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• . mIflli. Miffek` 10 . a Lumber design values are in accordance with ANSI/TPI 1 section 613 These truss designs rely on lumber values established by others. File Copy RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke ee33East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelSite Inforation: T1a13233610 4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 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# I Truss Nam _ Date _ 1 T9680954 A 10/17/16 t2 1 T9680955 I A5 _ 110/17/16 13 1 T9680956 1 A6 1 10/17/16 I 14 I T9680957 ] A7 1 10/17/161 15 I T9680958 1 A8 1 10/17/16 1 6 I T9680959 I A9 1 10/17/16 I �7 __....._I T9680960 j GRA � 1 10/17/161 18 1 T9680961 I GRB 1 10/17/161 9 I T9680962 J J2 1 10/17/161 10 1 T9680963 1,14 110/17/16 11 I T9680964 JJ6 10/17/16 L12 L9680965 J8 _ 1_10/17/16 113 IT 680966 I KJ8 j 10/17/16 1 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. 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's 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. QUIN e�� • �` SF••'.• �01 182 • ytr — :-a. ; j_ :?3 STATE OF :4U daaquin Velez PE No.68182 Mrfek USA, Mr. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 Job Truss cuss Type Qty --------- P y Carlton III with porch T9680954 M1 i323 A COMMON 9 1 1=0bRrence (optional) aen s for to 901A MiTek Industries. Inc. Mon Oct 17 10:40:01 2016 Pake 1 Chiimbers Truss, t-on Tierce, rL - ID:a384PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91rHMWrvchxpgcTUSEIMd6tD2lQGCyMyS y 6-7.13 i 12.4-13 17-0.0 21-7-3__ 27-4 3 , 34-0-0 $ -O-1 1-0-0 G-7-13 5.9-0 I— 4-7-3 —r 4-7-3 I 5.9.0 r 6-7-13 �1 0 Scale = 1:59.2 4.00 F12 44 = 2x3 II 4x6 = 3x8 = 3x8 = 46 = 2x3 II 4x5 = 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.33 TCDL 7.0 Lumber DOL 1.25 BC 0.55 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 BCDL 10.0 Code FBC2014/TPI2007 (Matrix M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz2=179(LC 7) Max Uplift2_ 832(LC 8), 10=-832(LC 8) DEFL. in (loc) Well Lid Vert(LL) 0.29 15 >999 360 Vert(TL)-0.7214-15 >567 240 Horz(TL) 0.14 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 163 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3188/1833, 3-4=-2663/1558, 4-5� 2616/1565, 5-24— 2668/1672, 6-24=-2608/1669, 6-25=-2608/1669, 7-25— 2668/1672, 7-8=-2616/1565, 8-9= 2663/1558, 9-10=3188/1833 BOT CHORD 2-17= 1629/2972, 16-17=-1629/2972, 15-16=-1629/2972, 15-26=-934/1925, 26-27=934/1925, 14-27= 934/1925, 13-14=-1629/2972, 12-13=-1629/2972, 10-12— 1629/2972 WEBS 6-14— 533/948, 7-14=-328/317, 9-14=550/387, 6-15= 533/948, 5-15=-328/317, 3-15=-550/387 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=14ft; B=52ft; L=34ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 Ib uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 29 lb up at 15-0-0, and 50 lb down and 29 lb Lip at 19-0-0 on top chord. The design/selecifon of such connection device(s) is the responsibility of others. 8) 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 (pif) Vert: 1-6= 54, 6-11— 54, 18-21= 20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) Q WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with Mgek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MOW r ohgcry!; rrrir.arod for 0111-ility orld to lAovaM c011c1r,V, Volts t:w,t f:dc potsonal Inkiry arvd pnopryty rfarnrUc:, Hx gcrow.9 guldori :o rogardiag thr, 6904 Parke East Blvd.fabrication, storage, delivery, erection and tracing of trusses and truss syslems, see.ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, Parke 3st Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. M11323 JA5 SPECIAL ID:2GIScwwy n z uyu - _ i1-0-0 7-8-5 10-6-4 17-0-0 20.4-8 26-4-0 34.0-0 �_ Q 1-0 0 7.8-5 2-9.15 6-5.12 3-4-8 F' 5-11-8 7-8-0 1 0 Scale = 1:61.2 �1 0 3x10 = 2.00 12 4.00 12 5x8 11 5x12 = 2x3 II 3x6 = 10-6.4 20-4 8 �__ 26-0-0 3 -R-n 5-11-8 7-8-0 10-6.4 9-10-4 _ Plate Offsets (X,Y) L4:0-3-0 Edge] SPACING- 2-0-0 CSI. 0.82 DEFL. in Vert(LL) 0.74 — (loc) I/deft Lid 14 >553 360 PLATES MT20 GRIP 244/190 LOADING (psf) TCLL 20.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC BC 0.87 I Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 TCDL 7.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a Weight: 154 lb FT = 0% BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) --- LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-14 WEBS 2x4 SP No.3'Except' 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz 2=179(LC 7) Max Uplift2— 795(LC 8), 10=-812(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5402/3080, 3-4= 5047/2830, 4-5= 5005/2833, 5-6=-5093/2947, 6-7=-2352/1498, 7-8= 2330/1420, 8-9=-2383/1406, 9-10=-2979/1705 BOT CHORD 2-14=-2837/5142, 13-14— 990/2054, 12-13— 1496/2765, 10-12= 1496/2765 6-14=-1796/3265, 6-13=-246/514, 7-13=-259/242, WEBS 3-14=-342/309, 5-14=-297/306, 9-13=-634/426 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 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) 2 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 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ll a truss System. Before use. the building designer roust Verify the applicability of design parameters and properly incorporate this design Into the overabuilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW fv afwnys rr q,Ared for s9cri:dirty txrcf to {:,rrvont cnlicq;sc with (X,%IjAc, poisoner] Injury rind TAo{x;rty <.kurrrx,Ta. k;r g *n0101 gtllr.4:6 But wouding Coo the 6904 Perko East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSE-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee -Street. Suite 312, Alexandria, VA 22314. — Job Truss 1 Truss Type Qty7PIY7] 62'Grand Corhon III with porchT9680956 M11323 A6 SPECIAL Job Reference (optional)__ Chambers Truss, Fort Pierce, FL 7.640 S Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:04 2016 Page 1 ID:2GISewwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYQ� 16-0-0 18 -0-0 r 2' 25-11.15 34.0. M10 B-11-11 _i __I _ 0 l--1Q 8-11-11 7-0-5 20.4.8 5-7-7 M-1 1-0-0 4.00FIE 3x10 = 2.00 12 LOADING (psf) I SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 *Except- 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=132610-8-0 Max Harz 2=169(LC 7) Max Uplift2=-796(LC 8), 9=-811(LC 8) 6x8 = 5x6 = 5x6 = 2x3 II 3x6 = Scale: 3/16"=1' CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 BC 0.90 Vert(TL)-1-1314-17 >362 240 MT18HS 244/190 WB 0.79 Horz(TL) 0.41 9 n/a n/a (Matrix-M) Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when. shown. TOP CHORD 2-3=-5374/3073, 3-4=-5240/3075, 4-5=-4981/2826, 5-6=-2255/1421, 6-7=-2312/1390, 7-8=-2320/1368, B-9� 3010/1736 BOT CHORD 2-14= 2825/5111, 13-14= 1110/2301, 12-13=-1043/2141, 11-12=-152812799, 9-11— 1528/2799 WEBS 4-14_ 487/484, 5-14=-1581/2900, 5-13=-402/185, 6-13=-166/517, B-12=-764/537, 8-11=0/257 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=14ft B=52ft; L=341t; eave=6ft; 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 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 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11,111-7473 rev. 10/03,2016 BEFORE USE. " Design valid for use only with Ml1ek6 connectors.1his design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and propetly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek• Is always Io({ukod for 5ta1:41ity find to r!r4'1Cr0 C(41(>(sr; with rK,faAe i ols(tttdl Iftlmly and IA(rr ,'ty 01]r01:190. Kr 0-910Kti guldcxi .e rogar(f nij thr fabrication, storage, delivery, erection and bracing of trussesand truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet. Suite 312- Alexandrla VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 62' Grand Carlton IIIwith porch T9680957 M11323 A7 lQty SPECIAL ---- 1 Job Reference (optional) —eInc Mnn net 17 10.40'n5 2016 Paae 1 Chambers Truss, Fort Herce, FL """ "G5y --' - a7 ' - - - I D: WSJgpGwal Ppeur6hk9UjG5yuFUL-a7t5N ETf53no?TCNwmtcnJfOEMeV2Pl dn1 EP58ySYQu �0� 6-10-10 14-0-0 20-0-0 _+ 25-11-15 I 34.0.0 3 -04 1-0-0 8-10-10 5-1.6 6-0-0 5-11-15 8.0-1 -01 0 'a t 6 5x10 = 5x6 = t11�r-M = 5x12 = 2x3 II 4x5 3x10 = 2.00 F12 - Scale = 1:62.3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20-0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(fL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 147 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS, (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz2— 149(LC 6) Max Uplift2=-795(LC 8), 7=-812(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3035, 3-4=-4993/2605, 4-5=-2157/1368, 5-6=-2364/1410, 6-7=-2960/1697 BOT CHORD 2-11=-2785/5096, 10-11=-1430/2801, 9-10=-1486/2746, 7-9_ 1486/2746 WEBS 3-11— 412/418, 4-11 =-I 32712588, 4-10=-810/415, 5-10— 166/455, 6-10=-636/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-sebond gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6fh Cat.11; Exp C; Encl., GCpi=0.18; MW FRS (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) Bearing at jotnt(s) 2 considers parallel to grain value using ANSI/TPI 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 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Ull-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with 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 the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web anp� arid/or chord members only. Additional temporary and permanent tracing MOW fs always rcquirod for WflAlity and to provont collapx; with pos aAe, r■xsanai injury arrd prorxaty dantago. For gcrew:al 3t.Adrxrcr, rcgCffdru.J iho fabdcaflon. storage, delivery, erection and bracing of trusses and truss systems, seeANSIJTPI I Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21811. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job fuss cuss ype Qty Ply 62' Grand Carlton III with porch T968095B M11323 AS SPECIAL 1 i Job Reference (optional) 6 MiTek Industries, Inc. Mon Oct 17 10:40:07 2016 Page 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 201 ID:WSJgpGwaiPpeur6hk9UjG5yuFUL-XW7sovVwdhl WEmM12Bw4skkNSAK2WNRwFLjWAOySYQ,, F-0.0 6-B-4 11__2-0-0 __� 15 8 4 20-4.8 21 2 0-OT 24.8-12 _ 34-0-0 doo-n 1.0.0 8-8-4 3-3-1-12 3 8-4 4-8-4 1-7.8 2.8-12 9-3-4--r1-0-01 3x10 4.00 12 2.00 r12 5x6 = 3x4 = 2x3 I[ 4x8 = 20 5 6 21 7 2x3 1z 11 5x12 = 3x4 4x6 = = Scale = 1:62.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 I Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 1! Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 �Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154 lb FT = 0 LUMBER- BRACiNG- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 7) Max Uplift2=-794(LC 8), 9=-813(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-5337/3033, 3-4=-4970/2788, 4-20=-3801/2193, 5-20=-3801/2193; 5-6=-2464/1521, 6-21= 2472/1529, 7-21=-2472/1529, 7-8=-2492/1487, 8-9=-2808/1655 BOT CHORD 2-13= 2785/5078, 12-13= 1698/3180, 11-12=-1158/2331, 9-11= I432/2593 WEBS 3-13— 3B9/395, 4-13=-895/1665, 5-13= 291/796, 5-12— 894/538, 7-12=-303/452, 7-11=-228/474, 8-11— 408/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-secohd gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52fh L=34ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) Bearing at joint(s) 2 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 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q wARNING - Verily design parameters and READ. NOTES ON THIS AND INCLUDED MR•EK REFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE Design valid for use only with Milek0 connectors. This design is based only upon parameters shown, and Is for an individual butiding component, not a truss system. Before use,lhe building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• P; rlitVrJys rr_-r-p.8rrxf for storAfity, and to rucvord cofforju, with rx.Wifo ixfraXKtf Injr ny and prr?pony cforn(Njo, f-pr gonetal ai.ricfarico iogar(Erig fire fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 M11323 IA9 HIP , Qty FPYI Job 7.640 s "" ' ID_etClcxC3ixVV?huls'?ypuyut-uK-%rctrrvvTV_a1w5wA'VUvm" A"yVa1,1. :, 1-p- 6.7-15 10-0.0 15-2-14 20.4.0 24-0-0 27-4-1 6-7-15 5-0� 1-0-0 6-7-15 3 4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 Scale = 1:60.1 4.00 T2 4x4 = 2x3 11 4x8 = 3x4 = 4 22 5 6 23 7 10 14 - 12 3x5 3x8 = 3x6 6x8 3x6 = 3x4 3x5 = _ = LOADING (psi) SPACING- 2-0-0 CSi. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 I Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 I HOrz(fL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS . 2x4 SP No.3 REACTIONS. (Ib/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz 2=-1 09(LC 6) Max Uplift2= 441(LC 8), 9= 262(LC 8), 13=-904(LC 6) Max Grav2=709(LC 17), 9=420(LC 18), 13=1554(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1196/685, 3-4=-874/475, 4-22=797/472, 5-22= 797/472, 5-6— 369/747, 6-23=-369/747, 7-23=-369/747, 7-8=-78/269, 8-9= 295/175 BOT CHORD 2-15=-543/1091, 14-15=-39/316, 13-14=-39/316, 12-13=-245/259, 11-12=-245/259 WEBS 3-15=-349/338, 5-15=-256/615, 5-13=-1162/752, 6-13=-260/229, 7-11=-156/325, 8-11=-387/359, 7-13=-762J448 q PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 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.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2, 262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MiF7473 rev. 1010312015 BEFORE USE. � Design valid for use only with 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 the applicability of design parameters and property Incorporate this design Into the overall MiTek building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 4: aiwgp rmiulf"d for sl(AArity and to pfovant c:olicgtx With r x� ,Ado r x: ,Jnol injury aruA prot:K;rty ckuncp3c. for grn,xirl grAdraK:c regcsrdirU Tire 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria VA 22314. Jp�—'— Truss Truss Type - Oty Ply 62' Grand Carlton III with porch T9680960 M11323 GRA HIP 1 1 Job Reference o tionap 640 s Anr 19 mrl R MiTek Industries. Inc. Mon Oct 17 10:40:09 2016 Page 1 Chambers Truss, Fort Pierce, FL - -' I D:_etC 1 cxC3i xW? huts?ypJyuFUK-Tv7cDbW A91 H D U4W 89cyYx9pg Dz6A_Cf DifCdEvySYOq 1.0 8.0-0 1} 1-1-1 _ 17-0-0 _16-6-0 22-2-2 26.0-0 34.0.0 35-0.0 1_^�-- 8-0-0� 3-1-1 5-10-15 1-6-0�.� 3 8 2 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN ROOF DIAPHRAGM, OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 4x4 = THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND it 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10 6 17 6x10 4 i 3x6 4.00 1 19 ,12 3 _ � 13{ 16 5x - 21 22 23 ,n N I6 ' 0 29 28 27 26 25 24 3x6 II 3x6 = 6x8 = 3x6 = 6x8 = 4x4 3x5 = 6xB = 8-0-0 11-1-1 18.6-0 26-0-0 34-0-0 I 8-0.0 3-1-1 7-4-15 7-6-0 --.8-0-0 Plate Offsets (X Y)-- 13:0-3-8,Edgej,[21:0-3-8,Edpe],j24.0-3-8 0-3-0 f27:0-3-8,0-3-01 CSI. — DEFL. in (loc) Udefl L/d PLATES GRIP LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 194 lb FT _0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22=646(1_13 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-561/338, 3-5=-306/839, 5-7= 584/1206, 7-6= 584/1206, 8-10- 584/1206, 10-12- 584/1206, 12-13=-584/1206, 13-15- 584/1206, 15-16=-584/1206, 16-1 8=-584/1206,18-20=-2121/1203, 20-21=-2121/1203, 21-22= 2176/1197, 4-6=-173/256, 6-9= 1341313, 9-11= 114/371, 11-14=-200/419, 14-17= 102/280, 19-21=-151 /268 BOT CHORD 2-29= 195/591128-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26- 393/630, 24-25=-393/630, 22-24=-1014/2010 WEBS 3-29= 457/1105, 3-27= 1643/836, 5-27=-769/636, 5-26=-5371346, 13-26= 934/608, 18-26- 2360/1437, 18-24=-782/1690, 21-24=-38/353, 4-5= 618/520, 19-20=-342/310, 14-15=-549/402 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=14ft; B=52fh L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift atjoint 2, 1146, lb uplift at joint 27, 1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device($) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). gAD CAS tanclard WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek® connectors. TMs design is based only upon parameters shown, and Is for an Individual txrllding component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate This design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mo%k• Is alwcrys Ia1r.Au d UN stalAilly and W 1>rcvcnt collar ir: wlih 1:K)t4l:4c p twrlaf Injury ctnct ptof ; ty darns jO !. K,r genrrry, l,guirlancc rr3ar1:hn;4 ttro 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI I Qualify Criteria, DSB-89 and BCSI Building Component Tampa. Park East 0 Safety Information available from Truss Plate Institute. 218 14. Lee Street. Suite 31Z Alexandria, VA 22314. �_ Jo Truss Truss ype Qty P y 62' Grand Carlton III wilh porch T9680960 M11323 GRA HIP �LL����_� 1 Job Reference optional 7.64a s ADr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:09 2016 Page 2 urtamDers truss, ron --. r, ID:_etCicxC3ixVV?huls?ypJyuFUK-Tv7cDbWA91HDU4W89cyYx9pgDz6A_CIUB(;dbvys' taq LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 21-23= 54, 29-30= 20, 24-29=-47(F— 27), 24-33=-20, 3-11= 126(F— 72), 11-21= 126(F=-72) Concentrated Loads (lb) Vert: 29_ 641(F) 24=-641(F) Q WARNING. verity design parameters end READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI.7473 rev. 101012015 BEFORE USE. � Design valid for use only with 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 verity the applicability of design parameters and property incorporate this design Into the overall A'T®�, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional leinporary and permanent bracing 1tl1 to always uxp.rirod for WAAlty and to provord (XAlaiw: will, TxxsOnal Injury ctnrl IA qruily darnoir,. Mr EjMurai guldcrrce rcgaidino the East Blvd. fabrication, storage, delivery, erection and bracing of In6904 Parke fsses and truss systems, seeANSI/TPI I Quality Criteria, DSB•89 and BCSI Building Component Tampa, Parke East 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Jo ! fuss Truss Type Qty Ply 62' Grand Carbon III with porch T9680961 M17323 GRB HIP 1 i Job Reference o tional) .,R a..�me� r,,,. nn,... nil n i n•en no �m a a:,�a 7 Chambers Truss. Fort Pierce. FL ..„r.,_-..•....... _.. ...___...__I ..._....... ___ _ ID:SrRaEyyrg04M78G4raW BLW yuFUJ-Tv7cDbW A91 HDU4W 89cyYx9piuz4F_CMDifCdEvySYQq 8-0-0 13-8-0 17-M 20-4-0 26.0.0 __ 34-0-0 _ _ 5-0-p 1-0-0-0-0 8-0-0 5.8-0 3.4.0—�3-4-T 5-8-0F 8-0-0 11-0-0 1 4x5 = 5x8 MT18HS= 4x10 = 4.00 12 2x3 I I 4x6 = 2x3 11 3 23 4 5 6 7 24 3x6 11 4x6 = 6x10 = 6xio = 4x6 = 5x8 MT18HS= 3xs II Scale = 1:60.1 4x5 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC ' 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 2441190 BCLL 0.0 " Rep Stress Incr NO WB 0.98 i Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 1531b FT=0% LUM9ER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS.. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Horz2=-90(LC 6) Max Uplift2=-871(LC 8), 13=-2549(LC 8), 9=-369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15). 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23=-2062/1226, 4-5=-2062/1226, 5-6=-2062/1226, 6-7=-1265/2545, 7-24=-126512545, 8-24=-1265/2545, 8-9=-692/331 BOT CHORD 2-16=-1655/3336, 15-16=-1676/3398, 14-15-1676/3398, 12-13=-246/658, 11-12=-246/658, 9-11-225/595 WEBS 3-16=-402/1155, 3-14=-1431l700, 4-14=1847/699, 7-13-886/720, 8-13=-3505/1836, 8-11=-403/1157, 6-14=-1431/2780, 6-13=-3151/1776 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=14ft; B=52ft; L=34ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (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 871 Ib uplift at joint 2, 2549 Ib uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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: 1-3=54, 3-8=-131(F-77), 8-10=-54, 16-17-20, 11-16=-49(F= 29), 11-20=-20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE [):sign valid for use only with MilekO 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 verity the applicablllly of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MOW k: diwa r- tcquir"d Krr oalAlty and to prcvcnt ccRkrr so with rxx stgo rx- orx.d Injury arvd prolx r fy durnc jo. Wr g norcil gu ldcrfrr,x, rogarclln t the. fabricatlon, storage, delivery, erection and bracing of busses and husssystem% seeANSI/TP1I Quality Criteria, DSB.89 and BCS1 Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 21814. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 T9680961 M11323 I GRB I HIP LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16— 641(F) 11=-641(F) Q WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mlfek6 connectors. This design Is based only upon parameters shown, and Is for an Individual buliding,component, not a Iruss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall 1Vi�Tek� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always roquiroj tur sTat:ulity and to i:uoverd p r sonal injury oixf Ixol:xaly dam<uto, for gc:narai gutdcrrcc rcYgar«ng the 6904 Parke East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TP11 Quality Cdferia, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 2181J. Lee Street, Suite 312. Alexandria, VA 22314. _ Truss Truss Type Qty Ply 62' Grand Carlton III with porch Job T9690962 M11323 J2 MONO TRUSS 8 1 Job Reference (optional' aen <�o 9ms MiTak Industries. Inc. Mon Oct 1710A0:10 2016 Page 1 Chambers Truss, Fort Pierce, FL I D:x1?zS IzTbJC DII rGPH 1QukyuFUI-x5h_QxxowcP45E5KjJTnUMM21NYljuxMxJyAnLySYQp T-O p 2•0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. ! in (loc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0,04 Vert(TL) , -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3=-30(LC 8), 2= 131(LC 8), 4= 3(LC 5) Max Grav3=37(LC 13), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 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 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE 111II.7473 rev 10/03/2015 BEFORE USE.� Design valid for use only with MIT09 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design pcnometeis and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW H; always ra quirrd for. staLdiity artd to prcvont aolirJ; �V, with IX.,V *, IxxrxvIO fnitny and prop.orty <famctgo. Hx u0n( .31 OUICRWICO T< OOKling th4• fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 21814. Lee Street, Suite 312, Alexandda VA 22314, Tampa, FL 33610 M11323 J4 I MONO TRUSS �° Jab Referee Chambers Truss, Fort Pierce, FL 7.64o s Apr 19 2 I D:PDYLfd_5MdK4MSQTz?ZfRxyuFU 1-0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 I Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 8) Max Uplift3=-75(LC 6), 2=-171(LC 8), 4=2(LC 6) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale=1:11.2 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psF BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design. of this truss. ® 1WARNiNG - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev, 10/03/2015 BEFORE USE.� Design valid for use only with MiTek8 connectors. this design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporcrle this design Into the overall MOW lek� building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing N; always rcgrdrrxl for :lability and to pfc.'r of eolil:n." ; vAtrr IX, ,9Ao prxc+ tat Injury cxrrl t;talxAy darrrcrlgc, trn G0110101 91,40g,cc [ogruding thr, 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of Irusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tempe, FL 33610 Safety Information available from Truss Plate Institute, 218 N. tee Sireet. Suite 312. Alexandria, VA 22314. ob Truss Truss Type Qty Ply 2'Grand Carlton III with porch T9680964 M11323 J6 MONO TRUSS 8 1 Job Reference_(optionalL Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz-j7xSx_c_fXi4uzgyuFUG-PHEMdHYQgvXxjOgXH 1 _1 Oav6FnozSLAWAzhkJnySYQc 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 TCDL. 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(f L) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz2=142(LC 8) Max Upiift3=-117(LC 8), 2=-218(LC 8) Max Grav3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:14.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14111; 13=52fF L=34ft eave=6ft; Cat�,ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom 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 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only with Mlfek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIiTe[( tr ai4vcryt; ux;r.Ne><s Sor stat:dilty anri to prr..vent r-.oE{r.�xo v81h rx;rr:.it:rlc;:a+rr.>rrrrt Infury and rao;.•srty <Nariragc. Hx gonur,A. gtrkfrs-�or; rcYJattrkrg irus 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job fuss Truss hype Qty -PTy 62' Grand Carlton III with porch T9680965 M11 323 JB MONO TRUSS 20 1 Job Reference 0 tional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M1I eK Industries, Inc. Mon Oct 17 10:40:11 2016 Page 1 ID:tP6jtz-j7xSx c fXi4Llz9yuFUG-PHEMdHYQgvXxjOgXHt_1Oav9TniQSLAWAzhkJnySYQc 8-0.0 3x4 = Scale = 1:17.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 I Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(fL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a Weight: 261b FT = 0% BCDL 10.0 I Code FBC2014frP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD. Rigid ceiling'directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=411/0-8-0, 4=68/Mechanical Max Horz2=180(LC 8) Max Uplift3— 160(LC 8), 2=-265(LC 8) Max GraV3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (lb) - 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=4,2pst; BCDL=3.Opsf; h=14tt; 13=521t; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb. uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. � Design vaild for use only with MITek0 connectors. This design Is based orgy upon parameters shown. and Is for an Individual building componenl, not T a truss system. Before use. the building designer must verify 1he applicat) lity of design parameters and properly Incorporate this design Into the overall Mi lek• buffding design. Bracing Indlcaled Is to prevent buckling of indMdual truss web and/or chord members only. Additional temporary and permanent bracing Is alwrris nxpakpd for rArtl�+l0y and io provcr4 r,:oila;:,sc wiltr pos Ao porsonat fnp uy crcxl proporty clorrrc rU. e, ]-of acn rol gulcfanro rrgarc8r u ttu; 8904 Parke East Blvd, fabrication, storage, delivery, erection and bracing of homes and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BC SI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314, Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680966 M11323 KJB MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Ion Pierce, r:L ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-PHEMdHYQgvXxjOgXH 1_1 OavAingZSFRWAzhkJnySYQo 7-3.4 11-3-0 1-5-0 7-3-4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr NO WB 0.43 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=48210-11-5, 6=556/Mechanical Max Horz 2=244(LC 8) Max Uplift4=-207(LC B), 2=-312(LC 8), 6= 277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072, 6-7=-662/1072 WEBS 3-7=0/309, 3-6— 1177/727 Scale = 1:20.8 3x4 = DEFL. in (loc) Well Ud PLATES GRIP . Vert(LL) 0.05 7-10 >999 360 MT20 244/190 Vert(Q -0.11 7-10 >999 240 Horz(TL) 0.02 6 n/a h/a Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.1a; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) na 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase--.1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, 6=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B= 18) Q WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE. � design valid for use only with MllekV connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss syslenn. Before use, the building designer must verity the applicability of design parameters and prorxdy Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual lrussweb and/or chord members only. Addlfional temporary and permanent bracing MiTek• B, ulways rrgr0rx:i for strilAitly and to l:xcwcrd cnllr4 : with poWl:dc Crxxrmal Injury and l:xorx-fly dainq u. For gcnoral gutdmico rogorrang 11 io fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14-1 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, 2 orientation, locate -1/0 from outside edge of truss. .� This symbol indicates the required direction of slots in connector plates. ` Plate location details available in MiTek 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 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated, Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, • Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 C O 2 U a- O JOINTS ARE GENERALLY NUMBEREDAETTERED 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 �t MiTek` MITek 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 Tor 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/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 1946 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 ff. 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, 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.