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z Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11323 - 62' Grand Carlton III With porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: FL 33610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: 11���3 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 HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 i'ndividual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this'sheet, 1 hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss .Name Date 1 T9680954 I A 110/17/16 I 12 I T9680955 I A5 110/17/16 I 13 ( T9680956 I A6 110/17/16 I I4 I T9680957 I A7 110/17/16 I5 I T9680958 I A8 110/17/16 I I6 I T9680959 I A9 110/17/16 I7 I T9680960 I GRA 110/17/16 I I8 IT9680961 IGRB I10/17/16I I9 I T9680962 I J2 110/17/16 I 10 I T9680963 I J4 110/17/16 19 IT9680964 J6 10/17/16 12 I T9680065 I J8 110/17/16 I 113 I T9680966 I KJ8 110/17/16 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. 0QUIN �V��101i ° S4S' 182 _ STATE OF 44/� 24✓: •��,D,�s ` O R 1 Pl1'G,,,�`` °SeON A�M11`,Ee��� Joaquin Velez PE No.68182 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 Carlton III with T9680954 M11323 IA Iwrvnn�ry Job Reference (ootionall Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. ID:a3B4PavKnnZweXyJckSFBgyuFUN.iMeaXsQ91rHMWr 1-0-0 6-7-13 12-4-13 17-0-0 21-7-3 27-4-3 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 4.00 12 4x4 = 25 6-7-13 Scale=1:59.2 17 4x6 = 2x3 I I io 3x8 = 4x6 = 3x8 = 2x3 I 4x5 = 4x5 = _7_73 2-4- 3 1-7- 27-4-3 34-0-0 5-M 6-7-13 6-7-13 5-9-0 9-2-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 15 >999 360 PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 BC 0.55 Vert(LL) Vert(TL) 0.29 -0.72 14-15 >567 240 TCDL 7.0 BCLL 0.0 • Lumber DOL 1.25 Rep Stress Incr YES WB 0.54 Horz(TL) 0.14 10 n/a n/a Weight: 163 lb FT = 0% BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/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. (Ib) -Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-318811833, 3-4=-2663/1558, 4-5=-2616/1565, 5-24=2668/1672, 6-24=-2608l1669, 6-25=-260811669, 7-25=-2668/1672, 7-8=-2616/1565, 8-9=-2663/1558, 9-10=-3188/1833 BOT CHORD 2-17=-1629I2972, 16-17=-162912972, 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=-550l387 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) 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 = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift atjoint 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 (Ib) Vert: 24=-50(F) 25=-50(F) A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MII.7473 rev. 10/03/2015 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Welk" design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSgTPl1 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 36610 A5 62' Grand Carlton III with porch T9680955 Fort s Apr 19 2016 MtTek industries, Inc. Mon Oct 1710:40:03 2016 FySYQw 7-8-5 10-6-4 17-0-0 20-4-8 26 4-0 34-0-0 5-0- 1-0-0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 1-0-0 Scale=1:61.2 �1 6 3x10 = 2.00 12 5xB 11 5x12 = 2x3 II 3x6 = 0-6-4 204-8 5-11-8 748.0 10-6.4 9-10-4 Plate Offsets X Y -- 2:0-2-2 0-0-7 4:0-3-0 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 14 >553 360 PLATES MT20 GRIP 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 BC 0.87 Vert(LL) Vert(TL) 0.74 -1.48 13-14 >275 240 MT18HS 244/190 TCDL 7.0 BCLL 0.0 ' Lumber DOL 1.25 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 pudins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-11 Do 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=-504712830, 4-5=-5005/2833, 5-6=-5093/2947, 6-7=-2352/1498, 7-8=-2330/1420,8-9=-2383/1406, 9-10=-297911705 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=479613266, 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,(3second 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 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 Ib uplift at joint 10. 8) "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 REFERENCE PAGE MII.7473 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 �fl�YB{C, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSgTPl1 Quality Criteria, DSS-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 36610 Job Truss Truss Type Qty Ply 62' Gran�er ith porch T9680956 M11323 A6 SPECIAL 1 1 Job eftional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:04 2016 Page 1 ID: 2GIScwwyY5hnGhXVAR2UkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ72UZOVsZhySYO% 6 1-0- 8-11-11 16-0-01 18-0-0 20-4-8 25-11-15 ow-u-u 1-0.0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 Scale: 3/16"=V 2.00 12 4.00 12 6x8 = 5x6 = 5x6 = 3x6 = !93 I6 6 10-6-4 5-0-0 16-0- 25-11-15 34.0-0 10.6-4 4-5-12 0-0 4-4-8 5-7-7 8-0-1 Plate Offsets (X Y)f2.0 2 2 0 0 71 f3:0 3 0 Edoel f5:0 4 0 0-2-31 f70-2-7 Ed0e1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 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 nla n/a Weight: 156 lb FT = 0% BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) 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. (Ib/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz 2=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=-111012301, 12-13=404312141, 11-12=4528/2799, 9-11=-1528/2799 WEBS 4-14=487/484, 5-14=4581/2900, 5-13=-402/185, 6-13=466/517, 8-12=-764/537, 8-11=01257 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) 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 atjoint(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. AWARNING - Verify design paamefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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 properly incorporate this design into the overall n building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 36610 Carlton III with A7 T9680957 fibers 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 1_0. 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 5-0- 1-0-0 B-10-10 5-1-6 6-0-0 5-11-15 B-0-1 1-0-0 Scale=1:62.3 �1 6 3x10 2.00 12 5x10 = 5x6 = 5x12 = 2x3 II 4x5 = V 0 6-4 4-0-0 204' 5-11- 5 34 8-0-1 10-6-4 3-5-12 6-4-11 5-7-7 Plate Offsets (X Yl 120 2-2 0-0-71 t4 0-5-0 0-1-131 DEFL. in (loc) I/defl L/d 11 >623 360 PLATES MT20 GRIP 244/190 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 BC 0.88 Vert(LL) Vert(TL) 0.66 -1A010-11 >291 240 MT18HS 244/190 TCDL 7.0 BCLL 0.0 • Lumber DOL 1.25 Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 147 lb FT = 0% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. TOP CHORD 2x4 SP M 30 B& CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz 2=-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=-4993/2805, 4-5=-2157/1368, 5-6=-2364/1410, 6-7=-2960/1697 BOT CHORD 2-11=-2785/5096, 10-11=-143012801, 9-1 0=-1 48612746, 7-9=-1486/2746 WEBS 3-11=-412/418, 4-11=-1327/2588, 4-10=-810/415, 5-10=-166/455, 6-10=-6361444 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. ll; 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 795lb uplift at joint 2 and 812lb uplift at joint 7. 9) "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 MITEK REFERENCE PA GE MII-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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��T®k' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSS-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 36610 Job Truss Truss Type TQty FITGrand Carlton III wilh porch T9680958 M11323 AB SPECIAL Reference o do al Chambers Truss, Fort Pierce, FL 7.540 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:07 2016 Page 1 r__r+...,.io.......cr.�or nr_G,.,,r=i a -YW?, " /wrihl VVFmMi2Rw4skkNSAK2WNRWFLIWAOVSYQS 1-0• 6-8-0 12-0-0 15-8-4 20-4-B 22-0-0 24-8-12 34-04 1-0-0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-34 3x10 5x6 = 3x4 2x3 11 4x8 = = 4.00 12 4 20 5 6 21 7 ;� rr 4x6 = 5x12 = 3x4 = 2.00 12 10-" 20.4-8 22-0-0 4-M 10-6.4 9-10-4 1-7-8 12-0-0 rn.n n n n n T n•n_r -n n-9-Al rQ•IL9-R Frinal -_ Scale=1:62.2 rA LOADING (psf) SPACING- 2-0-0 CSI. TC 0.73 DEFL. Vert(LL) in (loc) 0.64 12-13 I/defl >642 Ud 360 PLATES MT20 GRIP 244/190 TCLL 20.0 7.0 Plate Grip DOL Lumber DOL 1.25 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 TCDL BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a Weight: 1541b FT = 0% BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 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. Qb/size) 2=129210-8-0, 9=133210-8-0 Max Horz 2=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=-280811655 BOT CHORD 2-13=-278515078, 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=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) 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 atjoint(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 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W1.7473 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 e truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiT®k- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional tempgrary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1pb Truss Truss Type Qty Ply =Reference h porch T9680959 U11323 A9 HIP 1 1 nal Chambers Truss. Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:08 2016 Page 1 onA—„ h,,RJnvl-InnaIHFnR4ll?T3iSvSY( r1I D- r 6-7-15 10-D-0 15-2-14 20-4-0 24-0-0 I 27-4-1 34-0.D 35-0.q 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 r 3 4-1 6-7-15 1-0-0 Scale=1:60.1 4.00 12 4x4 = 3x4 2x3 II 4xB = = 4 22 5 6 23 7 N M D N 6 15 74 ld 12 '1 3x5 3x8 = 3x6 _ 6x8 = 3x6 = 3x4 = 3x5 = = — 20-4-0 -0-0 34-0.0 10-M 10-4-0 3-8-0 10-0-0 Plate Offsets X Y -- 2:0-2-8 Ede 7:0-5-4 0-2-0 9:0-2-2 Ed e LOADING (psi) SPACING- 2-0-0 CSI. 0.24 DEFL. Vert(LL) in (loc) I/deft Ud -0.17 13-15 >999 360 PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a Weight: 156 lb FT = 0% BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz 2=-109(LC 6) Max Uplift 2=-441(LC 8), 9=-262(LC 8), 13=-904(LC 8) Max Grav 2=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=-11961685, 3-4=-874/475, 4-22=-7971472, 5-22=-797/472, 5-6=-369/747, 6-23=-369/747, 7-23=-369/747, 7-8=-78/269, 8-9=-2951175 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=-11621752, 6-13=-260/229, 7-11=-1561325, 8-11=-387/359, 7-13=-762/448 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) 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 atjoint 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. ® WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 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 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 andlor chord members only. Additional temporary and permanent bracing We[( 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, see ANSVTP11 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 36610 Job Truss Truss Type Ply Carlton III with porch T9680960 M11323 GRA HIP �Qty 1 1 �62'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL 4.00 12 3x5 = 8 0.0 1 1 17-0-0 7.640 s Apr 19 2016 Mi i en umus,ues, mu. 1-1. — „ ,v.-.,....� �� ,., , .1. , I D:_etClcxC3ixVV?huls?ypJyuFU K-Tv7cDbWA91HDU4W89cyYx9pgDz6A_CfDifCdEvySYC 1� 8-6_0+ 22-2-2 6-0 21 34-0-0 35-0-Q 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14-0 8-0-0 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. 44 = THIS DIAPHRAGM MUST BE CAPABLE OF \ TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 7x10 % 6 �I 6x10 4 3x6 19 3 13 16 5x 21 10 PSI 22 23 jU N 29 28 27 26 25 24 3x6 II 3x6 6x8 = 3x6 = 6x8 — 04 = 6x8 = 8-6-0 26-0-0 34-0-0 .. .. ,. ..,-f_A_A. 7-" 6-0-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 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) PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 cc 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 Horz 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 joints) 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=4731266, 6-9=4341313, 9-11 =4 14/371, 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=4014/2010 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=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 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). LgAD CASE S3 Standard /►WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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 building design. Bracing indicated is to prevent buckling of individual truss web andtor chord members only. Additional temporary and permanent bracing M!T®k- 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, see ANSIfTPII 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 36610 Job Truss Truss Type Dty Ply 6T Grand Carlton III with porch T9680960 M11323 GRA HIP 1 1 J b Reference(optional) Chambers Truss. Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:09 2016 Page 2 ,_.,.._ ,....c, iv nn,.ntimrnownr minrnarhNv4nnnoRA r.fnifCdrvvSYQ 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=-126(F=-72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641 (F) 24=-641 (F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 101031201E 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 p _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 36610 M11323 N1 6 62' Grand Carlton III with porch Truss, Fort Pierce, FL 7.640 s Apr 19 2016MiTek Industries, I D:SrRaEyyrgO4M78G4ra W BLW yuFUJ-Tv7cD b WA91 H C g 8-0-0 13-8-0 17-0-0 204-0 26-0-0 j 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 = 5x8 MT18HS = 4x10 5x8 MT18HS = 4.OD 12 2x3 II 4x6 = 2x3 II _. 8 TOBB0961 Mon Oct 17 10:40:09 2016 Vega 1 V89cyYx9piuz4F_C MDifCdEvySYQq 14-0-0 35-0-0 8-0-0 1-0-0 Scale = 1:60.1 16 15 14 12 - 3x6 II 4x6 = 6x10 = 6x10 = 4x6 = 3x6 Il 4x5 — 4x5 = 6 0 0 13-8-0 20 _0 26-0.0 4-0- u_n_n 5-8-0 6$-0 5-8-0 8-0-0 Plate Offsets (X Y)12 0 2 2 Ed-qel f3:0 5 4 0 2 81 15:0 3 0 Edgel 18:0-5-4 0-2-81 I9i0-2-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. TC 0.79 DEFL. Vert(LL) in (loc) 0.16 16 I/defi >999 Ud 360 TCLL 20.0 7.0 Plate Grip DOL 1.25 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 TCDL BCLL 0.0 * Rep Stress [net NO WB 0.98 Horz(TL) 0.07 9 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* 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 Horz 2=-90(LC 6) Max Uplift2=-871(LC 8), 13=-2549(LC 8), 9=-369(LC 8) Max Grav 2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 1 Row at micipt 8-13, 6-13 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=-1265/2545, 8-24=-1265/2545, 8-9=-692/331 BOT CHORD 2-16=-1655/3336, 15-16=-167613 398, 14-15=-1676/3398, 12-13=-246/658, 11 - 1 2=-246/658, 9-11=-225/595 WEBS 3-16=-402/1155, 3-14=-14311700, 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. It: Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb 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 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 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 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 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Grand Carlton III with porch 16T T9680961 M11323 GRB HIP 1 1 Job Rafer nc o io al chambers Truss, ton tierce, r[- LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) ID:SrRaEyyrg04M78G4ra W BLWyuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ` Design valid for use only with WOW 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 chopd members only. Additional temporary and permanent bracing MiT®k" 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, see ANSUTPII Duality 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. 36610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T9660962 M11323 J2 MONO TRUSS 6 1 Job Refer ce o io al an,a nnrre� d„etrice In, Mon Oct n 10•4nd0 2016 Page 1 Chambers Truss, Fort Pierce, FL I D:x1?zS IzTbJCDIIrGPH1 QukyuFUI-x5h_QxxowcP45E5KjJTnUMM21NYIjuxMxJyAnLySYQp 1-0-0 2-0-0 3x4 = Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 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 Horz(TL) 0.00 2 n/a n/a Weight: 8 lb FT = 0% BCDL 10.0 Code FBC2014frP12007 (Matrix-M) LUMBER- TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 8), 4=-3(LC 5) Max Grav 3=37(LC 13), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; 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. r� e WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 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 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 MiTei(- 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, see ANSVTPI1 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 36610 Job Truss Truss Type Qty Ply 62 Grand Carlton III with porch T9680963 M11323 J4 MONO TRUSS 8 1 Job Re rence o floral n•An-1 f1 AMR P"ne 1 Chambers Truss, Fort Pierce, FL r 'u—P,-I"��,.,,,�n ,,,�,.�n,o�,...- n,.,,., . •-.-_. ID: PDYLfd_5MdK4MSQTz7ZfRxyuFUH-x5h_QxXowcP45E5KjJTnUMMOdN WejuxMxJyAnLySYQp 1-0-0 1 4-0-0 Scale=1:11.2 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz 2=104(LC 8) Max Uplift3=-75(LC 8), 2=-171(LC 8), 4=-2(LC 8) Max Grav 3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=141t 13=5211; L=34ft; eave=6ft; Cat. 11; 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. ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 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 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 end/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 end bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSO-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 36610 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 I-- IF, ,. — ,"„ a „"" Z G, , -- �- � - - I D:IP6j tz j7xSx_c_f Xi4uz9yu FU G-PH EMdHYQgvMOgXH1 _10av6FnozSLAWAzhkJnySYQo 1-0-0 6.0.0 Scale=1:14.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 20lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical, 2=321/0.8-0, 4=54/Mechanical Max Horz 2=142(LC 8) Max Uplift3=-117(LC 8), 2=-218(LC 8) Max Grav 3=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. 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 otherlive 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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 verity the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV YiTek' 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, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Grand Carllon III with porch T9600965 M11323 AMONO TRUSS 20 1 162' Job Reference o tional v ann " A 19 9Ma MiTek Industries_ Inc. Mon Oct 17 10:40:11 2016 Page 1 Chambers Truss, Fort Pierce, FL ""' uz9yuF G-P ID:tP6jtrJ7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH 1_10av9TniQSLAWAzhkJnySYQo y 1-0-0 8-0-0 1-0-0 8-0-0 Scale=1:17.7 3x4 = 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 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 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 Weight: 26 lb FT = 0% BCDL 10.0 Code FBC20141TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. TOP CHORD 2x4 SP M 30 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 Horz 2=180(LC 8) Max Uplift3=-160(LC 8), 2=-265(LC 8) Max Grav 3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=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 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not s truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall butlding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekr 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, see ANSUTPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, ' Carlton III with porchT96BO966 M11323 KJB MONOTRUSS 4 [ly7r,_2Grand ob Reerence o do a ann n"r �o �aIr Mn'nk indnstrias_ Inc. Mon Oct 17 10:40:11 2D16 Page 1 chambers I cuss, ron rierce, rL ID:Lcg54J7LuEencmZr4�b7WMyuFUF-PHEMdHYQgvXxjOgXH1_10avAingZSFRW ny o 6 1-5 0 7-3-4 11-3-0 1 5 0 7-3-4 3-11-12 Scale=1:20.8 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) BCLL 0.0 ' Rep Stress incr NO WB 0.43 Horz(rL) BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) in (loc) Udefi Lid PLATES GRIP 0.05 7-10 >999 360 MT20 244/190 -0.11 7-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=482/0-11-5, 6=556/Mechanical Max Horz 2=244(LC 8) 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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10901498 BOT CHORD 2-7=-662/1072, 6-7=-662/1072 WEBS 3-7=0/309, 3-6=-11771727 0.02 6 n/a n/a Weight: 44lb FT=0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 9-0-4 oc 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) 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-" 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 Ito 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 (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pif) 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) AWARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( 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, see ANSIITP11 Quality Criteria, DS8-89 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 36610 Symbols I Numbering System 0 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 -�i eii For 4 x 2 orientation, locate plates 0- 'n4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20120 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 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 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 ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek a 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 ANSVTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 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 ANSIrrPI 1 Quality Criteria.