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TRUSS
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 SCANNED These truss designs rely on lumber values established by others. BY St W010 County RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T y EL 33610-4115 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: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Nam_ e_ Date 1 IT11697376 A 7/27/17 [2 { T11697377 { A5 7/27/17 J {3 1 T11697378 1 A6 1 7/27/17 1 4 { T11697379 1 A7 7/27/17 { 5 T11697380 { A8 { 7/27/17 6 T11697381 A9 7/27/17 7 T11697382 GRA_ 7/27/17 { 8 T11697383 { GRB { 7/27/17 { { 9 { T11697384 J2 17/27/17 { { 10 { T11697385 { J4 { 7/27/17 { { 11 I T11697386 { J6 1 7/27/17 12 { T11697387 { J8 17/27/17 {13 1 T11697388 1 KJ8 17/27/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with 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 referehce,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. FV �i` Q . j "Y • :• 9380 TATE OF •:�� i ,OR1• O N At- ���N! 111 t111� Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job Truss Truss ype � Qty Ply Grand Carlton III with porch T11697376 M11323 A COMMON 9 1 J2' ob Reference (optional) Chambers Truss, Fort Pierce, FL r.oausAPT iazu1oM1iercmousues,mc. 1—„u,41vu.1-4,-1 se, ID:a3B4PavKniiZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf6y7Y1W e3i67Hxl MQymQMHytwSO Tt 0 Q 6.7-13 12.4.13 17-0-0 21-7.3 27-4-3 i 34.0-0 $--0•q 1-0-0 6-7-13 5.9-0 4.7-3 4-7-3 5-9.0 6-7-13 1•D 0 4.00 F12 4x4 = 25 Scale = 1:59.2 O Y7 16 75 26 27 14 13 72 2x3 it 4x6 3x8 = 3x8 = 4x6 2x3 II 4x5 = 4x5 — 6-7-13 12-4-13 21-7-3 27-0-3 34-0-0 6-7-13 _ 5-9-0 9-2-7 5-9.0 6.7-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ved(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 " Rep Stress Incr YES WB 0.57 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 163 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=1362/0-8-0 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=141t; B=521t; L=34ft; eave=fill; 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) This truss has been designed for a 10.0 pst 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 (pill 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 MO-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MllekB) connectors. INs design is based only upon parameters shown, and Is for an Individual twOding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual tmss wet) and/or chord members only. Addillonul temporary and permanent bracing M!Tek` Is always required for stablllty and to prevent collopse with posslbie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of IRJSSeS and truss systems, seeANSi/TPtI Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 7M0, fuss Tfuss�ype Qty Ply 62' Grand Carlton III with porchT11697377 323 A5 SPECIAL 9 1 Job Reference o tional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:41 2017 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbrf6y7YiWXd116HyJMQymQMHytwS( y•0- 7.8.5 10-6-4 17-0-0 20-4-8 26-4-0 sa•u-a 1.0.0 7-8-5 2-9-15 6-5.12 3.4.8 5-it-8 7-8-0 1.0-0 Scale = 1:61.2 �1 300 = 2.00 12 4.00 12 5x8 II 3x6 = 5x12 = 2x3 ll 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 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(fL) 0.43 10 n/a Na BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 154 lb FT = 095 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 or puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 6-14 6-14: 2x4 SP M 30 REACTIONS. (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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5402/3206, 3-4=-5047/2950, 4-5=5005/2952, 5-6=-5093/3071, 6-7— 2352/1568, 7-8=-2330/1486, 8-9= 2383/1472, 9-10=-2979/1784 BOT CHORD 2-14=-2938/5142, 13-14=-1023/2054, 12-13= 1553/2765, 10-12=-1553/2765 WEBS 3-14=-342/317, 5-14=-297/321, 6-14— 1867/3265, 6-13=-261/514, 7-13=-259/252, 9-13= 634/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521t; L=341t; eave=6lt; 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10"0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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 MrTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Sam Design valid for use only vdih MilekO connectors. this design Is based only upon parameters shown, and is for an irxiivldual building component, not a truss system. Before We, the b ulldrig designer must verify the applicability of design parameters and property IOCerporafe this design Into the overall building design. Bracing Indtcafed is to prevent Welding of Individual truss web and/or chord members only. Additional temporary amid permanent bracing MiTelc Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety information available hrn oTruss Plate Insfifute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Carlton III with porchT11697378 Fob- A6 SPECIAL �Qty �Ply62'Grand Job Reference o tional 7 a4n S ate. 1a Vnt a Mi7ak Industries. Inc. Thu Jul 27 09:15:42 2017 Page 1 Chambers Truss, Fort Pierce, FL - ID:2GIScwwyY5hnGhXVARzUk6yuFUM-a_bc5vGo70Gv3fA1DpTM4W3jD9Mu0KDVecV_u1ytw . 1.0- 8.11-11 i6-0-0 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 -0-0 Scale: 3/16"=1' r)1 6 3x10 2.00 f 12 4.00 F12 6x8 = 5x6 = M= 5x6 = 2x3 11 0 t2 1c� 6 LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in (loc) Udefl 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 n/a BCDL 10.0 Code FBC2014ITP12007 ` (Matrix-M) Weight: 1561b 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. (Ib/size) 2=1298/0-8-0, 9=1326/0-8-0 Max Horz2=169(LC 9) Max Upiifl2=-796(LC 10), 9=-811(LC 10) FORCES. (Ib) - 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 =-1 604/2799 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=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 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 ANSVTPi 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 611 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 MI17473 rev. 1010312015 BEFORE USE Design valid for use only with MileltO connectors. Bus design Is based only upon parameters shown, and is for an kidivldual building component, not a fruss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the BNd. fabrication, slorage, delivery, erection 6904 Parke East and bracing of trusses and truss systems, seeANSt/TPI I Quality Criteria, DSB-89 and 8CSI Building Component Tampa, Parke East Safety Information available from Truss Plate Institute, 218 IJ. Lee Street. Suite 312. Alexandrla, VA 22314.33610 Job Truss Truss Type ' Qty Ply 62' Grand Carlton III with porch T11697379 M11323 A7 SPECIAL 1 1 Job Reference (optional) c e iT k industrvo� Inr Thu Jul 27 c9:16.4A 2017 Pace 1 Chambers Truss, Fort Pierce, FL ,.,,,,.�„p. ..,. ...___._. __.._..___ . ID:WSJgpGwalPpeur6hk9UjG5yuFUL-2A971FHQuKOmgpIDnX bdjblrYjWlklftGFXQAytwS_ 1.0• 8-10-10 14.0-0 20-0-0 25.11-15 34.0.0 1-0-0 8.10-10 6-0.0 5.11-15 8-0-1 -0-0 3x10 = . — 17 2.00 FIT 6xl0 MT18HS = 5x6 = 4x5 = 5x12 = 2x3 I! LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weill Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 BCLL 0.0 ' Rep Stress incr YES W B 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD 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=-141312588, 4-10= 810/448, 5-10— 1741455, 6-10= 636/458 Scale = 1:62.3 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 147 lb FT = 0% Structural wood sheathing directly applied or 2-2-0 oc puriins. Rigid ceiling directly applied or 4-2-3 oc bracing. 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=52fh L=34ft; eave=6ft; Cat I% Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone;C-C for members and forces 3 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. 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. Verify design parameters and READ NOTES ON THIS AND INCLUDED AfITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE. tot Design valid for use only with MITekO connectors. This design Is based only upon rKnametets 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 truss only. Additional temporary cold permanent bracing MiTek` building design. Bracing trxifeated Is to prevent buckling of individual web and/or chord members Is always required for statAlly and to prevent collapse wlih possible personal Injury and ptopeny damage. For general guidance regarding the fabrication- storage, delivery, erection and bracing of liusses and Truss systems. seeANSUTPit Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Instifute. 218 N. Lee Street. Suite 312. Nexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job _7 Truss rTruss Type Qty Ply Carlton III with porch T1169736D M11323 As SPECIAL 1 t 162'Grand Job Reference o lional ,. n... �a �ma6AfTn4 lnrh�clrioc Inr Thn .Iu12709�15A32017 Paae1 Chambers Truss, Fort Pierce. FL ... .. ,.,.. ID:WSJgpGwalPpeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpiOnX bdjbuZYjbipgftGFXQAytwS_ 8-8-4 12-0.0 15.8-4 20.4-8 22-0-D 24-8.12 34.0.0 35-0-0 1.0.0 8-8.4 3-3.12 3.8-4 4.8.4 1-7-8 2-8.12 9-3.4 1 0 0 Scale = 1:62.2 5x6 = 4.00 12 30 = 2x3 II 4x8 = 20 5 6 21 7 1z Il 5x12 = 4x6 = 3x4 = 3x10 = 2.00 12 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Ildetl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Ven(LL) 0.64 12-13 >642 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.69 Horz(TL) 0.39 9 n/a rt/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 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=133210-8-0 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=-380112422, 5-6=-2464/1693, 6-21=-2472/1702, 7-21= 2472/1702, 7-8=-2492/1650, B-9= 2808/1824 BOT CHORD 2-13=-3045/5078, 12-13= 1898/3180, 11-12= 1289/2331, 9-11=-1573/2593 WEBS 3-13= 3891401, 4-13= 981/1665, 5-13=-301/796, 5-12= 894/602, 7-12=-352/452, 7-11= 235/474, 8-11 =-406/41 9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. � Design valid for use only Wilt Mflek6 connectors. This design Is based orgy upon pxarameters shown, and Is for an Individual txIDding comps rent, not a taus system. Before use, the building designer must verify the applicability of design F.4rametets and property Incorporate thLs design Inlo,ihe overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M6Tek` Is always required for stability and to prevent collapse wfth possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from iruss Plate Institute, 218 IV. Lee Sheep. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type city Ply 62' Grend Carlton III with porch T11697381 Ml 1323 A9 HIP i 1 Job Reference (optional) ,. "'. '.., m no.,s•ee �m� Pnno t Chambers Truss, Fort Pierce, FL f . v s ..NF ...,. -... _.--.._.. UUobw ID:_etCicxC3lxVV?huls?ypJyuFUK-WNiNWbl3fdWdIzKQLEVgAxBBwy9gUDOo6w 4ycytwRz 1 0 Q 6 7 15 10 0 0 15-2-14 20-4.0 24-0.0 27.4-1 34-0-0 $5-0.0 f1-0 0 6-7-75 3-4.1 5.2-14 5-1.2 3-8-0 3.4.1 6.7.15 ri-0.0' 4.00 12 3x5 = 44 = 3x4 2x3 II 4x8 = = 4 22 5 6 23 7 15 14 14 12 11 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = Scale = 1:60.1 3x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 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 FBC2014/TPI2007 (Matrix-M) Weight: 156 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0, 9=382/0-8-0, 13=1554/0-8-0 Max Horz2— 109(LC 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 or bracing. FORCES. (Ib) - Max CompJMax. 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, 5-13-1 162/851, 6-13— 260/267, 7-11� 1631325, 8-11= 387/373, 7-13� 762/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 6=5211; L=34ft; eave=6fF 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) 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 - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE Design valid for use only with [Mek0 connectors. tills design Is based only upon pararneleis shown. and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lempotary and peimanenf bracing NljTW Is always requited for stability and to prevent collapse with possible personal injury and properly damage. For general giridance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilule, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III w th porch T116973ti2 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL.___.. I D:_etC1 cxC3ixVV?huls?ypJyuFUK-_ZHljxJhQxeUw7vcuy03i8hBKMWj DeuyLakeU2ytwRy 1 0 Q 8 D 0 11-1-1 17-0-0 1 8.6-0l 22-2-2 26-0.0 34.0-0 $5-0.0 1-0-0 8-0-0 �1-1 — 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 1-0-0 3x5 = WM� 3xG 11 3x6 = 6x8 Scale = 1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 414 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 6x8 = 3x6 = 6x8 = 4x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) Weight: 194 lb FT = 0 % LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpl 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-376(LC 8), 27=-1146(LC 8), 26=-1470(LC 8), 22=-646(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=527(LC 13), 27=2197(LC 13), 26=2894(LC 14), 22=1015(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-561/338, 3-5— 306/839, 5-7— 584/1206, 7-8=-584/1206, B-10=-584/1206, 10-12-584/1206, 12-13=-584/l206, 13-15= 584/1206, 15-16_ 584/1206, 16-18=-584/1206, 18-20= 2121/1203, 20-21=-2121/1203, 21-22=-2176/1197, 4-6� 173/256, 6-9— 1341313, 9-11 =-1 14/371, 11-14=-200/419, 14-17=-102/280, 19-21=-151 /268 BOT CHORD 2-29= 195/591, 28-29=-143/463, 27-28=-143/463, 26-27=-772/440, 25-26=-393/630, 24-25=-393/630, 22-24=1014/2010 WEBS 3-29=-457/1105, 3-27— 1643/836, 5-27=-769/636, 5-26=-537/346, 13-26— 934/608, 18-26=-2360/1437, 18-24=-782/1690, 21-24=-38/353, 4-5=-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=14ft B=52fh L=34fh eave=6fh 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 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 purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb Lip at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 Dace 2 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE �� Design valid for use only v4th MllekS connectors. ThIs design Is based only upon paramelersshown, and [slot an Individual building component not a trum system. Before use, the building designer must verify the applicability of design parametersand properly incorporole this design into the overall building design. Bracing Indicated Isla prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mlliek` Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI I Quality Crfteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information.avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job c! Truss Truss ype Ply 62' Grand Carlton III w th porchT71697382 M11323 GRA HIP 70ty 1 Job Reference (optional) d:T%! a•des rer Thu A,! 27 M-15,4r, 9017 Pegs 2 chambers truss, r-on rrerce, rr. I D:_etCt cxC3ixVV?huls?ypJyuFUK-_ZHIjxJhQxeUw7vcuy03i8hBKM 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 (lb) Vert: 29= 641(F) 24= 641(F) Q WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED AfrTEK REFERANCE PAGE M0.7473 rev. 10103/2015 BEFORE USE Design valid for use only with tvlliekla connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a inrss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Ihts design Into Ilse overall building design. Bracing Indicated Is to prevent trickling of Individual huss web and/or chord members only. Additlonai temporary and permanent bracing MiTeW 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 ifuss syslerns, seoANSI/TPIi 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 22.114. Tampa, FL 33610 Jo Truss Truss Type Qty Ply 62' Grand Carlton III with porch T11697383 Ml 1323 GRB HIP 1 1 Job Reference (optional) c f6li L I,.r!„er.tnc I., Th,.. hd 07 no- 15•dR 9a17 Pagel Chambers Truss, Fort Pierce, FL "'"'•"' "" """""'-"'' -' ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-SIr7X Kk AFmLXHToStYIFMDOkmply5g5ZETBOVytwRx 1 D Q 8 0-0 13-8-0 17.0.0 1 4-0 26.0.0 __ 34.0.0 35-0.0 8-0-0 5.8-0 3-4-0 5-B•0 8•0.0 1 0-0 Scale = 1:60.1 5x8 MT18HS= 410 = 4.00 12 2x3 11 4x6 = 2x3 II 3 23 4 5 6 7 24 5x8 MT18HS = 16 15 14 ra 12 r, 4x5 = 3x6 11 4x6 = 6x10 = 6x10 = 4x6 = 3x6 11 4x5 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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/TP12007 (Matrix-M) Weight: 153 lb FT = 0-6 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3514/1878, 3-23=-2062/1226, 4-23= 2062/1226, 4-5=-2062/1226, 5-6=-2062/1226, 6-7=-1265/2545,7-24=-1265/2545,8-24=-1265/2545,8-9=-692/331 BOT CHORD 2-16= 1655/3336, 15-16— 1676/3398, 14-15= 1676/3398, 12-13=-246/658, 11-12=-246/658, 9-11� 225/595 WEBS 3-16=-402/1155, 3-14=-1431/700, 4-14=-847/699, 7-13=-886/720, 8-13=-3505/1836, 8-11=-403/1157, 6-14=-1431/2780, 6-13=-3151/1776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load honconcurrent 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) 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 heeis" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb Lip at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + 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 Continuea on page z ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIIe D connectors.111is design is based only upon "ameters shown. and Is for an Individual building component. not a Iniss system. Before tile, the Ixalding designer must verify the appllcalAity of design parameters and property Incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of Individual 1nISS web and/or chord members only. Additional temporary and permanent tracing MiTek Is always required for stability and to prevent coltarzw wilh rx>sstlble personal Injury and property damage. ror general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and buss systems, se.eANSI/TPI I Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Shoal, Suke 312, Alexandria, VA 22314. Tampa, FL 33610 p fuss Truss Type Oty P y 62' Grnnd Carlton III with porch T11697383 M11323 GRB Hip 1 t Job Reference, tional Chambers Truss, Fort Pierce, FL 7.640 s Apr 79 2016 MiTek Industries, Inc. Thu Jul 27 09:15:46 2017 Page 2 ID:SrRaEyyrg04M78G4raW BLW yuFUJ-SIr7xHKJAFmLXHToSfYI FMDOkmpl y5g5ZETBOVytwRx LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use ardy with MITak6 connectors. His design Is txiced only upon rnrameiers shown, and Is (at an individual building component, not a Inns syseem. Before use, the bullding designer roust verity the appllcablity, of design paramelers and properly Incorporate this design Into the overall �Ie'C building design. Bracing indicated is to prevent Welding of Individual truss web and/or chord members only. Additional lemM porary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property carnage. For general guldonce regarding the 6904 Parke East Blvd. fabrication, storage, delivery, election and bracing of tnmes and him systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tempe, FL 33610 Safety Information available from truss Plate Institute, 218 N. Lee Street. Suite 3'12. Alexandria, VA 22314. Job russTrussype Qty P y Carlton III with porch T11697384 M11323 J2 MONO TRUSS 8 1 162'Grand Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.64U s Apr 18 ZUl6 MI I ek Industries, inG. I nu Jul 27 09;i5 6 20 i r ruyn , I D:xi?zSlzTbJC DIIrG PH 1 OukyuFU I-SIr7xHKJAFmLXHToSfYI FMDYOmx3yK95ZETBOVytwRx -1-0.0 2.0.0 1.0.0 2-0-0 r 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 rda BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz2=67(LC 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. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 2441190 Weight: 8 lb 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=14fh B=52ft; L=34ft; eave=6ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON TIUS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 connectors. this design Is based only upon parameters shown, and is for an Individual building component, not a intss system. Before rise- the btrllding designer must verity the applicablity of design parametersand property Incorporate Ihis design Into the overall btrllding design. Bracing Indicated Is to buckling of Individual truss web and/or chard members only. Additional ternporary and permanent bracing MOW prevent Is always requited for stability and to prevent collapse with possible personal inlury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPiI Quality Cdteria, DSB-89 and SCSI Building Component VA Tampa, FL 33610 Safety Information available from Truss Plate Institute- 218 N. Lee Street. Suite 312. Alexandria, 22314. Job Truss 1 fuss Type Qty774'Job 2' Grand Callon III with porch T11697385 M11323 J4 MONO TRUSS 8 Reference o tional a hATn4 r,..Lmtrinc Inc Thn.lul 97 na75.47 2017 Prue t Chambers Truss, I -on i9erCe, rL - - '- ID:PDYLfd_SMdK4MSQTz?Zf RxyuFUH-xyOVBdKxxYuC9Q2?ON3XnZmTAFQhnP FouDiZxytwRw -1.0-0 4-0.0 1-0.0 4-0-0 Scale = 1:11.2 3x4 = 4-00 4.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) 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 n/a n/a 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 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. 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 75 lb uplift at joint 3, 171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mliel �sl connectors. Itds design is based only u�wn parameters shown, and is for an Individual bu0ding component, not a fruss syseem. Before trse, the building designer must verity the applicability of design parainetels and properly Incorporate Ihis design Into the overall building design. Bracing Indicated Is to prevent fxickling of Individual Imss web and/or chord members only. Additional temporary and permanent bracing nA M11eik' Is always required for stability and to prevent collapse with possible personal injury and property damage. for general abidance regarding the fabrication, storage, delivery, erection and bracing of 11aSSe$ and imss systems, seCANSI/TPI1 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Sulle 312. Alexandflo. VA 22314. Tampa, FL 33610 Job l fuss Type i`�Qty y III with porchT11697386 �7russ M11323 J6 MONOTRUSS 8 1rence FCarlton (optional) Chambers Truss, Fort Pierce, FL r.uao s Apr i i) 206 mn ek indussnes, rnc, Mu Jut 27 09' o.�r W " ' I D:iP6jtz-j7xSx_c_fXi4uzgyuFUG-xyOVBdKxxYuC9Q2?ON3XnZmdMABW hnPFouDIZxytwRw i 1-0-0 6.0.0 3x4 = Scale = 1:14.8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL` in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Verl(TL) -0.09 4-7 >790 240 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Horz(FL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014lFP12007 (Matrix-M) Weight: 20lb FT = 0% 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 Upiift3= 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. 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=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 20.0psf 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 117lb 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 - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0--7473 rev. 10103,2016 BEFORE USE. Design valld for use oNy with MITek0 conneclors. TNs design is based only upon paramelers shown, and Is for an Individual building component. not a truss system. Before use. the building designer most verify the applicability of design parameters and properly Incorporate this design Into the: overall building design. Bracing Indlcaled is to prevent lxickling of Individual truss web and/or chord members only. Additional lempofary and permanent bracing MiTe Is always requited for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrk:allon. storage, dellvery, erection and bracing of hisses and truss systems, se.eANSI/TPII Quality Cdfeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Inslilule. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss Truss ypl 2 Qty ly 62' Grond Cndton III with porch T116973B7 M11323 JB MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:15:48 2017 Page 1 I D V QI:z_j7xSx_c_1Xi4uz9yuFUG-PByuMzLZisO3nadBa4amKnJrKZRCOEfO l Yyl5NytwRr yr d 3x4 = LOADING (psi) 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 W B 0.00 BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=164/Mechanical, 2=41110-8-0, 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. 8-0-0 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 rVa Weight: 26 lb FT = 0°6 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; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=521t; L=341t; eave=61t; Cat. il; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interfor(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE Iw111elc® connectors. This design is based only upon parametels shown. and Ls for an Individual but ding component. not Design valld for use only v4fh a Ifuss system. Before use, The bulidirrg designer must verify the applicability of design parameters and properly incwporale this design Into The overall building design. Bracing indicated Is to prevent Wckling of Individual Truss web and/or chord memlwis only. Additional temporary and permanent bracing MiTek` Is always recidred for stability and to prevent collapse aAth possible personal Injury and property damage. For general guidance regarding The storage, delivery. erection and bracing of Trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component e East Blvd.fabricatlon, Tempe. 6904 Parkik 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Truss Truss Type a Oty ply Carlton III with porch o T11697366 M11323 KJS MONO TRUSS 4 1 162'Grand Job Reference (optional) I.... Th., _h,l 97 n0.1 F•dR 9M7 Pnnw i Chambers I russ, ran tierce, r-L - •- - -_ - - ByuMzLZis03nadBa4amKnJsZZZLoBw01 Yy15NytwRv • -1-5.0 7-3-4 i11-3-0 1 5 0 7-3-4 3.11-12 Scale = 1:20.8 3x4 = 3x4 = F-- 7-3.4 r 3-11.12 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 ' Rep Stress Iner NO WB 0.43 Horz(TL) 0.02 6 n/a rUa BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 441b FT = 0°0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 2=48210-11-5, 6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=-207(LC 8), 2= 312(LC 8), 6— 277(LC 8) Max Grav4=250(LC 13), 2=482(LC 1), 6=574(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7= 662/1072, 6-7= 662/1072 WEBS 3-7=0/309, 3-6= 1177/727 NOTES- 1) 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; 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-dgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mllek® connectots. this design Is based only upon potamoters 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 prorxady Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always recluked for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the t Blvd. tatxicallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1pi1 6904 Parke East Quality Criteria, DSB-89 and BCSI Building Component Tampa, East 0 Safety Information available from Truss Piale Institute. 218 N. lee Street. Suile 312, Alexandria. VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated, Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 c 0 U a 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, 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 MiTekS All Rights Reserved W1 0 MiTek 0 MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3, Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14, Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 16. 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.