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HomeMy WebLinkAboutTRUSSLumber design valuds are in accordance with ANSI/TPI 1 section 6.3 These truss designs -rely on lumber values established by others. MiTek'9 RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelTr p1a1.123610 4115 Lot/Block: Subdivision: _ ,.._... Address: N/A �� �® City: PORT ST LUCIE State: FL Copy 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 Name I Date 1 ^ T9680954 A 10/17/16 2 I T9680955 I A5 __1 10/17/16 13 I T9680956 I A6 1 10/17/16 14 I T9680957 I A7 1 10/17/16 I 15 I T9680958 I A8 110/17/16 1 16 I T9680959 I A9 1 10/17/16 I 1_ T9680960_I GRA 110/17/16 1 18 1 T9680961 I GRB 110/17/16 I 19 T9680962 I J2 1 10/17/16I 110 I T9680963 I J4 1 10/17/16 I Ill I T9680964 I J6 110/17/16 I 112 I T9680965 I J8 1 10/17/16 113 I T9680966 I KJB 1 10/17/16 I 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. AQUI N VFW _1,,i 6 182 •• S TAT E OF . l OR %1DC? . Joaquin Velez PE No.68182 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680954 M11323 A COMMON 9 1 Job Reference (optional) Cham�prs Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi I eK Inaustnes, Inc. Mon Oct it 1 uAum 206 rage 1 I D:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHM W rvchxpgcTUSEIMd6iD2tQGCyMySYQy r1-0-Q 6-7-13 12-4-13 17-0-0 21-73 i 27-43 , 34-0-0 $S-0-Q 1T% 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0-0 6 4.00 12 4x4 = 25 Scale = 1:59.2 17 — 15 "' 14 '- 12 4x5 = 2x3 II 4x6 = 3x8 = 3x8 = 4x6 = 2x3 II 4x5 = 6-7-13 12.4-13 21-73 27-4-3 34-0-0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BOLL Oro Rep Stress lncr . YES WB • 0.54 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ((b/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=179(LC 7) Max Uplift2� 832(LC 8), 10=-832(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=61t; Cat. II; 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 lb 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 up at 19-0-0 on top chord. The design/selection 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 (plf) Vert: 1-6= 54, 6-11=-54, 18-21— 20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) 0 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/032015 BEFOREUSE. Design valid for use only wilh MiTek©conneciors. THs design is based only upun purarneleis shown, and is for an individual building component. not a truss system. Before use, the building designer must ved fy the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent txrNding of IndlvIdual truss web and/r r chord members oNy. Additional temporary and pennonent brcxgng MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680955 M11323 AS SPECIAL 9 1 Job Reference (optional) Chambirs Truss, Fort Pierce, FL 1.640 s rpr ra 20, 6lAi i eR h Wu.ifie-, 1OF, wc,age ID:2GIScwwyY5hnGhXVARzUkuyuFUM-ellLyYSPZSX4m92-1Lr8huZh1Zy4adbKKkll1 FySYQw r1-0 0 7-8-5 10-6-4 17-0-0 20-4-8 26-4-0 34-0-0 �-00 IL09 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 1-0-0� 4.00 12 5x8 11 3x10 = 2.00 12 13 1z 5x12 = 2x3 II 10-6-4 20-4-8 26-4-0 34-0-0 1ft-6-4 9-10-4 5-11-8 7-8-0 Plate Offsets (X,Y)-- f2'0-2-2 0-0-71 [4:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 TCDL 7:0 Lumber DOL 1.25 BC 0:87 Vert(TQ -1.48 13-14 >275 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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 Harz 2=179(LC 7) Max Uplift2=-795(LC 8), 10= 812(LC 8) Scale = 1:61.2 3x6 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 154 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 1 Row atmidpt 6-14 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 WEBS 3-14=-342/309, 5-14=-297/306, 6-14=-1796/3265, 6-13= 246/514, 7-13=-259/242, 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., GCpi=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 tail 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 ANSl/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only will) fvliTek© conneclors. This design is based only upon pararneleis shown, and is for cur oxiividual bxudding 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 truckling of Individual truss web and/or chord memt:wrs only. Additional temporary and permanent bra:ing MiTeW Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T9680956 M11323 A6 SPECIAL 1 1 Job Reference (option 1 Chamhars Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:04 2016 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYQv 1-0- 8-11-11 16-0-0 18-0-0 14-8 25-11-15 34-0-0 5-0 -0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 -0-0 3x10 2.0D 12 4.00 FIT 6x8 = 5x6 = IL 5x6 = 3x6 = Scale: 3/16"=l' 0 2 4 0 Plate Offsets (X Y)-- f2:0-2-2 0-0-71 j3:0-3-0 Edqel j5:0-4-0 0-2-31 f7:0-2-7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 156lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. 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=1326/0-8-0 Max Horz2=169(LC 7) Max Uplift2= 796(LC 8), 9— 811(LC 8) 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, 8-9= 3010/1736 BOT CHORD 2-14= 2825/5111, 13-14=-1110/2301, 12-13— 1043/2141, 11-12= 1528/2799, 9-11= 1528/2799 WEBS 4-14= 487/484, 5-14=-1581/2900, 5-13= 402/185, 6-13=-166/517, 8-12= 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.Opst; 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) 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 tail 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/fPI 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 -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only vrilh Miffek©conneclors. This design is based only upon parameters shown, and is for an individual (wilding component, rwl � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bullding design. Bracing Indicated is to trickling of indhdduol tnissweb and/or chord members only. Additional temporjry and permanent brxfng MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII 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. Job Truss Truss Type Qty, Ply 62' Grand Carlton III with porch T9680957 M11323 A7 SPECIAL 1 1 Job Reference (optional) ChamWrs Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:05 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-a7t5NETf53no?TCNwmtcnJfOEMeV2Pldn1 EP58ySYQu r10-0 8-10-10 1411 20-0-0 25-11-15 i 34-0-0 35-0-0 1-0-0 8-10-10 5-1-6 6-0-0 5.11-15 8-0-1 dI 6 3x10 = 2.00 FIT 5x10 = 5x6 = 5x12 = 2x3 II 45 = Scale = 1:62.3 Plate Offsets (X,Y)-- [2:0-2-2 0-0-71 [4:0-5-0 0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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,(TL) -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 n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 147lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 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 Harz 2=-149(LC 6) Max Uplift2=-795(LC 8), 7=-812(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3035, 3-4=-4993/2805, 4-5= 2157/1368, 5-6=-2364/1410, 6-7=-2960/1697 BOT CHORD 2-11=-2785/5096, 10-11=-1430/2601, 9-10=-1486/2746, 7-9= 1486/2746 WEBS 3-11=-412/418, 4-11=-1327/2588, 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: 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) 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 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. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE MIh7473 rev, 10103,2015 BEFORE USE. Design valid for use only wilh Mliek©conneclors. This design is based only upon pcuumeiers shown, and is for err individual building component. roll � 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 buriding of Individual inks.%web and/or chord members only. Additional temporary and permanent bracing MO_ is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Job Truss Truss Type Qty, Ply 62' Grand Carlton III with porch T9680956 M11323 AB SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:07 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs r1-0-Q 8-8-4 12.0-0 , 15-8-4 20-4.8 22-0-0 24-8-12 34-0-0 35-0-0 1-0-0 8-8-4 3-3-12 3-8-4 4-8-4 1-71 2-8-12 9-3-4 4.00 rl2 3x10 = 2.00 12 5x6 = 3x4 = 4 20 5 2x3 11 4x8 = 6 21 7 2x3 12 11 5x12 = 3x4 = 10-6-4 20-4-8 22-0-0 34-0-0 .,. �. o.An A A T n to-n-n 4x6 = Scale = 1:62.2 LOADING (psf) TCLL 20.0 TCDL TO BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress incr YES Code FBC2014lfP12007 CSI. TC 0.73 BC 0:87 WB 0.69 (Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) 0.64 12-13 >642 360 Vert(Tl,) -.1.36 12-13 >301 240 Horz(TL) 0.39 9 n/a n/a PLATES GRIP MT20 244/190 ..MT.18HS .244/.190 Weight: 154lb 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 4-3-14 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 250 (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— 1432/2593 WEBS 3-13=-389/395, 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-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh 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) 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 ANSl1TPI 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. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MITek8 conneclors. This deagn 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 bracing building design. Bracing indicated Is to prevent txir.kling pf indtvlduai tnrss web and/or chord members oNy. Additional tempxary and permanent is always required for stabiilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek 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 Job ss Truss Type City Ply 62'Grand Carlton III with porchT9680959 M11323 �"9­ HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:08 2016 Page 1 ID: etClcxC3ixW?huls?ypJyuFUK-?iZE?FWYO_9MswxybvRJOxHgpalH FnB4U?T3iSySYQr r1-0•Q 6-7-15 10-0-0 15-2-14 , 20-4-0 24-0-0 27-4-1 34-0-0 35-0-0 10-0 6-7-15 3-0-1 5-2-14 5-1-2 3-8.0 3-4-1 6-7-15 1-0-0 4.00 12 4x4 = 3x4 2x3 11 4x8 = = 4 22 5 6 23 7 Scale = 1:60.1 m r CAS N jm 6 3x5 = Plate 15 14 13 12 11 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 10-0-0 20-4-0 24-0-0 34-0-0 10-0-0 10-4-0 3-8-0 10-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 -LumberDOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014[TP12007 CSI. DEFL. In (loc) I/defl Lid TC 0.24 Vert(LL) -0.1713-15 >999 360 BC 0.49 Vert(TQ =OA213-15 >574 240 WB 0.85 Horz(TL) 0.02 13 n/a n/a (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, (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Harz 2=-1 09(LC 6) Max Uplift2=-441(LC 8), 9=-262(LC 8), 13=-904(LC 8) 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= 762/448 3x5 = 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; 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) 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. - Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Ulf-7473 rev. 10/0312015 BEFORE USE. Design valid for use only wilh MiTek0 conneclots. This design is based only upon Wranrelers shown, and is for or,. individual building component, rrol � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building prevent Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the 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. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680960 Mt 1323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:_etCl cxC3ixW?huls?ypJyuFUK-Tv7cDbW A91 H DU4W BgcyYx9pg Dz6A_CfDifCdEvySYQq r1-0-Q 8-" 11-1-1 17-" 18.E-0 22-2-2 26-0-0 34-0-0 35-0-0 1-0-0r 8-0-0 3-1-1 5-10-15-2 3.9-14 8-" 1-0-0 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 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10 6 17 6x10 4.00 12 4 3x6 19 3 = 13 16 5x 21 10 N m1 2 22 23 t2 Cl) j411 Icy 29 28 27 26 25 24 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 3x5 = 6x8 = 8-0-0 11-1-1 18f-0 26-0-0 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 B-0-0 Plate Offsets (X Y)-- f3:0-3-8 Edgel 121:0-3-8 Edgej f24:0-3-8 0-3-01 f27:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 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 Lumbef: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 purlins. 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(LC 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, 7-8=-584/1206, 8-10=-584/1206, 10-12=-584/1206, 12-13=-584/1206, 13-15=-584/1206, 15-16=-584/1206, 16-18=-584/1206, 18-20= 2121/1203, 20-21=-2121/1203, 21-22=-2176/1197, 4-6=-173/256, 6-9= 134/313, 9-11= 114/371, 11-14= 200/419, 14-17=-102/280, 19-21=-151/268 BOT CHORD 2-29= 195/591, 28-29=-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=-537/346, 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=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=o.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.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 376 lb uplift at joint 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 purlin 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(s) 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). standard AjL WARMING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 10/032015 BEFORE USE. Design valid for use only wilh MlTek©conneclors. This design is based only upon puraneleis shown, and is for an individual building cornponeni, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bt0ding design. Bracing Indicated Is to prevent buckling of Individual trims web and/or chord members only. Additional temporary and permanent brorfng MOW p� O_ Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plafe Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I russ Truss Type Qly Ply 62' Grand Carlton III with porch T9680960 M11323 GRA HIP 1 1 Job Reference (optional) Chamhers Truss, Fort Pierce, FL 1.64a s Apr IV ZUl6 MI I eK inaustries, Inc. noon vcr it 1 VAa:VV Za1 b Page z I D:_etC1 cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 H DU4W B9cyYx9pgDz6A_CfDifCdEvySYQq LOAD CASE(S) Standard 1) Dead + Roof 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 =-1 26(F=-72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24=-641(F) ® WARMING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERAMCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wish ivlilek©conrleclors. This design is bxlsed only upon parcunelers shown, and is for art Individual building component, real � a truss system. Before use, the building designer must verify the applicability of design parameters and. properly Incorporate this design Into the overall brllldfng design. Bracing Indicated Is to prevent P,rlckling of individual tnlss web and/or chord members only. Addittonal temporaryand permanent brtx:ing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss 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 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680961 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MITek Industries, Inc. Mon Oct 17 10:40:09 2016 Fags 1 I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-Tv7cDbW A91 H D U4W 89cyYx9piuz4F_CMDifCdEvySYQq r1-0-Q 8-0-0 13-8-0 17-0-0 20-4-0 26-0-0 34-0-0 35-0-0 1-0-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-M Scale = 1:60.1 5x8 MT18HS= 4x10 = 4 00 12 2x3 I I 4x6 = 2x3 11 3 23 4 5 6 7 24 5x8 MT18HS= N N 0 N I(h 6 16 15 • 14 13 i2 11 4x5 — 3x6 11 4x6 = 6x10 = 6x10 = 4x6 = 3x6 II 4x5 — 8-0-0 13-8-0 i 20-4-0 i 26-0-0 34-0-0 R-n-n 5-R-n 6•R-0 5-8-0 8-0-0 Plate Offsets (X Y)-- f2:0-2-2 Edgel f3:0-5-4 0-2-81 (5:0-3-0,Edgel, f8:0-54,0-2-81, (9:0-2-2,Edge1 LOADING (psf) SPACING- 2-0-0 1 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 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 1531b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. 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 (lb) 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=-1265/2545, 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 -1 2=-246/658, 9-11=-225/595 WEBS 3-16= 402/1155, 3-14=-1431/700, 4-14=-847/699, 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 lb 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 lb 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 0 WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE M11-7473 rev. W103/2015 BEFORE USE. Design valid for use only wilh IvliTekO conneclors. This design is based only upon purameleis shown, and is for an, iixiividual 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 Individuol miss web .and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse v41h possible personal Injury and property damage. For general guidance regarding the 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. Alexandda, VA 22314. Tampa, FL 33610 Job TfUSS TfUSS Type Qty, Ply with porchT9680961 =111 M11323 GRB HIP 1 optional) coamoars i russ, ron rrerce, M LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) 1 D:SrRaEyyrg04M78G4raW BLW yuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJy'AnLySYQp 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE AW-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MlTek(Dconneclors. Thus design is bused only upon parameters show?), and is for an individual building component, rwl a truss system. Before use. the building designer muss verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing IrC,Irated Is to prevent txrrlAing of Indlvldual fits web and/ar chord members only. Additicnaf temporaryand permonent brooing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek` fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Bufldtng Component 6904 Parke East Blvd.' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680962 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:xl?zSIzTbJCDII rGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21NYlj uxMxJyAnLySYQp 1-" 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 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 lncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 Horz 2=67(LC 8) Max Uplift3= 30(LC 8), 2=-131(LC 6), 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 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 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; 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 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. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with MTeka conneclors. Thus design is bused only upon poxamelers shown, an d fs for an individual building c omponleni, 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 Mnrkling of indlvlduol tnjsa web and/or chord members oNy. Addifl nal temporary, and permanent bro ing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criferla, 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 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680963 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) Chamf ers Truss, Fort Pierce, FL r.ovv s Apr ra ev i o mi i ek ind—uies, ow. rviun Ocr 17 10.40.10 2v iS FV, I D: PDYLfd_5MdK4MSQTz?Zf RxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLySYQp 1-0-0 4-M Scale = 1:11.2 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 .BOLL QO ' Rep Stress tncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 14 lb FT = 0% 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 8), 2=-171(LC 8), 4=-2(LC 8) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(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 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; 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 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. Q WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE �7 Design valid for use only wish MiTek0 conneclors.lilsdesign G txued Drily upon parcrnelers sfrown, crrd is for arr irxiividual tw•,ldirrg component, rwl a truss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall bullding dasign. Bracing Indicated Is to prevent t-,trciding of Individual truss web and/or chord members only. Addiflnnol tampororyand permanent brcx;ing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, socANSI/TPI1 Quality Criteria, DSR-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Taus Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680964 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) 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_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH 1 _1 Oav6FnozSLAWAzhkJnySYQo 1-" 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/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.lncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 Uplift3=-117(LC 8), 2=-21 B(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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom 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. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev. 1010312015 BEFORE USE Design valid for use only wilh MiTek0 conneclors. Tlds design is based only upon paramelers sirouor, and is for cai individuui bUHdirrg Comporienl, rwi �" a truss system. Before use, the building designer must verify the applicability of design parameters and. properly Incorporate this design Into the overall bulWling design. Bracing Indicated is to prevent txrckling of Individual tnjss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and 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 Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680965 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MITek Industries, Inc. Mon Oct 17 10:40:11 2016 Page 1 ID:tP6jtz-j7xSx_c_fXi4uzgyuFUG-P H EMdHYQgvXxjOgXH 11 OavgTniQSLAWAzhkJnySYQo 1-0-0 8-0-0 1-0-0 8-" Scale = 1:17.7 3x4 = Plate Offsets (X,Y)-- f2:0-1-2,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 .TCDL 7.0 Lumber.DOL 1.215 SC 0.78 Vert(TL) -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 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc puffins. 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 Harz 2=180(LC 8) Max Uplift3— 160(LC 6), 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=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34fh 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.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 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE ' Design valid for use only W lh MTekO 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 NAlding design. Bracing f ldi ated La to prevent t-Aickling of Individual truss web and/or chord mamt>Prs only. Addlttonal temparary rnd pertnt:rtent tr�x:ing MOW always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 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 Truss Truss Type City Ply 62' Grand Carlton III with porch F323ob- T9680966 KJS MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MITek Industries, Inc. Mon Oct 17 10:40:11 2016 Page 1 ID:Lcg54J?LuEancmZr4Qb7W MyuFUF-PH EMdHYQgvXxjOgXH 1 _1 OavAingZSFRW AzhkJnySYQo -1-5-0 73-4 , 113-0 1-5-0 7-3-4 3-11-12 Scale = 1:20.8 3x4 = ccu u 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BELL 0,0 ' Rep Stress.lncr NO W.B . 0.43 Horz.(TL) 0-02 6 n/a n/a BCDL 10.0 Code FBC2014lrP12007 I (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=482/0-11-5, 6=556/Mechanical Max Harz2=244(LC 6) Max Uplift4=-207(LC 8), 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 PLATES GRIP MT20 244/190 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=1411; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F= 49, B= 49), 8=0(F=10, B=1 0)-to-5=-56(F=-1 8, B=-18) 0 WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MI iEIVREFERANCE PAGE M11--7473 rev. 101032015 BEFORE USE. ' Design valid for use only wish RliTelc©aonruclors. Ttas design is based only upon parameters shown, and is for (at individual brud5rg 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 t•,rrekllng of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse With possible personal Injury and property damage. For general guidance regarding the fab dcaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI 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 Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION 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. 0-'/1 d' For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 c O U a- 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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 1990 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. 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.