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HomeMy WebLinkAboutTRUSSLumber design values are .in accordance with ANSI/TPI 1 section 6.3 These truss d6sigqW rely on lumber values established by others. RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke ee3East Blvd: Customer InfoWYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelT1a13233610 4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State; FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (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: NIA .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# Trus�NameDate 1 T11697376 A [2 1 T116973771 A5 7/27/17 1 13 I T11697378 I A6 1 7/27/17 4 I T11697379 Al 7/27/17 5 I T11697380 A8 7/27/17 6 1 T11697381 A9 7/27/17 7 I T11697382 GRA 1.7/27/17 8 I T11697383 GRB 7/27/17 9 I T11697384 I J2 7/27/17 10 IT11697385 J4 7/27/17 11 I T11697386 i J6 7/27/17 J 12 IT11697387 J J8 7/27/17 13 I T11697388 1 KJ8 7/27/17 1 FILE CoP-' 4 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 ANSUTPI 1. These designs are based upon parameters shown (e.g., Toads, 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. % P :e 'eee �. 0 9 8000 b0 .�- ?� AT OF w .w Thomas A. Alban[ PE No.39380. Mrrek USA, Inc. FL Cert 6634 69M Parke East:Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 (Jolt rusT—sruss Type Ply III with T11697376 M11323 A �Qty COMMON 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries. Inc, t hu Jul 27 09:15:41 2017 Faye 1 I D:a3B4PavKnnZweXyJckSFBgyuFUN-6ol EuZGAMiB2RVbrf6y7Yl W e3167Hxl MQymQM HytwSO rt-0•Q 6-7-13 12-4-13 17-0-0 21-7.3 27-4-3 34.0-0 $5.0-Q 1-D-0 6-7-13 5-9-D 4-7-3 4-7-3 5-9-0 6.7-13 1-0-0 �1 0 4.0012 4x4 = 25 Scale = 1:59.2 17 '- 15 -- -- 14 -" 12 4x5 = 2x3 11 4x6 3x8 = 3x8 = 4x6 = 2x3 II 4x5 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Lid 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 rda n/a BCDL 10.0 Code FBC2014fTP12007 (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 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=4.2ps1; BCDL=3.Opsf; h=14ft; B=521t; L=34it; eave=6ft; Cat. II; 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 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 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 (pit) 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 MITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE Design valid for use only with Mileleb connectors. -[his design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property inrorporale this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss ,veb and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ob rust— s-"— — truss type Qty P y nd Carlton III with porch T11697377 M11323 A5 SPECIAL 9 1 FJobference(optional) o cen.. n... �o -mu AA, .1, Ind_In— Inc Th41 2017 Pane 1 Chambbrs Truss, Fort Pierce, FL "' '" `"'" "" ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbrf6y7YIWXd116HyJMQymQMHytwSO 11 OT 7-8-5 10-6-4 17-0-0 20-4-8 26-4-0 _ 34-0-0 35-0-0 7-o-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 12 6x8 11 3x10 lw:- 2.00 12 IJ - = 5x12 = 2x3 II 3x6 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) , 0.74 14 >553 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vett(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 FB02014ITP12007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER- l� 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 Upiift2= 795(LC 10), 10=-812(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-2979/17B4 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=14ft; B=52ft; L=34tt; 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 20.0psf 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 MITEK REFERAMCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Mffekm connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a Truss system. Before use. the building designer roust verity the appiicabfiity of design parameters and property Incorporate IN, design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional'iemperaty arid pennanenl bracing M!Tek" Is always required for stability and to prevent collapse wlfh possible personal Injury and property damage. For general guidance regarding the e East Blvd.fabrication, storage,, delivery, erection and bracing of trusses and truss systems, ser-ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, 6904 Parke 336t 0 Safely Information available frorn Truss Plate Institute. 218 N. I.ee Sireel. Suite 312, Alexandria, VA 22314. Job Truss Truss Type oty Ply Grand Carlton III wBh porch _ T11697378 M11323 A6 SPECIAL • 1 1 I 162' Job Reference (optional) Unafnmfs buss, Ton Tierce, rL I D:2GlScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W 3j D9Mu0KDVecV_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-D 2-4-8 5-7-7 8.0-1 0-0 3x10 = 2.00 12 4.00 F12 6x8 = 5x6 = 5x6 = 2x3 11 3x6 = Scale: 3/16"--V 0 V 114 LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20-0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.41 9 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 156lb FT=O% LUMBER- T 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, B-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=01257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid for use only with Milelc®conneclors. This design is based only urxm rxuarneiev shown, and Is for an Individual building component, not a in= system. Before cue, life building designer must verity the applicability of design parameters and property incorporate this deslgn into the overall building design. Bracing Indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional lernporary and permanent bracing MOW Is always required for stability and 10 prevent collapse with possible personal injury and property damage. For genetai guidmrce regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPIi Quality Criteria, DS8.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institrde, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697379 M11323 A7 SPECIAL 1 I 1 Job Reference (optional) Chambers Truss, Fon Pierce. FL 7.640 s Apr 1 u 206 Mi i ex arausmes, inc. Thu dw 27 uu:iSA3 evr r rage i I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?I FHQuKOmgpiDnX_bdjbtrYj W Ik 1 ttGFXQAytwS- r1.0-q 8-10-10 14-0.0 20-0.0 25-11.15 34-0.0 35-0-0 1-0-0 8-10-10 5-1•fi 6-0-0 5-11-15 8-0-1 1-0-0 600 MT18HS = Annilo 3x10 = 2.0D 12 Sx6 = w 9 5x12 = 2x3 it 45 = Scale = 1:62.3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d 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 MT16HS 2441190 BCLL 0.0 ' I Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n1a BCDL 10.0 I Code FBC2014/rP12007 _ (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 pudins. 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, 7ml327/0-8-0 Max Horz2= 149(LC 8) Max UpliH2= 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, 5-10=-174/455, 6-10=-636/458 NOTES- 1) Unbalanced root 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=5211; L=3411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces R 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/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use, only with MITekla 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 moist verify the applicability of design porarnetors and properly Incorporate This design Into the overall building design. Bracing indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTeie• IS always required for stablltly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply 62'Grand Carlton III with porchT1169738D AB TS'P111A1 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.0411. Pl 194V 1v i.,>71,.USH.o.,,.. 1 . I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-2Ag? I FHQuKOmgpIDnX_bdjbuZYjb-lpgQttGFXQAytwS_ 8-8-4 120.20 5-88.44 0-4 22-0-024-8-122 34-0-0 350- .3.48-8-4r10-Q0 4 7 2 9 3x10 = 4.00 F12 2.00 F12 5x6 = 3x4 = 2x3 II 48 = 20 5 6 21 7 12 11 5x12 = 3x4 4x6 = = Scale = 1:62.2 LOADING (psi) SPACING- 2-0-0 I CSI. DEFL. in (loc) Wait 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 n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 154 lb FT = 0% LUMBER- BRACiNG- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-12 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 CompJMax. 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=-1289/2331, 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=14ft; 6=52ft; 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) 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. WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design valid for use only with MUM) connectors, This design is based only upon parameters shown, and Is tot an Individual building component• not a truss system. Before use, the balding designer must verify the applicability of design parameters and property Incorporate this design Inta,lhe overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and p0tmanenl bracing Mffek• Is always required for stability and to prevent collapse will) possible personal Injury and property damage. For generai guidance regarding 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, Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type Qty nd Carlton III with porchT11697361 P;: A9 HIP 1 �Job eference (optional) h J l 27 09'15'44 2017 Pa t Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. T u u . . Be I D:_etCt cxC3ixV V?huls?ypJyuFUK-W NINW b13fdW dizKQLEVgAx86wyggUDQo6w_4ycytwRz r1 0 Q 6-7 15 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 34-0-0 35.0•Q 1-0.0 6.7-15 3-4-1 14 5.1.2 3-8-0 3-4-1 6.7-15 1-0-0' 4.00 12 3x5 = 4x4 = 3x4 2x3 II 4x8 = = 4 22 5 6 23 7 14 rc 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = Scale = 1:60.1 3x5 = 10.4.0 3.8.0 10-0.0 Plate Offsets (X Y) 12'0-2 8 Edgel 17:0-5-4 0-2-0) [9'0-2-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 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 Iner YES W B 0.85 Horz(TL) 0.02 13 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (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=-1196/754, 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 root 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=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) 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 Ib uplift at joint 2, 262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE N11-7473 rev. 1010312015 BEFORE USE Design valld for use only with MiTeW connectors. fits design Is based only upon parameters shown. and Is for an Individual !wilding component, not a tnrss system. Before use. the building designer must verify the applicability of design pararnelets and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent txlckilng of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MOW Is always required for slablilty and 10 prevent collapse wIR1 possible.personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t 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 rss Truss Type Ply Carkon III with porch T11697382 M11323 7.1u, HIP JQty 1 1 162'Grand Job Reference (optional) Chamhers Truss. Fort fierce, FL r.ow —Pi - u.. , I D:_etCi cxC3ixV V?hul s?ypJyuFUK-_ZHljxJhQxeUw7vcuy03i8hBKM Wj DeuyLakeU2ylwRy T1-0-q 8-0-0 11-1.1 17-0.0 18.6-0 22.2-2 26-0-0 34-11? 1 0 0 8-0-0 3.1-1 5-10-15 1.6-0 3.8-2 3-9-14 8-0-0 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 3x6 li 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 3x5 = 6x8 = LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 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 Stressincr NO WB 0.96 Horz(TL) 0.02 22 n/a Ala BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 194 lb FT = 0% LUMBER- T BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purfins. 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. (ib) - 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=-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, 26-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26= 393/630, 24-25=-39W630, 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; Vuit=165mph (3-second gust) Vasd=128mp11; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=52ft; L=34fh eave=6ft Cat. I 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 nonconcurreni 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 (B). Continued on pace 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 conneclors. this design Is based only urr.)n parameters shown- and Is tot an Individual txIDtling component• not a miss system. Before use, the bilding designer mast verify the appAlcobtllty, of design parameters and prorxily incorporale this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing n p i iTek" is always required for stabilily and to prevent collapse wllh possible personal injury and property darnage. For general guidancetegatding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safely Information.avallable from Truss Plale Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job rluss Truss�ype r Qty -- Ply Carlton Ill with porch T11697382 M11323 GRA HIP ° 1 1 162'Grand Job Reference o tional ic ee;r- i.... Tr,...r„ro7 no�u•er, vnn pane 2 Chambers Truss, Fort Pierce, FL I D:_etC1 cxC3ixVV?huls?ypJyuFUK-_ZHIjxJhQxeUw7vcuy03iBhBKM WjDeuyLakeU2ytwRy LOAD CASE(S) Standard 1) DPad + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 2123=-54, 29-30= 20, 24-29= 47(F=-27), 24-33=-20, 3-11= 126(F= 72), 11-21— 126(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24= 641(F) ® WARNING • Verify design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERANCE PAGE MU-7473 rev. 101031MIS BEFORE USE. Design valid for use only v4th MITekoP connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always rectulred for stabiiliy and to prevent collapse with possible personal injury and properly damage. For general guidance regarolng the fabrication, storage, delivery, ereclfon and bracing of trusses and truss systems, seeANSUTPI l Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss ss Type _ Oty Ply 62' Grond Carlton III with porch T11697383 M11323 GRB THI 1 1 Job Reference (optional) 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09.15.46 — , Page I D:SrRaEyyrg04M78G4raW BLW yuFUJ-SIr7xHKJAFmLXHToS1Yl FM DOkmply5g5ZETBOVytwRx r1 D Q 8-0.0 13-8-0 17-0-0 20-4-0 26-0-0 34-0-0 1-0 0 8-0-0 5-8.0 3-4-0 3-4-0 5-8-0 8.0.0 _1-0-0, 5x8 MT18HS= 410 = 4.00 12 2x3 II 4x6 = 2x3 II 3 23 4 5 6 7 24 Sx8 MT18HS= Scale = 1:60.1 16 15 14 13 12 ri 4x5 3x6 11 4x6 = Gx10 = 6x10 = 4x6 = 3x6 II 4x5 20.4-0 34-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well 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 Vert(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/rP12007 (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 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0, 13=3993/0-8-0, 9=510/0-8-0 Max Horz2=-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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23= 2062/1226, 4-5=-2062/1226, 5-6= 2062/1226, 6-7=-1265/2545, 7-24=-1265/2545, 8-24=-1265/2545, 8-9= 692/331 BOT CHORD 2-16= 1655/3336, 15-16=-1676/3398, 14-15=-1676/3398, 12-13=-246/658, 11-12= 246/658, 9-11=-225/595 WEBS 3-16=-402/1155, 3-14=-1431/700, 4-14=-847/699, 7-13= 886/720, 8-13=-3505/1836, 8-11=-403/1157, 6-14=1431/2760, 6-13=-3151/1776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasa=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 2, 2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8) "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 B-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 (pit) Vert: 1-3=-54, 3-8=-1 31 (F=-77), 8-10= :54, 16-17= 20, 11-16=-49(F= 29), 11-20=-20 Continued on page 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 11111-7473 rev. 1010312016 BEFORE USE. Design valid for use only vAlh Mllekbl connectors. this design Is based only upon parameters shown, and Is for an indMdual 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 Islo prevent buckling of individual miss web and/or chord members only. Additional ternporary and permanent bracing M!Tek` Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Misses and fmss 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 Sireei, Suite 312, Alexandria, VA22314. Tampa, FL 33610 �-r-o-b - �Iu russ Truss Type Qty Ply 62' Grand Carlton III with porch T11697383 M11321 3 GRB HIP 1 1 Job Reference o tional 7 640 s A r 19 2016 M7ek Industries Inc Thu Jul 27 09:15:46 2017 Pags 2 Chambers Truss. Fort Fierce, FL LOAD CASE(S) Standard Concentrates! Loads (lb) Vert: 16=-641(F) 11=-641(F) I D:SrRaEyyrgO4M78G4raW BLW yuFUJ-Slr7xHKJAFmLXHToSfYI FMDokmpl y5g5ZETBOVytwRx ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. ��- Design valid for use only will) MI1ek6 connectors. This design Is bored only upon rxnameters shown. and Is for an Individual NjUding component, not a Inrss system. Belare Me. the building designer must verity the applicability, of design paramoters and properly incorporate Itih design Into the overall p� building design. Bracing indicated Is to prevent buckling of Individual Iniss web and/or chord members only. Additional temporary and permanent bracing MiT ek B always required for stability and to prevent collapse with possible personal injury and property dcunage. for general guidance regarding the fabrication, stomgo, dellvety, erection and bracing of trusses and truss systems. SP.eANSi/TPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, Fl. 33610 Job russ Truss Type Qty ^ Ply Carlton III with porch T11697384 M11323 J2 MONO TRUSS 6 1 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL yi , a av 1 v nn , an , ,.. Lis ,„_;. „ a. I D:x1?zSl zTbJCDIIrG PH 1 QukyuFU I-SIr7xHKJAFmLXHToS1Yl FMDYOmx3yK95ZETBOVytwRx 1-0-0 ' 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rUa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=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 (ib) or less except when shown. Scale = 1:7.9 PLATES GRiP MT20 244/190 Weight: 8 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Intedor(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 beating plate capable of withstanding 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312019 BEFORE USE. Design valid for use only with Iv11TelcO connectors, [his design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is 10 prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing py IYI�T��• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery, erection and bracing o1 trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee greel, Suite 312. Alexandria. VA 22314, Tampa, FL 33610 ob Truss russ'hype Qty 157YU'G,�rand Carbon III with porch 77T11697385J4 MONO TRUSS 8 Reference o tiorlal I Th J 127 09.15 47 2017 Pa e 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi rek Industnes, nc, u u g I D:PDYLf d_5MdK4MSQTz?Zf RxyuFUH-xyOVBdKxxYuC9Q2?ON3XnZmiTAFQhnP FouDlZxytwRw 1.0-0 1 4-0-0 Scale = 1:11.2 3x4 = ~ 4-0.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Lid PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rda BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical, 2=229/0-8-0, 4=39/Mechanical Max Harz 2=104(LC 10) Max Upii11113= 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) 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 fora 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 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with MIlelt® connectors. INs design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy the ciolcablilty of design parameters wind properly incorporate this design into the overall building deslgn. Bracing Indicated Is to prevent buckling of individual Imss web and/or chord members only. Addflional temporary and permanent bracing MiTek' is always required for stability and 10 prevent collapse with possible personal filmy and property damage. For general guidance regarding the fabrication. storage, defivery, erectlon and bracing of trusses and truss systerns, seeANSUTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Padw East Blvd. Safety Information avaliabte from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 russ 7russ Type Qty�Ply Grand I with Pot1323 16 MONO TRUSS , 8 1 fob Reference (olpNonaltrchT11697386 OharWers Truss, Forl Fierce, FL 1-0-0 3x4 = ,. . 5 Hpr Itl LU 10 I at.. 1,I u I G / v,u, 1 I D:tP6jtz-j7xSx_c_fXi4uzgyuFUG-xyOVBdKxxYuC9Q2?ON3XnZmdMABW hnP ForrDIZxytwRw Scale= 1:14.8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (foe) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (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 purfins. 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 Upitft3=-117(LC 10), 2=-21B(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=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; 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 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 THISAND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 101032015 BEFORE USE. Design valld for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual txr8ding component, not a truss system. Before use, the building designer musl verify the applicability of design parameters and property Incorporate this design Into the ove1a11 building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing We[( prevent is always required for staNllly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon. storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TPII Quality Criteria, DS"9 and SCSI Building Component 31Z Alexandria. VA 22314. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite ob Truss russType Gty ly Carlton III with porch T11697387 M11323 J8 MONOTRUSS 20 1 162'Grand Job Reference o lional a9:1b:18 9n17 Pano 1 ChambetsTruss, Fort Pierce, FL 1.0.0 8.0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 7.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014IFP12007 (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 Horz 2=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. ID:tP6jtz_j7xSx_c 7fXi4uz9yuFUG-PByuMzLZis03nadBa4amKnJrKZRCOEfOlYyl5NytwRv Scale = 1:17.7 DEFL. in (loc) I/dell Lid PLATES GRIP Vert(LL) -0.10 4-7 >972 360 MT20 244/190 Vert(TL) -0.27 4-7 >350 240 Horz(TL) 0.01 2 n/a n/a Weight: 26 lb FT = 0 J BRACING- TOPCHORD Structural wood sheathing directly applied or 5-9-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34tt; eave=6fh Cat. 11; 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 20.0psf 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. 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 - varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE M-sfgn valld for use only vAlh Mifel(O connectors. this (lesion Is based only upon paraineteis shown. and Is for an Individual building cot nponent, not a fit ss system. Before use, the btdiding designer must verify the appllcablliry of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chard members ortty. Additional temporary card permanent bracing MiTek" Is always required for stability and to prevent collapse with possible petsonal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of fnusses and Imss systems. seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T11697388 M11323 KJB MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fod Pierce, FL I....N„" .......,.._. __.._..___.. . _,_ . ID:Lcg54J?LuEancmZr4Qb7 W MyuFUF-PByuMzLZis03nadBa4amKnJsZZZLQBw01Yyl5NytwRv -1-5-0 7.3-4 11-3.0 1-5-0 7_8-4 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 TO 0.26 Verl(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 BOLL 0.0 Rep Stress incr NO WB 0.43 HOTZ(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/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 Gra44=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 puffins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L'=34fF 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 4, 312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B): LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veil: 1-2=-54 Trapezoidal Loads (pit) 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 MITEKREFERANCE PAGE MI.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall butlding design. Bracing Indicated Is to prevent buckling of individual Inrss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal inlury and property damago. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. fee Street. Suite 312, Alexandria. 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 ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-r/tar For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, • Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS c O U O R JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others, © 2012 MiTek® All Rights Reserved mm W1 MiTek' 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 I W. 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, see, 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.