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,wig MiTek` • r, Lumber design values.are•in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on •lumber values established by others. c® y RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Inforation:Customer Info• WYNNNE DEVELOPEM ENT CORP Project Name: M11323 ModelTarnpla1123610 4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (116dividual 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.Tteal# Truss Name1 680954 A 10/17/16 12 1 T9680955 1 A5 _ 110/17/16 13 1 T9680956 I A6 10/17/16 1 14 1 T9680957 A7 1 10/17/16 1 15 1 T9680958 A8 1 10/17/16 6 IT9680959 A9 10/17/16 T9680960 GRA 10/17/16 _7 18 T9680961 GRB 1 10/17/161 19 1 T9680962 1 J2 1 10/17/161 110 1 T9680963 1 J4 1 10/17/161 111 1 T9680964 1 J6 1 10/17/161 12 ]T9680965 1 J8 1 10/17/16 1 113 1 T9680966 1 KJ8 1 10/17/161 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. 1,00I N , yF���i,� . pP lF �. .�� � G EN s., 6 182 :1 • STATE OF i A 4 O R O WN_,. 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 Sob Truss Truss Type Oty y�62Carlton III with porch T9680954 M11323 A ,COMMON 9 rence (optional) CHambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 1710:40:01 2016 Page 1 ID:a3B4PavKnnZweXvJckSFBavuFUN-iMeaXsQ91rHMWrvchxpgcTUSEIMd6iD2tQGCyMySYQj 11-0`0 6.7-13 12.4-13 17.0-0 21-7-3 27.4-3 i 34-0.0 $ 1-0-0 6.7.13 5-9.0 ----- iT�4-7-3 ~� 4-7-3 F! 5-9•D r 6-7-13 �1-0-0 4.00 F12 4x4 = 25 Scale = 1:59.2 17- 4x5 = 2x3 II 46 = 3x8 = 3x8 = 4x6 = 2x3 II 4x5 = 6_7-13 _ 5.9`0 SPACING- 2-0-0 -.. - &2-7 t -- 5DO 5-9-0 6-7-13 LOADING (psf) CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 I Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 Rep Stress Incr YES WB 0,54 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 163 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1362/0-8-0, 10=136210-8-0 Max Horz 2=179(LC 7) Max Up1ift2= 832(LC 8), 10= 832(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-318B/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= l629/2972, 15-16— 1629/2972, 15-26— 934/1925, 26-27=-934/1925, 14-27— 934/1925, 13-14=-1629/2972, 12-13= 162912972, 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; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 29 lb up at 15-0-0, and 50 lb down and 29 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=-54, 6-11= 54, 18-21=-20 Concentrated Loads (lb) Vert: 24= 50(F) 25=-50(F) ® WARMING. Verily design parameters and READ NOTES ON THIS AND INCLUDED M1 rEK REFERANCE PAGE 6111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is Erased only upon parameters shown. and is for an individual building component, not a him system. Before use, the building designer must verify the oppllcobiliN of design parameters and properly Incorporale this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord mernbers only. Addillonal lem(wraiy and permanent bracing OW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e East Blvd. fabrication, storage, delivery. erection and bracing of trusses and hiss systems, seP.ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Ta a6904 Parke East � Safety Information avallable from Truss Plate Instilute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. mP Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680955 M11323 A5 SPECIAL 9 1 Job Reference (optional) O 10D03 2016 P 1 CMambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industrtes, Inc. Mon ct 17 age ID:2GIScwwyY5hnGhXVARzUkuyuFUM-elILyYSPZSX4m92_pLr8huZhlZy4adbKKkll1 FySYow 1-0-0 7.8.5 10-6.4 17-0.0 20-4-8 26-4-0 1 34-0.0 _ 35=0--1 11.0.OT--— 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 4,00 12 5x8 11 3x10' 2.00 f 12 13 1z 5x12 = 2x3 II 3x6 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) I Weight: 154 lb FT = 0% LUMBER- BRACING- TOPCHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 20 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 20 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-795(LC 8), 10=-812(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 5402/3080, 3-4=-5047/2830, 4-5= 5005/2833, 5-6= 5093/2947, 6-7=-2352/1498, 7-8— 2330/1420, 8-9=-2383/1406, 9-10= 2979/1705 BOT CHORD 2-14=-2837/5142, 13-14=-990/2054, 12-13� 1496/2765, 10-12=-1496/2765 WEBS 3-14=-342/309, 5-14=-297/306, 6-14=-1796/3265, 6-13=-246/514, 7-13= 259/242, 9-13=-634/426 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=521t; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 lb uplift at joint 10. 8) "Send -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® wARNING . Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mli'-7473 rev. 10/03/2015 BEFORE USE � Design valid for use only vAth M1TekO conneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not IRISS ISetore ruse, the building designer must verify the applicability of design parameters and property Incorporate Ihis clestgn Into the overall a system. building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and pennanenl bracing a M!Tek" Is always required for stability and to prevent collapse with possible personal In)ury and properly damage. For general guidance regarding the fabrication, storage, delivery, emx flon and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Bugding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty, Ply 62' Grond Corlton III wBh porch T9680956 M11323 A6 SPECIAL 1 11 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr i g 20i o Mi r ex industries, Inc. Mon Oct 17 1 uwu:o4 2016 rage 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJjguT1 KtnfxNJdBM3MNE56scyHtJ72UZOVsZhySYav 1-0- 8-11-11 16-0-0 18-0-0 20.4-8 , 25.11-15 34-0-0 $5-0-q -0.0 8-11-11 7-0-5 2-0-0� 4 8 —r 5-7-7 -r- 8-0-1 0-0 �3 6 U10 = 2.00 12 4.00F12 6x8 = 5x6 = 5x6 = 2x3 11 3x6 = Scale: 3116"=1' Plate Offsets(X,Y)-- [2:0-2-2,0-0-71, (3:0-3:0 Etlge]�iS:o a-0,0-2-31, 17:0-2-7,Lagel DEFL. in (loc) Vdetl Ud PLATES GRIP LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(�L) 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 1 0-79 Horz(TL) 0.41 9 I1/a Na BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz 2=169(LC 7) Max Uplif12=-796(LC 8), 9=-811(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5374/3073, 3-4= 5240/3075, 4-5=-4981/2826, 5-6=-2255/1421, 6-7=-2312/1390, 7-8= 2320/1368, 8-9= 3010/1736 BOT CHORD 2-14=-2825/5111, 13-14=1110/2301, 12-13=-1043/2141, 11-12= 1528/2799, 9-11— 1528/2799 WEBS 4-14— 487/484, 5-14= 1581/2900, 5-13=-402/185, 6-13= 166/517, 8-12= 764/537, 8-11=0/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 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/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ull-7473 rev. 1010312015 BEFORE USE � Design valid for use only with IvllTekm1 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 piopetty incorporate this design Into the over 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, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street. Suile 312. Nexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62 Grand Carlton III vMh porch T8660857 M11323 A7 SPECIAL 1 1 Job Reference o floral 16 P 1 Chambers Truss, Fort Pierce, FL 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10.40.05 20 age I D: W SJgpGwal Ppeur6hk9 UjG5yuFUL-a7t5N ETf53no?TCNwmtcnJfOEMeV2Pldnl E P58ySYQu �1-0- q 8-10-10 + 14.0-0 _ _ i 20-0-0 25-11-15 1 34-0-0 35.0-q 1-0-09 8-10-10 5-1-6 6-0.0 5-11-15 B-0-1 -0-0 3x10 = n nn(77 2.00 12 5x10 = Sx6 = Plate Offsets X,YL_ ](2:0-2-2.0-0-7] (4:0-5-0 0-1-131 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 TCDL 7.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 ' Rep Stress Incr YES W B 0.99 BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (ib/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz2=-149(LC 6) Max Uplift2=-795(LC 8), 7— 812(LC 8) Sx12 = 2x3 11 DEFL. in (loc) Well Ud Vert(LL) 0.66 11 >623 360 Vert(TL) -1.4010-11 >291 240 Horz(TL) 0.41 7 n/a nta Scale = 1:62.3 05 = PLATES GRIP MT20 2441190 MT18HS 2441190 Weight: 147 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. 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=-1430/2801, 9-10=-1486/2746, 7-9=-1486/2746 WEBS 3-11= 412/418, 4-11— 1327/2588, 4-10= 810/415, 5-10=-166/455, 6-10=-636/444 NOTES- 1)' Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 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 0, Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 to uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE MI.7473 rev. 1WO312015 BEFORE USE. � Design valid for use only with Mileku conneclors. This design is based only upon parameters shown, and Is for an Individual bullding cornrx>nen1, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporale this design Into the overall p� building design. Bracing Indicated Is to prevent buckling of IRd(viduol truss web and/or chord members only. Additional temporary and permanent bracing WiT eW is always required for stability and to prevent collapse with posy Ne personal Injury and properly damage. For general guidance regarding the fabrk:ation, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680958 M11323 AB SPECIAL 1 1 I Job Reference (optional) 00072016 P 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Wit I m Industries, Inc. Mon ct 17 7 4 age ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW7sovVwdh1 WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs 1-0-0 8-8-4 12.0.0 15.8.4 20-4-8 22-0-0 24-8-12 34-0-0 5-0- }1.0-01---- 8.8-4 I 3-3-12 3-8-4 4-8-4 _I 1-7-8 ~2-8-12-8-12 I--— 9-3-4 1-0-0 �1 6 3x10 5x6 = 4.00 F12 2.00 112 3x4 = 20 5 2x3 II 4x8 = 6 21 7 2x3 12 11 5x12 = 3x4 = Scale = 1:62.2 l� 0t2 1� 0 4x6 = 10-6-4 20-0.6 22?_0-0_.I 34.0-0 —I 10.6-4 9-10-4 1-7-8 12.0-0 Plate Offsets O ,Y)-- [2:0-2-2,0-0-7],[7.-0-5-8 0-2-4} j9.0-2-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc 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. (Ib/size) 2=1292/0-8-0, 9=133210-8-0 Max Horz2=129(LC 7) Max Uplift2=-794(LC 8), 9= 813(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3— 5337/3033, 3-4= 4970/2788, 4-20=-3801/2193, 5-20=-3801/2193, 5-6=-2464/1521, 6-21� 2472/1529, 7-21=-2472/1529, 7-8= 2492/1487, 8-9= 2808/1655 BOT CHORD 2-13=-2785/5078, 12-13-1698/3180, 11-12— 1158/2331, 9-11=-1432/2593 WEBS 3-13=-389/395, 4-13=-895/1665, 5-13— 291/796, 5-12=-894/538, 7-12— 303/452, 7-11=-228/474, 8-11=-408/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=141h B=52ft; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. �' Design valid for use only wllh MITekO connectors. This design Is based only upon paromelers shown, and Is for an Individual building component, not a truss systern. Before use, the building designer must verify the appllcabtilfy of design paramefers and properly tncoiporafe this design Inlo fhe overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ffek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance re0aiding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tmss Plale Institute, 218 N. Lee Metal. Suite 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch 79680959 M11323 A9 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640a pi 1920--p—,,,i— . —,•, tea= I D:_etCi cxC3ixVV?huts?ypJyuFUK-?iZE?FW YO_9MswxybvRJOxHgpalHFnB4U?T3iSySYOr 1-0_q 6-7.15 10.0.0 15-2-14 20.4.0 24-0-0 27-4.1 34-0-0 5-0- 1---I ---r—+------ f--- —� 1-0-0 6-7-15 3.4-1 5-2-14 5-1-2 3-8-0 3-4-1 I 6-7-15 1-0-0 4.00 12 4x4 = 3x4 2x3 II 4x8 = = 4 22 5 6 23 7 Scale = 1:60.1 t2 rr cb 0 N I6 6 15 14 13 t2 11 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 = 10-0.0_ -__ 20.4-0 _ 24-0.0 ^�__ 34.0.0 _ 1 n_n In-e-n �— 3•R-0 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(rL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT 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 Horz2— 109(LC 6) Max Uplift2=-441(LC 8), 9=-262(LC 8), 13= 904(LC 8) Max Grav2=709(LC 17), 9=420(LC 18), 13=1554(LC 1) PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1196/685, 3-4=-874/475, 4-22= 797/472, 5-22=-797/472, 5-6= 369/747, 6-23=-369/747, 7-23=-369/747, 7-8=-78/269, 8-9= 295/175 BOT CHORD 2-15— 543/1091, 14-15=-39/316, 13-14=-39/316, 12-13=-245/259, 11-12— 245/259 WEBS 3-15=-349/338, 5-15=-256/615, 5-13= 1162/752, 6-13=-260/229, 7-11=-156/325, 8-11=-387/359, 7-13= 7621448 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst 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 MITEK REFERANCE PAGE 111I1.7473 rev- 10/03/2016 BEFORE USE � Design valid for use only with Mrfel<0 connectors. This design is based only upon parameters shown. and Is far an Individual building component not o truss system. Before use, the building designer must verity [he applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss wet) and/or chord members only. Additional temporary and permanent tracing Is always roquired for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the �►A :OYIffek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. Job Truss Truss Type Qty Carlton III with porch T9680960 M11323 GRA HIP 1 7y� rence (op tlonal) '- .. 1.,1,... n,.. �7 1(1•AaaO 7n1F Pnne � Chambers Truss, Fort Pierce, FL o..r,,o��,..,.,,,_�,,,--...-.,..-.._-...._..-.---_._._a_. I D:_etCl cxC3ixVV?hull?ypJyuFUK-Tv7cDbW A91 HDU4 W 89cyYx9pgDz6A_CfDifCdEvySYQq 17-0-0 1-0..00 I 118-6-0 22-2-2 26-0-I 34-0-0 35-0- 6-0 3-8-2 -10 -0-0 -0- 8-0-0 3-1-1 5-10-15 3-9 0 o'1 3x5 = 4.00 12 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. \ 7x10 29 28 27 3x6 11 3x6 = 6x8 = 4x4 = 11 14 ig Ste_.. 5. i,D 4 26 6x8 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 19 600 25 24 3x6 = 6x8 = LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud 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 1 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 +I Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) PLATES MT20 GRIP 244/190 Scale = 1:62.3 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 Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2= 376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22= 646(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-561/338, 3-5=-306/839, 5-7=-584/1206, 7-8=-584/1206, B-10=-584/1206, 10-12� 584/1206, 12-13=-58411206, 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= 1341313, 9-11 =-1 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=-1014/2010 WEBS 3-29— 457/1105, 3-27=-1643/836, 5-27=-769/636, 5-26=-537/346, 13-26=-934/608, 18-26— 2360/1437, 18-24=-782/1690, 21-24— 38/353, 4-5=-618/520, 19-20=-342/310, 14-15= 549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52fh L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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 puffin 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). tan ar AL WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED 69ITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use ody vrilh Milek9 connectors. This design Is Wsed only upon paramelers shown. and is for an individual building component. not a muss system. Before use, the building designer must Willy the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to p revenl buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing �te�(` Is always required for stability and to prevent collapse with possible personal krlury and property damage. For general guidance regarding the fabrlcatlon. storage, delivery, erection and bracing of trusses and truss systerns, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute, 21814. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job ss Truss Type aty Ply 62' Grand Carlton III with porch T9600960 M11323 GRA HIP 1 1 Job Reference (optional) unamoers I russ, ron rrerce, rL ID:_etCicxC3ixVV7huts?ypJyuFUK-Tv7cDbWA91HDU4WB9cyYx9pgDz6A CtDifCdEvySYQq LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 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) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek,A connectors. This design Is based only upon parameters shown, and Is for an Individual building comrxxrenL not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly incorporate this design Into the overall p�� building design. Bracing Indicated Is to prevent Lxrciding of individual truss web and/or chord members only. Additional temporary and permanent bracing --.I V10T ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information avallable from Truss Plate Institute, 21814. Lee Street, sulle 312. Alexandria, VA 22314. Tampa, FL 33610 Job cuss Truss Type Qty P y 62' Grand Carlton III with porch 79680961 M11323 GRB HIP 1 1 Job Reference o tional) c MiTe4 ind,mtrinc 1— KA— n,f 17 Yn•dtrnU 9n16 Paee 1 CKambers Truss, Fort Pierce, FL ....,......,...-__._..... _.. ...___...__, ..._. ._____- _ _ I D:SrRaEyyrgO4M78G4raW BL WyuFUJ-Tv7cDbW A91 HD U4W 89cyYx9piuz4F_CM Dif CdEvySYQq 1 0• ___ _ 8-0-0 _ 13-8-0 i 17-0-0 r^ 20-4-0 26.0-0 34 0 050 q 10-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8.0 B-0-0 1-0.0 6 0 5x8 MT18HS = 410 = 4.00 F12 2x3 11 4x6 = 3 23 4 5 6 2x3 II 7 24 5x8 MT18HS = Scale = 1:60.1 16 75 14 - 12 4x6 — 3x6 II 4x6 = 6x10 = 6x10 = 4x6 = 3x6 11 4x5 — LOADING(psf) SPACING- 2-0-0 CSf. DEFL, in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 , Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 Rep Stress incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC20141rP12007 (Matrix-M) Weight, 153 lb FT = 0% _ _ LUMBER- _ BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Horz 2= 90(LC 6) Max Upiift2=-871(LC 8), 13_ 2549(LC 6), 9=-369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23— 2062/1226, 4-23=-2062/1226, 4-5=-2062/1226, 5-6=-2062/1226, 6-7=-126512545, 7-24=-1265/2545, 8-24=-1265/2545, 8-9= 692/331 BOT CHORD 2-16=-1655/3336, 15-16= 1676/3398, 14-15=-1676/3398, 12-13_ 246/658, 11 -1 2=-246/658, 9-11=-225/595 WEBS 3-16=-402/1155, 3-14= 14311700, 4-14=-847/699, 7-13=-886f720, 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=141t; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) "Seml-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 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with IJIITekD conneclors. Tlds design is based only upon parernelers shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify file appllcablilty of design prrrameieis and properly incorporale 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 Mire ( Is always required for stabittty and to proven] collapse with possible personal injury and property damage. For general guidance regarding file Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East East Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314.FL 33610 Job ss cuss Type Qty7-Ply 62' Grand Carlton III with porch T8660961 M11323 TGRB HIP 1 1 Job Reference optional) ,. n... ,o om a n.lfTn4 rndudricc Inc Mnn (]M 17 1 n�4aH 0 2016 Paae 2 Gnamaers muss, ran rrerce, — LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) ID:SrRaEyyrg04M78G4raWBLWyuFUJ-x5h QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. �� Design valid for use only with MileW, connectors. This design Is based only upon parameters shown, and Is for an Individual building cornponent, not a IIUSS system. Before use, the building designer must verity 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. Addlllonal lemporary 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 Blvd. fabrication, storage, delivery. Mellon and bracing of trusses and truss 6904 Parke East systems, seeANSi/TPli Quality Criteria, DSB-69 and BCSi Building Component Tampa, Parke East Safety Information available from Truss Plate institute, 213 N. Lee Street, Suite 312. Alexandrla. VA 22314. ` Truss Type City Ply 62' Grand Carlton III with porch T9680962 rJob M11323 Truss J2 MONO TRUSS a 1 Job Reference o tional Clambers Truss, Fort Pierce, FL /.b" s Apr le eV 10 Na I UK THU-4105, IaU. ivi— Oui 17 i 0-1v cv i v rays i ID:xl?zSIzTbJCDIIrGPHiQukyuFUI-x5h QxXowcP45E5KjJTnUMM21NYIjuxMxJyAnLySYQp -1-0-0 2-0-0 i l00 { 200 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 r1/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3= 30(LC 8), 2=-131(LC 8), 4=-3(LC 5) Max Grav3=37(LC 13), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 2441190 Weight: 8lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc puffins. 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.Opst; h=141t; 13=52ft; L=34ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 1010312019 BEFORE USE Design valid for use only with MITeMA 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 applicablIlty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss weband/or chord members only. Additional temporary and permanent bracing •Mffek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ereciion and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instill". 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T9680963 M11323 J41. MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.evu s Apr i s 2016 mr i ak ind-ii s, mu. —0 it iU.1 V yo I D: PDYLfd_5MdK4MSQTz?Zf RxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLySYQp 1.0-0 14.0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Horz2=104(LC 8) Max Uplift3=-75(LC 8), 2=-171(LC 8), 4=-2(LC 8) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 DEFL. in (loc) Udefl Ud PLATES GRIP Verl(LL) -0.01 4-7 >999 360 MT20 2441190 Vert(TL) -0.02 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.0ps% h=14ft; B=52ft; L=3411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6tlTEKREFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE �' Design valid for use only with lvllTek'ND 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 at design parameters and property Incorporate this design Into Iho overall q�y a building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional fernporary and pemranenIYNp'If�.t bracing '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, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss ype Qty Ply 62' Grand Carlton III with porch 79680964 M11323 J6 MONO TRUSS 8 1 Job Reference (oTtional An 44 c o., - a Uhambefs I russ, Fon Yterce, t-L ..w.. - r,r, �.. •.. �.��..... .. ...... ........__. ID:tP6jiz-j7xSx_c_fxi4uz9yuFUG-PHEMdHYQgvx i6-6X 1_10av6FnozSLAWAzhkJnySYQo 6-0-0 —I p 600 ^� 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 TCDL 7.0 Lumber DOL 1.25 BC 0.42 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=120/Mechanical, 2=321/0-8-0, 4=54/Mechanical Max Horz2=142(LC 8) Max Up111t3= 117(LC 8), 2=-218(LC 8) Max Grav3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.8 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.04 4-7 >999 360 MT20 244/190 Vert(TL) -0.09 4-7 >790 240 Horz(rL) 0.00 2 n/a n/a Weight: 20 lb FT = 04'0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14f ; 13=52ft L=34ft; eave=6ft; Cat. II Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with IvtlTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syslern. Before use, the building designer must verify the oppllcabllily of design poramelets and properly Incoiporafe this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing i�A�+�ek• is always required for stability and to prevent collapse with possible personal Irqury and property damage. For general guidance regarding the e East Blvd.a, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPIl Quality Criteria, DSB-89 and BCSI Building Component Tam 6904 Parke 33st Safety Information available from Truss Plate Institute. 218 N. Lee Streel. Suite 312. Alexandria, VA 22314. __ P Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T968D965 M11323 JB MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL -0-0 N 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014ITP12007 (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 Horz2=180(LC 8) Max Uplift3— 160(LC 8), 2=-265(LC 8) Max Grav3=164(LC 1), 2--411(LC 1), 4=118(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. i.6— s npi m a 6 n 1 on nN.— „ . �., ,.. ..y.. . I D:tP6jtzj7xSx_c_fXi4uzgyuFUG-P HEMdHYQgvXxjOgXH 1 _10av9TniOSLAW AzhkJnySYQo Scale =1:17.7 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.10 4-7 >972 360 PAT20 244/190 Vert(TL) -0.27 4-7 >350 240 Horz(TL) 0.01 2 n/a n/a Weight: 26 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. �r ® WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 11,1II-7473 rev. 1010312016 BEFORE USE. �' Design valid for use only with Milek6 connectors. This design Is based only upon paramefers shown, and Is (or an Individual building component. not a truss system. Before use, the building designer must verify the appllcoblily of design paramefers and properly Incorporate this design Into the overall brtllding design. Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only. Additional lemrx)rary and permanent bracing MOW Is always required for stability and 10 prevent collapse withpossible personal Injury and properly damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSf/TPIl Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 M11323 IKJB MONOTRUSS fibers Truss, Fort Pierce, FL _- - - 7.64a s Apr t a zut a MI i eK mausrries, inc. mon ucr i i r o.4 i r zo i o ruyn ID:Lcg54J?LuEancmZr4Qb7 W MyuFUF-PH EMdHYQgvXxjOgXHl _1 OavAingZSFRW AzhkJny 1.5.0 7.3-4 11-3-0 I�^ 1-5-0 7-8-4 '-� 3-11-12 Scale = 1:20.8 3x4 = 3x4 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.26 Lumber DOL 1.25 BC 0.26 Rep Stress Incr NO WB 0.43 Code FBC2014/TP12007 (Matrix-M) REACTIONS. (lb/size) 4=207/Mechanical, 2--182/0-11-5, 6=556/Mechanical Max Horz 2=244(LC 8) Max Upiift4=-207(LC 8), 2=-312(LC 8), 6= 277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072, 6-7=-662/1072 WEBS 3-7=0/309, 3-6= 1177/727 DEFL. in (loc) Weil Ud Vert(LL) 0.05 7-10 >999 360 Vert(TL) -0.11 7-10 >999 240 Horz(TL) 0.02 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) 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 fib 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 (pif) Vert: 1-2= 54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, 13=49), 8=0(F=10, B=10)-to-5=-56(F= 18, B=-18) ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �� Design valid for use only with MITek0 conneclois. This design is based only upon pararnelers shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design pararnelerss and properly IncorFmrale 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 : M!Tek� Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Blvd. a Parke fabrication, storage, dellvery, erection and bracing of trusses and truss system6804 Perke East s, seeANSf/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tam 33610 East Safety Information available froin Truss Plate Insfifute, 218 N. Lee Streel, Suite 312, Alexandria, VA 22314. P 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-'/1 9' 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. 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. Numbering System 6-4-$ 1 dimensions shown In ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS 0 c O U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek@ All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 190/. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber 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.