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TRUSS PAPERWORK
NIZ: M11412 CARLTON 299 Site Information: Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Model: Sterling Address: unknown City: St Lucie County Subdivision: State: -FL ltru I em 11aw1 Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNED BY St. Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13708820 a 2 T13708821 al 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 gra 12 T13708831 12 13 T13708832 14 14 T13708833 16 15 T13708834 18 16 T13708835 la8 17 T13708836 kj8 18 T13708837 k1a8 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/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly Incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 011111111111I USER P.Fj E N No 22839 � r = *9 : ; it �p0: STATE OF ri p R 1 O P C?��1:1 ,,S,O N A' Walter P. Finn PE Nu.22839 MiTek USA, Inc. R. Cert SW M Parke East Blvd. Tampa R. 33610 April 6,2018 1of1 Finn, Walter Truss Truss Type Cry Ply CARLTON 299 T13708831 FJab M1J412 �J2 MONO TRUSS 8 1 Job Reference (optional) cnamoers i mss, mc., an r erce, , LOADING (psl) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 ID:kFvnsnOwY419ZhO_nM31c6ylJ9g-EfuI Eylx_3S6tHDeCVXag4AAgxEFOsLrl2gRzTU2R 4 3x4 = SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 7 >999 360 Lumber DOL 1.25 BC 0.07 Ven(CT) -0.00 7 >999 240 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a Code FBC20177rP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22 mechanical Max Hors 2=67(LC 12) Max Uplift 3=-27(LC 12), 2_ 136(LC 12), 4=-3(LC 9) Max Gran, 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when. shown. BRACING - Scale = 1:7.8 PLATES GRIP MT20 244/19D Weight: 8 lb FT=20% TOP CHORD Structural wood sheathing directlyapplied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165ni (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=3611; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(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 20.0psf 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 27 lb uplift at joint 3, 136 to uplift at joint 2 and 3 lb uplift at joint 4. Walter P. Pon PE No33839 fdiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361 Date: April 6,2018 QWANNTNG-Verify design parameters and READ NOTES ON MISAND INCLUDED MDEKREFEAANCEPAGEM1 7473 rev. le/1514M9159EFORE USE Design valid for use only with MBekg connectors. Thls design is based only upon parameters shantl It for an IndMducl budding component not � N111 a truss system. Before use. the bustling designer must verily the oppllcabYlty, of design parameters end property Incorporate unit design Into the overall buading tlesign. Bracing b IndN dual irussweb only. Additional temporaryand permanent bracing Indicated to prevent buckling of antl/or chord members Is always required for stolatty, and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding the fpbrieation storage, delNery, election and bracng of trusses antl truss systems, se sANSUIPII CuplBx CMnb, D5549 antl SCSI Building Component fabriction,mnrge, r inhln M1nm Tnrce Rnln IneMM1 an 91 A N. Imghuuf. SM 319. Alovnnmdn VA99.. I& 6904 Parke East BNi. Tam rk East B pa,33610 Job Truss Taus Type T13708832 M1)412 J4 �QtyJPiYCARLTON MONO TRUSS tional cnampers i mss, inc., ran r,ewn3, ru o. rua n rvim , u n ' ., os= ID:kFvnsnOwY419ZhC_nM3lc6ylJ9g-A2OVfw73pYEM01 gK3Fzc7vNa_IIi9w9o9U9vKzTU2P 4 3x4 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (Joe) Vdefl L/d 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 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress lncr, YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4.SPNo.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2— 159(LC 12), 4--7(LC 12) Max Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 4-0-0 cc puffins. BOT CHORD 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=1211; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exledor(2) -1-0-0 to 2-73, Interior(1) 2-7-3 to 3-1 OA zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcummt 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 3-64) 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, 159 lb uplift at joint 2 and 7 lb uplift at joint 4. Waller P. Finn PE No22839 MTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 Q WARNING- Verllydedes pxmmetens and READNOTES ON AUSANDINCWDED MREKREFERANCEPAGEM67479 hs. 10=915BEFORE USE De9gn valid far use onlywith MReaDconnectors. This Design abased onlyupon parametersshown, and Is for an Individual building component, not ��- a truss system. Before use, Me bulding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing indicated btobucltlingofindMtlualhussweband/or members only. Addl6onaltemporcry and pemanentbracing M!Tek7 prevent chord Is always required for stability, and to prevent collapse with possble personal INury and property damage. For general guidance regording the s904 Palle East Blvd. ParkeEast B fobticotion, storage, delivery, erection and bracIng of busses and hues systems, seeANSI/TPD Quail CModa, DSB.89 and BCSI Mddmg Component Tampa, Safety Informataravolable from Truss Rate Institute. 218 N. Lee Street Site 31Z Alexandria, VA 22314.33610 Type 99T13708833 ;Job���T���T� ONO TRUSS �Q�typly �CAFLTON ce o tional unamaers r russ, ma., run rlUPW, rL 3x4 = 4 Scale = 1:14.3 LOADING (pst) SPACING- 2-0-0 CS]. DEFL. in (loc) 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 Vert(CT) -0.11 4-7 >652 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a r✓a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 Weight: 20'lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. REACTIONS. (Ib/size) 3=142/Mechanical, 2=27510-8-0, 4=70/Mechanioal Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-8(LC 12) Max Grav 3=148(LC 17). 2=275(LC 1), 4=100(LC 3) FORCES. (lb) - Max 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=4.2psh, BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS(directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-104 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 2-0-0 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 129lb uplift at joint 3, 192 lb uplift at joint 2 and 8 Ib,uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 WARNING -VerHydealgnp4rdmefensand READNOTES ON MMANDINCLUDEDMREKREFERANCEPAGEM 74nmK 1ND32efa BEFORE USE sign valid for use only with MOekla connectors. AB tleslgn IS bosed only upon parameters shown and is for an Individual bustling component, not nsss system. Before use, the bustling designer must verity the oppllcab0lry, of depgn parameters and property Incorporate this tleslgn Into the overall ildingdeSgn. BraWnglndlcctedblopreveMbucWmgofhcMdualtnmwebwdlorchordmembemoNy. AtltllHonaltemporaryantlpennanentbrccing MiTek' rtways required for stobOHy and to prevent collapse with posYble personal lNury and property damage. For general guidance regarding the ggg4 Parke East Blvd. IQCOHO^�^�� , de^IEQ;eIeCHOn a�^tl DIIO gof 11NSSBi andiN55 SySiBmR eeeANWW I/IPII Quoin iiNf'1d AFoM, D60-09 anE SC91 BuOEing Component Tampa, FL 33610 Job Truss Truss Type Oty, Ply CARLTON299 T13708834 M11412 J8 MONO TRUSS 11 1 Job Reference lom'onaU Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fn Apr 6 09:30:00 2018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-3pFOV13aWDA1LRZvJvmr47ube2ezvljnSM25zTU2L -1-0-0 8-0.0 1.0-0 8-0-0 - Scale-1:17.4 3x4 Plate Offsets (X Y)-- f2:0-0-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCOL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=188/10echanical, 2=348/0-8-0, 4=99/Mechanical Max Harz 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 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putlins. 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=4.2pst BCDL=3.Opsf; h=12ft; B=59ff; L=36ff; eave=5ft; 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 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops( 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 wnnection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 Ib uplift at joint 4. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6636 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 rev. fo=W15BEFORE USE N. Lee not MiTek' 69M Parke East eNd. Tampa, FL $3610 Job Truss Truss Type Qty Ply CARLTON 299 T13708835 M11412 JAB MONO TRUSS 11 1 ' - Job Reference (ptional) Cnambers l russ, Inc., ran rrsrce, ru o.,aoa mmnmm,.ncr. ,,,,.u„�N, .---•-e-. ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cg8J2cA7?zcNQ9uyPtBwaXzTU2K 1 3x4 = 4 Scale =1:17.2 LOADING (pso SPACING- 2-" CSL DEFL. in (lot) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 VerI(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 _ BC 0.45 VerUCT) -0.28 4-7 >331 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 on pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; 8=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-7-0, Interior(l) 2-7-3 to 7-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. Walter P. Finn PE Nc]2839 MlTek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Safety NformationovaDable from Truss Rate Institute, 218 N. 'AGE eVP7473 tov. l aN32e15 BEFORE USE and Is for an ind vldual building component, not 1d properly Incorporate this design Into the overt bars only. Addlllonal temporally and permanent rage. For general gUclance regarding the /IQ medo, DSS-09 and BCSl Building Compononi W1 M!Tek' sees Padre East Blvd. Tampa, FL 33610 Jab Truss Type Oh' Ply CARLTON 299 M11412 �KJ8 MONO TRUSS 2 1 =T13708836 �Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fd Apr 6 09:30:03 2018 Page 1 ID:kFvnsnOwV419Zh0__nM3lc6ylJ9g.TOx97J5SA1701 V4OEl tcOTicPpjDrFFBPIgDfOzTU21 -1-5-0 7-2.7 11-3-0 1-SO l 7-2-7 F 4-0.9 - — 13 3x4 = 2.83 F12 11 12 3x4 L .'1L,�x711 16 3x4 = 5 LOADING (psf) TCLL 20.0 TOOL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017rrP12014 CS'. TC 0.21 BC 0.25 WB 0.35 Matrix -MS DEFL. in Vert(LL) .0.05 Ved(CT) -0.10 Horz(CT) 0.01 Wind(LL) -0.04 (loc) Udefl L/d 6-9 >999 360 6-9 >999 240 5 n(a n/a 6-9 >999 240 PLATES GRIP MT20 244/190 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=406/Mechanical Max Hors 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287,3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft, L=36ft; eave=5ft; Cat. II; E p 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 nonconcument 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb 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) 391b down and 58 lb up at 2-11-0. 39 lb down and 5B lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 Ib down and 101 lb up at 5-8-15, and 42 lb down and 143 Its up at 8-6-14, and 42lb down and 143 lb up at 8-6-14 on top chord, and 47 Ib down and 281b up at 2-11-0, 47 lb down and 28 lb up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) II=-2(F— 1, B=-1) 12=-83(F=42,B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B— 10) 15=-50(F=-25, B= 25) Walter P. Finn PE 11012839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dater April 6,2018 WARNWG- ON THIS AND INCLUDED MmW REf ERANCE PAGE MLL7473 rcv. ,don Is based only upon parameters shown end is for an indn and BCSI MiTek' 691M Pads. East BNd. Tampa, FL 33610 Truss Truss Type OlY Ply CARLTON 299 T13708837 rJolb 1412 KJAB MONO TRUSS 2 1 Job Reference (optional) .Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries. Inc. Fn Apr 6 09:30:06 2018 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6y1J9g-uzdHmL7KTdVNuyobwAOJ06J6n0ID2b9d5jvhGIZTU2F -1-5-1 6.10.0 11-0.3 1-5.0 6.10-0 I 4-2-3 - - — — Scale =1:19.9 2 2.83 F12 3x4 LOADING (pso TCLL 20.0 TOOL 7.0 BCLL 0.0 BCDL 10.0 10 3x4 = 6-10-0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.20 Lumber DOL 1.25 BC 0.23 Rep Stress ]nor NO WB 0.34 Code FBC2017/FPI2014 Matrix -MS 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. (lb) - Male CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-846/526 BOT CHORD 2-6=-520/815, 5-0=-520/815 WEBS 3-6=0/268, 3-5=-884/565 m 14 6 15 5 W II 3x4 = 11-0.3 4-2-3 DEFL. In (too) Udell Ud PLATES GRIP Vert(LL) 0.06 6-9 >999 240 MT20 244/190 Vert(CT) -0.08 6-9 >999 240 ' Horz(CT) 0.01 5 rite We Weight: 43 lb 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=59ft; L=36ft; 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 107 lb uplift at joint 4, 321 lb uplift at joint 2 and 2021b uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 581b up at 2-11-0, 39 lb down and 58 lb up at 2-11-0, 8lb down and 101 Ib up at 5-8-15, 8 It, down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42 lb down and 143 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 lb down and 30lb up at 5-8-15, 10 lb down and 30 It, up at 5-8-15, and 31 lb down and 14 lb up at "-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The designtselection 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=-i, B=-1) 12=-83(F=42, B=42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=50(F=-25, B=-25), WalterP. Finn PE No32839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 M !IWREFERANGEPAGEMM174Mrev. 1ab.Y10159EFOREUSE porometers shown and b for an individual bulding pompons ......................._cry, ... erection r......... ......,., 0 ...........-.d Ines Sy.er.,,,., Qua __..._a-.. , DS84 -"-"'- 69N Parke East Blvd. fobncotbn storage, delNary, erecnon and bracing oltrusses ontl truss systems seeANSURiI CupIMyCmedo, pS8-09 and SCSI euldhlp Component Tampa, FL 33610 Safety tnformatbrpvallable from Truss pate InstilWe. 218 N. Lee Sheet, Suoe 312 Alexantlda, VA 22314. Job Truss Truss Type Cry Ply CARLTON 299 T13709820 M11412 A SPECIAL 1 1 • Job Reference (optional) unamoers I toss, InG., ron rleMss, rL 1-0- 5810 10-0 13-&0 -a 6-a-o �i-ao~ a-tao � 5x8 = 4a5 = 4.00 r12 3x6 \\ - - o. iao s rn11 5xt2 MTIBHS= 4x5 = 4x5 = Scale =1:63.0 16 15 4%4 _ 3x4 = 3x6 = 314 — 5X — 2.00 12 4x70 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 VeA(LL) -0.73 13-14 >595 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ven(CT) -1.34 13-14 >321 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(-L) 1.01 13-14 >428 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Stmctuml 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=1385/0-8-0 Max Hom 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10=-946(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=-3441/23BB, 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=-5351785, 5-15=-976733, 5-14=-1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13=-1260/19D9,8-12=-45/349,&12=-319/328 NOTES- 1) Unbalanced roof live (cads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLr4.2psh 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 2-73, Interfor(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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide Will fit between the bottom chord and any other members. 7) Bearing 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. WalterP. Finn PE No.22839 MiTek USA, Inc. FL CIA 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 WARNING based onIv coon Dwarneters shown M1931!015BEFOREUSE 6904 Parke East Md. Tampa, FL 33610 Truss Truss Type Ott,Ply CARLTON 299 rlab 1412 Al SPECIAL 1 1 Job Reference o tional unamoers 1 russ, mu., ran nerve, r, -- -- - - Scale. 1:63.0 Sx6 = 3x6 = 5x6 = 4.00 12 4 22 5 23 6 14 13 3x4 II axe v 3x4 — 5x 2.00 12 a 4.10 0 LOADING (pso TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CS'_ TC 0.61 BC 0.95 WB 0.55 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(L-) -0.58 11 >749 360 Vert(CT)-1.0711-12 >402 240 Horz(CT) 0.40 8 n/a n/a Wind(LL) 0.80 11 >541 240 PLATES MT20 MT18HS Weight: 16316 GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puriins. BOT CHORD 2x4 SP M 30 ROT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1388/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb).or less except when shown. TOP CHORD 23=-3355/2159, 3-4=-3358/2292, 4.5=-2798/1921, 5.6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOTCHORD 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=-5071T77,4-13=-151/409,5-13=-1376/890,5-11=-557/1048, 6-11=-849/1449,7-11=-641/463 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=4.2pst BCDL=3.Opsf; h=12f; B=59ft; L=3611; eave=511; Cat II; Exp C; Encl., GCpi=0.18;.MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 37-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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet 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 tit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVfPI 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=946, 8=846. Walter P. Finn PE No12839 Mi rek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 6,2018 Mffek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Dty Ply CARLTON 299 T73708822 M11412 A2 SPECIAL 1 1 • Job Reference a tional ChatnDers l ruse, ma., ran Vance, rL o.,ovs M., il 2016i __- __-^P .G_:20:41 ..... .. �...,_ 5x6 = 3x4 = 5x6 = Scale =1:63.0 15 14 rxe m. leno— 3x6 = 3x4 It 5xe — 2.00 F12 4x10 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(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 [nor YES WB 0.72 Hoa(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.77 11-12 >564 240 Weight: 1671b 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=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift 2— 946(LC 12), 9=-946(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/169D, 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, 11-12= 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 Structural wood sheathing directly applied or 2-7-0 oc pudins. Rigid ceiling directly applied or 2-2-0 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=4.2psh BCDL=3.Opsf,, h=12ft; B=59ft; L=36ft; eave=bft; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nonco icument 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 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 (jt=lb) 2=846, 9=846. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Bald. Tampa FL 33610 Date; April 6,2018 A WARNING -Ver1/y destan paremetersand READ NOTES ON THISAND INCLUDED MREKREFER4NCEPAGEM67473xay. 1N0a4015 BEFORE USE Design vclld far use only with MRekS connectors. the design Is based only upon parameters shown, and Is for an IndNldual bu6ding component, not ��• a truss system. Before use. me building designer must verity the applicability of design parameters and properly Incorporate the design Into the overall buadingdoslgn. Bracing Indicated Is to prevent bucidingofIndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stobflMy and to prevent collapse with possible personal e9ury and property damage. For general guitlonce regarding the storage, delivery, erection and bracing of trusses and buss system% seeANSUVI1 Quality Weds. DSS89 and BCSI Building Component 69od Parke East Blvd.fabrication, Safety Informatlonava8ablo from Truss Plate Institute. 218 N. Ise Sheet Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Thus Thus Type Oty Ply CARLTON 299 T73708823 M11412 A3 SPECIAL 1 1 ' Job Reference (optional) Chambers Trues, Inc., Fort Pierce, FL 6 4.00 12 Sxe = Sx8 = B.13u s Mar 11 zui a Mr l am lnausmes. Inc. vn Apr aue:ee:4[eu ro ragu i 15 3.4 11 Sx6 WO3x5 = 2.00 12 Scale: 3/1 B'=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ver(LL) -0.5711-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.7811-12 >551 240 Weight: 167 lb 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 SP No.3 WEBS 1 Row at midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. (Ib/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. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4.5= 2803/1850, 5.6=-2968/1899, 6-8=5371/3290, 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=0/306, 3-14=-866/626, 4-13=-285/671, 5-13=-3791702, 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: ASIDE 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 37-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pontling. 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 tit between the bottom chord and any other members. 7) Bearing atjolnt(s) 9 considers parallel to grain value using ANSVrPI 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=846. Walter P. Finn PE No.22839 MiTsk USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Dater April 6,2018 - VerHydeslgnpammetsmand REAONOTES ON WZAMPWCLUOEDM KREFEBANCEPAGEWP7470ray. 111=2015BEFOBE USE for use oNy with MiteA®connecrors. This design Is based only upon parameters shown, and Is for an Individual bustling component not �� i. Before use, the building designer must vemy Me applicabYHy of design parameters and properly Incorporate tins design Into the overall Indicated bloprevent bucWingofIndivdualtruss web and/or Word members only. Adtllnanoltempororyondp manen}bracing MiTek' LBracing d for stability and to prevent collapse with postible personal injury and property damage. For general guidance regorcung ire forage. delivery, erection and bracing 1.tosses and truss systems seeANSVTFII Ouafl �, Crli DS049 and SCSI Building Component Iv. arum 1ne 11 a m l ve ceeet 4 nro 3n Al-Arl, VA n. t4. BON Parke East Blvd. Tampa. FL 33610 Job Truss Type O(y Ply CARLTON 299 TA7 T73708824 M11412 SPECIAL 1 7 ' Job Reference {oytiona0 unamoers I russ, ma., ran Fierce, rL B.13U 5 Marl I 2U1 B MI I eK Inc. rn Apr a Ve:2a:W 2Ul0 rage 1 Scale: 31 6'=1' 4.00 12 5x6 = 6 3xd 24 25 5z6 3x6 G 5 5x6 W B__ 7 3x4 4 4 a 3x4 3 9 23 26 2 13 10 c+ 11 14 7x8MT18HS= 12 01 3x4 II b 16 15 3x12 = 3x4 11 Sx8 = 4x10 = 3x5 = 2.00 12 8-6-0 13-8-0 24.8-0 28-9-4 31-0.0 r a.an sa.n IN d.d.n n.a.n I d..0 >-p-12 Plate Offsets (XY)-- f2:0-1-2 Edgel [8:0-3-0 Edge] f10:0-2-10 Edge] I15:0-2-12 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(L-) -0.61 13 >709 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.95 Horz(CT) 0.42 10 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puriins. 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 7-14 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=138610-8-0, 10=1386/0-8-0 .Max Ho¢ 2=-207(LC 10) Max Uplift 2=-946(LC 12), 10=-846(LC 12) FORCES. lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-245B/1735, 6-7=-2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 2-16— 1931/3146, 15-16= 1931/3146, 14-15=-1489/2515, 13-14=-3185/5191, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=344/260, 6-14=-731/1202, 7-14=-3120/2048, 7-13=-1130/1972, 9-13=-559/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 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, Intedor(1) 2-7-3 to 18-M. Elite ior(2) 18-M to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has 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 verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (1t=lb) 2=846, 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,201 S Q WARNING-VedfydeslgnparemeteraendRE DNOTES ON MIS ANDWCLUDEDMREKRUEJ7ANCEPAGEMO-r4MrsV. 1d 015BEFORE USE Design valitl for use only wllh MirekO connectors. This design Is based ordyupon parameters shown, and Is form hdMcfuol buadhg component not a truss system. Before use, the builtlhg designer must verify Me cppllcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent budding of individual tmssweb and/or chord members ordy. Additional temporary and permanent bracing MiTek' Is Olways requaed for stablRy and to preventcollapse wMl possble Personal injury antl property damage. For general ONdonce regarding the fabrication, storoge, tlelNery, erection and bradnD of trusses and frusssydems, seeAN5U1P11 Guol2y Quads. DSB419 and BCSI Building Component 6e04 Parke East BNO. Safety Informatbtlavcaable from Truss plate Institute, 218 N. We Street State 312 Alexandria, VA 22 14. Tempe, F[30at0 Job Truss Truss Type Oty Ply CARLTON 299 T13708825 M11412 A5 SPECIAL 7 1 Job Reference o t'onal unamoers i rues, me., ran rlerce, rL 4.00 12 5' — 6 Scale = 1:61.9 16 15 3x5 = 3x4 11 5x8 = 2.00 FIT 4x10 = LOADING last) 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 Mar YES Code FBC2017/TPI2014 CSI. TC 0.60 BC 0.93 WB 0.95 Matrix -MS DEFL. in Ved(LL) -0.61 Ven(CT) -1.13 Horz(CT) 0.42 Wind(LL) 0.84 (Joe) Udell Ud 13 >709 360 13 >383 240 10 n/a n/a 13 >513 240 PLATES MT20 MT18HS Weight: 170 lb GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 on bracing. WEBS 20 SP No.3 WEBS 1Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Herz 2=-208(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6= 2450/1730, 6-7=2472/1713, 7-9=-5407/3513, 9-10_ 5950/3764 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3184/5190, 12-13=-3510/5666, 10-12=-3504/5656 ' WEBS 3-16=0/315,3-15=-799/546,5-14=-355/272,6-14=-743/1219.7-14=-3134/2058, 7-13=-1130/1972, 9-13=-560/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDIr3.Opsf; h=12ft; B=59ft; L=36ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2.7-3, Interlor(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and fames & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with anyother 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-" wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=1b) 2=846, 10=846. WalterP. Finn PE Na12839 MiTek USA, Inc. FL Cad 6BU 6904 Parke East Blvd. Tampa FL 33610 dale: April 6,2018 WARNING. Vedty designparametersand READ NOTES ON TNISAND PICLUDED MRENREFERANCEPAGEM67473 rev. 1Wa3420159EFOREUSE Wit volid for use ONV WIM MRek® connectors, lhls c0agn Is based only Tryon parameters shown. and h for an IndMdud bullding component. not runs system. Before use, Me bustling designer must verlN Me applicob111yof design parameters and properly incorporate 1hLs design into Me overall fichgdesign. buckling individual truss only. Additional temporary and permanent bracing MiTeW Bracing indicated is to prevent of web and/or chord members always requked for slabllity, and to prevent collopse wlttl passible personal Injury and property damage. For general gddcnce recording Me oricatlon, storage, delivery. erection and brachia of In sses and hues systems. sseANSVrPil QualBy CRMa, D5849 and BCSI BuBdesp Component 6904 Palle East Blvd. East B fety Nformalbsavatioble from Tun Plate Institute. 218 N. Lee Sheaf-Sutte 312. Alexandra. VA 22314,33610 Tampa, PL Type ARLTON 299 T13708826 rMl'1412 �:���COM ON M71 ob Reference (optional) cnamoers I ruse, inc., ron rlerce, rL 4.00 12 5x6 = 6 adaos marnmio mnen nmwnrcs, n,c. ru ryn eoo.ca.+�ca�o Scale=1:61.0 1 I6 17 '" 15 14 '- 12 3x8 = 3x4 11 06 = 3x8 = 3xe = 4x6 — 3x4 11 3x — LOADING (pst) 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 CSI. TC. 0.53 BC 0.67 WB 0.60 Matrix -MS DEFL Vert(LL) Vert(CT) Hou(CT) Wind(LL) in (loc) Vdefl Ud -0.28 14-15 >999 360 -0.5914-15 >730 240 0.14 10 n/a rVa 0.3414-15 >999 240 PLATES GRIP MT20 244/190 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-2-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4SP No.3 REACTIONS. (lb/size) 2=1436/0-M.10=143610-8-0 Max Hom 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 23=-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=-7B3/581, 9-12=01271, 6-15=-569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=01271 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=12R; B=59h; L=36ft; eave=5f ; Cat. 11; Fxp 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-M to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed fora live load of 20.Opst on the bottomchord 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= 1O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=lb) 2=796, 10=796. Walter P. Finn PE No.22639 ldiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Truss Truss Type Oty Ply CARLTON 299T73708827 rlob 1412 ATB COMMON 1 1 Job Reference (options]) Chambers Truss, Inc., Fort Pierce, FL A d 8.130 a Marl I 2016 MI I ex mausines, Inc. t'n Apr b uu:eu:ao au Io Scale = 1:60.9 4.00 12 5x6 3x5 = 3x4 11 3x6 = exe _ ez6 = 3x6 = 3x4 11 3x5 = 6-1-1 13-10.2 15-2-0 21-10-0 22 1 14 27-10.15 i 36-0-0 17 6 8-1-1 5-9-1 I�MI 6-8-0 P 4 5-&1 8-1-1 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ved(CT) -0.2218-21 >844 240 BCLL 0.0 ' Rep Stress [net YES WB 0.68 Horz(CT) 0.02 15 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied orb-M oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-e-0. (lb) - Max Ho¢ 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gmv All reactions 2501b 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 (Ib) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-037/333, 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 met 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. 11; Exp 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 18-0-0, Exlerior(2) 18-" to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-M 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.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 BCOL= 1 O.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. Walter P. Finn PE No.22839 Mifek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 WOW 6904 Papa East Blvd. Tampa, FL 33610 Job Truss Thus Type City Ply CARLTON299 T73708828 M11412 ATC COMMON 1 1 Job Reference (optional w3nlonri nu]a, niu., run nerca, IL 4.00 FIT 5x6 = 6 o.raus mar ��<monn rene n npr o w.ca.ra m ra Scale = 1:60.9 1 ro I,; 6 3x5 = 3x4 11 &6= 6x8 = 618 = US = 3x4 11 3x5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gap DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TPI2014 CSI. TC 0.37 BC 0.40 WB 0.68 Matrix -MS DEFL in (Joe) Vdefl Ud Vert(LL) -0.10 18-21 >999 360 Vert(CT) -0.22 18-21 >844 240 HDrz(CT) 0.02 15 n/a n1a Wind(LL) 0.1518-21 >999 240 PLATES GRIP MT20 244/190 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oo bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except at=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 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 2-3=-1239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-272/773, 7-9=3761T78, 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=390/616, 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; BCDI=3.Opsf•, h=12ft; B=59ft; L=36ft; eave=5ft', Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Inteaor(1) 2-73 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 DOL=1.60.plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chard, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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 346-0 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. Walter P. Finn PE No.22839 MTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 MREKREPENANCEPAGEMIF7473n,v. 1d1%i2015eEF0BE USE parameters shown and Is for an hdNidual building component, not leslgn parameters and p opeey Incorporate this design into Me overall and/or chord membersorry. Addltlonoitemporaryand permanent bradng MiTek' uy and property damage. For general guidance regarding the 5eeANSVIPI1 0ual8y Cmodo. DSB49 and BCSI Bustling Component 6904 Peres Ent Blvd. 69M P na Ent0 Mexondrlm VA 22314. Job - Truss Thus Type Oty Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL 6.130 s Marl l 2018 MiTek Industries, Inc. Fri Apr 6 09:29:50 2018 Pagel ID:kFmsnOwV419Zh0_nM3lc6ylJ9g-MufEPtxlEiUezVa W-p6ZNkfGeZCNIFUHODl ghgzTU2V 16.0-0 — — - - - 1.1.1 scale: atw=v 5x6 = 12 14 21�2 Sze 11 4x6 = 6x8 = 6x6 = 3xs 11 3x5 3xfi = 3x6 = LOADING (PSI) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2017ITP12014 CSI. TC 0.73 BC 0.56 WB 0.83 Matrix -MS DEFL. in (too) Udell Ud Vert(LL) -0.14 28-31 >999 360 Ven(CT) -0.2523-34 >619 240 Horz(CT) 0.04 21 n1a nfa 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 Structural wood sheathing directly applied or 4-2-12 cc pudins. 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 113 pts 3-26 JOINTS 1 Brace at JI(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except Qt=length) 25=0-11-5. (Ib) - Max Hom 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2= 583(LC 8). 26=-1557(LC 8). 25=-1259(LC 8). 21=-455(LC 8) Max Gmv AII'reactions 250 lb or less at joint(s) except 2=983(LC 13). 26=2911(LC 13). 25=2457(LC 14), 21=757(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3.4=.213f718, 4E=-213/718, 6-8=-2131718, 8-10=-2137718, 10-11=-213/718, 11-13=-213f718,13-15=-213f718,15-17=-213(718, 17-19=-87/610, 19-20=-87/610,3-5=-199/422, 5-7— 112/391, 7-9=-33/344, 12-14=0/257, 16-18=-67/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS e-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; VUIt=165mph (3-second gust) Vasd=128mph; TCDL-4.2psf; BCDL=3.Opsh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 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 roctangle M-0 tall by 2-M 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 to uplift at joint 2, 155711b uplift at joint 26, 1259 lb uplift at joint 25 and 4551b uplift at joint 21. 9) Girder carries hip end with 80-0 end setback. 10) Graphical purlin 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 to down and 461 lb up at 28-0-0, and 967 lb down and 461 lb up at 8-M 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 Cert 6604 6904 Parke East Blvd. Tampa FL 93610 Date: April 6,2018 MiTek' 69M Pa*o East BW. Tampa, FL 33010 Job Taus True Type Oty Ply CARLTON 299 T73708829 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11201 B MiTek Industries, Inc. Fri Apr 60929:5u 2u18 Paget I D:kFvnsnOwY41991O_nM3lc6ylJ99-M ufEPlxlEi UezVaW_pBZNkfGaZCNI FUHODl ghgzTU2V LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 _Unifonn.Loads.(plf)_- Vert: 1-3=-54, 20-22=-54, 28-29= 20, 23-28=-47(F=-27), 23-32= 20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (Ib) Vert: 28=-641(F) 23=-641(F) Q WARNING -Verily Eestgn paramefereand READ NOTES ONTHMANO/NCLUDMMREXNEPERANCEPAGEMX74m.. 101032015BEFOREUSS. Design volld for use only with Minis® 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 verity the oppllcabllty at design parameters and properly Incorporate this design Into the overall bu[Itlingdoslgn. Bracing indicated Is to buckling Individual truss web only. Additional temporary and bracing MiTek' prevent ofand/or chord members permanent b always reauhed for stability and to prevent collopse with possible personal hlury and property damage. For general guidance regarding Me lobacaflon, storage, delivery. erection and bracing of trusses and truss systems. seeMSVWII Gue01y Criteria, DSB89 and BC51 BUgdlnp Component 690a Peace East Blvd. Safety Womsatbfnvaiioble from Tens Plate Irsshtute. 218 N. Lee Sheet. SURe31b Alexandria, VA 22 14. Tampa, FL W610 Truss Truss Type Oty Ply CARLTON 299 T13708830 FJob 2 GRA HIP 1 IF Reference o ti0nal unamaers cuss, ma., ran rierae, ri- 1-0.0 7-1 -1 0 (i 7-10.0 5x8 MT18HS= 4.00 12 3 O 3x4 11 22 23 24 25 4 26 5x8 MT18HS= 5xe = 3x4 11 27 5 28 629 30 31 32 33 7 Scale = 1:61.9 3x5 = 3x4 It JY 4x6 = U12 =JJ 'V V, Vu U12 = 4x6 = 'V 3x4 II 3.5 = N I^ d 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 ]nor NO -Code FBC2017/TP12014 CSI. TC 0.71 BC 0.76 WB 0.94 Matrix -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 rVa n/a 0.2210-21 >999 240 PLATES MT20 MT18HS Weight: 161 Ile 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 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 cc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 3-13, 5-13 4-13,6-12:2x6 SP No.2 REACTIONS. (IWsize) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13= 2107(LC 8). 8=-799(LC 8) Max Gmv 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 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 mot 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=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 Ile uplift at joint 2, 21071b uplift at joint 13 and 799 16 uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1371b down and 301 Ile up at 7-10-0. 103 In 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 Its down and 170 lb up at 16-0-12, 103 lb down and 170 Ib up at 18-0-12, 103 lb down and 17016 up at 19-11-4, 103 Ile down and 170 He up at 21-11-4, 103 lb down and 170 lb up at 23-11-4, and 103 Ib down and 17016 up at 25-11-4, and 137 He down and 301 Ib up at 28-2-0 on top chord, and 340 It, down and 223 lb up at 7-10-0, 77 It, down and 1 lb up at 8-0-12, 77 Ib down and 1 lb up at 10-0-12, 77 Ib down and 1 Ib up at 12-0-12, 77 Ito down and 1 Ib up at 14-0-12, 77 Ib down and 1 lb up at 16-0-12, 77 Ito down and 1 lb up at 18-0-12. 77 in down and 1 Ito up at 19-11-4. 77 lb down and 1 Ib up at 21-11.4, 77 Ile down and 1 It, up at 23-11-4, 77 lb Walter P. Finn PE No,22839 down and 1 lb up at 25-114, and 77 In down and 1 Be up at 27-114, and 340 lb down and 223 Ile up at 28-2-0 on bottom chord. MiTek USA, Inc. FL Can 6634 The designtselection of such connection device(s) is the responsibility of others. ISM Parke East Blvd. Tampa 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 April 6,2018 AWARNIN17-Ve/fydesl9nparemelersandRE DNOTESONTH/SANDMCLUDEOMREKNEFENANCEPAGEMM174nmv.1D 015SEFONEUSE Design void for use only wnh Mgek® connectors. Ws design Is based only upon parameters shown, and Is for an IndNidual buliding component, not a taus system. Before use, the bulldIng designer must verify the opplicabllity of design parameters and properly Incorporate this design Into the overall buldingdesign. Bracing indicated a to buckling of lntlNldual truss web and/or chord members only, Additional temporary and bracing MiTek' prevent permanent b always required for stabelly, and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Parke East 6904 Parke East Blvd. fabrication, storage, delNMuse ery, erection and bracing of trusses antl Miss systems. eAN5UTP11 QualityCReda. PS949 and BC51 Building ding Component Tempe, Safety Informations from Truss Rate hulltule,218 N. Lee Street Suite 312. Alexondda, VA 22314.33610 able Job Truss Truss Type City Ply=Job T13708830 M11412 GRA HIP 1 Chambers Thus, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:53 2018 Page 2 1D:kFvnsnOWY419ZhO_nM3lc6ylJ9g-mTKN1 t¢BXdsDgyJ5fd1G_MHm2nBZVb6j6BFU17zTU2S LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 --7n1farm-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(8)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) MiTek' 69M Parke East BNd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x y offsets are Indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. fa For 4 x 2 orientation, locate plates 0-149' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MRek 20/20 software or upon request. 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 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: ANSVI-Pll: fVational 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 I dimensions shown In sixteenths (Drawingsscale) not to scale) I 2 3 TOP CHORDS 0 c O M U o_ O 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 PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 C) c O 2 U a O 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® MITek Engineering Reference Sheet: Mil-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 Tor I bracing should be considered. 3. Never exceed the deslgn 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/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 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, If 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. I S. 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.