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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 �D These truss designs rely on lumber values established by others. ?01,niN RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T pa EEL 3110-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model:11323 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014fTP12007 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. Seal# Truss Name Date 1 IT116973761A 7/27/17 12 IT11697377 1 A5 _ 7/27/17 13 1 T11697378 1 A6 1 7/27/17 1 14 I T116973791 A7 1 7/27/17 1 15 1 T11697380 1 A8 17/27/17 1 16 I T11697381 A9 7/27/17 7 I T11697382 GRA 7/27/17 18 IT116973831 GRB 17/27/17 1 19 I T116973841 J2 1 7/27/17 1 10 IT11697385IJ4 7/27/17 11 I T11697386 1 J6 17/27/17 12 I T11697387 I J8 1 7/27/17 113 I T11697388 1 KJ8 1 7/27/17 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. r 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 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. MIT& 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. F I L 1E CG�V .4 E I11 `e'9y S4$ 39380 r � r • r _ S ATE OF : •�� 0 N A' Thomas A. Albanl PE No.39380 MITak USA, Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job truss Type Oiy Ply 62' Grand Carlson III with porchT11697376 r M11323 A T"'U16ON 9 1 Job Reference (optional) Chambers Truss, Fort Pierce. FL /.640 s Apr i 9 20I6 Mirek Industries, Inc. Thu Jul 27 09 5:41 2017 rage 1 _ ID:a3B4PavKnnZweXyJckSFBgyuFUN-6ol EuZGAMi82RVbrf6y7YIW e3167Hxl MOymOMHytwSO ri-0-0 6-7.13 12-4-13 17-0-0 21-7.3 27.4.3 34-0-0 15.0•Q 11-0 0 6•7-13 5-9-0 4-7-3 4-7-3 S-9-0 6.7.13 1-0-0 �1 6 4x5 = 4.00 12 4X4 = 25 17 '- 15 -- - 14 1z 2x3 If 4x6 = 3x8 = 3x8 = 4x6 = 27-4-3 2x3 11 Scale = 1:59.2 4x5 = 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 FBC2014fTP12007 CSI. TC 0.34 BC 0.55 WB 0.57 (Matrix-M) DEFL. In (loc) Udefl Ud Vert(ILL) 0.29 15 >999 360 Vert(TL) -0.72 14-15 >567 240 Horz(TL) 0.14 10 n/a n/a PLATES GRIP MT20 244/190 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 puffins. 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=1362/0-8-0, 10=136210-8-0 Max Horz2=179(LC 9) Max Uplift2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max. 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= 2608/1747, 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=14f1; B=521t; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Interior(l) zone;C-C for members and forces & MW FRS 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 = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 (b 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 Ib 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 device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6= 54, 6-11= 54, 18-21=-20 Concentrated Loads (lb) Vert: 24=-50(F) 25=-50(F) ® 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 with Milel(0 connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a Inns system. Before use, that bullding designer must verity the applicability of design parameters and property Incorporate fh& design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery- erection and bracing of tenses and truss systems- seeANSI/1PIi 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 T11697377 M11323 A5 SPECIAL 9 1 Job Reference o tional 7 Run S A to ants Mink Industries. inc. Thu Ju127 09:15:41 2011 Pape 1 Chambers Truss, Fort Pierce, FL ID:2GIScwwyY5hnGhXVARzUkuyuFUM-601 EuZGAMi82RVbrf6y7YIWXdll6HyJMQymoMHytwSO jt p q 7-8-5 1 17 0 0 1 20-4.8 1 26-4.0 34-0-0 $5-0• 1.0.0 7-8.5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 1 0 0 Scale = 1:61.2 4.00 F12 Sx8 II 3x10 = 2.00 F12 3x6 = 5x12 = 2x3 11 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell 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 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154 lb FT = 0°b 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 4-2-10 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 REACTIONS. (lb/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. (Ib) - 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=126mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=521t; L=341t; eave=6lt; 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 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 M/TEKREFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE Design valld for use only wBh Milek0 connectors. this design is based only upon parameters shown. and is for an Individual building component not ainss system. Before use. the building designer must vedfy file applicability of design parameters and properly Incorporate IhLs design Into the overall Additional temporary and bracing MOW building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. permanent Is always required for slablilly and to prevent collapse with possible personal injury and property damage. For general gWdance regarding the storage, delivery, erection and bracing of trusses and miss sm ystes, S00ANSI/TP(1 Quality Criteria, DSB•89 and BCSI Building Component ParkeEast 6904 Parke East Blvd.fabricallom Safety Information available train truss Plate Institute. 218 N. Lee Slreel. Suite 312, Alexandria. VA 22314.33610 Tampa, Job r Truss Truss Type Gt)ti Ply porchT1.1697378JobM11 SPECIALnal �G,�nllh J 127 08'15'42 2017 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek industnes, Inc. Thu u oge _ I D:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo70Gv3fA1 RpTM4W 3jD9Mu0KDVecV_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 FIT 6x8 = 5x6 = 3x10 = 2.00 i 12 Sx6 = 2x3 11 3x6 = Scale: 3/16°=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 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.Cpsf; h=14ft; B=52f; L=34ft; eave=6ft; Cat. II; 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 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 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 MrrEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MilekO conneclors. Iris deslgn Is based only ury�n pauameters shown, and Is tot an Individual building component, not a truss system. Before use, the btrifding designer must verity the oppilcability of design parameters and properly hicorporafe this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional femporaryand permanent bracing MOW Ls always recruited for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fatxicallon, 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 Instikrte, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job russ Truss Type Qty Ply Grand Carlton III with porch T11697379 M11323 A7 SPECIAL 1 1 162' Job Reference o tional Chambers Truss. Fort Pierce. FL r.ow. AV, jn 2V 16 "1" — ,...0 .e,, iic;. a w. .9 I D: WSJgpGwal Ppeur6hkgUjG5yuFUL-2A9?I FHQuKOmgpIDnX_bdjbtrYjW Iki ttGFXQAytwS_ ri 0 q 8-10-10 14-0-0 20-0.0 25-11-15 34.0.0 $5� 1 0-0 8-10-10 5-1.6 6-0-0 5-11-15 8-0-1 1.0-0 6x10 MT18HS = n nn MT 3x10 = 2.00 12 5x6 = 5x12 = 45 = Scale = 1:62.3 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a nfa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 147 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 4-2-3 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— 1413/2588, 4-10= 810/448, 5-1 0=-1 74/455, 6-10=-636/458 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521t; L=341t; 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 fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NII.7473 rev. 1010312015 BEFORE USE. Design valid for use only Willi fATek8 connectors. Tins design Is based only upon parameters shown, and Is for an Individual balding component, not � a truss system. Before use, the building designer must verify the applicability of design parameters andproperly Incorporate flits 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 6VIlTW Is always required for stabliily and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabricaffort 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, Sulte 312. Alexandria- VA 22314. Tampa, FL 33610 Job toss russ Type T^ T Qt Ply Carlton III with porch T11697360 M11323 AB SPECIAL 1 1 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL '• - P"r"u'o&" .emu - ` I D: W SJgpGwal Ppeur6hk9UjG5yuFU L-2A9?I F HQuKOmgpIDnX_bdjbuZYjblpgftGFXQAyhvS_ r1-0•Q 8-6-4 12-0•D 15.8-4 20.4.8 22-0-0 24-8-12 34.0-0 35-0-0 �1.0 0 8.8.4 3-3.12 3.8-4 4-B•4 1-7.8 2.8-12 9-3.4 i-0-0 5x6 = 4.00 12 3x10 = 2.00 12 3x4 = 2x3 11 4x8 = 20 5 6 21 7 9in 12 11 Sx12 = 3x4 = Scale = 1:62.2 d, I� v 0 T n to 4x6 = 10-6-4 20.4.8 'LL-U-u 3g-v-u _ 10.6-4 —r 9-10.4 1-7.8 12.0.0 Plate Offsets (),Y)-- f2'0-2-2 0.0-7) 17.0-5-8 0-2-41 19'0-2.6 Edgel LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell L/d 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 n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 154 Ib FT = 05' LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 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=129210-8-0, 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 (lb) 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=-1289/23311 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=14ft; B=52ft; L=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 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 ANSUfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE ' Design valid tot use oNy with Mlleko connectors. Usdesign Is based oNy upon porameters shown, oryd Ls for an Individual balding component, not a fitrus system. Before rue, the building designer must verify the applicaboity of design pxlramelers and properly Incorporate this design Inlo,ihe overall balding design. Bracing Indicated is to prevent txrckling of Individual buss web and/or chord members only. Additional lempotmy and permanent bracing MiTek` Is always required for stabliily and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and txacing 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 Sufte 312. Nexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Carlton III rvuh porchT11697381M11323 A9 HIP 1 �PIY62'Grand eference (optional) ., e... i0 on1a AtiTn4 rod-11reS Inc Thu .hd 27 051AS'44 2017 Paget Chambers Truss, Fort Pierce, Fl- .......r....-.......... _.....___...__I ..._. ..._ __. _. _ _.. _- _ ID:_etClcxC3ixVV?huts?ypJyuFUK-WNjNWbl3fdWdlzKQLEVgAx8BwyggUDQo6w 4ycytwRz 11 0 Q 6 7 15 10-0- 0 0 15-2-14 20-4-0 24-0-0 27-4-1 34-0-05.O�q 1.0-0 6-7-15 3-4.1 5.2.14 5.1.2 3.8-0 3-4-1 6.7.15 1 0 0 6 3x5 = 4.00 12 4x4 = 3x4 2x3 II 4x8 = = 4 22 5 6 23 7 15 14 to 12 11 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = Scale = 1:60.1 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) 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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0.8-0 Max 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=-1196f754, 3-4=-874/537, 4-22=-797/532, 5-22=-797/532, 5-6=-404/747, 6-23=-404/747, 7-23=-404/747, 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=-163/325, 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=521t; L=3411t; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; iv1WFRS (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 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 MrTEX REFERANCE PAGE MI1-7473 rev. 101012015 BEFORE USE Design valid for use only with I✓JTekb connectors. This design is based only upon parameters shown, and Is for an (ndividual binding component, not a trISS system. Before imp. the building designer must verify the applicability of design parameters and property incorporale this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional ternporcay and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsfArle. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 N co0 � to ob Truss Truss Type aty Ply 6V Grand Carlton III with porch T11697382 M11323 GRA HIP 1 1 Job Reference o tional .. I,.,. Tl.,_II �]l101 S•dS 7ff�] P"nn7 Chambers Truss, r-on Pierce, FL,..it..l..r.._-__.....___...__...._. . - _ ID _etClcxC3ixVV?huts?ypJyuFUK-_ZHIjxJhQxeUw7vcuy03f8hBKMWjDeuyLakeU2ytwRy ,1 0 Q 8 0 0 it-1-1 17-0-0 18.6-0 22-2-2 26-0-0 34-0-0 $5.0-0 1.0.0 8.0-0 3-1-1 5-10-15 ` 1.6-0 3.8-2 3-9.14 8-0.0 1 0 0 �1 0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 41= ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. _ 3x6 It 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 3x5 — 6x8 = 26-0-0 t2 N 3 In to LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid 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 0.0Rep Stresslncr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight: 194 lb FT = 0°0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. 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 0-6-0. (lb) - Max Harz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-376(LC 8), 27= 1146(LC 8), 26=-1470(LC 8), 22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 561/338, 3-5=-306/839, 5-7� 584/1206, 7-8=-584/1206, 8-10=-584/1206, 10-12= 584/1206, 12-13=-584/1206, 13-15= 584/1206, 15-16— 584/1206, 16-18= 584/1206, 18-20— 2121/1203, 20-21=-2121/1203, 21-22=-2176/1197, 4-6=173/256, 6-9— 134/313, 9-11=-114/371, 11-14=-200/419, 14-17=-102/280, 19-21=-151 /268 BOT CHORD 2-29=-195/591, 28-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26=-3931630, 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_ 616/520, 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=52ft; L=34ft eave=6fh 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.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 puffin 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 (6). Continued on ime 2 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AIN-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MlTeln9 conneclois. IIds design is based orgy upon parameters shown. and Is lot an individual IuOding component, not a inrs system. Before use, the building designer must verify the applicability o(deslgn parameters and properly Incorporate Thisdesign Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW Is always required for slablilly and To prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage. dellvery, erection and bracing of trusses and Truss systerns, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information.avallable from Truss Plate Institute, 218 IV. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch T11697382 M11323 GRA HIP 1 1 162'Grand Job Reference (option 1 chambers truss, rorl r'rerCe. M I D:_etC1 cxC3ixVV?huls?ypJyuFUK-_ZHljxJhQxeUw7vctry03i8hBKM Wj DeuyLakeU2ytwRy 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 (Ib) Vert: 29— 641(F) 24— 641(F) ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 101=015 BEFORE USE Design valid for use only with Ml1ek8 connectors. This design 4s based only Upon parameters shown, and Is for an Individual building component, not the applicability of design parameters and property this design Into the overall a truss system. Before use, the building designer must verity Incorporate building design. Bracing Indicated is to prevent buckling of Individual Irus web and/or chord members only. Additional temporary and permanent bracing NlOW 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 fusses and Irus systems, seeANSIMI I Quarriy 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 Job cuss Truss Type --'-- Qh� Ply Carlton III with porchT1169738M11323 GRB HIP 1 1eference F62GRrEnd (optional) Chambers Truss. Fort Pierce, FL .640 5 ^v"n 2016M"— - g I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-Slr7xHKJAFmLXHToSfYI FMDOkmpl y5g5ZETBOVytwRx r1-0-Q 8.0-0 13-B-0 17-0-0 i 20_ 4-0 r 26-0-0 34-0-0 35.0-Q '1-0-0 8-0-0 5-8-0 3-4-0 3-4.0 5-8-0 8.0.0 1-0.0 Scale = 1:60.1 5x8 MT18HS= 4x10 = 4.00 12 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 5x8 MT1 BHS = 16 15 14 rs 12 'r 4x5 -" 3x6 II 4x6 — 6x10 = 6x10 = 4x6 = 3x6 II 4x5 = LOADING(pst) SPACING- 2-0.0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20-0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Verl(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 puffins. 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 B-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 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 (Ib) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23_ 2062/1226, 4-23=-2062/1226, 4-5=-2062/1226, 5-6=-2062/1226, 6-7=-126512545, 7-24= 1265/2545, 8-24=-1265/2545, 8-9= 692/331 BOT CHORD 2-16= 1655/3336, 15-16= 167613398, 14-15=-1676/3398, 12-13= 246/658, 11-12= 246/658, 9-11= 225/595 WEBS 3-16— 40211155, 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; BCDI--3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This mass has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 2549 lb uplift at Joint 13 and 369 lb uplift at Joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8— 131(F— 77), 8-10=-54, 16-17=-20, 11-16= 49(F=-29), 11-20=-20 Continued on page 2 WARNING - VerAy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valld for use only wilh MITek connectors. M design Is based only upon parameters shown. and Is for an Individual building component. not � a fnrss system. Before use, the building designer must verify the applicability of design parameters and properly hlcorporale Ihis design into the overall building design. &acing Indicated Is to prevent buckling of Individual truss web grid/or chord rnernbeis only. Additional lemporary and permanent bracing MiTek` Is always required for stablilly and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street. Sulte 312. Alexandrlo, VA 22314. Tampa, FL 33610 Job Truss Truss —hype -- Q y P y 62' Grand Carlson III with porch T11697383 M11323 GRB HIP 1 1 Job Reference (optional) — Th., _i„i 99 no•u•AA onn Pnnn 9 Utlamaers muss, Yon Mica. rL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) I D:SrRaEyyrg04M78G4raW BLWyuFUJ-SIr7xHKJAFmLX HToSfYI FMDOkmpt y5g5ZETBOVytwRx WARNING- Verify 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 Mb1ek8 conneclars. This design Is based only upon parameters shown, and Is for an individuol building component. tat a truss 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 Lxrckling of Individual Iruss web and/or chord members only. Additional lernr) rmy and permanent tracing MOW Is always required for stabillty and to prevent collapse with possible personal hilwy and properly damage. For general guidance regarding the fab ilcatfon, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallabie front Truss Plate Institute. 218 N. Lee S1ree1, Suite 312, Alexandda, VA 22314. Tanga, FL 33610 Job Truss Truss Type Qty 1 Pfy' 62' Grand Carlton III with porch 711697384 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL ,640 a nyi io 20io --mu—m o,--. ,,,—a oo.,..--, ,.,a... ID:xl?zSlzTbJCDIIrGPHi OukyuFUI-Slr7xHKJAFmLXHToSiYIFMDYOmx3yK95ZETBOVytwRx 2.0.0 1.0.0 2-0-0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.1 B TCDL 7.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 ' Rep Stress incr YES WB 0.00 BCDL 10.0 Code FBC2014/fP12007 (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 Harz 2=67(LC 10) Max Uplitt3=-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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(TL) -0.00 7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlitls. 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; TCDIs4.2psf; BCDL=3.Opsf; h=14ft; 13=52ft L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Intedor(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 nonconcunent 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-dgid 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 TMS AND INCLUDED MrrEK REFERANCE PAGE M I.7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MITelcO connectors. this design Is based ody upon parameters shown, and Is for an Incilvldual building component. not amiss system. Before use, the tAtllding designer must verify the appilcotAlty of design parameters and property Incorporate this design Into the overall blinding design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for slabillly and to prevent collapse with possible personal tnlury and property damage. For general guidance regarding the labdcallon. storage. delivery, erection and bracing of trusses and truss systems, soeANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee S1reel. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 o Job Tr Truss cuss Type Q y Ply Carllon III with porch T11697365 Ml MONO TRUSS 8 t 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-0-0 3x4 = 7.640 s Apr 19 2016 MIIek industries, Inc. Thu Jul 27 09:16:47 2077 Page 1 ID:PDYLfd_5MdK4MSOTz?ZiRxyuFUH-xyOVBdKxxYuC9Q2?ON3XnZmi fAFQhnPFouDlZxytwRw Scale= 1:11.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0-17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-B-0, 4=39/Mechanical Max Horz2=104(LC 10) Max Uplift3=-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. 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=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6fh 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mliekd0 connectors. this design Is based only upon ry-nameteis shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual Russ web and/or chord members only. Addilional temporary and permanent bracing MiTek` Is always required for stablilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the faWcatlom storage, delivery, election and bracing of trusses and truss systems, seeANSI/iPil Quality Criteria, DS11-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from buss Plate Institute. 218 N. Lee S1reel. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 JOE---- Truss Truss Type ty Ply Carlton III with patch T11697366 M11323 J6 MONO TRUSS J 1 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL -0-0 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:47 2017 Page 1 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-xyOV8dKxxYuC902?ON3XnZmdMABW hnPFouDIZxytwRw LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (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 10) Max Uplifl3=-117(LC 10), 2— 218(LC 10) Max Grav3=120(LC 1), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0%, BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=14fh B=52ft; L=34ft; 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 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 Ib 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. 10/032015 BEFORE USE. Design valid for use only with MITekb conneclors. This design Is based only upon parameters shown, and Is for an Individual twOding component, not a fnrss system. Before use, ]he building designer must verify Liar appllcaUlty of design parameters and properly 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 peunanent bracing: M!Tek° is always te(lulred for stability and to proven) collapse with lx)ssfble personal f ilwy and property damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing at trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Padre East Blvd. Safety Information avallable from Truss Plate Insilfuto. 218 hl. Lee Slreel. Sulte 312, Alexanddo, VA 22314. Tampa, FL 33610 Job Truss Truss T yp� a — Qfy ply 62' Grand Carlton III with porch T11697387 M11323 is MONO TRUSS 20 1 Job Reference o tional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 hrl k industries, inc. r u jul e - Page I D:lP6jtz_j7xSx_c_tXi4uz9yuFUG-PByuMzLZis03nadBa4amKnJrKZRCQEfOl Yyl5NytwRv -1-0-0 8-0-0 1-p-p 8-0-0 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid 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 1Va BCDL 10.0 Code FBC2014frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-12 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=3.0psi; h=14ft; B=5211; L=34ft; eave=6ft; Cat. II; 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 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. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MlleM connectors This design Is based only upon parameters shown, and is for an Individual budding cornponenL not a truss syslern. 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 lxuckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for slability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss syslerns, soeANSI/iPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job TrussJTruss Type Qty Ply 62' Grand Carrion III with porch T11697388 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) ChamhersTruss, Fort Pierce, FL ,.—� F. a ID:Lcg54J?LuEancmZr4Qb7 W MyuFU F-P8yuMzLZis03nadBa4amKnJsZZZLQ8wOlYyl5NytwRv .1-5-0 7-3.4 11-3-0 1-5-0 7-3-4 3-11-12 Scale = 1:20.8 3x4 = 3x4 = 734 3-11-12 ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 2441190 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 W B 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 44 lb FT = O°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. CompJMax. 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: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veit: 1-2= 54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4— 152(F=-49, B= 49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=-18) ® WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED 4BTEK REFERANCE PAGE Mrr-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek® connectors. This design is based only upon parameters shown, and Is for an individual building component. not truss Before use, the Widing designer musl verify the applicability of design parameters and ptopoily Incorporale this design Into the overall a system. buldfng design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional femporary and permanent bracing M!Tek7 Is always required for stability and to prevent collapse with passible personal IMury and property damage. For general guidance iegoTding the fabxicollon, storage, delivery, erection and txacing of trusses and truss systems, soeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable front Truss Plate Institute. 218 N. Lee Street. Suite 312. Atexandrla, 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. For 4 x 2 orientation, locate plates 0-'nb" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards: ANSI/TPII : 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, dnstalling & Bracing of Metal Plate Connected Wood Trusses. 6-4-$ 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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, G 2012 MiTek@ All Rights Reserved M!Tek° 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 stock 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 1991. 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 on 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.