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HomeMy WebLinkAboutTRUSS PAPERWORKMiTeke RE: M11412 CARLTON 299 Site Information: Customer: Wynne Development Corp Project Name: M11412 LoUBlock: Model: Sterling Address: unknown Subdivision: City: St Lucie County State: FL FILE COPY MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1 WANNEE) Wind Code: ASCE 7-10 Wind Speed: 165 mph 13Y Roof Load: 37.0 psf Floor Load: N/A psf St. Lucie County 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 T13708820 a 2 T13708821 a1 3 T13708822 a2 4 T13708823 a3 5 T13708824 a4 6 T13708825 a5 7 T13708826 ata 8 T13708827 atb 9 T13708828 atc 10 T13708829 bha 11 T13708830 ggra 12 T13708831 R 13 T13708832 14 14 T13708833 16 15 T13708834 j8 16 T13708835 1a8 17 T13708836 kiB 18 T13708837 kja8 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 jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designsare 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 ANSUTPI 1, Chapter 2. RECEIVED FEB 1 � 2019 5T, wq4 t@ �ownty, wmitting �\ No 22539 9% STATE OF O�Cc c� O R.1 P C,�� •,d'S+�ONA1& Epp`• Walter P. Finn PE No.22839 MiTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R.33610 nr.. April 6,2018 1 of 1 Finn, Walter Job Truss Truss Type Cry Ply CARLTON 299 T13708831 M11412 J2 MONOTRUSS 8 1 Joh Reference o tional I uss, Inc., , ron rrerce, rL 3.4 = 8.130 s Mar 112018 MiTek Industries, Inc. I'd Apr 6 09:29:54 2018 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-EfulEE_plx_3S6tHDeCVXag4AAgxEFOsLr?2gFizTU2R Scale = 1:7.8 z-0-0 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20. 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Verl(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directy applied or 2-0-0 cc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/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 Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; E>io C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This 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 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 QWARN/NG- Ved1ydes49aparametersaed READ NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEMII-74Y4 rev. faN.42aI5BEFOREUSE 004n volld for use oniywith MiTek® 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 he oppllcalothy of design parameters and properly Incorporate this design Into the overall bulding design. Bracing Indicated Is to prevent buckling of IndNldacl huss web and/or chord members only, Additional temporary and permanent brocing MiTek' Is always required far Stealth, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection antl bracing of musses and fuss systems OsANSUIPII Qualryy Crtleda, DS049 and BCSI Building Component 50bly Nfarmaf orsovaaoble from Truss Rote InsNMe. 218 N. Lee Sheet Suite 312, Alaxancirlo, VA 22314. 6904 Parke East BW. Tampa, FL 33610 Job Truss Truss Type Ow Ply CARLTON 299 T73708832 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) unamoers Truss, Inc., Yon Pleme, FL 3x4 = 8.130 s Mar it 2018 MiTek Industries, Inc. Fri Apr 6 09:29:562018 Page 1 ID:kFmsnDwY419ZhO nM31c6y1J9g.A20V(W13pYEnhO1 gK3Fzc7vNa_IIi9w9o9U9vKzTU2P LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 20,0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ver(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Hom(CT) -0.00 3 r1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=20410-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12). 2=-159(LC 12), 4= 7(LC 12) Max Grav 3=91(LC 17), 2=204(LC 1). 4=67(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. Scale =1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vull65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Eam C; Encl.. GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10-4 zone;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last 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 77 lb uplift at joint 3, 159 lb uplift at joint 2 and 7 Ib uplift at joint 4. Walter P. Finn FE No.12839 I4iTek USA, Inc. FL Cart 6634 B904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNWG-VedfydeslgnPfemefemmdREADNDTES ON TN/SAND/NCLUDEDMREKNEFERANCEPAGEM674MMV. 1641132015aEFORE USE Design valid for use only with Mgek0 connectors. ibis design Is based only upon parameters shown, and is for an Individual building component, not 0 tn. s system. Before use, the bueding designer must verify the applicability of design parameters and properly Incorporate thls design Into the ovaroll building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary antl permanent bracing Is always lectured for stability, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems 69eANSUIPII Quaff y Offers. DSB49 and SCSI Building Component Safety Inform stionavollabR le from Truss ate Institute, 216 N. Lee Street Sure 312 Alexandria, VA 22314. ��• MiTek• 69U Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T73708833 M11412 J6 MONO TRUSS 8 �CARLTON219 1 Job Reference (optional) I uss, Inc., Fort Pierce, FL 3.4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:57 2018 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g4EattGOhasMeJacsunmC9CSYhOW fRc9J 1 pDiRmzTU20 Scale = 1:14.3 6.0-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ved(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Holz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 Weight: 20lb 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 SIP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-e-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. (Ib) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. 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=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-010 2-7-3. Interior(1) 2-7-3 to 5-10-4 zone;C-C for members and forces 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 20.0psf 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 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 Ib uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,201 S Q WARNING- Vedfydeslgnwomefemand RE DNOMSONTMSANOINCLUOEDM?EKFEFERANCEPAGEM 74mmv. 10414Xla1SBEFOREUSE Design valid for use only with Waldo 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 applicotoolty of design parameters and properly Incorporofe this deal Into the overall building design. Bracing indicated a to prevent bulling of Individual hum web and/or chord members only.AddltTonal 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSumI Quailly CdM1do, D3549 msd BC91 Buldl Component 6e04 Parke East Blvd. Sohfy In(ormalbrxry niabie hom Truss Elate Institute. 218 N. Lee Street Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T13708834 M11412 J6 MONO TRUSS �OV 11 1 - Job Reference (optional) Chambers Truss, ina., ton Ylerce, rL 30 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:30:00 2018 Page 1 ID:kFvnsnOwY419ZhD nM31c6ylJ9g-3pFOV13atnIDA1LRZvJvmr47ube2ezvljnSM25zTU2L Scale=1:17.4 Plate Offsets(X,Y)— 12:0-3-140-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc)/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ved(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCOL 10.0 Code FBC20177rP12014 Matdx-MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SIP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (IWsize) 3=188MIechanical, 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. (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; 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 CC Exteror(2) -1-0-0 to 2-7-3, 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 N0.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 OWARNWG-Ved/ydeslgeparamefers.dREAD NOTES ON THISAND/NCLUDED WE KREFERANCEPAGEMmF7473rev. iDiAV1015SEFOREUSE Design valid for use only win MiTek® connectors, This design h based only upon parameters shown, and Is for an IntlMdual building component, not ��• a truss system. Before use, the building designer must verify the applicobllity of design parameters and propery Incorporate this tlesign Into the enroll building design. Bracing Indicated is to prevent bucking of Individual tnss web and/or Word 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPIt Qua ly Criteria, DSB-69 and BC81 Building Component Sabi Infonnatbmvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandtl¢ VA 22Y74. 6904 Parke East 11W. Tampa, FL 33610 Jab Truss Truss Type Cry Ply CARLTON 299 T13708835 M11412 JAB MONO TRUSS 11 7 - Jab Reference o signal 0. sou s mar i i zure ml ea mqusmes, mc. rn Apr a uu:zu:uT zuTa rage i ID:kF.n OwY419Zh0_nM3lc6y1J9g-XOpOid3Ce4t4oBwd7cgBJ2cA77zcNO9uyRBwaXzTU2K Scale=1:17.2 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(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 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 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/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-170(LC 12). 2= 223(LC 12), 4=-13(LC 12) Max Grav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 261b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=12ft; B=59tt; L=36ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-73, Intedor(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 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 21 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 Ib uplift at joint 3, 223lb uplift at joint 2 and 13111 uplift at joint 4. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING -Vedlxdes19apmemefersend READ NOTES ON TR6ANDINCLUDED AUTSKREFERANCEPAGEUX74M rev. 1pVYL015BEFOREUSE Design valid for use only with MBeksa connectors. This design B based oNy upon parameters shown, and Is for an Individual bulldhg component not a truss system. Before use, the building designer must verity the applicability of design parameters antl properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndNldaal muss web and/or chord members only. Additional temporary and perrnonent bracing is always required for stability, and to prevent collapse with posslbie personal blury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and muss systems, seeANU/TPI1 CuoOy Cmeria, DSP59 and BC51 Suadbp Component Safety Infam atbmvol able from Truss Plate Insnlute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. �■' L MiTek' 6eo4 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type a Ply CARLTON 299 T13708836 M11412 KJB MONO TRUSS 2 1 • Job Reference o Tonal ruse, Inc., ran Pleroe, IL 10 13 3x4 = 5.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:30:03 2018 Page 1 ID:kFvnsnOwY4I9ZhO_PM3lc6yIJ9g-TOx97J5SAI7ol V4OEllcO-nePp)DrFFBPIgOfOzTU21 2.83 12 3x4 � 12 14 W It 15 Seale4= 3x4 = 5 7-2-7 3-10.5 1 2 V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 ]nor NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2z4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406IMechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 6). 5=-118(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 26=-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.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. It; Eam 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 lost 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 1021b 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 Ib up at 2-11-0, 8 lb down and 101 Ito up at 5-8-15, 8 Ib down and 101 Ib up at 5-8-15, and 42 lb down and 143 Ito up at 8-6-14, and 42 Ito down and 143 lb up at 86-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 lb down and 28 lb up at 2-11-0, 47 lb down at 56-15, 47 lb down at 5-8-15, and 31 Ib down and 14 It, up at 8-6-14, and 31 lb down and 14 Ib 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 (plf) Vert: 1-4=-54, 5-7= 20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=40) 11=-2(F— 1, B=-1) 12=-B3(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10. B=-10) 1S= 50(F=-25, B= 25) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 0WARNING-VeritydesignpsremetenandREADNOTESONMOANDDICLUDEDMREKREFERANCEPAGEMX74TJrev. ia=o15BEFOREUSE Design valW for use oNywith MBeM connectors. This design Is based Orly upon parameterssbown, and is for on Individual building component, not a Mrss system. Before use, the bulding designer must verify Me 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 any. Additional temporary and permanent bracing 6 Nways required for stobYity antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, doWery, erection and bracing of trusses and truss systems-eANSVrPII Quardy Chula. DSB49 and BCSI Building Component Safety Inforrnatbnavalloble from Truss Plate 218 Lee Street, Suite 312, Alexandra. 6904 Palle East DWI. Institute, N. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T73708837 M11412 KJAB MONO TRUSS 2 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:30:06 2018 Page 1 ID:kFvnsnOwY419Zh0 nM31c6ylJ9g-uzdHmL7KTdVNuyobwAQI06J6nOID2b9d5jvhGlzTU2F 6-10-0 11-0-3 6-10-0 4.2.3 Scale = 1:19.9 2.83 r12 12 3x4 3 11 10 2 Lii 13 14 B 15 5 2x3 II 3x4 = 3A = 6.10.0 11.0-3 6.10.0 I 4-2-3 -� LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (toe) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(ILL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 We n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -MS Weight: 431b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4— 107(LC 8). 2=-321(LC 8), 5=-202(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten.. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-846/526 ' BOTCHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0oc puffins. 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=36tt; eave=5ft; 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 nonconcurent 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) 39lb down and 58lb up at 2-11-0, 39 Do down and 58 lb up at 2-11-0, 8 Ile down and 101 Ib up at 5-8-15, 8lb down and 101 lb up at 5-8-15. and 42 to down and 143 Be up at 8-6-14, and 42 lb down and 143 Ib up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 Ib down and 30 lb up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 Ib down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at a-0-14 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, B=-l) 12=-83(F=-42,B=-42) 13=14(F=7, B=7) 14=-20(F— 10, B=-10) 15= 50(F=-25, B=-25) Waller P. Finn PE No.22839 MTek USA, Inc. FL Cliff 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 AWARN/NG- Vedlydeslgh vvshefersandRE4DNOTESONTNLSANOINCLUDED MREKREFERANCEPAGEM674nn,v.1a2t12pISREFOREUSE. Design valid for use only with WhokO connectors. This design Is based only upon paromefers shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability, of design porometers and properly Incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent budding of lndMdual truss web and/or chord members only. AddiMonal temporary and permanent bracing Is ciwoys required for stability and to prevent collopse with possible personal lnlury and property damage. For general guidance regarding the fabrlcolion, storage, delivery, erection and bracing of trusses and truss systems, seeAN5VIP11 Cuollf CMerb, DSB.89 and BCSI Building Component Safety Infosmatbmvoaoble from Truss Rate Institute. 218 N. Lee street Suite 31Z Alexandra VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ay Pl=CARLTON 9 M11412 A SPECIAL 1 f ptio 0 ,u ran".'a., IL a.13U a Mar 11 zul6 MI I eK Fn Apr 5 09:29:39 2018 Page 1 Scale=1:63.0 Sxa = 4x5 = 4.00 12 3xG \\ 3 4 24 255 4x6 = 4x5 = 6 7 5x12 MT18HS= 26 27 8 ax4 16 15 °x° = 3x4 3x6 = 3x4 = 5x8 = 2.00 12 4x10 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TC 0.94 BC 0.94 WB 0.91 Matnx-MS DEFL Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.73 13-14 >595 360 -1.3413-14 >321 240 0.45 10 n/a We 1.01 13-14 >428 240 PLATES MT20 MT18HS Weight: 161 lb GRIP 244/190 244/190 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 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ielsize) 2=1386/0-8-0,10=1386/0-8-0 Max Hoa 2=-119(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=-3338/2212, 3-4= 3134/2132, 4-5=-3441/2388, 5-7= 5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-10_ 5945/3956 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=-97w33, 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.Opst h=12ft; 8=591t; L=36ft; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces 8 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. 6) This truss has been designed for a 10.0 pelf 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 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 Qt=lb) 2=846,10=846. , Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 ®WABNWG- Venrydeslgnpenmelmeandfr A NOTES ONMSANDINCLUDEDM/ KFEFEFANCEPAGEMR7479rev. 10=W15BEFONEUSE ��• Design void for use only with MrelG) n connectors. ih6 design Is based only upon parameters showand Is for on Individual bullding component not a truss system. Before use, Me bulldfng designer must verify, the oppllcabllry of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual hum web and/Or chord members only. Addlilonai temporary and permanent bracing MOW always required for stability and to prevent collapse with pourble pawned hury and property damage. For general guidance regarding Me fabrication, storage, delHery, erection and bracing of trusses and hum systems seeANSV1P11 CuolN8yy CdteM. OSB49 and 11061 Building Component 69N Parke East Blvd. all Informalloncvol oble from Truss Plate Instilute, 218 N. lee Sheaf, Suite 312. Alexandria VA 2231C. Tampa, FL 33610 Job Tnus Truss Type OIY Ply CARL70N 299 T13708821 M11412 Al SPECIAL 1 1 • Jab Reference o tional a.l UU 5 Mar 11 ZUIB MI I eK Inc. I In Apr B U9:ZU:41) ZUld 5,6 = 4.00 FIT 4 22 3x6 = 5.6 = 5 23 6 Scale =1:63.0 14 13 3x4 II 3x6 = 3x4 = Sx6 = I 4x10 = 2.00 12 8.6-0 l 13-8-0 18-7-4 24-6-D f— 28-9-4 i 36-0-0 Plate Offsets (X,Y)— 12:0-0-2 Edgel 18:0-2-10 Edge] [13:0-3-0 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(ILL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress trial YES WB 0.55 HOrz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC2017)rP12014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163 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 WEBS 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. (Ib) - Max. CompJMax. 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 Structural wood sheathing directly applied or 2-7-2 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-13 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=42psf; BCDL=3.Opsf; h=12h; B=59ft; L--36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3. Interior(1) 2-7-3 to 37-0-0 zone;C-C for 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of20.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 ]Dint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 2=846, 8=846. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ,&WARNING-Verlfydealgnpammemirrand READNOTES ON TNISANDINCLUDWMf/EKBEFEBANCEPAGEMIP74mSre 1n�0.342015BEFONE USE Design valid for use only with M99M connectors. This design is bared only upon parameters shown and Is for an Individual building component, not a fuss system. Before use, the building designer must verity Me applicability, of design parameters and properly Incorporate this design Into the overall building design. Bracing hdlcated h to prevent bucking of Individual firms web and/or chordmembers only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal lyury and property damage. For general Guidance recording Ole fabrication storage. delNary, erection and bracing of fusses and truss systems, seeANSVTPll CuoltlByy CdbM, DS!-09 and BCSI Suldhp Component Safety mformaf onrvalloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708822 M11412 Ara SPECIAL 1 1 • Job Paterence (optional) Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Inc. Fri Apr 609:29:41201IS FT.Ie 4.00 F1T 30 = 5x6 = 4x6 C Scale=1:63.0 a v 0 t2jT xi 15 14 7x8 MT18HS= 3x6 = 3x4 II 5xB = 4x10 c 2.00 12 8-fi-0 13-8-0 22-2-0 24-fi-0 26.9-4 3fi-0-0 B-fi-D 5-2-n R.R.n a.d.n d-2A Plate Offsets (X Y)-- 12:0-0-6 Edge] 19:0-2-10 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.58 Ved(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0311-12 >419 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 n/a rVa BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 1671to FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1386/0-8-0, 9=13B6/0-8.0 Max Horz 2=163(LC 11) Max Uplift 2— 846(LC 12), 9=-846(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -Aft forces 250 (Ib) 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=-3698/2365, 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 -1 2=-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=12N; B=59tt; L=36ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(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 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 100 lb uplift at joint(s) except (jt=lb) - 2=a46. 9=846. Wafter P. Finn PE No22839 fdiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 AWARNING- VedrydeafgnperamenersendRE4DNOMSONMSANDINCLUDEDM?KREFERANCEPAGEM674M.,IsTUCIUSSEFOREUSE Deign valid for use only with M6elds connectors. This design Is based only upon Parameters shown, and Is for an Individual buffeting component, not a truss system. Before use, the building designer must veaty the applicability of design Parameters and properly Incorporate this design Into Me overall building design. Bracing indicated Is to prevent buckling of Individual truss Web and/or chord members only. Additional tempOrOr, and permanent bracing Welk' Is always required for stability and to prevent collapse Win possible personal injury and property damage. For general guidance regarding Me fabrication storage, delivery. erection and bracing of trusses and truss systems seeANSVTP11 Quoin Canada, DSO-89 and SCSI Building Component Safety Informationwallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Aie%ondAO. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss OtY Ply CARLTON 299 T13708823 M11412 A3 �Trusslrype SPECIAL 1 1 Jab Reference o tional 1 ruas, Via., ran rierce, rL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Scale: 3116'=l' 4.00 12 5x6 = Sxfi = 0I2 d w US = 3x4 11 5a6 — 4x10 c 2.00 12 LOADING (pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 C51. Plate Grip DOL 1.25 TC 0.56 Lumber DOL 1.25 BC 0.94 Rep Stress Incr YES WB 0.74 Code FBC2017/TPI2014 Matrix -MS DEFL Ven(LL) Ver(CT) Horz(CT) Wind(LL) in (Joe) I/defl Ud -0.57 11-12 >761 360 -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 or 2-6-15 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 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 Harz 2=185(LC 11) Max Uplift 2=-846(LC 12), 9_ 846(LC 12) FORCES. (Ib) - Malt Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5= 2803/1850, 5E=-2968/1899, 6-8=-5371/3290, 8-9=-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=01306, 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 metliveloads 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=12f; B=59ft; L=36tt; 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 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain 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 100 lb uplift at joint(s) except (jt=lb) 2=846, 9=B46. WaltorP. Finn PE No12839 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNWG-Verily desrgnyaramerersend READNOTES ON MIS AND WCLUDEO M?EKRE1lERANCEPAGEM/F74M rev. MUSc01SBEFORE USE Design valid for use oNywim MOek®conneciom. This design Is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use, the building designer must verity the applicability of design parameters Ono properly Incorporote this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members aNy. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse win passible personal lhury and property damage, For general guidance regarding Me fobricotion storage, delivery, erection Ond bracing of trusses and tnss systems seeANSUIRI Qualtly Coleco. DSB49 and SCSI luldbD Component Safety lnformationceailable from Tess Rate lnsfitu1e,218 N. Lee Sheet. Suhe 31Z Alexandria. 69M Parke East Blvd. Tampa, FL VA 22314. 33610 Job Truss Truss Type Oty Ply CARLTON 299 T73708824 M71412 A4 SPECIAL 1 1 - Jab Reference (optional) a. rau s mar i I zula mu eK mauemes. Inc. Fn Aar 8 0929:43 2018 Hare 1 Scale: 3/16'=1' 4ao 12 5x6 = 6 3x4 24 25 5u6 3x6 3 5x6 WB� 7 - — 3x4 4. - - 8. - 3 3x4 a 9 23 26 n, 2 13 10„ n�m 0 14 7x8 MT1 BHS= 12 Ira 3x4 II c 16 15 3.12 = 3x5 = 3x4 II Sx8 = 2.00 12 WO= LOADING (pa) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) -0.61 13 >709 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ved(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 Matrix -MS WMd(LL) 0.84 13 >513 240 Weight: 1701b 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 IRow at 111 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max Horz 2=-207(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=-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=01315, 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: 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; End , GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Allplatesare MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 ANSI/TPI 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 1001b uplift at joint(s) except Qt=lb) 2=846, 10=846. Walter P. Finn PE No12839 fdiTek USA, Inc. FL Cart 6634 6904 Parke East SNd. Tampa FL 33610 Date: April 6,2018 AWARNING- Ver!/ydesf9npecvac1vandBEADNOTES ONTNI5ANDINCLUDED MREKNEFERANCEPAGEMM1l4x3rev.faD ao158EFOREUSE Design valid for use only with Mi connectors. IDIs tlesign h based only upon parameters shown, and Is for on individual building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tlesign Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonol temporary and permanent bracing pp� IVI110k• Is always required for stability and to prevent collopse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tuns system& seeANSVr i1 CualN6yy Criteria. DSB49 and SCSI Building Component Safety Infarmatbmvoilable from Truss Plate Institute. 218 N. Lee Street. Suite 312 Ah 6904 Parke East BNd. andrio. VA 22314. Tampa, FL 33610 Job Truss Type Oty- Ply CARLTON 299 JA5s,s T73708825 M11412 SPECIAL 7 1 Job Reference (optional Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mil Industries, Inc. 01 4.00 12 5z6 = Scale=1:61.9 3x5 = Ill 11 5x8 = 4x10 = 2.00 12 &6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0.0 8-fi-0 5-2-0 4.6.0 6-6-n d_2d 1.9-» I t2 d) Plate Offsets (X Y)-- [2:0-1-2 Edael f8;0.3-0 Edge] [10:0-2-10 Edge] [15:0-242 0-3-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Holl 0.42 10 Na Na BCDL 10.0 Code FBC2017/TPI2014 Mandl Wind(L-) 0.84 13 >513 240 Weight: 1701b 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 partial BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1Row at midpt 7-14 REACTIONS. (lb/size) 2=138610-8-0,'10=138610-8-0 Max Hoa 2=-208(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 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 2-16l 931/3146, 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.Opsf; h=12ft; B=59R; L=36ft; eal Cat. II; Exp C; Encl., GCpi=0.18; MWFPS (directional) and C-C Extedor(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 zoge;C-C for members and forces & Ml 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 pat bottom chard live load nonconcurrent with any other live loads. 5) `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. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) except Qt=lb) 2=846, 10=846. Wafter P. Finn PE 1,1422839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610- Date: April 6,2018 ,&WARNING-Venryd-egn Paawetersand READ NOTES ON THIS AND INCLUDED MR£KREFERANCEPAGEMX747.1 mv. laTIM15BEFORE USE Design valid for use only with MiTek® connectors. This tleslgn is based only upon parameters shown, and Is for an hdMdUal building component, not ��' th a fuss system. Before use, e building designer must verify the oppllcabllity, of all parameters and properly Incorporate this design Into the overall building design. &acing Indicated is to prevent buckling of lydIvldual truss web and/or chord members only. Additional temporary antl permanent brocing MiTek' h always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobric flon, storage, delivery. erection and bracing of trusses and truss systems, seeANSVTpil GUOIty CiforW, DS849 and BCSI Building Component 6904 Parke East BNd. Safely tnformalbrxrvoiloble from Truss Plate Institute. 218 m Lee Street, Suite 312. Alexandre. VA 22314. Tampa, FL 33610 Jab Truss Type Oh' Ply CARLTON 299T73708826 TATA M11412 COMMON 7 1 - Job Reference (optional) m ro mr rex mousmes, Inc. rn Apr b UU:ztl:4s ZU10 N, d Scale=1:61.0 4.00 12 5x6 = 6 17 '- 15 "" 14 "' 12 3x8 = 3x4 II US = 3x8 = 3x6 = 4x6 — 3x4 II 3x8 = 8-1-1 13-10-2 22-1-14 2T-10-15 35-0-0 a-1-1 s.be Plate Offsets (X Y)— 12:0-8-6 0-0-81 [10:0-8-6 0-0-81 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Veri -0.59 14-15 >730 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matriz-MS Wind(LL) 0.3414-15 >999 240 Weight: 172 In 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) 2=1436/0-8-0.10=1436/0-8-0 Max Hoa 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (lb) -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=-18i2/3323, 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 Structural wood sheathing directly applied or 3-2-15 oc purtins. Rigid ceiling directly applied or 5-2-0 oc bracing. 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; 1 1211; B=59ft; L=36ft; eavei 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 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) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall 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 100 lb uplift at joint(s) except (lt=lb) 2=796, 10=796. Walter P. Finn PE N012839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 Q WARNING -Ved/ydeslSn PMvn1fersand READ NOTES ON THOMDWCLUDEDMTEKBEFERANCEFAGEU674TJmv. 10,01iBEFORE USE Design valid for use only with Mffek® connectors. this design Is based only upon parameters shown, and Is for on individual building component, not a buss system. Before use, the building designer must verify me appllaability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Intlivitlual truss web and/or chord members only. Additional temporary and permanent bracing B alwoysrequlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me MiTek' fabrication, storage, delivery, erector, and bracing of musses and truss systems seeANSWIPD QUalyByy Cmeda. DSB49 and BCSI Sulding Component Safety InformatbMvoOable from Tnas Plane Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314, 69N Parke East Blvd. Tampa. FL W510 Job Truss Thus Type Ott Ply CARLTON 299 T73708827 M11412 ATB COMMON 1 1 ' Job Reference factional) we, n , run nett., IL 6.16u s Mar 11 2U16 MI I ek Industnes, Ina. Fn Apr 6 09:29:46 201 B ur T 0 4.00 12 5.6 = 6 Scale=1:60.9 1B '- 16 15 -' -- 14 12 3.5 = 3x4 11 3x6 = 6x8 = 6x8 = 3x6 - 3x4 It 3x5 A-1-1 MI M, 1tO.n 11.10-n --8-1-1 15.9-1 1-3.14 6-8-0 04- 4 5-9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.68 HOa(CT) 0.02 15 Ida rJa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight: 1721b 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 1Row at midpt 6-14 REACTIONS. All bearings 0-e-0. (Ib) - Max Horz 2= 208(LC 10) Max Uplift All uplift 1001b or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gmv 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. Comp./Max. 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=-376/778, 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=-003/281, 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 Exterior(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) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 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=lb) 2=433, 14=866, 10=240. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING -Verify de-19. pmamerenr and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Iffli 2v. 1GMYlD15 BEFORE USE. Design valid for use only with MlrelG) connectors. i Is design Is based only upon parameters shown, and 6 for an Individual building component not a huss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall bulldIngdesign. Bracing Indicated is to prevent bucking of individual farm web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal njury and property damage. For general guidance regardingihe fabrication storage, delivery, erection and bracing of nusses and truss systems, seeANSVTPI1 Quality camera, 058d9. and BCSI Building Component Safety Inlamtatbrlovoilable from Truss Plate InsnkDe. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. ��- M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply CARLTON 299 T13708828 M11412 ATC COMMON 1 1 - Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:48 2018 Page 1 Scale=1:60.9 4.00 12 5x6 = 3x5 = 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 11 3x5 8-1-1 13-10-2 .15-2-0. 99.1-14 999-7 2zm.t5 8-1-1 5-9-1 1-3-14 6-11-14 0-0-9 5-8-8 8-1-1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) 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 Vert(CT) -0.2218-21 >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/TPI2014 Matrl Wind(L-) 0.15 18-21 >999 240 Weight: 1721b 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 6-0-0 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 atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) -Max. Comp./Max. 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=.376/778, 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 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=12ft; B=59h; L=3611; eave=5ft; Cat. 11; 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. Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b 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 pat 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 100 lb uplift at joint(s) 15 except Qt=lb) 2=433, 14=866, 10=240. Wafter P. Finn PE No.22039 MiTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33810 Data: April 6,2018 A WARNING -Vary Ces19nparemerersand BEAD NOTES ON TN/SAND INCLUDED M1TEKBEFEDANCEPAGEMX747arev. lnaY201SOEFONEUSE Wit valid forum only with Mffek® connectors. fib tlesign Is based ody upon parameters shown. and Is far an individual building component, not a truss system. Before use, the building designer must verify the opplicabllity of design parameters and property Incorporate this design Into Me overall bWtlingdesign. Bracing Indicated is to prevent buckling of Individual Inca web and/or chord members only. Addlflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guldance regarding the fabrtcotlon, storage, delivery, erection and bracing of trusses and truss systems, eeeANsUrwit Quality CModa, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Inlamtatbmvoiloble from Truss Plate Institute, 218 N. Lee sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 ' Job Reference(optional) s I rues, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fit Apr 6 09:29:50 2018 Page 1 ID:kFvnsn0wY419Zh0 nM3lc6ylJ9g-MNEPNIEiUezVaW-p8ZNMGaZCNIFUHODIghgzTU2V 16-0-0 2441) I9,Vo a-0-0 12.0-0 ia-0-o lsia 16-o-o zo-o-0 22-a02 -10- 5 ze-ao 3s-0-0 7.0-0 a-0-o ao-o z-o-o 1-soa`�z-o-o-1 z-o-o z-ao a10-1�s ao-o eao 1�'o-a 1-1-1 scale: 3/16•=1' 5x6 = 12 14 3x8 = 3x6 II 4xG = 6x8 = 6x8 = 3x6 11 3x5 = 3xfi = 8-a0 15-6.0 22-10-11 28-a0 36-0-0 8-0-0 1 7.6-0 7-4-15 5-1-1 B-0-0 Plate Offsets (X Y)-- [2:0-0-2 Edgal [3:0.9-8 Edgel [11:0-3-0 0-3-0I [20:0-3-8,Edge] [21:0-2-8 Edge][25:0-3-8 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d 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 SC 0.56 Vert(CT) -0.2523-34 >619 240 MT18HS 244/190 SCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matill Wind(LL) 0.2028-31 >909 240 Weight: 208lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1Row 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 Qt=length) 25=0-11-5. (Ib) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-583(LC 8), 26— 1557(LC 8), 25=-1259(LC 8). 21=-455(LC 8) Max Grev All reactions 250 lb or less atjoint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-2131718, 4-6=-213171$ 6-8=-2131718, 8-10= 213//18, 10-11=-213/718,11-13— 2131718, 13-15=-2131718,15-17=-213//18, 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=-979/756,3-28=-419/1254,3-26=-3236/1698,20-23=-458/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7=-307/241, 15-16=-462/372, 18-19=-497/418 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=3.0psf; h=1211; B=59f,' L=36tt; eave=5ft; Cat. II; E>Ic 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 psf bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at joint 26,1259 lb uplift at joint 25 and 455 It, uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical Pullin representation does not depict the size or the orientation of the puffin 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 lb up at 28-0-0. and 967 lb down and 461 Ito 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 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610- Date: April 6.2018 noted AwA9NWG-vadl tleslgn peremetersend NEAP NOTES ON TN/SAND MCLUOEO MNEKNEFEMNCEP4GEM67473rev, 14'V34015SEFONE USE Design valid for use only with MOekg connectors. This design 4 based any upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the oppllcolailfy of dasign parameters and property Incorporate Mls design Into Me overall bantling design. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, calvary, erection and bracing of trusses and truss systems meAN61FIPH Qua1lry CMeM, DSB29 and BCSI Building Component SafetyMlormptbrsavoeobie from Truss Plate Institute, 218 N. Lee Sheet 6u11e 312 Alexandra, VA 22314. ��• WOW Bel Parke East Bind. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T73708829 M11412 BHA COMMON i 1 Job Reference (optional) cuss, mc., ran rierce, VL 0.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:50 2018 Page 2 ID:kFvnsnOwY4197hC nM3lc6ylJ9g-Mu1EPIxlEiUezVaW—p8ZNkfGaZCNIFUHQDI ghgzTU2V LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 20-22=-54, 28-29=-20,23-28=-47(F=-27), 23-32=-20, 3-12=-1 26(F=-72), 12-20= 126(F=-72) Concentrated Loads (lb) Vert: 28=-641(F) 23=-641(F) O WARNING- Verlfydeslgnparanefersnnd READ NOTES ON MIS AND INCLUDED MJTFKREFERANCEPAGEM MMrev. IQ=015 BEFOREUSE Design valid for use only wlm M9e'.8connectors.lhls tleslgn b based oNy upon parameters shown, ontl Is for on hdMdo I buiIdNg component. not a fruss system. Before use, Me builtllnB tlesigner must vetlry the applicablllry of'."gmParameters and pr.peAy Incorporate Mrs tledBnlnfo the overall building tleslgn. Bracing lntlka'. is to prevent buc-mIg.findMtluolfuss web and/or chord members only. Atltlitlonal temporary ontl pennaneni bracing IS alwaysrequlretl for stability ontl'. prevent collapse witn cos4ble personal lnlury ontl property damage. For general gultlance regortllnB tna di s�snn IVI)10k• f.bricatlon, sbr.ge. tlelNery, erection ontl bradn8 of busses and buss systems, seeANSURII Chub, DSB89 and SCSI SWdhO Comtson�nt Sp4tY InlormDlbrrov.Yable from Truss Rote 21B SM1eet. Sulfa 3t2, At.vanddq. VA 69M Pafie East BNd. Tempe, FL InsStute. N. Lee 2231d, 33610 Job Truss Truss Type Otk Ply CARLTON 299 T7370B830 M11412 GRA HIP 1 1 Job Reference o tional -•••-• ••-•-• •• ....,. ,wTca. FL a. iuos n,el I 12018 Miiek industries, Inc. Pn Apr oua:z9:b32uT8 Page l ID:kFvnsnOwy4192hO_nM3lc6ylJ9g-mTKN1 mBXdsDgyJ5fxhG_MHm2nBxVb6j6BFU17zTU28 10 T4.-0 I 35-0-0 3-0-00 0 7.10-0 0.0.0.0-00 48 5-109 Scale = 1:61.9 Sx8 MTIBHS= &B MTISHS= 4.00 12 3x4 I I Sxe = 3x4 I I 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 6 d on Ia as as 3r 38 n 40 -- 3.5 = 3x4 11 4x6 = 6x/2 = 6x12 = 4xe _ 3x4 11 3x5 = N 1A LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' 8CDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20177TP12014 CSI. TC 0.71 BC 0.76 WB 0.84 Matnx-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.21 12-13 >999 360 -0.4412-13 >609 240 0.06 8 n/a n/a 0.22 10-21 >999 240 PLATES MT20 MTIBHS Weight: 161 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc pudins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 20 SP No.3 "Except• WEBS 1 Row at micipt 3-13. 5-13 4-13,6-12:2x6 SP No.2 REACTIONS. (Ib/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Hom 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8). 8=-799(LC 8) Max Gray 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (Ito) -Max. Comp./Max. Ten. -AU forces 250 (Ito) or less except when shown. TOP CHORD 23= 369/211, 34=-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, e-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 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.Opsh h=12ft; B=59ft; L=36f ; 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) 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) 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) 137lb down and 301 Ito up at 7-10-0. 103111 down and 170 Ito up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 Its down and 170 lb up at 14-0-12, 103 Ito down and 170 It, up at 16-0-12, 1031b down and 170111 up at 18-0-12, 103 lb down and 170 Its up at 19-11-4, 103 Ito down and 170 Ito up at 21-11-4, 103 Ito down and 170 It, up at 23-114, and 103 lb down and 17G lb up at 25-114, and 137 lb down and 301 lb up at 28-2-0 on top chord, and 340 Ito down and 223 lb up at 7-10-0, 77 lb down and 1 Its up at 8-0-12, 77 Its down and 1 lb up at 10-0-12, 77 lb down and 1 Ito up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 Ito. up at 16-0-12, 77 lb down and 1 lb up at 18-0-12, 77 lb down and 1 Ito up at 19-11-4, 77 lb down and 1 Ito up at 21-11-4, 77 lb down and 1 Ito up at 23-114, 77 lb Walter P. Finn PE No.22839 down and 1 lb up at 25-114. and 77 Ito down and 1 lb up at 27-114. and 340 lb down and 223 lb up at 28-2-0 on bottom chord. N76k USA, Inc. FL Carl 6634 The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East FLBlvrl6S FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Data: LOAD CASE(S) Standard ADfll 6.2018 Q WARNING -Vedrydesriln parametersanCREAO NOTES ON TNISANO INCLUDED MMEKREFERANCEPAGEMX7Mmyre 1GN1R0156EFORE USE Design valid for use only with MOeh® connectors. This design Is based only upon parameters shown, and a for an individual building Component not a truss system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate this design into the overall ��- bullding deegn, Beating indicated is to prevent buck[Ingof individual hum web and/or Chord members only. AddlBonal temporary and Permanent bracing, M1Tek• Is oiways required for stob9dwin and to prevent collapse in possible personal injury and property damage. For general guidance regarding Me fobricoflon, storage. delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality Criteria. OSB-49 and 5=1 Building Component Safety InfemraBonavollobie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexondria, VA 6904 Parke East BNd. Tampa, FL 22314. 33610 Job Truss Truss Type pry Ply CARLTON 299 T7370883D M11412 GRA HIP 1 1 - Job Reference Lptiona0 I r .,, Ina., ran rnerce, FL 8.1313 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:53 2018 Page 2 ID:kFvusnDwY419Zh0_nM3lc6y1J9g-mTKN1 uz8XdsDgyJ5fxhG MHm2nBxVb6j6BFUl?zTU2S LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3= 137(B)5=-103(B) 7= 137(B) 14=-49(B)15=-389(B) 10=-389(B) 11=49(B) 22=-103(B) 24=-103(B) 26— 103(B)27=-103(B) 28=-103(B)29=-103(B) 31=-103(B) 33=-103(B) 34=-49(B)35=-49(B)36=-49(B)37=-49(B)38=-49(B) 39=-49(8)40=-49(B) Q WARNING-Vedlxdeargn ParemeferOend READNOTES ON TNISAND MCLUDEDMIrEKREFERANCEPAGEM674"Jre .. 10=015 BEFORE USE. Design void for use oNy with Mrek® connectors. Ths design b based only upon parameters shown, and b for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate Mls design Into me overall bulldingdeslgn. Bracing Indicated is to prevent buckling of Individual tnruweb and/or chord members only. Additional temporary and permanent bracing M)1Qk• L always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems WeANSVMII Quo I11y Cried% DS549 and DCSI Building Component InfGHTIGHOne,e 6904 Pride Ent Blvd.Sahty lable from Truss Rate Institute. 218 N. Lee Street Suite 312 Nexanddo. VA 22314. Tempe, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x, y offsets are, Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1a9 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 SIZE The first dimension is The plate 4 x 4 width measured perpendicular to slots. Second dimension is The length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of The output. Use or I bracing if Indicated. BEARING 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. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System I 6-4-8 I dimensions shown In sixteenths scale) II'll (Drawings not to scale) I 2 3 TOP CHORDS 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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek' M7ek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® 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 for I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 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/[Pi 1. 7, Design assumes trusses will be suitably protected from the environment In accord with ANSI/fPl 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 consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, ff no ceiling is installed, unless otherwise noted. 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. 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/TPI 1 Quality Criteria.