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Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' Q4�\ File COPY RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: I J FL 33610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: M��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 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# Truss Name Date 1 IT9680954 J A 110/17/16 I 12 IT9680955 JA5 1 10/17/16 1 �3 T9680956 I A6 1 10/17/16 4 T9680957 A7 10/17/16 5 IT9680958 A8 10/17/16 6 IT9680959 A9 10/17/16 �7 T9680960 GRA 1 10/17/16 1 18 T9680961 GRB 1 10/17/16 19 T9680962 J2 1 10/17/16 10 T9680 663 J4 110/17/16 11 IT9680964 J6 10/17/16 12 IT9680965 IJ8 1 10/17/16 113 I T9680966 1 KJ8 1 10/17/16 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/TPI 1, Chapter2. ���enurr►rr� QUIN 182 ' :13•• STATE OF 41J� .. 4 O R 1 V P *N 4' , rnrrrr Joaquin Velez PI? No.68182 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 Grand T9580954 �1 6 Fort Pierce, FL 7.640 s Apr 19 2016 MTek Industries, ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91rHM 6 7-13 12-4-13 17-0-0 21-7-3 27-4-3 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 '- 10 •� 4x5 2x3 -- 4x6 = 3x8 3x8 = 4x6 = 2x3 I i 4x5 = = I I = 6- -13 1 -4- 3 6-7-13 5-9-0 -7-3 9-2-7 27-4-3 3 5-9-0 6-7-13 LOADING (psf) SPACING- 2-0-0 CSI'. 0.33 DEFL. Vert(LL) in (loc) Ildefi L/d 0.29 15 >999 360 PLATES GRIP MT20 244/190 TCLL 20.0 TCDL 7.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) OA4 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 purtins. 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-M 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=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-M wide will fit between the bottom chord and any other members, with BCDL = 1 O.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 (pif) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (Ib) Vert: 24=-50(F) 25=-50(F) Q WARNING - vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/012015 BEFORE USE. Design valid for use only with Mffek® 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 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 ANSUTPN Quality Criteria, DSB-89 and Bost 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 with porch T9680955 3x10 Pierce, 7-0-5 2-9-15 2.00 12 4.00 12 6-5-12 3-4-B 5-11-8 7-0-0 Oct 17 10:40:03 2016 Page 1 )Lr8huZhl Zy4adbKKkl11 FySYQw Scale=1:61.2 5x12 = 2x3 II 3x6 = 0- 20 -8 10-6-4 9-101 5-11-8 Plate Offsets X Y 20-2-2 0-0- 4:0-3-0Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 14 >553 360 PLATES MT20 GRIP 244/190 TOLL 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 FBC2014/TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-14 WEBS 2x4 SP No.3 "Except' 6-14: 2x4 SP M 30 REACTIONS. (lb/size) 2=129710-8-0, 10=1327/0-8-0 Max Horz 2=179(LC 7) Max Uplift2=-795(LC 8), 10=-812(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5402/3080, 3-4=5047/2830, 4-5=-5005/2833, 5-6=-5093/2947, 6-7=-2352/1498, 7-8=-2330/1420, 8-9=-2383/1406, 9-10=-2979/1705 BOT CHORD 2-14=-2837/5142, 13-14=-990/2054, 12-13=-1496/2765, 10-12=4496/2765 WEBS 3-14=-342/309, 5-14=-297/306, 6-14=-179613265, 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. 11; 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 atjoint(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 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. ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 101031201E BEFORE USE. Design valid for use only with Wek® 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 property 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 temporary and permanent breeing 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 ANSVTPII 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 T9680956 M11323 A6 SPECIAL 1 1 Job Refer nce o tional 640 s Anr 19 201s MITnk Industries_ Inc. Mon Oct 17 10:40:04 2016 Page 1 chambers Truss, Fort Pierce, FL V RZ " ' ID:2GISrwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ72UZOVsZhySYQv 1-0- B-11-11 16-0-0 18-0-0_ r 20 4-8 , 25-11-15 34-0-0 35-0-0 1-0.0 B-11-11 7-0-5 2 0 0 r 2— 4-8 5-7-7 Scale: 3/16°=1' �1 6 2.00 12 4.o0 12 6x8 = 5x6 = 5x6 = MW 0-6-4 is- -0 6-0- 20-4-8 25-11- 5 10-6-4 4-5-12 o 4-4-8 5-7-7 8.0-1 Plate Offsets_(X Y)f2 0 2 2 0 0 71 f370 3 0 Edgel f&0-4 0 0 2 31 f7`0 2 7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.76 TCDL 7.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (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) DEFL. in (loc) Udefl L/d Vert(LL) 0.68 14 >601 360 Vert(TL)-1.1314-17 >362 240 Horz(fL) 0.41 9 n/a n/a 3x6 = PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4.4-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/3073, 34=-5240/3075, 4-5=-4981/2826, 5-6=-2255/1421, 6-7=-2312/1390, 7-8=-2320/1368,8-9=-3010/1736 BOTCHORD 2-14=-2825/5111, 13-14=-1110/2301, 12-13=-1043/2141, 11-12=-1528/2799, 9-11 =4 528/2799 WEBS 4-14=-487/484, 5-14=1681/2900, 5-13=-402/185, 6-13=466/517, 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=3.0psf, 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 chard 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. ® 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 MiTekQD connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSVTPII Quality Criteria, DS13-89 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 r-FT ' Grand Cadton III with porch T9680957 M11323 A7 SPECIAL b Reference o ti n l 7.640 s Apr 18 2016 MiTek Industries, Inc. Mon Oct 1710:40:05 2016 Pagel ch"mha Truss. Fort Pierce. FL ._ ..._ . .. ,�.......�, ,,_�.=r.ior�co.,..orrhi,.,..,r,... ImPnAnv9Plrinl FP5RvSYC 6 3xl0 8-10-10 2.00 12 5-1-6 —r— 6-0-0 5-11-15 5x10 = 5x6 = 8-0-1 5xl2 = 2x3 11 4x5 = Scale = 1:62.3 19 0 .4 -D•0 20-4-8 10-64 3-5-12 Plate Offsets X Y -- 2:0-2-2 0-0-7 4:0-5-0 0-1-13 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/de0 Ud >623 360 PLATES MT20 GRIP 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 BC 0.88 Vert(LL) Vert(TL) 0.66 11 -1.40 10-11 >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 Weight: 147 lb FT = 0% BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5357/3035, 3-4=-499312805, 4-5=-2157/1368, 5-6=-2364/1410, 6-7=-2960/1697 2-11=-2785/5096, 10-11=-1430/2801, 9-10=-1486/2746, 7-9=-1486/2746 BOT CHORD 5-10=-166/455, 6-10=-636/444 WEBS 3-11=-412/418, 4-11=-1327/2588, 4-10=-810/415, 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 at joint(s) 2 considers parallel to grain value using ANSIITPI 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. A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111/I-7473 rev. 1010=015 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 RAiT®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 ANSUTP11 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 M11323 62' Grand Carlton III with porch T9680958 3x10 .640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:07 2016 Page 1 iG5vuFUL-XW7sovVwdhl WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs 8-8.4 3-3-12 3-8-4 4-8-4 1-7-8 ' 2-8-12 9-34 2.00 12 5x6 = 3x4 = 2x3 II 4x8 = 11 4x6 = 5x12 = 3x4 = Scale=1:62.2 0-6 20-4-8 2-0-0 34- -0 10-6-4 9-10-4 1-7-6 12-0-0 Plate Offsets X Y -- 2:0-2-2 0-0- 7:0-5-8 0-2-4 9:0-2-6 Ed e LOADING (psf) SPACING- 2-0-0 CSI. 0.73 DEFL. in Vert(LL) 0.6412-13 (loc) I/dell Ud >642 360 PLATES GRIP MT20 2441190 TCLL 20.0 Plate Grip DOL 1.25 1.25 TC BC 0.87 Vert(fL) -1.36 12-13 >301 240 MT18HS 2441190 TCDL 7.0 BCLL 0.0 ` Lumber DOL Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a Weight: 154 lb FT = 0% BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz 2=129(LC 7) Max Uplift2=-794(LC 8), 9=-813(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5337/3033, 34=4970/2788, 4-20=-3801/2193, 5-20=-3801/2193, 5-6=-2464/1521, 6-21=-2472/1529, 7-21=-2472/1529, 7-8=-249211487, 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=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/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 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mrf-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 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, OSS-89 and BCSI Building Component 4 Parke East Blvd. Tampa, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, pP, FL 36610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680959 M11323 A9 HIP 1 1 Job Re erence o tional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 1710:40:08 2016 Page 1 ID: etClcxC3ixVV?hull?ypJyuFUK-?iZE?FWYO_9MswxybvRJOxHgpalHFnB4U?T3iSySYQ 1-0- 6-7-15 10-0-0 15-2-14 20 4-0 2 i 27-4-1 34-u-u o-V- 1-0-0 6-7-15 3-4 1 5-2-14 5-1-2 3-8-0 3.4-1 6-7-15 1-0-0 Scale=1:60.1 �1 6 4.00 12 4x4 = 3x4 2x3 11 4x8 = = 4 22 5 6 23 7 15 14 ,. 12 , . 3x5 3x8 = 3x6 _ 6x8 3x6 = 3x4 3x5 = = -0-0 20-4-0 2 A 3440-0 380 100.0 10-0-0 1040 Plate Offsets X Y - 2:0-2-8 Ed a 7:0-5-4 0-2-0 9:0-2-2 Ed e LOADING (psf) SPACING- 2-0-0 CSI. 0.24 DEFL, Vert(LL) in (loc) I/deft Ud -0.17 13-15 >999 360 PLATES GRIP MT20 2441190 TCLL 20.0 Plate Grip DOL 1.25 TC TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -OA2 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horc(TL) 0.02 13 n/a n/a Weight: 156 lb FT = 0% BCDL 10.0 Code FBC20141-rP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOP CHORD 2x4 SP M 30 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=-1196/685, 3-4=-874/475, 4-22=-797/472, 5-22=-797/472, 5-6=-3691747, 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 5-13=-11621752, 6-13=-260/229, 7-11 =-1 56/325, WEBS 3-15=-349/338, 5-15=-256/615, 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 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. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 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 ��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 ANSI1TP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke Fast 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 T9680960 M11323 GRA HIP 1 1 Job eee ca (optiona e Pa 1 Chambers Truss, Fort Pierce, FL 7.640 a Apr ,v Zo,a ,w, — „SUS.uUS& 65, ,,,.. 0„ ..., „ ,.. I D:_etC1 cxC3ixVV?huls?ypJyuFU K-Tv7cDbWA91HDU4W89cyYx9pgDz6A_CfDifCdEvySYQq 1-0- 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 26-0-0 34-0-0 35-0-0 1-0-0 8-0-0 3-1-1 5-10-15 1-6.0 3-8-2 3-9-14 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. \ 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 14 3x6 192 _ 3 13 16 5x 21 J 10 22 23 N 1 2 29 28 27 26 25 24 3.6 II 3x6 6x8 = 34 = 6x8 = 4x4 = 3x5 = 6x8 = 8- 1- -1 8-6-0 -0 34-D-0 B-0.0 3-1-1 7-4-15 7-6-0 8-0-0 Plate Offsets (X Y)(3:0 3 8 Edoel (21:0 3-8 Edgel f24:0 3-8 0-3-01 (2710-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d 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 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. 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 joint(s) except 2=527(LC 13), 27=2197(LC 13). 26=2894(LC 14). 22=1015(LC 14) FORCES. (Ib) -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 =-1 51/268 BOT CHORD 2-29=-1951591, 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, 1470lb uplift at joint 26 and 646lb 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. 111 In thw I OAD CARFISI sectionloads aoolied to the face of the truss are noted as front (F) or back (B). LgAD CASE S3 Standard !, WARNING - ertry design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE Mll-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 property incorporate this design into the overall WOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing OYI jT®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 ANSVTPl1 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 Qty Ply 62' Grand Carlton III with porch T9680960 M11323 GRA HIP 1 1 Job R ce o tional OMR MTn4 lndrrefrlec in„ nn— nnf n 1n•an•ns 2016 Paee 2 Chambers Truss, Fort Pierce, FL "- is?YpJ "- -Tv7 -- ID:_etC1 cxC3ixW7huls7ypJyuFU K-Tv7cDbWA91HDU4W89cyYx9pgDz6A_C(DifCdEvySYQq 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 =-1 26(F=-72) Concentrated Loads (Ib) Vert: 29=-641(F) 24=-641(F) ® 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 MTek® 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 budding of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTelc Is always required for stabilty, 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 ANSIrTPII Quality Criteria, DSS-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. Tempe, FL 36610 Job Truss Truss Type Qty Ply�62'Gmndl�porchT9680961 M11323 GRB HIP 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:40:09 2015 Page 1 I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-Tv7cDbWA91HDU4W89cyYx9piuz4F_CMDifCdEvySYQC r1-0-G B-0-0 13-8-0 17.0-0 20.4-0 26-0-0 ay-u-u 1-0-0 -- B-0-0 5-8-0 3-4-0 3.4-0 5-B-0 8-0-0 scale=1:60.1 �1 6 5xB MT18HS = 4.00 12 4x10 = 2x3 11 46 = 5x8 MTIBHS = 16 15 -ry 12 .. 3x6 11 4x6 = 6x10 = 67t10 = 4x6 = 3x6 II 4x5 — 4x5 = 8-13-8-0 20 -0 26-0-0 4-0-0 5-B-0 8-0-0 8-0.0 5-8-0 6-8-0 Plate Offsets X Y -- 2:0-2-2 Ed a 3:0-5-4 0-2-8 5:0-3-0 Ed a 8.0-540-2-8 9:0-2-2 Ed e LOADING (psf) SPACING- 2-0-0 CSI. 0.79 DEFL. in Vert(LL) 0.16 (loc) I/deft L/d 16 >999 360 PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 Lumber DOL 1.25 TC BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 2441190 TCDL 7.0 BCLL 0.0 " Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a Weight: 153 lb FT = 0% BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 8-13, 6-13 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) 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, 11-12=-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; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 designlselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3.8=-131(F=-77), 8-10=-54, 16-17=-20, 11-16=-49(F=-29), 11-20=-20 ,& WARNING -verity 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 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply 62' Grand Carlton III with porch T9680961 M11323 GRB HIP 1 1 Job a er nce, o do n•�n �ma oe,.e � Chambers Truss, Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641 (F) 11 =-641 (F) ID:SrRaEyyrg04M78G4raWBLWyuFUJ-x5h_6;Xi P45E5KjJTnUMMteNQUjfcMxJyAnLySYQp ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 and/or chord members only. Additional temporary and permanent bracing 0 A !TeV 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 Fast 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 Grand Carlton III with porch 162' T9680962 M11323 J2 MONO TRUSS B 1 Job Refere ce (options e, Chambers Truss, Fort Pierce, FL r.oaysnpr 19201G. ,enmuusu ma,",u. a,�,, .+�.,, ,� ID:x1?zSIzTbJCDIIrGPH1QukyuFUI-x5h_QxxowcP45E5KjAnUMM21NYIju-' x-; nLySYQp 1-0-0 2-0-0 3x4 = Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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 Hori(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc 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. 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'en individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. 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 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 Grand Carlton III with porch T9680963 M11323 J4 MONO TRUSS JQty 6 1 16Z Job Reference (options) Chambers Truss, Fort Pierce, FL r.ovv s Apr -ra co io mi i me Gor , ID: PDYLfd_5MdK4MSQTz7ZfRxyuFUH-x5h_QxXowcP45E5KJJTnUMMOdN WejuxMxJyAnLySYQp N1a 1-0-0 4-0-0 3x4 = Scale = 1:11.2 LOADING (psf) SPACING- 2-0-0 CS1. 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 244/190 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 FBC20141TP12007 (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 (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; 13=521t; 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-" 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. A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. �- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 Job Truss Truss Type Ply Carlton III with porch T9680964 M11323 J6 MONO TRUSS �Qty 8 1 �62Grand Job Reference o tional Chambers Truss, Fort Pierce, FL 7.640 s Apr i e 21316 mi i arc mausmas, nro...— — , r , ' w ray. ID:tP6jtz j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH1_10av6FnozSLAWAzhkJnySYQo 1-0-0 1 6-0-0 Scale = 1:14.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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. 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 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. 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 3661D Job Truss Truss Type City Ply 62' Grand Carlton III with porch T9680965 M11323 J8 MONO TRUSS 20 1 Job afar n e o lion I ... 1O'Jn1F NAiTnL InA„clrioe 1— noon [1rt 17 10:40:11 2016 Paoe 1 Chambers Truss, Fort Pierce, FL " ID:tP6jtrJ7xSx_c fXi4uz9yuFUG-PHEMdHYQgvMOgXH1_10av9TniQSLAWAzhkJnySYQo 6 0 0 1-0-0 8-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 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 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 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 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. Scale=1:17.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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 160 lb uplift at joint 3 and 265lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING. Verify desfgn parameters end READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTekna 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 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 ANSUTPI1 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 T9680966 M11323 KJB MONO TRUSS 10ty 4 1 �62'Grand Job Refere ce o tional . noon MI 17 'I@A0-'11 9n16 Pane 1 Chambers Truss, For. Fierce, l-L ' .b7W g- vXX - - - ID:Lcg54J7LuEencmZr40b7WMyuFUF-PHEMdHYQgxJOgXH1_10avAingZSFRWAzhkJnySYQo 1-5-0 7-3-4 i 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(TL) BCDL 10.0 Code FBC2014(rP12007 (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 Horz 2=244(LC 8) Max Uplift4=-207(LC 8), 2=-312(LC 8), 6=-277(LC 8) Max Grav 4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=-11771727 in (loc) I/defi Ud PLATES 0.05 7-10 >999 360 MT20 -0.11 7-10 >999 240 0.02 6 n/a n/a Weight: 44 lb GRIP 244/190 FT = O% 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; 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 3-6-0 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 (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) ®WARNING - Verify design parameters end 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 A 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols 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.y T For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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. 0 it O 2 U n. 0 I— Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MiTek° MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For Wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with 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 ANSI/TPI 1 Quality Criteria.