSB-69 and BCSI Building Component 69" Parke East Blvd. Safety Information rvallable from Truss Flats Institute, 218 N. We Street Suite 312, Alexcntlrl¢ VA 22314. Tampa, FL W810 Job Truss Truss Type Oty Ply CARLTON 299 T73708828 M11412 ATC COMMON 1 1 Job Reference (optional) Chambers l russ, Inc., Fort Fierce, FL e.r au s man a zu i o mu ea inausmes, mc. ra mpr oau:zu:vo zu io ruye i 4.00 12 5x6 = 6 Scale = 1:60.9 3x5 = 3x4 It 3x6 = 6x8 = 6xB = 3.6 = 3x4 II 3x5 = 1O-1I1.9 141-r 71-1-1. 71-1-1 07-1..1. 10.mn &1-1 5.9-1 1-3-14 6-11-14 0.-9 5-8.8 8-1-1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.37 Vert(L-) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2218-21 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 HOR(CT) 0.02 15 rda 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 6-06 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-B-0 except Qt=length) 14=0-11-5. (Ib) - 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 Gmv 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 (Ib) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 56=432/448, 6-7=-2-/2,773, 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=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L--36ft; eave=5ft; Cat. ll; 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 18-0-0, Extedar(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) 100.0I1b AC unit load placed on the top chard, 186-0 from left end, supported at two points, 666 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 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 hearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Walter P. Finn PE No12839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Job Truss Truss Type Oty Ply CARLTON 299 T73708829 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MI ex Industries, Inc. rn Apr o ua.ea.bU 4uio rage , ID:kFmsnOwY419ZhO nM31c6ylJ9g-MufEPtxlEIUozVaWy8ZNkfGaZCNIFUHODI ghgzTU2V 16-0-0 240.0 1 0 0 8-0-0 12-0-0 14-0-0 15-6-0 18-0-0 20-00 22-0-02 -10- 5 2e-0-0 36-DO 3T-0-0 1 0^-o a-0o 40-o 2-0-0 1 1-va—rTc-�1 z-o-0 1 2-0-0 o-10-1�5 a o-0 1 s o0 1-0 1-1-1 Scale: 3/16'=1' Sz6 = 12 14 N 2 t2 I, 3x6 II 4x6 = 6x8 = 6xB = 3x6 II 3x5 = 3z6 = 3x6 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/rP12014 CSI. TC 0.73 BC 0.56 WE 0.83 Matrix -MS DEFL. In (loc) Vdefl Ud Vert(L-) -0.14 28-31 >999 360 Vert(CT)-0.2523,34 >619 240 Horz(CT) 0.04 21 We n/a Wind(LL) 0.2028-31 >909 240 PLATES MT20 MT18HS Weight: 2081b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or 4-2-12 oc puains. 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 Raw 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 (It=length) 25=0-11-5. (lb) - Max Horz 2= 208(LC 6) .Max Uplift All uplift 1001b or less atjolnt(s) except 2=-5B3(LC 8), 26— 1557(LC 8), 25=-1259(LC 8). 21=-455(LC 8) Max Grav All reactions 250 Its 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. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 34=-2131718, 4-6=-213/718, 6-8=-213/718, 8-10=-213/718,10-11=-2137718,11-13=-213RIB,13-15=-2131718,15-17=-213/718, 17-19=-87/610, 19-20=-87/610, 3-5— 199/422, 5-7=-112/391, 7-9=-03/344, 12-14=0/257, 16-18=-67/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-26=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-9797756,3-28=-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 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=5911; L-36ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed fora 10.0 DO bottom chord live load nonconcurrent with any other live loads. 7) • 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 by2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 Ib uplift at joint 26. 1259 lb uplift at joint 25 and 4551b uplift at joint 21. 9) Girder caries hip end with a-0-0 end setback. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 It, up at 28-0-0, and 967 Ito 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). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610' Dale: April 6,2018 d O WABNDWG-Veri/ydeelgnparemetersend BEAD NOTES ON MIS AND INCLUDED MITEKNEFERANCEPAGEMM174YJrev. 10'00/018BEFOBE USE. Design valid for use only with MITei@ connectors. fib design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building designer must verlty the applicability of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual fnsss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability, and to prevent collapse wlth possible personal Injury and property damage. For general guidance regarding the fobricaron, storage, delivery, erection and bracing of trusses and truss systems SeeANSg1PII GuaN Criteria, D511-89 and SCSI Building Componont 69M Pete East Blvd. Safety In/olmatbrgvpllable from Truss Flats Irismi 218 N. Lee Sheet Suite 311 Alexonddo. VA 22314. Tampa, FL 33810 Job Truss Truss Type Qty Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 MI I ek lneusmes, Inc. hn Apr a u9:29:b0 Emu rage z ID:kFvnsn0wY419ZhO nM3lc6ylJ9g-MufEPtxlEIUeZVaW—pBZNkfGaZCNIFUHQDlghgzTU2V LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-2B=-47(F=-27), 2"2=-20,3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641(F) 23=-641(F) Type OtY Ply CARLTON 299T13708830 ;Job �:::�Tm�a�Truss A 1 1 Job Reference o tional 'Chambers I fuss, Inc., FOn I'leme, 1'L Scale = 1:61.9 5x3 MTI SHS= Sx8 MT18HS= 4.00 F12 3x4 II 5x8 = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 34 14 as ao L1 ae n as 315 = 3x4 11 4x6 = 6112 = 6x12 = 4x6 = 3x4 3x5 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSL TO 0.71 BC 0.76 W B 0.84 Matrix -MS DEFL in (loc) Well Ud Vert(LL) -0.21 12-13 >999 360 Vert(CT)-0.4412-13 >609 240 Horz(CT) 0.06 8 n(a Na Wind(LL) 0.22 10-21 >999 240 PLATES MT20 MT18HS Weight: 161 lb GRIP 244/190 2447190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Raw at midpt 3-13, 5-13 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=39810-8-0, 13=3546/0-8-0, 8=125210-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Gmv 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) - Max CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2.3— 369/211, 3-4=-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=-1172/2196, 6-12=-611/569,7-12— 558/375, 7-10=-184/651 NOTES- 1) Unbalanced mof 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.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11: Fxp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp 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 part bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2921b uplift at joint 2, 2107 lb uplift at joint 13 and 799 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 Ib 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 and 170 lb up at 16-0-12, 103 lb down and 1701b up at 18-0-12, 103 lb down and 170 lb up at 19-11-4, 103 lb down and 170 lb up at 21-11-4, 103 lb down and 170111, up at 23-11-4, and 103 lb down and 170 lb up at 25.11.4, and 137111, down and 301 lb up at 28-2-0 on top chord, and 340lb down and 223 lb up at 7-10-0, 77 Ib down and 1 lb up at 8-0-12, 77 Ib 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 Ib up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 to up at 18-0-12, 771b 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 Walter P. Finn PE No.22839 down and 1 lb up at 25-11-4, and 77 lb down and 1 It, up at 27-114, and 340 lb down and 223lb up at 28-2-0 on bottom chord. MiTek USA, Inc. FL Cent 6834 The design/selection of such connection device(s) is the responsibility of others. 6904 Parka East Blvd. Tampa FL 33610 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(5) Standard April 6,2018 Q WARNING- VarWdealgr Paremetc..d REAONOTES ON MISANOINCLUOEOMOEKREFERANCEPAGEMO-74".V. IMMOISaEFORE USE. Design valid for use only with M1lelsS, connectors. This design Is based only upon poromefers shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the appllc rallIty of design parameters and properly Incorporate this design Into the overall building design. Bracing Mocate l Is to buckling of Individual truss web and/or Word members only. Addlnonal temporary and bracing MiTek' prevent permanent Is alwaysrequked for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricollon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII QuaTT Cdtodo, DSBd9 and BCSI Building Component WN Parka East Blvd. Safety Informatbrlovolloble from Thus Rate Institute, 218 N. Lee Street Suite 31Z Alexandra. VA22314. Tampa, FL M610 Job Truss Truss Type City Ply CARLTON 299 T73703630 M11412 GRA HIP 1 1 Job Reference o Ional lChambers Truss, Inc., Fort Pierce, FL aaau s mar 11 zui c m i eK mausmes, !no. rn Apr o aa:ea:oo as io rage c ID:kFvnsnOwY419ZhO_nM3lc6yIJ9g.mTKN1 uzBXdsDgyJ5fd1G_MHm2nBxVb6j6BFUl?zTU2S LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 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(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(B) 39=-49(B)40=-49(B) Symbols PLATE LOCATION AND ORIENTATION 13j4 Center plate on joint unless Y. y offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 ��ltir For;4 x 2'orientation, locate plates 0-14e" from outside edge of truss. This symbol indicates the required direction of slots In connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SEEE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by Text In the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 i dimensions shown In sixteenths scale) III (Drawings not To scale) 0 c O S U a O F- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESP-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESP-1397, ESR-3282 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 0 bracing should be considered. c U 3. Never exceed the design loading shown and never = stack materials on Inadequately braced trusses. U 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/IPI 1. 8. Unless otherwise noted moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural conslderafion and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, she, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSIlTPI 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. established by others. 15. Connections not shown are the responsibility of others. © 2012 MTTek® All Rights Reserved e MiTek® MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria.