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Lumber design vaiues:are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T a EELL333610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model:1�11323 Lot/Block: Subdivision: SCANNED Address: N/A BY City: PORT ST LUCIE State: FL S$ Lucie County 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 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, 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. I Seal# I Truss Name Date 1 IT116973761A 1 7/27/17 12 1 T11697377 1 A5 1 7/27/17 13 1 T11697378 1 A6 1 7/27/17 14 1 T11697379 1 A7 1 7/27/17 15 I T11697380 1 A8 1 7/27/17 16 I T11697381 I A9 i 7/27/17 1 17 /T11697382 1 GRA 7/27/17 18 1 T11697383 1 GRB 1 7/27/17 19 I T11697384 I J2 1 7/27/17 110 I T11697385 I J4 1 7/27/17 11 I T11697386 I J6 1 7/27/17 1 112 I T11697387 I J8 1 7/27/17 1 113 1 T11697388 1 KJ8 1 7/27/17 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. 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 ANSVFPI 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. uONS rr �i-1 O 9M • :-33 E OF O R 1 P C?N=�`• ON A' '��,`� Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Ply Carlton III with porch Qty T11697376 M11323 A COMMON �' 1 FJObrence (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09;15:41 2017 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbr16y7YIWe3167Hxl MQymQMHytwSO r1-0-Q 6.7.13 12.4.13 17-0-0 21-7-3 27.4-3 34.0.0 85-0.0 1.0-0 6-7-13 5-9-0 4-7-3 4.7-3 5-9-0 6.7.13 1.0 0 4.00 r12 4x4 = 25 Scale = 1:59.2 17 "' 15 `" 14 '- 12 4x5 — 2x3 11 4x6 = 3x8 = 3x8 = 4x6 = 2x3 II 4x5 = 6-7-13 12.4-13 21.7.3 27-4-3 34-0-0 6-7-13 I 5-9-0 9.2-7 5-9-0—.1....._—__ 6-7-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 163 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=136210-8-0 Max Horz2=179(LC 9) Max Uplift2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/1919, 3-4=2663/1632, 4-5= 2616/1640, 5-24= 2668/1752, 6-24= 2608/1747, 6-25=-260811747, 7-25= 2668/1752, 7-8=-2616/1640, 8-9= 2663/1632, 9-10=-3188/1919 BOT CHORD 2-17=-1693/2972, 16-17= 1693/2972, 15-16=-1693/2972, 15-26=-967/1925, 26-27=-967/1925, 14-27=-967/1925, 13-14= 1693/2972, 12-13=-1693/2972, 10-12� 1693/2972 WEBS 6-14= 559/948, 7-14=-328/330, 9-14=-550/403, 6-15= 559/948, 5-15=-328/330, 3-15=-550/403 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=6fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; 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 20.0psf 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, with BCDL = I 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 30 lb up at 15-0-0, and 50 lb down and 30 lb up at 19-0-0 on top chord. The design/selection of such connection devices) 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) ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE AN-7473 rev. 1010312015 BEFORE USE ' Design valid for use orgy 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 vedry the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Addlttonal lemporary and permanent bracing MOW prevent Is always tequked to stability and to prevent collapse with possible personal Injury and property damage. For general guddonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Russ Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss ype Qty r Ply 62' Grand Carlton III with porch T11697377 M113237russ S SPECIAL 9� Job Reference (optional) e Mn- ek rndvs!!ios — Th,, .1,,197 nn-1S'd1 9n17 Penal Chambers Truss, Fort Pierce, FL 'r' "' """ "' ""' ' ---'""""' "' ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbrf6y7YIWxd116HyJMQymQMHytwSO it 0 7-8-5 10-G-4 17.0-0 20-4.8 26-4-0 34-0-0 35-0-Q 1-0-0 7-8.5 — 2 9-15 6•5-12 3- 8 5-11-8 7-8-0 1 0 0 4.00 12 Sx8 11 3x10 = 2.00 12 Scale = 1:61.2 3x6 = 5x12 = 2x3 it LOADING (pst) SPACING- 2-0-0 est. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Be 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 FBC2014/TP12007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 6-14 6-14: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1297/0-8-0, 10=1327/0-8-0 Max Horz2=179(LC 9) Max Uplift2=-795(LC 10), 10=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5402/3206, 3-4= 5047/2950, 4-5=-5005/2952, 5-6=-5093/3071, 6-7— 2352/1568, 7-8=-2330/1486, 8-9=-2383/1472, 9-10= 2979/1784 BOT CHORD 2-14=-2938/5142, 13-14— 1023/2054, 12-13= 1553/2765, 10-12=-1553/2765 WEBS 3-14= 342/317, 5-14=-297/321, 6-14� 1867/3265, 6-13=-261/514, 7-13= 259/252, 9-13= 634/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; 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 ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE � Design vaild for use only wifh MI1019 connectors. This design is based only upon Fxvameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer mtsl verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent txrckling of individual Inns web and/or chord members only. Additional temporary and permanent bracing MiTek` Ls always tequlred for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, se0ANS1/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovaliable from truss Plate Institute. 218 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 fuss Type Qty P y 62' Grand Carlton ill with porch [o7b JTruss 1 T11697378 3 A6 SPECIAL 1' 1 Job Reference (optional)____ Chambers, i cuss, hon Mice, hL r.—s npr ra cu iu-, ert erausnres,...u. inu uwcr ua.io.rc arr yes. ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W3jD9Mu0KDVecV_ujytwS? 1.0• 8.11.11 16-0-0 18-0-0 20-4-8 25.11.15 34.0.0 5-0- -0.0 8.11.11 7-0-5 2.0.0 2-4.8 5.7-7 8-0-1 -0.0 4.00 F12 6x8 = Sx6 = 3x10 = 2.00 F12 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 7.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 BCDL 10.0 Code FBC2014/TP12007 (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 5x6 = 2x3 11 DEFL. in (loc) Vdefl Ud Vert(LL) 0.68 14 >601 360 Vert(TL)-1.1314-17 >362 240 Horz(TL) 0.41 9 n/a n/a Scale: 3116"=1' 0 V 0 3x6 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 156 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Uplift2� 796(LC 10), 9= 811(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5374/3234, 3-4=-5240/3235, 4-5=-4981/2977, 5-6=-2255/1506, 6-7=-2312/1473, 7-8=-2320/1451, 8-9= 3010/1835 BOT CHORD 2-14=-2960/5111, 13-14=-1169/2301, 12-13— 1098/2141, 11-12=-1604/2799, 9-11=-1604/2799 WEBS 4-14= 487/502, 5-14=-1654/2900, 5-13=-402/193, 6-13_ 176/517, 8-12=-764/560, 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=14fh B=52ft; L=34ft; eave=6ft; Cat. I Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; 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 psi 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 joints) 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 M TEK REFERANCE PAGE MO-7473 rev. 10MI2015 SEFORE USE Design valid toy use oNy lvilh Milek6 connectors. ihis design is bosed only upon purameteis shown, and is for an individual building component• not Dot a Irtrss syslem. Before use. the building designer must verity the applicatAlly of design parameters and properly incorporate f s design into the overall building design. Bracing indicated Islo buckling of Individual truss web and/or chord members only. Adddlonal Temporary and permanent bracing MiTek` prevent h always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNd. fabrication• storage, delivery, erection and bracing of trusses and truss systems, seeANSf/TPI I Quality Criteria, DSB-89 and BCSI Building Component VA 22314. Tampa, FL 33610 Safety Information available from Truss Plale Institute. 218 N. Lee Street. Suite 312, Alexandria, o Truss Truss Type Qty Ply Carlton III with porch ' J 162'Grand T11697379 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chamber:TTruss, Fort Pierce, FL 7.640 s Apr 19 2016 MI I ek Industries, Inc. I nU JU121 U9:1S:43 2U1 f V098 1 1 D: WSJgpGwal Ppeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpIDnX_bdjbtrYj W Ik1 ftGFXQAytwS_ r1.0•q 8.10-10 14-0.0 20-0.0 25.11.15 34.0.0 $5-0-p 8-10-10 5-1-6 6-0-0 5-11-15 8.0.1 1.0-0 6x10 MT18HS = enn171-0- 3x10 = 2.00 FIT 5x6 = ru 9 Sx12 = 2x3 II 4x5 = Scale = 1:62.3 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (toe) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Verl(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a I BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 147 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0, 7=1327/0-8-0 Max Horz2= 149(LC 8) Max Uplift2= 795(LC 10), 7=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5357/3260, 3-4= 4993/3023, 4-5=-2157/1487, 5-6=-2364/1533, 6-7= 2960/1830 BOT CHORD 2-11= 2981/5096, 10-11= 1552/2801, 9-10— 1593/2746, 7-9— 1593/2746 WEBS 3-11=-412/429, 4-11= 1413/258B, 4-10=-8101448, 5-10= 174/455, 6-10=-636/458 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=521t; L=341t; eave=6ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; 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 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED Af/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with WWI) connectors. This design Is teased only upon paramelers shown, and Le for an Individual building component, not a inns system. Before use. the building designer mruf verify the applicability of design parameters and properly Incotporafe This design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek` prevent 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 o1 trusses and Inlsssyslenrm seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instliute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Tr Truss Qty P y62'Grand Carlton III with porchT11697380 M11 M11323 7USsType AL 1 1 Job Reference (optional) ChombersTruss, For[ Pierce, FL 7.640 s Apr 19 2016 M!Tek Industries, Inc. Thu Jul 27 09:15:43 2017 Page 1 I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A971 FHQuKOmgpIDnX_bdjbuZYjblpgftGFXQAytwS_ 8-8.4 12-0.0 15.8.4 20-4.11 22-0-0 24-8-12 34-0.0 35-0-0 1.0.0 8.8.4 3-3.72 3-8-4 4-8-4 1-7-8 2.8.12 9.3.4 1-0-0 5x6 = 3x4 2x3 II 4x8 = = 4.00 12 4 20 5 6 21 7 Scale = 1:62.2 12 11 5x12 = 3x4 = 4x6 = 3x10 2.00 F12 34-" LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well 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 WB 0.69 Horz(TL) 0.39 9 n/a rVa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 154 lb FT = 046 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 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0, 9=1332/0-8-0 Max Horz2=129(LC 9) Max Uplift2=-794(LC 10), 9=-813(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5337/3325, 3-4= 4970/3077, 4-20=-3801/2422, 5-20= 3801/2422, 5-6= 2464/1693, 6-21_ 2472/1702, 7-21=-2472/1702, 7-8=-2492/1650, 8-9=-2808/1824 BOT CHORD 2-13= 3045/5078, 12-13=-1898/3180, 11-12= 1289/2331, 9-11=-1573/2593 WEBS 3-13= 389/401; 4-13=-981/1665, 5-13=-301/796, 5-12= 894/602, 7-12=-352/452, 7-11=-235/474, 8-11=-408/419 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34fh eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will tit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design pmmeters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MH-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfteM connectors. This design Is based only upon rynamelets shown, and Is for an Individual LxlOding component, not a truss system. Before use, the braiding designer must verify the applicabUlty of design parameters and property incorporate this design into,lhe overall building design. Bracing Indicated is to prevent truckling of Individual tnt%web and/or chord members only. Additional temporary and permanent braclr I Is always required for stalAlry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fablcaflon, storage. delivery, etecllon and tracing o1 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 Irw ifufe, 218 N. Lee Street, Suite 312. Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type �ty' ply Carlton III with porch T11697381 1323 �1 A9 HIP i i 162'Grand Job Reference (optional) chamber Truss. Fort Pierce, FL 1.b9U s Apr IU 2Ulb MI I9K InUusrnes, Inc. I nu Jul Z/ M15:94 201 r rage 1 I D:_etCi cxC3ixVV?huls?ypJyuFUK-W N)NW bl3fdW dIzKOLEVgAxBBwy9gUDOo6w_4ycytwRz i1.0-Q 6-7.15 10-0-0 15-2.14 20.4.0 24-0.0 27-4-1 34.0.0 �5.0•p 1-0-0 6-7-15 3.4.1 5.2.14 5-1.2 3-8-0 3-4-1 6-7.15 Scale = 1:60.1 4x4 = 2x3 II 4xB = 4.00 12 3x4 = 4 22 5 6 23 7 15 14 13 12 11 3x5 = 3x8 = US = 6x8 = 3x6 = 3x4 = 3x5 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrPI2007 CSI. TC 0.24 BC 0.49 W B 0.85 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) in (foe) Well L/d -0.17 13-15 >999 360 -0.42 13-15 >574 240 0.02 13 n/a rda PLATES GRiP MT20 2441190 Weight: 156 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-6-0, 13=1554/0-8-0 Max Horz2= 109(LC 8) Max Uplift2=441(LC 10), 9= 262(LC 10), 13=-904(LC 10) Max Grav2=709(LC 19), 9=420(LC 20), 13=1554(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= i 196/754, 3-4= 874/537, 4-22=-797/532, 5-22=-797/532, 5-6= 404/747, 6-23=-404/747, 7-23=-404747, 7-8=-88/269, 8-9= 295/175 BOT CHORD 2-15=-590/1091, 14-15=-64/316, 13-14=-64/316, 12-13=-245/289, 11-12=-245/289 WEBS 3-15=-349/348, 5-15=-271/615, 5-13— 1162/851, 6-13— 260/267, 7-11 =-1 63/325, 8-11=-387/373, 7-13=-762/484 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=52It; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; 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 Ito 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 MTTEK REFERANCE PAGE Aw-7473 rev. 1010342015 BEFORE USE Design valld for use only with tvUTek6 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate INS 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 MBTeW Is always required for stablilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and Charing of trusses and truss systems, seeANSVTPI I Quality Criteria, DS8.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 0 4 Truss Truss Type oty Ply 62' Grand Carlton III wish porch I T11697382 M11323 GRA HIP 1' 1 Job Reference. (optional) Chambers, i russ, Fbn t9eree, FL ,...�„�,.�.. �.... ........ ............- ...---._. __.._. .---...-_-- I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-_ZHljxJhQxeUw7vcuyO3iBhBKM Wj DeuyLakeU2ytwRy f1 0 8-0-0 11-1-1 17-0-0 18-6.0 22.2-2 26-0-0 34-0-0 $5� 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 �1 0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 3x6 II 3x6 = 6x8 = 3x6 = 6x8 —_ 4x4 3x5 = 6x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 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 r/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 194lb FT=096 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, 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= 1731256, 6-9_ 134/313, 9-11= 114/371, 11-14=-200/419, 14-17=-1021280, 19-21=-151 /268 BOT CHORD 2-29=-195/591, 28-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26= 393/630, 24-25=-393/630, 22-24= 1014/2010 WEBS 3-29=-457/1105, 3-27— 1643/836, 5-27=-769/636, 5-26=537/346, 13-26=-934/608, 18-26=-2360/1437,18-24_ 782/1690,21-24= 38/353,4-5— 618/520,19-20=-342/310, 14-15= 549/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=521h L=34ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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 20.0psi 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 Ito 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 1n the analysis and design of this truss. 9) Graphical pufin 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) 967lb 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). Continued on pacie 2 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0.4/2015 BEFORE USE Design valid for use only with IvliTek® conneclors. This design is based only upon paratnelers shown, and Is for an Individual txIDding component, not a miss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate flits design Into the overall building design. Bracing Indicated isio prevent buckling of Individual truss web and/or chard members only. Additional terrrporaiy and permanent bracing , M0'rei`(` is always regWted for stability and to prevent collapse will) possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery- erection and bracing of trusses and truss syslerns, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information.avallable from Truss Plate Institute. 21814. Lee Street. Suile.312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Carlton III with porch • 0T11697382 162'Grand M11323 GRA HIP 1 1 Job Reference (option 1 Chambers Truss, Fort FIBICe. FL I D:_elC1 cxC3ixVV?huls?ypJyuFUK-_ZH IjxJhQxeUw7vcuy03iBhBKM WjDeuyLakeU2ytwRy 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) Q WARMING. Verify design parameters and READ NOTES ON THIS AND INCLUDEDWrK REFERANCE PAGE Ma-7473 rev. 1010312015BEFORE USE Design valid for use only with MllekO connectors. this design Is based oNy upon pcuamefers 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 Iruss web andlot chord members only. Additional lempcvary and permanent braving MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage, for general guidance regarding the fabricalfon, storage, delivery, eteclton and bracing of trusses and fmss 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 Job Truss Type city Ply 62' Grand Carlton III w th porchT11697383 GRB 71:1USS t' 1 Jot; Reference (optional) Chamber. Truss, Fort Pierce, FL ' • ✓' " """'•"'a n. U "' ' ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-Slr7xHKJAFm;["ToStYIFMU Gp1y5g5ZETB0VytwRx t1 O Q 8-0-0 13.8.0 17-0-0 I 20-4-0 26-0-0 34-0-0 35-0-Q ,-0-0 8-0-0 5-8-0 8.0-0 1-0 0 5x8 MT1BHS= 4x10 = 4.00 12 2x3 11 06 = 3 23 4 5 6 5x8 MT1 SHS = 2x3 11 7 P4 8 Scale = 1:60.1 N 0 t2 tO 16 15 14 13 12 71 4x5 -- 3x6 II 4x6 = 6x10 = 6x10 = 4x6 = 3x6 II 4x5 = 8-0-0 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20141TP12007 CSI. TC 0.79 BC 0.57 W B 0.98 (Matrix-M) DEFL in (loc) Udefl Ud Vert(LL) 0.16 16 >999 360 Vert(TL) -0.27 14-16 >912 240 Horz(TL) 0.07 9 n/a rVa PLATES GRIP MT20 244/190 MT18HS 244/190 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 puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=51010-8-0 Max Horz 2— 90(LC 6) Max Uplift2=-871(LC 8), 13= 2549(LC 8), 9= 369(LC 8) Max Grav2=1479(LC 13), 13=4684(LC 15), 9=563(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23=-2062/1226, 4-5= 2062/1226, 5-6= 2062/1226, 6-7=-1265/2545, 7-24=-1265/2545, 8-24=-1265/2545, 8-9= 6921331 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=6f; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb Lip 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-131(F=-77), 8-10= 54, 16-17= 20, 11-16=-49(F=-29), 11-20— 20 aontinuea on page z ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MI1.7473 rev. 10103@015 BEFORE USE Design valid for use only with Milek1n conneclors. 11-Ls design is based only upon rxxameters shown. and Is for an Individual building component, not a Iruss system. Before use. the ixelding designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent txacing IYAO�p��'ks B always required for stabillly 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 buss systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sulte 312. Atexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty �Py 62' Grand Carlton III whh porch T11697383 HIP, i Job Reference (optional) Chambers Truss. For Pierce. FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:46 2017 Page 2 ID:SrRaEyyrgO4M78G4raW BLW yuFUJ-Slr7xHKJAFmLXHToSfYI FMDOkmp1 y5g5ZETBOVytwRx LOAD CASE(S) Standard Con jentrated Loads (lb) Vert: 16=-641(F) 11=-641(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIf-7473 rev. 1010312015 BEFORE USE Design valid for use orJy with MllekO connectors. Ibis design Is tyased only upon parameters shown, and Is for an Individual bullding component not a Iuss system. Before use, the building designer must verify the appllcaLAIly of design paramelers and property incorporate this design into the overall building design. Bracing indicated is to prevent Lxickling of individual truss web and/or chord members only. Additional temporary and permanent tracing iV1iTek' Is always required tot stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardurg 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 $alTI Truss Plate Institute. 218 N. Lee Street. Suite 3'12, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Oty Ply III with po T11697364 M11323 ]TrussType J2 MONO TRUSS 8 1 Jab Referenoen(optionaprch ChambersTruss, Fort Pierce, Fl- 1-0-0 3x4 = r.ovu s Apt is cvio rvni un mu —hi—. mu. .ice yci I D:xl?zSlzTbJCDIIrGPH I OukyuFU I-SIr7xHKJAFmLXHToSfYI FMDYOmx3yK95ZETBOVytwRx Scale = 1:7.9 1---- 2-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BOLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (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 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz2=67(LC 10) Max Uplift3=-30(LC 10), 2=-131(LC 10), 4=-3(LC 7) Max Grav3=37(LC 15), 2=143(LC 1), 4=29(LC 3) FORCES. (Ib) - 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=34f1; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; 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 Ib 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTekB 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 Ihls design Into the overall building design. Bracing Indicated is to prevent budding 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 Inlury and property damage. For general guidance regarding fhe fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Streel, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty P 2' Grand Carlton III with porch 7job T17697385 M11323 J4 MONO TRUSS B Reference (optional) Chambers cuss, Fort rrerce, rL 3x4 = r-o u—P, I ev I rvni—aru—su—, 11— r r rug, t I D:PDYLf d_5MdK4MSQTz?Z1RxyuFUH-xyOVBdKxxYuC9O2?ON3XnZmiTAFOhnPFouDlZxytwRw 4-0.0 4.0.0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014fTP12007 (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 10) Max Upllft3=-75(LC 10), 2=-171(LC 10), 4= 2(LC 10) Max Grav3=79(LC 1), 2=229(LC 1), 4=60(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purflns. 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=34fh eave=6ft; Cat. It; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEX REFERANCE PAGE Ull-7473 rev. 1010312015 BEFORE USE. Design void (on use only with MI1ek9+ connectors. this design Is based only upon parameters shown, and Is for an individual building component not a tarns system. Before use, the bullding designer must verily the appllcubility of design parameters aryJ property incorporate this design Info the overall bolding design. Bracing Indicated is to prevent buckling of individual Imss web and/or chord members only. Additional lernporary and permanent bracing �� ���° Is always re cIdred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance tegard(ng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 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. Alexandila. VA 22314. Tampa, FL 33610 Tb I russ russ Type Qty y 62' Grand Carlton III wuh porchT11697386 M11323 J6 ONO TRUSS T 8 1 Job Reference (optional) Chambeis Truss, Fort Pierce, FL 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:47 2017 Page 1 I D:tP6jtz-j7xSx_c_fXi4uzgyuFUG-xyOVBdKxxYuC9Q2?ON3XnZmdMABWhnPFouDlZxylwRw 6-0-0 6.0.0 Scale = 1:14.8 �— 6-0-0 �.--------- 6.0-0 -I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014JTP12007 (Matrix-M) Weight: 20lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc 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 Horz2=142(LC 10) Max Upilft3— 117(LC 10), 2= 218(LC 10) 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=14fh B=52ft; 1-_34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.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 M17-EK REFERANCE PAGE M*7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors.1hIs design Is based only upon parameters shown, and Is for an Individual building component, not �� • a Inrsa system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate fhls design Into the overall budding design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additlonol temporary and permanent bracng 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 bxar.Ing of trusses and truss systems, seeANSI/TPI l Quality Cdlerfa, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Role Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss ype ?Ty Ply Callon III with porch • T11697367 M11323 is MONO TRUSS 20 1 162'Grand Job Reference (optional), ChambetsTruss, Fort Pierce. FL r.640sApr i92v rvinunmuusulob, I— ,u�����,��.��.�o—, ,l,yo, ID:tP6jtz_j7xSx_c_tXi4uz9yuFUG-PByuMzLZisO3nadBa4amKnJrKZRCOEfOi Yyl5NytwRv B•0-0 1.0.0 B-0-0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 FBC2014lrP12007 (Matrix -NI) 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 10) Max Uplift3— 160(LC 10), 2=-265(LC 10) Max Grav3=164(LC 1), 2=411(LC 1), 4=118(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.7 PLATES GRIP MT20 2441190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-12 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.Opsf; h=141t; B=52f1; L=34ft; eave=61t; Cat. II; Exp C; Encl_, GCpl=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MII-7473 rev. 10102MOIS BEFORE USE Design valld for use only with Mllelo5 conneclors. Ih(sdeslgn Is based only upon parameters shown, and Is for an individual Lxrilding component, not a truss syslem. Before use, the badiding designer must verily the applicability of design parameters and property incorporate this design Into the overall btdlding design. Bracing Indicated Is to prevent txickiing of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek° Is always tecrulted for stability and to prevent collapse vdth possible personal fnlury and property damage. For general gtddance regarding the fabricatlom storage, delivery, erection and tracing of trusses and truss systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Ttuss Plate Inslifute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. Tampa, FL 33610 Job russ Truss Type Oty 62' Grand Carlton III with porch T1169738H Ml 1323 KJe MONO TRUSS 4 T71 Job Reference (optional) Ohnmt)am buss, ran rterce, rL ,.o- . F. o"..,..1.... 11— 1.....y... ID:Lcg54J?LuEancmZr4Qb7 W MyuFUF-PByuMzLZisO3nadBa4amKnJsZZZLQ8w01 Yyl5NylwRv .y.5.0 7-3-4 11-3.0 1-5.0 7-3-4 3-11-12 Scale = 1:20.8 3x4 = - 3x4 �— 7-3.4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vett(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 HOrz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 44 lb FT = O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=48210-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=-207(LC 8), 2=-312(LC 8), 6= 277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. 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 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: ASIDE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed fora 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 Ib uplift at joint 6. 7) "Semi-dgid 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 (pif) 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valld for use only with MileW connectors. fits design is based only upon poromeleis shown. and is for an individual building component, not a miss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bttllding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek is always required rot stability and to prevent collapse with possB)le personal Injury and property damage. For general guidance regarding the fabrlcollon, storage- dellvery, etectlon and bracing of imsses and truss syslerns, soeANSt/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliabNe (torn Truss Plate Instflute, 218 N. Lee Street. Suite 312, Nexandila. VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in Mirek 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/TPI 1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, ' Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 c O S U U 0 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, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3, Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8, Unless otherwise noted, moisture content of lumber shall not exceed 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.