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1 4'. . Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: I M1.1364 - 70' Royal with 2 car garage Site Information: Customer Info: Wynne Project Name: 70' Royal with 2 car garage Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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: FBC2014fFP12007 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 1 T11697389 1 A 7/27/17 12 I T11697390 J Al 1 7/27/17 13 1 T11697391 1 A2 1 7/27/17 14 T11697392 1 A3 1 7/27/17 1 5 T11697393 1 A4 1 7/27/17 6 T11697394 1 ATA 7/27/17 7 T11697395 1 ATB 7/27/17 8 T11697396 1 BHA 1 7/27/17 1 19 1 T11697397 1 GRA 1 7/27/17 110 I T11697398 I J 1 1 7/27/17 Ill I T11697399 I J3 j 7/27/17 112 I T11697400 I J5 17/27/17 113 I T11697401 1 J7 1 7/27/17 1 114 J T11697402 I J8 17/27/17 115 T11697403 1 KJ9 1 7/27/17 . 16 Ti 1697404 1 KJ8 1 7/27/17 referenced above have been prepared. by der my direct supervision based on the parameters Albani, Thomas of Florida is February 29, 2019. component designs is a certification identified and that the Wised upon parameters design codes), which were /iuded is for MiTeWs customers /account in the preparation of ned the applicability of the design ding Before use, the building ner and 'property incorporate these designs Chapter 2. g A.39380 cc_ ,• STATE OF 00 R:.• Thomas A. - MITek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 i yN- i,ay riy ru rroyai wan z car garage T116973. IM11364 A HIP i 1 Job Reference (optional) 4 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi rek Industries, Inc. Thu Jul 27 09:16:02 2017 Page 1 I D:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-_goAIIW LP9n3SkitO0g2ukuDTDIgiNLSFjL1 aZytwRh\ 1.0• 6-7-15 10-0-0 14-11.0 19.11.8 25-" 28 4-1 35-0.0 6-0 6-7-15 3-4-1 4-11-0 5-0 8 5-0$ 3 4-1 6-7-15 0-0 Scale = 1:61.8 4x8 = 2x3 II 4x4 = 4.00 12 3x5 = 4 22 5 6 23 7 15 14 13 12 11 6x8 = __ 3x5 = 3x4 = 3x6 = 3x6 = 3x8 3x5 = 10-0-0 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/TPI2007 CSI. TC 0.43 BC 0.50 WB 0.82 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(fL) in (loc) I/defl Ud 0.39 11-13 >617 360 -0.39 11-13 >623 240 0.02 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 160lb 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 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 Horz2=-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= 782/760, 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— 1048/613, 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=1511; B=70ft; L=34ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Interior(1) zone; porch fight 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MlTek® 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 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Royal won 2 car garage T11697391 M11364 A2 SPECIAL 1 1 Job Reference o tional chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Jul 27 09:16:03 2017 Page 1 cha In-ni u17niM SmS JUbP6BatzFJ4i-T1MYV5XzATvw4uH3ykLHRxQIBcYvRnpbTN5b7OytwRr 1-0- 8-11-15 14-" 21-0-0 26.1-2 35.0-0 6A -OA 8-11-15 5-0-1 7-0-0 5-1-2 8-10.14 1-0-0 Scale = 1:62.9 4x6 = ..... r— 5x8 = 11 Sx12 = 3x12 = 3x6 % 2x3 II 2.00 12 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 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-9: 2x4 SP M 30 REACTIONS. (Ib/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) CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.81 Vert(LL) 0.68 9 >618 360 MT20 244/190 BC 0.89 Vert(TL) -1.43 9-10 >293 240 MT18HS 244/190 WB 1.00 Horz(TL) 0.40 7 n/a rr/a (Matrix-M) Weight: 151 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-1-4 oc bracing. 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, 4-1 0=-1 92/461, 5-10=-816/482, 5-9_ 147512679, 6-9=-390/408 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 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) 7 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 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. Q WARNING. Verity design parameters and READ NOTES ON THIS AND. INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE � Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicab➢lty of design parameters and properly Incorporate this design Into the overall p�1p building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT eW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI 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 car garage T11 M11364 IA3 ISPECIAL s Truss, Fort Pierce, FL 7.640 s Apr 19 2D16 Mu eK Inaustnes, inc. i nu dui v ua:i c:v4 zui i I D:OLulzpiQ?_SmS_J UbP6BgtzFJ4j-xDwxjRYcxnl ni2sGW RSWZ9zSkOtiAFZI 1-0 8-0-10 16-0-0 19-0-0 26-1-3 35.0.0 6-0 -0-0 8-0-10 7-11-6 3.0.0 7-1-3 8-10-13 -0-0 Scale: 3/16'=l' 4.00 F12 4x6 = 5x8 = 13 .sxv — 2x3 II 5x6 = 3x12 = 3x6 = 2.00 12 24-6-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeti Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.89 Vert(LL) 0.72 10 >583 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.17 10-19 >358 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.41 8 n/a n/a BCDL 10.0 Code FB02014ITP[2007 (Matrix-M) Weight: 161 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 5-10: 2X4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1363/0-8-0, 8=1335/d-8-0 Max Horz 2=-162(LC 8) Max Uplift2=-833(LC 10), 8_ 817(LC 10) 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, 8-1 0=-3102/531 8 WEBS 3-13=0/284, 3-12=-824/589, 4-11=-215/541, 5-11=-400/220, 5-1 0=-1 718/2998, 6-1 0=484/5011 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=341t; 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 MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 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 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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 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 applicabflity 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 f� /� a' MiTeV Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon 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 i Job Truss russ Type ty Ply 70' Royal with 2 car garage \ T11697396. M11364 Al SPECIAL 1 1 Job Reference o tional Lhambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu Jul27 09:16:02 2017 Page i ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-_goAIIWLP9n3SkitO0g2uku5XDB5iNbSFjLlaZytwRh \ 1-0 12-0-0 18-0-12 23.0-0 25.10-5 35-0-0 6.0- -0-0 6-5-9 5-6.7 60-12 4-11-5 2-10-5 9.1-11 -0.0 Scale = 1:62.9 4.00 ri2 3x6 5x6 = 5x6 = 3x4 = 4 20 5 21 6 13 12 3x4 3x4 = 5x6 = 2.o0 12 3x12 = 8-8-2 14-9-0 8-8-2 6-0-14 zd-u-u 83.0 zv-oro 1-6-8 - 10-5-8 Plate Offsets (XY) [2:0 3 14 0-1-81 [8:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(ILL) 0.68 10 >621 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(fL) -1.1411-12 >368 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 154lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 2=136210-8-0, 8=1336/0-8-0 Max Horz2= 124(LC 8) Max Uplift2=-831(LC 10), 8=-819(LC 10) 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— 3154/2045, 3-4= 2911/1896, 4-20= 2634/1800, 5-20=-2634/1800, 5-21= 3771/2421, 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=-162/435, 5-12� 894/626, 5-11=-2571701, 6-11 =-293/1 87, 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=3411; 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 8r 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) 8 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 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. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M8-7473 rev. 10/=015 BEFORE USE Design valid for use only wlih 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 appllcabUity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecllon 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 M11364 SPECIAL 16 car garage T11697393 rbers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MITek Industries, mc, i nu uur z i ua: io:vv w i r d I D:OLulzpiO?_SmS_J UbP6BgtzFJ4j-xDwxj RYcxn1 ni2sG W Rs Wz9zT50t3AHCli1 q' 1 r 8-6 0 i 17-6.0 24-6-8 27-4-7 35-0.0 $6.0.0 1-0-0 g-6-0 9-0-0 7-0-8 2-9-15 7.7-9 Scale = 1:61.8 4.00 12 6x8 = 0 6 13 - 5x8 = 3x12 = 3x6 % 2x3 II 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES ' GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.78 11 >537 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(fL)-1.5911-12 >264 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD, Structural wood sheathing directly applied or 2-2-0 oc purlins. 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 5-11 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 Horz2=176(LC 9) Max Uplift2=-833(LC 10), 9=-817(LC 10) FORCES. (lb) - Max. CompJMax. 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 —1 970/3433, 6-11=-320/326, 6-11= 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=3.0psf; h=15ft; B=70ft; L=3411; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Intedor(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 = 10.Opsf. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 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.. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE Design valid for use only wilh MfTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall p�T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing LN1� e W 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 avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Qty P 70' Royal with 2 car garage T11697394 M11364 TATA ROOF TRUSS 5 1 Job Reference (optional) °Q16MFek!ndus!rr s — Thu.hJ97no•is-n.r9017 P-1 DhambersTruss, Fort Pierce, FL ,.��spr ..,....,,.-.....--_...__•..._. ...---.-.--..-.__--.. . -o-- I D:yDOdW M W eu991 iJ70SDveiFyfR5h-P PUJwnYEi49eJ BQS39NIW MW k5Qlxvp6uxhaiBuytwRe q 8-5-4 13.0-0 17-6.0 22-0.0 i 26-6-12 i _ 35-0-0 36.0-Q 1-0-0 8-5-4 4-6-12 4-6-0 4-6-0 4-0-12 8-5-4 1-0-0 4.00 12 4x4 = Scale = 1:60.8 17 lb ry 4x5 2x3 II 4x6 = 3x8 = 2x3 II = 4x5 = 3x8 = 4x6 = 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 0.40 BC 0.54 WB 0.50 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) 0.29 14-15 >999 360 Vert(TL) -0.74 14-15 >565 240 Horz(TL) 0.15 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT = 0°/9 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing, Except: WEBS 2x4 SP No.3 8-4-3 oc bracing: 14-15. REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz2=-176(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=-2685/l398, 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=-478/914, 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=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) 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 M?EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek0 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 vedfy the applicability of design parameters and properly Incorporate this design Info 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 fabrlcatlom storage, delivery, erection and bracing of trusses and miss 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 Oty Ply 70' Royel wdh 2 car garage T11697395 M11364 ATB ROOF TRUSS 2 1 Job Reference o tional LhambersTruss• Foil Pierce, FL .o`""..N„�""•„'^ ""","""" ""`"•. •""". I D:yDOdW M W eu991iJ70SDveiFyf R5h-tc2h76ZsTOHVxL?edsv_3a2xVgdgeHf2ALJFkKytwRd 8 5 4 13-0-0 17-6-0 22-0-0 26-6-12 35-0-0 _ 36-0-0 1-0-0 8-5-4 4-0-12 4 6-0 4-6-0 4-6-12 8-5-4 1-0-0' 4.00 12 4x4 = Scale = 1:60.8 19 7/ Ili 1J 14 1c 3x5 = 2x3 I I 4x6 = 3x8 = 2x3 11 3x5 = 3-0-0 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/TPI2007 3x8 = 4x6 = CSI. DEFL. in (loc) Well Lid TC 0.29 Vert(LL) -0.1615-16 >510 360 BC 0.60 Vert(TL) -0.22 12-14 >766 240 W B 0.41 Horz(TL) 0.05 10 n/a rVa (Matrix-M) PLATES GRIP MT20 244/190 Weight: 166 lb FT = O% 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 Horz2=-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 (lb) or less except when shown. TOP CHORD 2-3=-1171/757, 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=-4121425, 8-9-482/414, 9-1 0=-1 171/757 BOT CHORD 2-19= 572/1049, 18-19=-57211049, 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; VUIt=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) 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) The solid section of the plate is required to be placed over the splice line at joint(s) 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 ib 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. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based orgy 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/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, Alexandra, VA 22314. Tampa, FL 33610 Job TrussTruss Type Qty Ply 70' Royal with 2 car garage T11697396 M11364 BHA BOSTON HIP i 1 Job Reference o tional .. Tti.i.a m no•�am omv oo..e t ,pnambersiruss, ronrierce,rL ....,_....r..___._....._.. ...-_,...._.__ _ I D:yDOd W M W eu991 iJ 70SDvei Fyf R5h-Loc3LSaU 1JEiEiPMZVarBZQ Dbnb7? E3rN coB073oGnytwRc 15-6-0 21-6-0 r1-0.q 7-0.0 9-6-0 11-60 13-6-0 14-0 0 17-6-0 i 19-6-0 21-0-0 i 23-6-0 25-6-0 26-0.0 35-0.0 0. r0-0 7.0-0 2.6.0 2.0.� 6- 1-6-0 2-0-0 2-0-0 1-6-Oa6-D 2.0.0 2-0-0 2-60 7-0-0-0-1 Scale: 3/16°=1' :i5 3x6 = 3x8 3x4 = TOP CHORD MUST BE BRACED BY END JACKS, 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.05 30-41 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.09 30-41 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.02 28 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) 3x4 = PLATES GRIP MT20 244/190 Weight: 208 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, 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 joint(s) 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 joints) 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., GCpl=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 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 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 purin 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 MITEK REFERANCE PAGE MU-7473 rev. 10A 2015 BEFORE USE. Design valid for use only wllh 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 verity 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/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 Jab Truss russ Type City Ply 70' Royal with 2 car garage T11697397 M11364 GRA HIP 1 i Job Reference (optional) C AIrt,.L Ind„n,dn� Inn Thn .Iul 97 ne-1fi•ON 9n17 Paaa 1 .Chambers Truss, Fort Pierce, FL r lHxS8?"" `"'"'•" "" "'----"- "-' " I D:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-p_ARYob6??YDAf911HxSBBrdJu62GKdfoMoDytwRb 1-0- B-0-0 14-11-0 17-6 0 20-1-0 27-0-0 35.0-0 6-0 -0-0 B-0-0 6-11.0 2-7-0 2-7.0 6-11-0 8-0-0 -0.0 �1 6 5x8 MT18HS= 4.00 12 2x3 II 2x3 14x6 = 4x6 = 5x8 MT18HS = Scale = 1:62.0 16 35 36 1537 14 3839 40 16 41 4212 43 1. 44 3x5 2x3 11 4x6 = 6x10 = 6x10 = 4x6 = 2x3 11 3x5 = = t2 N 0 � Io LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.24 11-22 >988 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL)-0.3211-13 >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 FBC2014fTP12007 (Matrix-M) Weight: 158 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc puffins. 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 at midpt 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 Harz2=-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= 1295/1782, 24-25=-1295/1782, 25-26= 129511782, 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=-1143/1131, 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, 1144= 2088/2618„9-11=-2060/2576 WEBS 3-16=-201l797, 3-14=-3023/1941, 4-14=-822/758, 7-13=-792/734, 8-13=1594/1222, 8-11= 5127798, 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=0.18; 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 page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. I&MOI5 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 puss system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall Additional temporary and permanent bracing MOW building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• dellvery, erection and bracing of trusses and truss systems, seeANS1/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Type Qty P 70' Royal with 2 car garage T11697397 M11364 TIrluISS HIP 1 1 Job Reference o tional c \1:T,.L 1...1„e,riec Inn TF„ _I„177 n01 t;n0. 9n17 Pana i (:hamt)ers I russ, t-On t-18rCe, rL I D:OLul zpiQ?_Sm S_J Ub P6Bgtz FJ4j-p_ARYob6??YDAf 91 I HxSB?88rdJu62GKdf oMoDytwRb NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 Ib down and 229 Ib up at 8-0-0, 107 Ib down and 173 Ib up at 8-6-0, 107 Ib down and 173 Ib up at 10-6-0, 107 Ib down and 173 Ib up at 12-6-0, 107lb down and 173 Ib up at 14-6-0, 107 Ib down and 173 Ib up at 16-6-0, 107 Ib down and 173 Ib up at 18-6-0, 107 Ib down and 173 Ib up at 20-6-0, 107 Ib down and 173 Ib up at 22-6-0, 107 Ib down and 173 Ib up at 24-6-0, and 107 Ib down and 173 Ib up at 26-6-0, and 131 ib down and 229 Ib up at 27-0-0 on top chord, and 515 Ib down and 303 Ib up at 8-0-0, 79 Ib down and 1 Ib up at 8-6-0, 79 Ib down and 1 lb up at 10-6-0, 79 Ib down and 1 Ib up at 12-6-0, 79 Ib down and 1 Ib up at 14-6-0, 79 Ib down and 1 Ib up at 16-6-0, 79 Ib down and 1 Ib up at 18-6-0, 79 Ib down and 1 Ib up at 20-6-0, 79 Ib down and 1 Ib up at 22-6-0, 79 Ib down and 1 Ib up at 24-6-0, and 79 lb down and 1 Ib up at 26-6-0, and 515 Ib down and 303 Ib 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(B)44= 50(1]1) ter. A WARNING - Verity design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev. 10/03,2015 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 truss system. Before use, the building designer must verify the appiicablilty, 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 MiT®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 ply70' Royal with 2 car garage T11697398 M11364 J1 MONO TRUSS 8 1 Job Reference o tional v aen Q n.,. t a �ma MiTak Industries. Inc. Thu Jut27 09:16:D9 2017 Page 1 Chambers I russ, I -on tierce, rL I D:oHTg505Ds3TR?kt?m4?ZGyzbQD E-HAkgm8bkmJg4opkDl_SigCgUb1 oyrjsUsJYvKfytwRa -1-0.0 1-0-0 1-0-0 1.0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 HOIz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz 2=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. Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=70ft; L=34ft; eave=4ft; Cat. I 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 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 MITEK REFERANCE PAGE Mil-7473 rev. 101032015 BEFORE USE. Design valid for use oNy 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 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 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 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 70' Royal with 2 car garage T11697399 M71364 J3 MONO TRUSS B 1 Job Reference o tional ,. ,.,.. Tti„ i,a m no•�a•no inn awna t Chambers Truss, Fort Pierce, FL ...___._. • I D:oHTg505Ds3TR?kt?m4?ZGyzboD E-HAkgmBbkmJg4opkD I_SigCgIJbt nxrjs UsJYvKfytwRa 1-0-0 3-0-0 1 0-0 3-0-0 Scale = 1:9.6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 Na BCDL 10.0 Code FBC2014ITP12007 (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 puffins. 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 Upiift3=-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; B=70ft; L=3411; eave=oft 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. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11•7473 rev. 10/032015 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 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!Tek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 st res Truss ype Qty Ply 70' Royal with 2 car garage T11697400 M11364 MONO TRUSS 8 1 Job Reference (optional) I Thu Jul 27 09:16:09 2017 Pa e 1 9 2016 M'T k I d 'Inc _Chambers Truss, Fort Pierce, FL 7.640 s Apr 1 i e n u r, . g 1 D:oHTg505Ds3TR?kt?m4?ZGyzbQD E-HAkgmBbkmJg4opkDl_SigCg Rw1 k3rjsUsJYvK"Ra 1-0-0 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TO 0.35 TCDL 7.0 Lumber DOL 1.25 BC 0.27 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 REACTIONS. (lb/size) 3=98/Mechanical, 2=270/0-8-0, 4=46/Mechanical Max Horz2=121(LC 10) Max Upiift3=-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. Scale = 1:12.9 DEFL, in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.02 4-7 >999 360 MT20 244/190 Vert(TL) -0.04 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 17 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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. 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 tali 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 MITEK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MI1ek6 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandda. VA 22314. Tampa, FL 33610 Job Truss TrussType Qty Ply 70' Royal with 2 car garage T11697401 M11364 J7 MONO TRUSS 16 1 Job Reference (optional) eInn-. Paget Chambers Truss, Fort Pierce, FL " 4?ZGy QD -' HCzUcMXdo- 1 D:oHTg505Ds3TR?kt?m4?ZGyzbODE-IN HCzUcMXdoxQzJ PsizxDQDeFR0iaA6d4zHTt6ytwRZ -1-01 7-0-0 1-0-0 7-0-0 Scale = 1:16.5 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 7.0 Lumber DOL 1.25 BC 0.56 BCLL 0.0 Rep Stresslncr YES WB 0.00 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 Upi1ft3=-138(LC 10), 2= 238(LC.10) Max Grav3=141(1-0 1), 2=360(LC 1), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/dell Ud Vert(LL) 0.06 4-7 >999 360 Vert(TL) -0.15 4-7 >544 240 Horz(TL) 0.01 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 lb FT = O% 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=15ft; B=70ft; L=34ft; eave=4ft; Cat. I 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 136 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. All WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII-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 bullding designer must verify the applicoblllty 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 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 JobTruss Truss Type Qty Ply 70' Royal w th 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 W B 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=161/Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Horz2=178(LC 10) Max Uplift3_ 158(LC 10), 2=-261(LC 10) Max Grav3=161(LC 1), 2=404(LC 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-INHCzUcMXdoxQzJPsizxDQDc?R5baP d4zHTt6ylwRZ 8-0-0 Scale = 1:17.7 DEFL. in (loc) Udefl 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; VUIt=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) 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 158 lb uplift at joint 3 and 261 lb uplift at joint 2. 1 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 MmEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE � Design valid for use only with MITek®connecfors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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. Safety Information available from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 JJob Truss Truss Type Qty Ply 70' Royal with 2 car garage T11697403 M11364 KJ7 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oau s Apr i 9 eui o MT ex muusrries, inc. Thu dw 27 09 1 o.1 1 201 r rage i I D:oHTg505Ds3TR?kt?m4?ZGyzbO D E-EZraBgd?Iwwol6ucQPUAmdmpCrSQJb_nJd10PYytwRY -1-5-D 6-11-1 9-10.1 1-5-0 6-11-1 2-11-0 Scale = 1:21.1 3x4 = 6-11.1 2-9-8 0!118 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 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 FBC2014/TP12007 (Matrix-M) Weight: 38lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=42/Mechanical, 2=296/0-11-5, 6=317/Mechanical Max Harz 2=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 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: ASIDE 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 load(s) 64 lb down and 67 lb up at 1-6-1, 64 lb down and 67lb 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 Ito up at 7-1-15, and 21 lb down and 118 lb up at 7-1-15 on top chord, and 47 lb up at 1-6-1, 47 lb 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 lb down and 29 Ib 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 (plf) 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) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual buiding 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 miss web and/or chord members only. Additional temporary and permanent bracing MiT®k° Is always readied 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, Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply 70' Royal with 2 car garage T11697404 M11364 TKJISS �MONOTRUSS 2 i Job Reference (optional) .Chambers Truss, fort Pierce, fL 1-5-0 ' 7-8-2 .,....�,...., �..,.. ID:OLulzpiQ?_SmS_JUbP6BgtzFJ4j-EZraBgd?Iwwol6W6QP P:mdmogrREJZ2nJd10PYylwRY JX4 — 3x4 = 7-8-2 3-5-6 01V8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 44lb FT =O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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) 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. 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=49Y731 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=15111; B=70ft; L=34ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; 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 Ito 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 75 lb up at 4-4-0, 18 lb down and 75 lb up at 4-4-0, 21 lb down and 118 lb up at 7-1-15, 21 Ito down and 118 lb up at 7-1-15, and 65 lb 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 47 lb up at 1-6-1, 47 lb 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, 5-8=-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, B=-18) 18= 63(F=-31, B=-31) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE M11.7473 rev. 10/03,2015 BEFORE USE ' Design valid for use only with WOO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing n� T itlAe eW 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, seeANSt/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 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. U'r/11, For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots, Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/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 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS 0 of O _ U a- O 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: Mll-7473 rev. 10/03/2015 A 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 BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.