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HomeMy WebLinkAboutTruss�t MiTek° ,, Lumber design values arb in accordance with ANSI/TPI 1 section 6.3 These truss designs -rely on lumber values established by others. �:;� C��\�,4 RE: M11364 - 70' Royal with 2 car garage MiTek USA, Inc. Site Information: 6904 Parke East. Blvd. Tampa, FL 33610-4115 Customer Info: Wynne Project Name: M11364 Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County 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 16 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T11697389 1A ! 7/27/17^ 12_I 11697390 1 Al i 7/27/17�f 13. 1 T1-1697391 i A2 1 7/27/117 14 I T11697392 I A3 1 7/27/17 15 1T11697393 A4 i 7/27/17 T11697394 j ATA 1 7/27/17 �6 7 T11697395� ATB _J7/27/17_1 18 1 T116973961 BHA 1 7/27/117 1 19 ..1 T11697397 1 GRA 1 7/27/17 119 I T11697398 I J1 i 7/27/17 J Ill i T11697399 1 J3 1 7/27/17 12 _LT11697400 I J5 ____L7/27/17_f 13 I T11697401 I J7 1 7/27/17 4 j T11697402 J8 � 7/27/17 j 15 1 T11697403 1 KJ7 7/27/17 16 1 T11697404 1 KJ8 i 7/27/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. 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/rPI 1. These designs are based upon parameters shown (e.g., loads,"supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Con 6634 6904 Padre East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Job " Truss Truss Type Qty Ply 70' Royal with 2 car garage T11697389 M11364 A HIP - 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL t.640 s Apr I a zuib nai r ex industries, inc. T nu dw zr ua:r o:uz zu i r rage i I D:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-_goAI IW LP9n3SkitOOg2ukuDTDI giNLSFjL1 aZylwRh r1-0-q 6-7-15 10-0-0 14-11-0 19-11-8 25-0-0 28.4-1 35-0.0 36-0-0 3-4-1 4-11-0 5-0-8 5-0-8 3-4-1 6-7-15 1-0-0 C 6 Scale = 1:61.8 4.00 12 4x8 2x3 II 3x5 = 4x4 = 4 22 5 6 23 7 15 14 13 12 11 6x8 = _ 3x5 = 3x4 = 3x6 = 3x6 = 3x8 3x5 = 25-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014[TP12007 CSI. TC 0.43 BC 0.50 WB 0.82 (Matrix-M) DEFL. In (loc) I/defl Ud Vert(LL) 0.39 11-13 >617 360 Vert(TL) -0.39 11-13 >623 240 Horz(TL) 0.02 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 160lb FT=O% 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 5-5-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=440/0-8-0, 13=1585/0-8-0, 9=674/0-8-0 Max Horz 2= 105(LC 8) Max Uplift2— 231(LC 10), 13— 1434(LC 10), 9=-810(LC 10) Max Grav2=477(LC 15), 13=1585(LC 1), 9=695(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-525/46, 3-4=-343/132, 4-22=-782l760, 5-22=-782/760, 5-6=-782/760, 6-23= 755/1419, 7-23=-755/1419, 7-8=-831/1463, 8-9=-1155/1716 BOT CHORD 2-15=-27/535, 14-15=-111/535, 13-14=-111/535, 12-13=-314/281, 11-12=-314/281, 9-11=-1512/1051 WEBS 3-15=-374/373, 4-15=-85/372, 4-13=-905/592, 5-13=-297/311, 6-13= 1137/1609, 6-11 =-1 048/613, 7-11=-280/152, 8-11=-350/404 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=15fh B=70ft; L=34ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=o.18; MW FRS (directional) and C-C Interior(1) zone; porch right exposed;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 231 lb uplift at joint 2, 1434 lb uplift at joint 13 and 810 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job " Truss Truss Type Qty P y 70' Royal Mth 2 car garage T11697390 M11364 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.tiqu s Apr iv zui b mr i ex mausmes, inc. Thu dui zr 09:r6:02 zu i r rage i I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-_goAl IW LP9n3Skit00g2uku5XDB5iNbSFjL1 aZytwRh r1A-Q 6-5-9 , 12-0-0 18-0-12 , 23-0-0 25-10-5 35-0-0 36-0-0 1-0-0 6-5-9 5-6-7 6-0-12 4-11-5 2-10-5 9-1-11 1-0-0 4.00 12 5x6 = 3x4 = 5x6 = 4 20 5 21 6 - qY1 4, Scale = 1:62.9 13 12 3x4 = 3x6 % 3x4 = 5x6 = 2 00 12 3x12 = 23-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(LL) 0.68 10 >621 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.14 11-12 >368 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 154lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 8=1336/0-8-0 Max Harz 2= 124(LC 8) Max Uplift2= 831(LC 10), 8=-819(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3154/2045, 3-4=-2911/1896, 4-20= 2634/1800, 5-20= 2634/1800, 5-21 =-3771/242 1, 6-21=-3771/2421, 6-7=-5230/3289, 7-8=-5525/3450 BOT CHORD 2-13=-1814/2941, 12-13=-1427/2446, 11-12— 1946/3241, 10-11=-2179/3831, 8-10=-3161/5252 WEBS 3-13=-314/337, 4-13= 216/435, 4-12=-1621435, 5-12=-894/626, 5-11= 257/701, 6-11= 293/187, 6-10— 1295/2107, 7-10= 358/367 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=15ft; B=70ft; L=34ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 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 831 lb uplift at joint 2 and 819 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for useonlywith MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply 70' Royal with 2 car garage T71697391 M11364 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:16:03 2017 Page 1 ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-T1 MYV5XzATvw4uH3ykLHRxQIBcYvRnpbTN5b70ytwRg 1-0 8-11-15 14-0-0 21-0-0 1 26-1-2 35-0-0 6-0-0 -0-0 8-11-15 5-0-1 -' 7-0-0 5-1-2 8-10-14 -0-0 Anne 3x6 4x6 = 11 � 2x3 II Sx12 = 2.00 F12 5x8 = Scale = 1:62.9 3x12 = I�Sln> 0 14-9-0 24-6-8 i -_ 35-0-0 2-11-15 -11-15 "_I 9-9-8 10-5-8 Plate Offsets (X,Y)-- f2:0-3-14 0-1-81 (5:0-4-0 0-2-31 17:0-1-15 Edgel LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.68 9 >618 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.43 9-10 >293 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 1.00 Horz(TL) 0.40 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 151 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. WEBS 2x4 SP No.3 *Except* 5-9: 2x4 SP M 30 REACTIONS. (lb/size) 2=1366/0-8-0, 7=1332/0-8-0 Max Horz2=143(LC 9) Max Uplift2=-835(LC 10), 7=-814(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2985/1845, 3-4= 2373/1566, 4-5=-2273/1552, 5-6=-5207/3172, 6-7=-5549/3386 BOT CHORD 2-11=-1594/2760, 10-11=-1594/2760, 9-10=-1643/2927, 7-9=-3101/5280 WEBS 3-11=0/259, 3-10= 644/444, 4-10— 192/461, 5-10— 816/482, 5-9=-1475/2679, 6-9— 390/408 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1651nph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7 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 platebapable of withstanding 835 lb uplift at joint 2 and 814 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. 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE, Design valid for use only with 101109 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 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 fabdcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal with 2 car garage T71697392 M11364 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:16:04 2017 Page 1 I D:OLulzpiQ?_SmS_J UbP68gtzFJ4j-xDwxjRYcxn 1 ni2sGW Rs WZ9ZSkOtiAFZlil gBfSytwRf 1-0- 8-0-10 16-0-0 19-0-0 26-1-3 35-0-0 6-0- -0- 8-0-10 7-11-6 3-0-0 7-1-3 8-10-13 4 -0-0 4.00 12 4x6 = 5x8 = Scale: 3/16"=1' q, N ri IchI O 3x6 = 8-0-10 13 3x4 = 2x3 11 5x6 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.72 10 >583 360 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.17 10-19 >358 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.41 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 `Except' 5-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1363/0-8-0, 8=1335/0-8-0 Max Horz 2= 162(LC 8) Max Uplift2— 833(LC 10), 8=-817(LC 10) 3x12 = 35-0-0 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 161 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3113/1896, 3-4=-2339/1494, 4-5=-2371/1586, 5-6=-5196/3121, 6-7=-5457/3383, 7-8=-5590/3382 BOT CHORD 2-13=-1659/2895, 12-13=-1661/2890, 11-12=-1132/2174, 10-11= 1250/2419, 8-10=-3102/5318 WEBS 3-13=0/284, 3-12=-824/589, 4-11= 215/541, 5-11=-400/220, 5-10=-1718/2998, 6-10= 484/501 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=,4.2psf; BCDL=3.0psf; h=15ft; B=70ft L=34fh eave=5ft; 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) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 817 lb uplift at joint 8. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety information ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply 70' Royal with 2 car garage ' T71697393 M11364 A4 SPECIAL 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.64v s Apr iv zvio Mi i ek mausmes, inc. Thu vm zr va: 6.04 2017 rage I D:OLuIzpiQ?_SmS_J UbP6BgtzFJ4j-xDwxjRYcxn 1 ni2sGW Rs WzgzT5Ot3AHClil g8fSytwRf 1-0- 8-6-0 17-6-0 24-6-8 27-4-7 35-0-0 6-0- -0-0 8-" 9-0-0 7-0-8 2-9-15 7-7-9 1-0-0 6 13 3x6 7::� 2x3 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 *Except* 5-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1363/0-8-0, 9=1335/0-8-0 Max Harz 2=176(LC 9) Max Uplift2= 833(LC 10), 9=-817(LC 10) 4.00 F12 5x8 = 6x8 = 2.00 12 24-6-8 Scale = 1:61.8 3x12 = CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.80 Vert(LL) 0.78 11 >537 360 MT20 244/190 BC 0.90 Vert(TL)-1.5911-12 >264 240 MT18HS 244/190 W B 0.80 Horz(TL) 0.43 9 n/a n/a (Matrix-M) Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. WEBS 1 Row at midpt 5-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3092/1875, 3-4=-2331/1431, 4-5=-2249/1453, 5-6=-5319/3213, 6-7= 5228/3092, 7-8= 5271/3090, 8-9=-5609/3334 BOT CHORD 2-13— 1639/2874, 12-13=-1639/2874, 12-20= 1052/2069, 20-21=-1048/2077, 11-21= 1043/2091, 9-11=-3060/5339 WEBS 3-13=0/255, 3-12=-853/636, 5-12=-63/334, 5-11=-197013433, 6-11=-320/326, 8-11=-305/303 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=1511t; B=70ft; L=34ft; eave=5ft; 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 fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSIlTPI 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 833 lb uplift at joint 2 and 817 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. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with MTek® 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply 70' Royal with 2 car garage ' T71697394 M11364 TA. ROOF TRUSS 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.649 s Apr 19 2016 MI I eK Indusirles, Inc. I nu J01 z r u9n6:ub zui r rage I I D:yDOdW M W eu99liJ70SDveiFyfR5h-P PUJwnYEi4geJBQS39NIW M W k5Qlxvp6uxhaiBuytwRe T1-0-Q 8-5-4 13-10 17.6-0 22-0-0 , 26-6-12 35-0-0 $6-0-Q 1-0-08-5-4 4-6-12 4-6-0 4-6-0 4-6-12 8-5-4 1-0-0 �1 6 4x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 4.00 12 4x4 = 17 .- 15 `� 14 " 12 2x3 11 4x6 = 3x8 = 3x8 = 2x3 I I 4x6 = Scale = 1:60.8 4x5 = S-4 13-0-0 22-0-0 26 6-12 35-0-0 .5-4 4-6-12 9-0-0 4-1 8-5-4 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.29 14-15 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.74 14-15 >565 240 Rep Stress Incr YES WB 0.50 Horz(TL) 0.15 10 n/a n/a Code FBC2014/TP12007 (Matrix-M) Weight: 166lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing, Except: 8-4-3 oc bracing: 14-15. REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-1 76(LC 8) Max Uplift2-775(LC 10), 10=-775(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3157/1652, 3-4=-2665/1398, 4-5=-2594/1409, 5-24=-2667/1477, 6-24-2617/1500, 6-25=-2617/1500, 7-25=-2667/1477, 7-8=-2594/1409, 8-9=-2665/1398, 9-10-3157/1652 BOT CHORD 2-17=-1419/2929, 16-17=-1419/2929, 15-16-1419/2929, 15-26-774/1961, 26-27-774/1961, 14-27=-774/1961, 13-14=-1419/2929, 12-13=-1419/2929, 10-12=-1419/2929 WEBS 6-14=-478/913, 7-14=-258/200, 9-14-539/417, 6-15— 4781914, 5-15=-258/200, 3-15-539/417 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=15fh B=70fh L=34ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=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) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at Joint 2 and 775 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 101012015 BEFORE USE Design valid for use only with MITekG 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Qualify Criteria,.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Sty Ply 70' Royal with 2 car garage ' T11697395 M11364 ATB ROOFTRUSS 2 1 Job Reference (optional) cnamders truss, Ton Tierce, rL �1 6 8-5-4 4-6-12 4.00 F12 4x4 = 6 1— snni is ww.-I en 4-6-0 4-6-12 fxL?edsv_3a2xVgd9eHf2ALJFkKytwRd 35-0-0 36-0-Q 8-5-4 1-0 Scale = 1:60.8 19 — 17 16 15 14 12 3x5 = 2x3 11 4x6 = 3x8 = 2x3 II 3x5 = 3x8 = 4x6 = 8-5-4 13-0-0 1 -8 21-4-0 2 - 26-6-12 35-0.0 8-5.4 4-6-12 1 7-8-0 1 4-6-12 8-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.16 15-16 >510 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.22 12-14 >766 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 166lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 176(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) except 2= 487(LC 10), 10=-487(LC 10), 16=-288(LC 10), 15=-288(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=726(LC 1), 10=726(LC 1), 16=680(LC 15), 15=673(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-11711757, 3-4=-482/414, 4-5= 412/425, 5-26=•484/493, 6-26= 435/516, 6-27=-435/516, 7-27= 484/493, 7-8= 412/425, 8-9=-482/414, 9-1 0=-1 171/757 BOT CHORD 2-19= 572/1049, 18-19=-572/1049, 17-18=-572/1049, 16-17=-82/415, 16-28=-82/415, 28-29— 82/415, 15-29= 82/415, 14-15= 82/415, 13-14— 572/1049, 12-13=-572/1049, 10-12=-572/1049 WEBS 7-14=-257/199, 9-14= 749/519, 9-12=-42/336, 5-17=-257/199, 3-17=-749/519, 3-19— 42/336 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=15ft; B=70ft; L=34ft; eave=5ft; 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) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) The solid section of the plate is required to be placed over the splice line at joints) 18, 13. 5) Plate(s) at joint(s) 18 and 13 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 2, 487 lb uplift at joint 10 , 288 lb uplift at joint 16 and 288 lb uplift at joint 15. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. " Design valid for use only with MITeM 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 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 MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I 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 Truss Type Qty Ply 70' Royal with 2 car garage T11697396 M113s4 BHA BOSTON HIP 1 1 Job Reference (optional) cnamoers i russ, r-on rrerce, M r.- s � P' ...- ,".� � nR �„��s„�ns. it-- 9= P • I D:yDOdW MW eu991iJ70SDveiFyfR5h-Loc3LSaUEiPMZVarBZQDbnb7?E3rNcoBO?3oGnytwRc 15-6-0 21.6-0 rt-0-q 11.6-0 i 13-6-01q-0,07.E-0 i 19-6-0 i21-0-0 i 23-6-0 25-6-0 �_ 28-0-0 35-0-0 36-0.Q 1-0.0 7-0.0 2.6-0 2-0-0 2-0.0 0.6� 2-0-0 2-0.0 1-6-00.6- 2-0.0 2-0.0 2.6-0 7-0.0 Scale: 3/16"-V 1 6 3x4 = ,,-, _ TOP CHORD MUST BE BRACED BY END JACKS, 3x6 = 3x8 = 3x4 = 3x6 = 3x4 = 7-0-0 i 14-M 21-0-0 28-0-0 _ _ 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 r 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.25 Vert(LL) 0.05 30-41 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(rL) -0.09 30-41 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.02 26 n/a n/a BCDL 10.0 Code FB02014/TP12007 (Matrix-M) Weight: 208 lb FT = O% 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 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 - 6-0-0 oc bracing: 32-33. JOINTS 1 Brace at Jt(s): 11, 19, 15, 23, 7 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2- 176(LC 8) Max Uplift All uplift 100 lb or less at joints) except 2=-344(LC 10), 33= 500(LC 10), 32= 453(LC 10), 28=-353(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=540(LC 19), 33=818(LC 1), 32=803(LC 1), 28=540(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-715/358, 27-28=-714/390 BOT CHORD 2-35=-209/677, 34-35=-214/654, 33-34=-214/654, 31-32= 243/604, 30-31=-243/604, 28-30=-239/626 WEBS 3-35=0/278, 27-30=0/278, 3-33=-847/560, 11-33_ 369/346, 19-32=-363/328, 27-32=-837/528 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=15ft; B=70ft; L=34ft; eave=5ft; 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 2x3 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 2, 500 lb uplift at joint 33 , 453 lb uplift at joint 32 and 353 lb uplift at joint 28. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE, " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatior'L storage, delivery, erecflon and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply 70' Royal with 2 car garage ' T11697397 M11364 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.64U s Apr 1v 206 m r ex inauslnes, Inc. Thu JUI 27 09J6:08 20i ! rage r • ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-p_ARYob6??YDAf911HxSB?88rdJu62GKdfoMoDytwRb T1-0-Q 8-0-0 I 14-11-0 17-6-0 20-1-0 27-0-0 i 35-0-0 $6-0-Q 1-0-08-0-0 6-11-0 2--7 2-7-0 6.11-0 8-0-0 -0-0 ,S 6 Scale = 1:62.0 5x8 MT18HS= 2x3 II 5x8 MT18HS = 4.00 F12 2x3 14x6 = 4x6 = 16 35 36 1537 14 3839 40 13 41 4212 43 11 44 3x5 = 2x3 !I 4x6 = 6x10 = 6xl0 = 4x6 = 2x3 11 3x5 = 27-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.24 11-22 >988 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.32 11-13 >743 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.92 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 158lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-15 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row atmidpt 3-14, 8-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=702/0-8-0, 14=3620/0-8-0, 9=1238/0-8-0 Max Horz2— 86(LC 6) Max Uplift2=-416(LC 8), 14=-2682(LC 8), 9= 1176(LC 8) Max Grav2=714(LC 17), 14=3620(LC 1), 9=1242(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1147/469, 3-23= 1295/1782, 23-24=-129511782, 24-25=-1295/1782, 25-26= 1295/1782, 26-27=-1295/1782, 4-27=-1295/1782, 4-28=-1295/1782, 5-28=-1295/1782, 5-29=-1143/1131, 6-29— 1143/1131, 6-7=-1143/1131, 7-30=-1143/1131, 30-31= 114311131, 31-32=-1143/1131, 32-33=-1143/1131, 33-34=-1143/1131, 8-34=-1143/1131, 8-9=-2781/2302 BOT CHORD 2-16= 329/1028, 16-35=-336/1069, 35-36= 336/1069, 15-36= 336/1069, 15-37=-336/1069, 37-38= 336/1069, 14-38=-336/1069, 14-39— 421/344, 39-40= 421/344, 13-40— 421/344, 13-41=-2088/2618, 41-42=-2088/2618, 12-42=-2088/2618, 12-43= 2088/2618, 43-44=-2088/2618, 11-44=-2088/2618, 9-11= 2060/2576 WEBS 3-16=-201/797, 3-14_ 3023/1941, 4-14=-822/758, 7-13= 792/734, 8-13= 1594/1222, 8-11= 512/798, 5-14=-1970/1639, 5-13= 1872/2233 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=15ft; B=70ft L=34ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=o.18; MW FRS (directional); porch right exposed; 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) The solid section of the plate is required to be placed over the splice line at joint(s) 15, 12. 6) Plate(s) at joint(s) 15 and 12 checked for a plus or minus 4 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint 2, 2682 lb uplift at joint 14 and 1176 lb uplift at joint 9. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. continued on Daae 2 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply 70' Royal whh 2 car garage "RA ' T11697397 M11364 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Fierce, FL —,4.AP, iaauio-- [Ilu—ilIV ji— 11,U U u vo.5 .U. I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-p_ARYob6??YDAf91 IHxS8?88rdJ u62GKdfoMoDytwRb NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 229 lb up at 8-0-0, 107 lb down and 173 lb up at 8-6-0, 107 lb down and 173 lb up at 10-6-0, 107 lb down and 173 lb up at 12-6-0, 107 lb down and 173 lb up at 14-6-0, 107 lb down and 173 lb up at 16-6-0, 107 lb down and 173 lb up at 18-6-0, 107 Ito down and 173 lb up at 20-6-0, 107 lb down and 173 lb up at 22-6-0, 107 lb down and 173 lb up at 24-6-0, and 107 lb down and 173 lb up at 26-6-0, and 131 lb down and 229 lb up at 27-0-0 on top chord, and 515 lb down and 303 lb up at 8-0-0, 79 lb down and 1 lb up at 8-6-0, 79 lb down and 1 lb up at 10-6-0, 79 lb down and 1 lb up at 12-6-0, 79 lb down and 1 lb up at 14-6-0, 79 lb down and 1 lb up at 16-6-0, 79 lb down and 1 lb up at 18-6-0, 79 lb down and 1 lb up at 20-6-0, 79 lb down and 1 lb up at 22-6-0, 79 lb down and 1 lb up at 24-6-0, and 79 lb down and 1 lb up at 26-6-0, and 515 lb down and 303 lb up at 27-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 17-20=-20 Concentrated Loads (lb) Vert: 3— 131(B) 8=-131(B) 16=-515(B) 11=-515(B) 23= 107(B) 24=-107(B) 25=-107(B) 27=-107(B) 28=-107(B) 29=-107(B) 30=-107(B) 32=107(B) 33= 107(B) 34=-107(B) 35=-50(B) 36=-50(B) 37=-50(B) 38= 50(B)39_ 50(B) 40=-50(B) 41— 50(B) 42=-50(B)43=-50(131)44=-50(B) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032016 BEFORE USE. " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the buiiding 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 MiTek' is always required for slabillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply 70' Royal with 2 car garage ' T11697398 M11364 J1 MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MI I eK Industries, Inc. I nu Jul xt uy:l6:u9 201 / Paget I D:oHTg505Ds3TR?kt?m4?ZGyzbQD E-HAkgm8bkmJg4opkD1_SigCgUbl oyrjsUsJYvKfytwRa 1-0-0 i 1-0-0 1-" 3x4 = Scale = 1:6.2 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vett(TL) -0.00 5 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/size) 3=9/Mectianfcaf, 2=113/0-8-0, 4=4/Mechanical Max Horz2=48(LC 10) Max Uplift3= 5(LC 7), 2= 127(LC 10), 4=-2(LC 7) Max Grav3=11(LC 15), 2=113(LC 1), 4=10(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=15fh B=70ft; L=34ft; eave=oft; Cat. Il; 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 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.Opst 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 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional 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 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. Lee Street, Suite 312, Alexandda VA 22314. Tampa, FL 33610 Job " Truss Truss Type Qty Ply 70' Royal with 2 car garage T11697399 M11364 J3 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:16:09 2017 Page 1 • I D:oHTg505Ds3TR?kt?m4?ZGyzbQD E-HAkgm8bkmJg4opkDl_SigCgUb1 nxrjs UsJYvKfytwRa -1-0-0 3-0-0 _ 1-0-0 3.0-0 Scale = 1:9.6 3x4 = 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 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 FBC2014/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=56/Mechanical, 2=179/0-8-0, 4=30/Mechanical Max Horz2=83(LC 10) Max Uplift3=-51(LC 10), 2=-146(LC 10), 4=-3(LC 10) Max Grav3=56(LC 1), 2=179(LC 1), 4=43(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=15ft 8=70ft; L=34ft; eave=4ft; 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 51 lb uplift at joint 3, 146 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. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIIEKREFERANCE PAGE MII-7473 rev. 1070=016 BEFORE USE " Design valid for use only with MITekO 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 building design. Bracing Indicated is to prevent buckling of Individual thus web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi 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, VA22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply 70' Royal with 2 car garage ` T11697400 M11364 JS MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jul 27 09:16:09 2017 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-HAkgm8bkmJg4opkDl_SigCgRw1 k3rjsUsJYvKfytwRa 1-0-0 5-0-0 Scale = 1:12.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.04 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 FBC2014/TP12007 (Matrix-M) Weight: 17lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/size) 3=98/Mechanical, 2=270/0-6-0, 4=46/Mechanical Max Horz2=121(LC 10) Max Uplift3=-94(LC 10), 2=-191(LC 10) Max Grav3=98(LC 1), 2=270(LC 1), 4=73(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=15ft; B=70ft; L=34ft; eave=4ft; 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 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 94 lb uplift at joint 3 and 191 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wBh MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I 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 Jab Truss Truss Type Qty Ply 70' Royal with 2 car garage T77697401 Ml 1364 J7 MONO TRUSS 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = 7.640 s Apr 19 2016 Wek Industries, Inc. Thu Jul 27 09:16:10 2017 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQD E-IN HCzUcMXdoxQzJPsizxDQDeFROiaA6d4zHTt6ytwRZ 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.06 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.15 4-7 >544 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=1 41 /Mechanical, 2=360/0-8-0, 4=60/Mechanical Max Horz2=159(LC 10) Max Uplift3=-138(LC 10), 2=-238(LC 10) Max Grav3=141(LC 1), 2=360(LC 1), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.5 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511t; B=70ft; L=34ft; eave=4ft; 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 138 lb uplift at joint 3 and 238 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. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 3 1 Z Mexandrla, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply 70' Royal with 2 car garage ' T11697402 M11364 JB MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 7.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Horz 2=178(LC 10) Max Uplift3=-158(LC 10), 2= 261(LC 10) Max Grav3=161(LC 1), 2=404(LG 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu Jul 27 09:16:10 2017 Page 1 I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-INHCzUcMXdoxQzJPsizxDQDc?R5baA6d4zHTt6ytwRZ 8-0-0 8-0-0 Scale = 1:17.7 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.08 4-7 >999 360 MT20 244/190 Vert(TL) -0.21 4-7 >440 240 Horz(TL) 0.01 2 n/a n/a Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=70ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Interior(1) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 158 lb uplift at joint 3 and 261 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. 0 WARMING- Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE, ' Design valid for use only with 1017ekr9 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTeW 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 puss systems, seeANSI/TPI I Qualify 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 ' Truss Truss Type Qty Ply 70' Royal with 2 car garage ` T11697403 M11364 KJ7 MONO TRUSS 2 1 Job Reference (option 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. I hu Jul 27 09:16:11 2017 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbODE-EZraBgd?lwwol6ucQPUAmdmpCrSQJb_nJd 10PYytwRY -1-5-D 6-11-1 i _ 9-10-1 _16-11-1 2-11-0 Scale = 1:21.1 3x4 = 65 3x4 = 6-11-1 9-8-9 9-;IQ-1 6-11-1 2-9-8 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.03 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.06 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 38lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=42/Mechanical, 2=296/0-11-5, 6=317/Mechanical Max Horz2=159(LC 8) Max Uplift4=-40(LC 8), 2=-236(LC 8), 6=-196(LC 8) Max Grav4=48(LC 13), 2=296(LC 1), 6=317(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11= 514/367, 11-12=-545/364, 3-12=-517/338 BOT CHORD 2-13= 345/503, 13-14=-345/503, 7-14=-345/503, 6-7=-345/503 WEBS 3-6=-586/402 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 4, 236 lb uplift at joint 2 and 196 lb uplift at joint 6. 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 loads) 64 lb down and 67 lb up at 1-6-1, 64 lb down and 67 lb up at 1-6-1, 18 lb down and 75 lb up at 4-4-0, 18 lb down and 75 lb up at 4-4-0, and 21 lb down and 118 lb up at 7-1-15, and 21 lb down and 118 lb up at 7-1-15 on top chord, and 47lb up at 1-6-1, 47lb up at 1-6-1, 2 lb down and 31 lb up at 4-4-0, 2 lb down and 31 lb up at 4-4-0, and 18 Ib down and 29 lb up at 7-1-15, and 18 lb down and 29 lb up at 7-1-15 on bottom 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: 1-4= 54, 5-8=-20 Concentrated Loads (lb) Vert: 3=-43(F=-21, B=-21) 7=-35(F=-18, B= 18) 11=134(F=67, B=67) 12=40(F=20, B=20) 13=48(F=24, B=24) 14=-3(F=-2, B=-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 MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, ]he bullding designer must verify 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 M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Qty Ply 70' Royal with 2 car garage T11697404 M11364 KJB MONO TRUSS 2 1 Job Reference (optional) chambers i russ, Fort Fierce, FL r.o s np, ,a <v iv nn i— muwu,es, nm. 1 11, vuF1 vu. ye I D:OLuIzpiQ?_SmS_J UbP6BgtzFJ4j-EZraBgd?lwwol6ucQPUAmdmogrREJZ2nJd 1 OPYytwRY -1-5.0 7-8-2 11-3-0 1-5-0 7-8-2 3-6-14 Scale.- 1:20.8 3x4 = 65 3x4 = 7-8-2 3-5-6 021!8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.09 7-10 >999 240 BOLL 0.0 Rep Stress incr NO W B 0.28 Horz(fL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=133/Mechanical, 2=370/0-11-5, 6=450/Mechanical Max Horz2=178(LC 8) Max Uplift4=-143(LC 6), 2=-279(LC 8), 6— 241(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11= 756/522, 11-12= 782/519, 12-13=-752/494, 3-13= 705/441 BOT CHORD 2-15= 490/731, 15-16=-490/731, 16-17=-490/731, 7-17=-490/731, 7-18=-490/731, 6-18= 490/731 WEBS 3-7=0/288, 3-6=-829/555 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=34ft; eave=4ft Cat. II; Exp C; Encl., GCpl=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4, 279 lb uplift at joint 2 and 241 lb uplift at joint 6. 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) 64 lb down and 67 lb up at 1-6-1, 64 lb down and 67 lb up at 1-6-1, 18 lb down and 75lb up at 4-4-0, 18 lb down and 75 lb up at 4-4-0, 21 lb down and 118 Ito up at 7-1-15, 21 lb down and 118lb up at 7-1-15, and 65 Ito down and 162 lb up at 9-11-14, and 65 lb down and 162 lb up at 9-11-14 on top chord, and 47lb up at 1-6-1, 47lb up at 1-6-1, 2 lb down and 31 lb up at 4-4-0, 2 lb down and 31 lb up at 4-4-0, 18 lb down and 29 lb up at 7-1-15, 18 lb down and 29 lb up at 7-1-15, and 45 lb down and 12 lb up at 9-11-14, and 45 lb down and 12 lb up at 9-11-14 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 54, 5-6=-20 -Concentrated Loads (lb) Vert: 11=134(F=67, B=67) 12=40(F=20, B=20) 13=-43(F=-21, B= 21) 14=-130(F=-65, B=-65) 15=48(F=24, B=24) 16=-3(F=-2, B=-2) 17= 35(F=-18, 13 18) 18=-63(F=-31, B=-31) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1141I-7473 rev. lav3,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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 BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee 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 ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1d' For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates, `Plate location details available in Mifek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/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 o C1-2 C2-3 4 WEBS tc�,_ ap Q a a O ~ C7-8 C6-7 CS-6 BOTTOM CHORDS 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 MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. I& 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.