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HomeMy WebLinkAboutBuilding Plans trussLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. KwTek"' : m11324 - 70' Carlton Elev D Site Information: Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model: Lot/Block: Subdivision: Address: NIA City: ST LUCIE State: FL File COPY 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: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighlI Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, dated 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# IT9779575 Truss Name Date_ No. Seal# Truss Name Date 11 A 10/31/16 18 IT9779592 JJ8 10/31/16 2{ JT9779576 1A1 110/31/16119 1T9779593 JJA 1110/31/16] L3 J T9779577 { A2 ) 10/31/16 120 I T9779594 1 JB 1 10/31/16 141 1 T9779578 l A3 1 10/31/16 (21 1 T9779595 1 JC 1 10/31/16 1 51 I T9779579 1 A4 1 10/31/16 122 I T9779596 I KJ5 10/31/16 1 161 I T9779580 1 A6 1 10/31/16 123 I T9779597 I KJ8 110/31/16 L7 { __ T9779581 B _ 1 1.0/31 /16 24_1 T9779598 I KJA _} 10/31/16 181 I T9779582 1 BH7 1 10/31/16 125 I T9779599 I KJB 1 10/31/161 191 I T9779583 I GRA 1 10/31/16 126 I T9779600 I MV2 1 10/31/16 1 110 IT9779584 I GRB 1 10/31/16 127 IT9779601 I MV4 1 10/31/161 Ill I T9779585 I GRC 1 10/31/161 I L12r___1 T9779586 J 1 1 10131 /161 113 I T9779587 1 J2 110/31/16 114 I T9779588 JJ3 110/31/16 116 I T9779589 1 J4 1 10/31 /161 116 I T9779590 I J5 1 10/31 /161 117 I T9779591 1 J6 1 10/31 /16 renced above have been prepared by MiTek -t supervision based on the parameters russ. is Name: Velez, Joaquin for the state of Florida is February 28, 2017. "he seal on these truss component designs is a certification :nsed in the jurisdiction(s) identified and that the 1. These designs are based upon parameters limensions, shapes and design codes), which were pecific information included is for MiTek's customers d was not taken into account in the preparation of independently verified the applicability of the design any particular building. Before use, the building designer sign parameters and properly incorporate these designs per ANSl/TPI 1, Chapter 2. o�eeeuei�oo I N VET °10°i ,,o ,O .•GEMS• Cc�lee� ® : • 68182 * . (yam - b • * • cL. 53 : STATE OF ' � . 0 ie • ,� • .0 Q, >` SUO N Al E�e�� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Packs East Blvd. Tampa Fl. 33610 Date: October 31,2016 Velez, Joaquin 1 of 1 Job ' Truss Truss Type Qty Ply 70' Carlton Elev D T9779575 m11324 A COMMON 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:40 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-mSU4PMdNJz_VXaCnxkCyaiw04Co9g H KehdGxl lyNt2f rt-D-Q 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 T.6-0-0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-0-0 .1 Scale = 1:60.8 1) L 2) V E 3) 1 4)1 5) F 6)1 7) fi 8) F jt 9) , 4.00 12 4x4 = 17 — 15 14 12 4x5 = 2x3 4x6 = 3x8 = 2x3 II 4x5 = 3x8 = 46 = 1 � 6 8-4-0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 DING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 360 MT20 244/190 _ 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 240 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a _ 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 166 lb FT = 0% BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3=9-2 oc purlins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: S 2x4 SP No.3 8-6-0 oc bracing: 14-15. 'TIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz2=223(LC 7) Max Uplift2= 775(LC 8), 10= 775(LC 8) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3=-3164/1575, 3-4=-2677/1331, 4-5=-2606/1342, 5-24=-2680/1409, 6-24=-2629/1432, 6-25=-2629/1432, 7-25=-2680/1409, 7-8=-2606/1342, 8-9— 2677/1331, 9-10=-3164/1575 CHORD 2-17=-1366/2967, 16-17=-1366/2967, 15-16=-1366/2967, 15-26= 745/1961, 26-27=-745/1961, 14-27— 745/1961, 13-14= 1366/2936, 12-13=-1366/2936, 10-12=-1366/2936 S 6-14=-459/992, 7-14=-282/197, 9-14= 536/397, 6-15= 459/992, 5-15=-283/197, 3-15= 534/397 tbalanced roof live loads have been considered for this design. ind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=45fh L=50ft eave=6fh Cat. II; fp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 10.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. to solid section of the plate is required to be placed over the splice line at joint(s) 16, 13. ate(s) at joint(s) 16 and 13 checked for a plus or minus 4 degree rotation about its center. its truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Fhis 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 between the bottom chord and any other members, with BCDL = I O.Opsf. ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at nt 10. emi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Qi WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED Mff REFERANCE PAGE M!I-7473 rev- f0/03/2015 BEFORE USE. Design valid for use ont with MITek®connectors. This design h based only upon parameters shown, and Is for an IndlNdual bulIding component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bung design. @acing indicated Is to prevent twc," of indNklu-I truss web arx!/or chord members only. Aoldiflonal temporary and permanent brcr_Ing MoTek' is diways required for stability and to prevent collapse wtth possible personal Injury and property damage. For general guidance regarding the (apricatlon, storage, delivery, erection and bracing of Trusses and Tnrss systems, seeANSI/iPl1 9uallty Cdterla, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avdlable from Truss Wate Institute, 2" N. Lee Street, Suite 312. Alexondda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T9779576 m11324 Al SPECIAL 9 1 Job Reference (2[tional Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:41 2016 Page 1 1 D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Ee2Sdie?4G6L9jnzURj B7vTRlc 1 hukZnwH?VZTyNt2e �1-0-0 7-8-0 i3-7-8 17-6-0 23-11-12 26-9-10 35-0-0 6-0 -0170-0 5-11-8 3.10-8 6-5-12 2-9-14 80% I Scale = 1:61.8 3x6 cm 51 14 13 2x3 II 5x12 = 50 = 2.00 12 302 1 ,o�m Ij 6 Plate Offsets (X,Y)-- f2:0-3-14,0-1-81,f8:0-3-O,Edgel,f10:0-1-15,Edge1 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.78 12 >538 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(fL) -1.73 12-13 >243 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.44 10 n/a rVa BCDL 10.o Code FBC2014/fP12007 (Matrix-M) Weight: 158 lb FT = 0% TOPI CHORD 2x4 SP M 30 BOIJ CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 1 6-12: 2x4 SP M 30 RETTIONS. (lb/size) 2=136410-8-0, 10=1334/0-8-0 Max Horz2- 223(LC 6) Max Uplift2=-833(LC 8), 10=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOR CHORD 2-3= 3085/1767, 3-4= 2498/1471, 4-5=-2446/1485, 5-6=-2472/1570, 6-7=-5221/3016, 7-8= 5137/2906, 8-9=-5179/2903, 9-10_ 5574/3178 BO CHORD 2-14=-1554/2875, 13-14=-1554/2875, 13-21 =-1 035/2117, 21-22=-1031/2125, 12-22=-1030/2141, 10-12= 2927/5307 WEBS 3-13=-634/42115-13— 293/258, 6-13=-260/541, 6-12= 1820/3328, 7-12= 303/292, 9-12=-392/347 NOTES- 1) U6balanced 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=12ft; B=45ft; L=50ft; eave=6fh Cat. II; Eirp C; Encl., GCpi=0.18; MW FRS (directional); 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 = I O.Opsf. 6) Bearing at joint(s) 10 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 816 lb uplift at joint 10. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 8) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® l4mawm Deign - an, design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MU-7473 rev. 10/0372015 BEFORE USE 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 always MiTek Is required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the faf�ricoflon, 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 50010 Job Truss Truss Type Qty Ply T9779577 m11324 A2 SPECIAL 1 =optional) �.0 a nu i ruu nni � np� nn ert muuxnes, mu. ry o.i r.rc cu io rays ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ircgg2edraECntMg29FQf7?fEONOd7zx9xl25wyNt2d 1-0 8-0-1 13-7-8 16-0-0 19-0-0 23-11-12 26-9-9 35-0-0 6-0 -0-0 8-0-1 5-7-7 2-4-8 3-0-0 4-11-12 2-9-13 8-2-7 -0-0 Scale: 3/16"=1' 4.00 12 5x6 = 4x4 = 5 6 15 u — 2x3 I 5x6 = 3x12 = 3x6 = 2.00 12 8-0-1 13-7-8 19-0-0 23-11-12 35-0-0 8-0-1 5-7-7 5-4-8 4_11-12 11-0-4 Offsets (X,Y)-- f2:0-1-10,0-0-01,(4:0-2-4,Edgel,f8:0-3-0,0-3-41,(10:0-1-15,Edge1 DING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl - Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.74 12 >571 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.25 12-21 >335 240 MT18HS 244/190 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.44 10 n/a n/a _ 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 160lb FT=0% BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 or, bracing. S 2x4 SP No.3 WEBS 1 Row at midpt 7-13 :TIONS. (lb/size) 2=1363/0-8-0, 10=1335/0-8-0 Max Horz2=205(LC 7) Max Uplift2=-833(LC 8), 10= 817(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPI CHORD 2-3 = 3118/1799, 3-42433/1432, 4-5=-2425/1453, 5-6=-2462/1527, 6-7=-2607/1556, 7-8=-5109/2887, 8-9— 5135/2880, 9-10— 5565/3192 BO CHORD 2-15=-1588/2901, 14-15= 1588/2901, 13-14=-1111/2253, 12-13=-2562/4919, 10-12=-2940/5295 WEBS 3-15=0/252, 3-14= 808/536, 5-13=-187/557, 6-13=-325/618, 7-13=-2747/1535, 7-12=-962/1914, 9-12= 465/386 NO I ES- 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=12ft; B=45ft; L=5011; eave=6ft; Cat. 11; Ezp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` I his 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) 10 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 loint 10. DI pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® Deign WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE 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 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 p�r I Vl0y1ek• Is always fabrication, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 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' Canton Elev D T9779578 ml 1324, A3 SPECIAL 1 1 Job Reference (optional) unampefs i russ, mc., ron rrerce, M . r." o.. .,,.,..,.. .... ..........._ ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-ircgg2edraECntM929FQf7?fSONOd7_x9xj25wyNt2d 1-0- 8-0-1 14-0-0 21-0-0 23-11-12 26-9-10 35-0-0 6- -0-0 8-0-1 5-11-15 71.1 2.11-12 2-9-14 8-2-6 -0- i Scale = 1:62.9 6 Aof) 1­1-9- 5x6 = 4 4x6 = 5 ara 13 " 2x3 5x6 = 3x12 = 3x6 % 2.00 12 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >597 360 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.21 10-19 >347 240 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.42 8 n/a n/a 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEB S 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0, 8=1334/0-8-0 Max Horz2— 181(LC 6) Max Uplift2= 834(LC 8), 8=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3072/1756, 3-4=-2470/1480, 4-5=-3084/1838, 5-6=-3225/1885, 6-7=-5097/2847, 7-8=-5568/3196 BOT CHORD 2-13=-1542/2851, 12-13=-1542/2851, 11-12= 1175/2335, 10-11=-2514/4870, 8-10=-2943/5298 WEBS 3-12=-690/431, 4-11=-433/955, 5-11=-321/702, 6-11=-2237/1218, 6-10=-975/1891, 1 7-10=-516/438 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 158 lb FT = 0% Structural wood sheathing directly applied or 2-6-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 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=12ft; B=45fh L=50ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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 834 lb uplift at joint 2 and 816 lb uplift at joint 8. RN11 pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® Deign WARNING- Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 1010312015 BEFORE USE valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component notA 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 iTe 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 19ualt / 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 m11324 A4 SPECIAL 11b C'CarltonElev!)T9779579 Reference (optional) cnamcers i russ, Inc., ron rierce, rL I- s rPI i oyc � ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-AIAD2OfFcuM3PlxLcsmfCKYrKPjoMag4NabbeMyNt2c H1 1O 6-5-8 12-0-0 17-8-4 23-0-0 2 -11- 2 26-9-9 35-0-0 6-0 -0-0 5-8-4 5-3-12 0-11-1 2-9-13 8-2-7 -0-0 Scale = 1:62.9 4.00 12 5x6 = 4 3x4 = 5x8 = 2x3 5 6 7 14 13 3x4 = 3x6 % 3x4 = 5x6 = 2 00 12 3x12 = 6-8-2 13-7-8 17-6-0 23-11-12 35-0-0 8-8-2 4-11-6 3-10-8 6-5-12 11-0-4 Offsets (X,Y)-- 12:0-3-14,0-1-81,f6:0-4-0,0-2-31,(9:0-1-15,Edge1 ANG (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Lid PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.72 11-12 >584 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.20 11-20 >349 240 MT18HS 244/190 0.0 Rep Stress [nor YES WB 0.75 Horz(TL) 0.43 9 n/a n/a 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 160lb FT=0% BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-4 oc puffins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. S 2x4 SP No.3 ;TIONS. (lb/size) 2=1362/0-8-0, 9=1336/0-8-0 Max Harz 2— 157(LC 6) Max Uplift2=-831(LC 8), 9=-818(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TO CHORD 2-3=-3149/1860, 3-4=-2905/1714, 4-5=-2565/1587, 5-6=-3339/2012, 6-7— 5060/2871, 7-8=-5111/2860, 8-9= 5586/3213 BO I CHORD 2-14= 1656/2936, 13-14=-1280/2447, 12-13= 1780/3393, 11-12=-2125/4107, 9-11=-2960/5316 WEBS 3-14=-351/330, 4-14=-208/456, 4-13=-131/406, 5-13=1117/600, 5-12=-127/464, 1 6-12=-857/401, 6-11=-1019/1981, 8-11= 528/443 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fF B=45ft L=50ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This 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) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) P,rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 831 lb uplift at joint 2 and 818 lb uplift at joint 9. 201 pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®i f ARN1NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. IOIO 2015 BEFORE USE Dersign valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a ffuss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. 8racing (ndlcafed Is to prevent buckling of Indivdual buss web and/or chord members oNy. Additional temporary and pennanent bracing M!Tek' isdlways required for sfability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa ricotbn. storage, dellv.ry. erection and bracing of trusses and fnrss systems, seeANSI/TPI1 6luallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa ety Information available from Truss Plate Institute, 218 N. Lee Sfreef, Sulfe 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T9779580 m1Y324 A6 HIP 1 1 Job Reference (optional) i.namuais i..—, u—, run — , — nyi - Qy= ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-e6jbFkguNBVZO WYAZHukY5?xp75574DcEE9AoyNt2b }1-0-Q 6-7-15 10-0-0 13-8-0 21-4-0 25-0-0 28-4-1 35-0-0 -0 6-7-15 3-0-1 7-8-0 3-8-0 6-7-15 1-0-0 Scale = 111.8 1 4.00 FIT 1 4x8 = a6 I I 4 23 24 5 2x3 11 4x8 = 6 25 26 7 16 15 14 13 72 11 = x4 SA = 3x4 = 3x4 = 3x6 % 4x6 = 4x6 = 34 100-0 131-0 i 21-4-0 25-0-0 35-0-0 10-0-0 3�-0 7-8-0 Z o 100-0 sets (x,Y)-- 12KI14,0-1-81, 14:0-5-4,0-2-01, 17:0-5-4,041, (9:0-3-1JOV81 9 (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdefl Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.58 11-13 >445 360 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.68 Verl(TL) -0.90 13 >285 240 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.12 9 n/a n/a 10.0 Code FBC2014TrP12007 (Matrix-M) Weight: 153 lb FT = 0% CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 20 SP No.3 (lb/size) 2=1119/0-8-0, 14=369/0-8-0, 9=1210/0-8-0 Max Horz2=133(LC 7) Max Uplift2=-690(LC 8), 14=-216(LC 8), 9=-744(LC 8) Max Grav2=1 1 19(LC 1), 14=440(LC 17), 9=1215(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-2-0 oc bracing. :ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. CHORD 2-3= 2427/1460, 3-4=-2088/1239, 4-23=-2413/1480, 23-24=-2413/1480, 5-24=-2413/1480, 5-6=-2413/1480, 6-25=-2413/1480, 25-26=-2413/1480, 7-26=-2413/1480, 7-8=-2362/1391, 8-9=-2639/1574 CHORD 2-16=-1277/2257, 15-16= 978/1949, 14-15=-978/1949, 13-14= 1261/2413, 12-13= 1132/2226, 11-12=-1132/2226, 9-11=-1380/2449 S 3-16= 407/353, 4-16— 89/272, 4-14=-384/804, 5-14=-514/415, 7-13=-175/323, 7-11 =-1 58/369, 8-11=-317/297 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=12ft; 13=45fh L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 690 lb uplift at joint 2, 216 lb uplift at joint 14 ay 04 Ib uplift at on 9. 7) "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 MITEKREFERANCE PAGE 11,1II-7473 rev. 10, 03/2015 BEFORE USE �e Deb gn valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not e a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ■.Y building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members orgy. 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 fat' Icatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criterla, 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' Canton Elev D T9779561 m11324 B COMMON 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:44 2016 Page 1 I D:_kf iGCA6bx7j2Syl H DXFw7ye3KX-eDjbFkguNBVwOBW YAZHukY56apE25AFDcEE9AoyNtP-b 6-11-0 13-10-0 j 1-0-0 6-11-0 6-11-0 Scale = 1:24.6 4x4 = 3x4 = 3x4 = N to LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.05 5-8 >999 360 MT20 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.09 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 47 lb FT = 0% CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 S 2x4 SP No.3 (lb/size) 4=511/0-8-0, 2=567/0-8-0 Max Horz2=93(LC 7) Max Uplift4=-294(LC 8), 2=-375(LC 8) FOR (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 819/444, 3-4— 818/444 BOT CHORD 2-5=-338l726, 4-5=-338/726 WEBS 3-5=0/271 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. 1) Uhbalanced 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=12ft; B=45ft; L=50ft; eaves=6fh Cat. II; Ezp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' I his 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 fi4 between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate, capable of withstanding 294 lb uplift at joint 4 and 375 lb uplift at joint 2. 6) "Semirigid 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 Mll-7473 rev. 10101201S BEFORE USE Deign vaiId for use only with Mirek®connectors. this design Is based only upon parameters shown, and is for an Individual twllding component, not a it system. Before use• the bu"ding designer must vedry the appllcatiiliry design Incorporate of parameters and properly this design Into the overall but dng design. Bracing indicated Is to prevent buckling of Indlviduat Truss web and/or chord members only. Additional temporary and permanent bracing T M I I l k• Is a ways required for stability and to prevent collapse with possible personal Infury and property damag., For general guidance regardng the 1.4,.atbn, storage, delivery, erection orrtl bracing of trusses and truss systems, seeANSI/TPI1 bluality Criteria, DSB-89 and BC., B.,Idl.g Component 6904 Parke East Blvd. Salety Information available from Truss Plate Insittut.. 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply D T9779582 m11324 BH7 BOSTON HIP 1 �70'CarftonElev 1 Job Reference (optional) CRambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:45 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-7QHzT3h W 8VdneL5kj Ho7HIdArDVYgXIN ruziiFyNt2a 15-6-0 21.6-0 r1-ail 7-a0 9-6-0 11-6.0 13-s-o 1q-a0 17-6-0 19-s-0 21-ao 23-6-0 , 25-6-0 , 28-ao 35-0-0 36aa �1-0-0 7-a0 2-6-0 2-0.0 2-0-0 a�6-)ems-o 2-0-0 2-ao 1-s-o s- 2-ao 2-0-0 2-s-o 7-ao � THIS COMPONENT IS TO BE USED IN Scale: 3/16'=1' CONJUNCTION WITH A RIGID DIAPHRAGM. TOP CHORD MUST BE BRACED BY -END JACKS, THIS DIAPHRAGM MUST BE CAPABLE OF _ ROOF DIAPHRAGM, OR PROPERLY CONNECTED TRANSFERRING ROOF LOADS TO THE GROUND 4.00 12 4x5 PURLINS AS SPECIFIED. WITH NFGiI ]AIRI F I ATFRAI nFFI FCTinNR 3x6 = 35 — 33 32 30 4x6 = 3x8 = 3x4 = 4x6 = 4x5 = DING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.48 32-33 >875 360 MT20 244/190 _ 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.79 32-33 >534 240 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.17 28 n/a n/a _ 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 208lb FT= 0 BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. S 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 11, 18, 15, 7, 23 'TIONS. (lb/size) 2=1349/0-8-0, 28=1349/0-8-0 Max Horz2=-223(LC 6) Max Uplift2— 825(LC 8), 28— 825(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3169/1801, 3-4= 1176/631, 4-6=-1123/627, 6-8= 1106/631, 8-9= 1110/655, 9-12— 1090/690, 12-14=-1094/733, 14-16=-1093/733, 16-19= 1090/690, 19-22=-1110/655, 22-24= 1106/631, 24-26=-1123/627, 26-27=-1176/631, 27-28=-3170/1802, 3-5=-2261/1428, 5-7= 2264/1432, 7-10=-2264/1432, 10-11=-2264/1432, 11-13= 2264/1432, 13-15=-2264/1432, 15-17=-2264/1432, 17-18=-2264/1432, 18-20=-2256/1429, 20-21=-2256/1429, 21-23=-2256/1429, 23-25— 2256/1429, 25-27= 2252/1426 BO CHORD 2-35= 1596/2956, 34-35=-1604/2940, 33-34=-1604/2940, 32-33— 1794/3305, 31-32= 1605/2940, 30-31 =-1 605/2940, 28-30=-1596/2957 WEBS 3-33=-206/438, 18-33=-458/467, 27-32_ 203/414, 14-15= 277/426 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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) P,rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 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 puffin along the top and/or bottom chord. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE De�'lgn 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 applicablllty 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 Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fa*ation. 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 i Truss Truss Type Oty Ply 70' Carhon Elev D T9779583 m11324 GRA SPECIAL 7 1 Jab Reference o tional CRambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 9016 Mi rek Industries, Inc. Mon Oct 31 15:17:46 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-bcrLgPi8vpleGVgwH_JMgzATidvPZ5YW 4YjGEhyNt2Z -1-0-0 4-1-8 5-73 8-2-13 1 9-8-8 13-10-0 14-10-0 1-0-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 1-0-0 2.37 F12 4x4 = 4x4 = 4x10 = WO = 19 4 20 21 5 22 6 2x3 11 3x4 = 3x4 = 2x3 11 3x4 = 3x4 = Scale = 1:27.4 4-1-8 5-73 8-2-13 9-8-8 13-10-0 4-1-8 1 1-5-11 2-7-9 1-5-11 1 4-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) 0.08 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.11 10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.03 7 n/a n1a 13CDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 58lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-6 oc bracing. WEIS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0, 7=770/0-8-0 Max Horz 2=65(LC 7) Max Uplift2=-523(LC 8), 7=-523(LC 8) Max Grav2=789(LC 17), 7=789(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1637/1097, 3-19=-1654/1137, 4-19=-1636/1125, 4-20=-1619/1110, 20-21=-1619/1110, 5-21= 1619/1110, 5-22=-1636/1123, 6-22=-1654/1131, 6-7=-1637/1053 BOT CHORD 2-12=-989/1522, 12-23=-984/1524, 11-23=-984/1524, 10-11=-1085/1619, 10-24=-939/1524, 9-24= 939/1524, 7-9=-945/1522 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` TINS 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 523 lb uplift at joint 2 and 523 lb uplift at 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 114 lb up at 4-1-8, 85 lb down and 124 lb up at 5-0-0, 113 lb down and 146 lb up at 5-7-3, 60 lb down and 129 lb up at 5-11-0, 60 lb down and 129 lb up at 7-11-0, 113 lb down and 146 lb up at 8-2-13, and 85 lb down and 124 lb up at 8-10-0, and 63 lb down and 139 lb up at 9-8-8 on top chord, and 6 lb down and 7 lb up at 4-1-8, 18 lb down and 15 lb up at 5-0-0, 33 lb down at 5-7-3, 39 lb down at 5-11-0, 39 lb down at 7�11-01 33lb down at 8-2-13, and 18 lb down and 15 lb up at 8-10-0, and 6 lb down and 7lb up at 9-8-8 on bottom chord. The de sign/ selection of such connection device(s) is the responsibility of others. 9) 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 Ui iform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 5-6— 54, 6-8=-54, 13-16=-20 ® WARNING- Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101=015 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 idles 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 Indtvkfual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobs cailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Btvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 3 1 Z Alexandria VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply T9ml1324 GRA SPECIAL 1 =optional Chambers I rues, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=7(B) 4— 64(B) 5— 64(B) 6=7(B) 12=-6(B) 11=-35(B) 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:46 2016 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bcrLgPiSvpleGVgwH_JMgzATidvPZ5YW4YjGEhyNt2Z 10= 35(B) 9=-6(B) 19=-28(B)20=-60(B) 21=-60(B) 22=-28(B) 23=-18(B) 24=-18(B) ® I}ARN/NG -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mf1-7473 rev. f0/03/2015 BEFORE USE. *- Design valid for use oNy with MITek®connectors. This design Is txlsetl only upon parameters shown, and Is for an indiNdual Lwilding component, not a Ir building ss system. Before use, file building deslpner must vedfy the appllcablilty of design parameters and properly Incorporate this design Info the overall design. &ac(ng Indicated Is To prevent buckling of Individual buss web and/or chord members only. Add(tlonal temporary and permanent bracing ii�p MiTek is always required for stability and to prevent collapse wrfh possible personal InJury and property damage. for general guidance regard ng the tobficofion, storage, delivery, erection and bracing of busses antl buss systems, seeAN51/TPI1 Huality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. sotety Information available from Truss Wate Institute, 218 N. Lee Street, Sufie 312 AlexarxJda VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply D T9779584 m11324 GRB SPECIAL 1 1 �70'CarftonElev Job Reference (optional) unamuers i russ, Inc., ran rrerce, rL r.09U s Apr IV ZVIo MI I eK Inausines, Inc. man uct 31 1a:1 t:4r ZVIo rage I ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3oPjtlimg6tVteE7rigbMAjax1 Dbl RvglCSpn7yNt2Y 1-0 5-0-0 10-3-0 15 6-0 21-6-0 26-2-D 28-1-0 35-0-0 6-0 -0-0 5-0-0 5-3-0 5-3-0 6-0-0 4-8-0 1-11-0 6-11-0 -0-0 4.00 12 2x3 11 4x8 = 3x4 = 3x6 = 3 25 26 4 27 28 29 5 630 31 32 �1 2 0 18 36 37 17 38 16 39 5x6 = 4041 42 3x4 = 2x3 11 3x4 = 3x6 = Scale: 3/16°=l' 4x4 = 2x3 11 4x4 = 9 733 34 35 8 _ ,n 10 11 ED IC6 6 14 42�3 12 3x4 =3x6 = 3x4 = 3x4 = (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 17-18 >999 360 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.17 17-18 >999 240 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.04 15 n/a n/a 10.0 Code FBC2014[TP12007 (Matrix-M) PLATES GRIP MT20 244/190 Weight: 146 lb FT = 0 BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc puffins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. S 2x4 SP No.3 WEBS 1 Row at midpt 4-15 aTIONS. All bearings 0-8-0. (lb) - Max Horz 2=96(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-546(LC 8), 15=-835(LC 8), 14=-542(LC 8), 10=-328(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=803(LC 17), 15=1303(LC 1), 14=906(LC 1), 10=531(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1684/1053, 3-25=-1384/936, 25-26- 1384/936, 4-26= 1384/936, 4-27=-288/567, 27-28=-288/567, 28-29= 288/567, 5-29=-288/567, 5-30=-288/567, 6-30=-288/567, 6-31= 288/567, 31-32=-288/567, 32-33=-288/567, 7-33=-288/567, 7-34=-288/567, 34-35=-288/567, 8-35=-288/567, 8-9=-616/296, 9-10=-644/276 BOT CHORD 2-18=-907/1561, 18-36=-902/1574, 36-37=-902/1574, 17-37= 902/1574, 17-38=-838/1384, 16-38_ 838/1384, 16-39=-838/1384, 39-40= 838/1384, 15-40= 838/1384, 15-41=-567/412, 41-42= 567/412, 42-43=-567/412, 14-43=-567/412, 13-14= 125/571, 12-13=-125/571, 10-12_ 147/549 WEBS 3-18=0/306, 4-17=0/349, 4-15= 2031/1286, 6-15=-504/480, 7-14=-430/408, 1 8-14=-978/572 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' his 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 546 lb uplift at joint 2, 835 lb uplift at joint 15 , 542 lb uplift at joint 14 and 328 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 341 lb up at 5-0-0, 100 lb down and 129 lb up at 7-0-12, 100 lb down and 129 lb up at 9-0-12, 100 lb down and 129 lb up at 11-0-12, 100 lb down and 129 6 up at 13-0-12, 100 lb down and 129 lb up at 15-0-12, 100 lb down and 129 lb up at 17-0-12, and 100 lb down and 129 lb up at 19-0-12, and 100 lb down and 129 lb up at 21-1-4 on top chord, and 83 lb down at 5-0-0, 39 lb down at 7-0-12, 39 lb down at 9-0-12, 39 lb down at 11-0-12, 39 lb down at 13-0-12, 39 lb down at 15-0-12, 39 lb down at 17-0-12, and 39 lb down at 19-0-12, and 39 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In' the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). D tilgn Truss t--r WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MII-7473 rev, 10103/2015 BEFORE USE. valid for use only with MITek9 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Before the building designer a building system.. use, must verify the opplicalAlity of design parameters and properly Incorporate this design Into the overall design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivaiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fatirk:atlon, 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, Atexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T9779584 m11324 GRB SPECIAL 1 1 Job Reference (optional) unar bars I fuss, Inc., port r9erce, FL 1.64U 8 Apr 19 2U16 MI I eK Industries, Inc. Mon Ucl 31 1b:17:41 2016 Vage 2 j ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3oPjtlimg6tVteE7rigbMAjax1 Dbl RvglCSpn7yNt2Y LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-8=-54, 8-9— 54, 9-11=-54, 19-22= 20 Concentrated Loads (lb) Vert:3=-160(F) 18= 45(F) 25=-60(F) 26=-60(F)27=-60(F) 29=-60(F) 30= 60(F) 31=-60(F) 32=-60(F)33=-60(F) 36= 13(F) 37=-13(F) 38=-13(F) 39_ 13(F) 40— 13(F) 41= 13(F)42=-13(F)43=-13(F) ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev, f0/0312015 BEFORE USE. De�Ign valid tooNy with MITek® connectors. This deslgn h based only upon parameters shown, and Is for an ind(vldual building component, not a iris system. Before use, the bWltling tlesigner must ver(fy the applicability of deslgn parameters and properly Incorporate this design Into the overall• bu[Iding design. Bracing Indicated Ls to prevent buckling of IndIVidual truss tveb and/or chortl members oNy. Additional temporary and pennaneni bracing iViiTek' a always required for stability and to prevent collapse wlTh possible personal (nJury and property damage. For general guidance regard ng the fadrlcaflon, storage, delivery, erection and brocirlg of trusses and inks systems, seeANSI/1P11 Huality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suife 312, Alexandria. VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply T9779585 m11324 GRC HIP 1 1 �70'CarftonElevD Job Reference (optional) truss, Inc., ron rterce, t-L 8-0-0 f.64U S Apr w 2U16 MI I ek industries, Inc. Mon Uct 31 Ib:11:46 2016 rage 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-X?z555j ORQ?MVopJ PPMgvOFhDQUB 1 pipXsCMJZyNt2X 5-8-0 3-10-0 3-10-0 5-8-0 8-0-0 Scale = 1:61.8 Plate Offsets (X,Y)-- f2:0-3-14,0-1-81,[3:0-5-4,0-2-8],(8:0-5-4,0-2-81,f9:0-3-14,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.38 13-14 >680 240 MT18HS 244/190 BCLL 0.0 ` Rep Stress incr NO WB 0.78 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 157lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 3-14, 5-14 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=449/0-8-0, 14=3518/0-8-0, 9=1218/0-8-0 Max Horz2= 109(LC 6) Max Uplift2=-323(LC 8), 14=-2093(LC 8), 9= 780(LC 8) Max Grav2=458(LC 17), 14=3518(LC 1), 9=1220(LC 18) ;ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-3= 317/187, 3-23=-1062/1902, 23-24=-1062/1902, 24-25=-1062/1902, 4-25= 1062/1902, 4-26=-1062/1902, 26-27= 1062/1902, 27-28=-1062/1902, 5-28=-1062/1902, 5-6=-1918/1207, 6-29= 1918/1207, 7-29= 1918/1207, 7-30=-1918/1207, 30-31 =-1 918/1207. 31-32=-1918/1207, 8-32=-1918/1207, 8-9= 2666/1597 CHORD 16-33- 164/271, 15-33=-164/271, 14-15=-164/271, 14-34=-154/251, 34-35= 154/251, 35-36- 154/251, 36-37=-154/251, 37-38=-154/251, 13-38= 154/251, 12-13=-1397/2496, 12-39=-1397/2496, 11-39= 1397/2496, 9-11=-1388/2466 S 3-16=-171/645, 3-14= 2381/1445, 4-14=-646/592, 5-14=-2622/1675, 5-13=-1101/2042, 7-13= 599/556, 8-13=-645/411, 8-11 =- 169/645 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=12ft; B=45fh L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load 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) PIrovide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint 2, 2093 lb uplift at joint 14 and 780 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 312 lb up at 8-0-0, 107 lb down and 173 lb up at 10-0-12, 107 lb down and 173 lb up at 12-0-12, 107 lb down and 173 lb up at 14-0-12, 107 lb down and 173 lb up at 16-0-12, 107 lb down and 173 lb up at 16-11-4, 1071b down and 173 lb up at 18-11-4, 107 lb down and 173 lb up at 20-11-4, 107lb down and 173 lb up at 22-11-4, and 107 lb down and 173 lb up at 24-11-4, and 182 lb down and 312 lb up at 27-0-0 on top chord, and 411 lb down and 242 lb up at 8-0-0, 79 lb down and 1 lb up at 10-0-12, 79 lb down and 1 lb up at 12-0-12, 79 lb down and 1 lb up at 14-0-12, 79 lb down and 1 lb up at 16-0-12, 79 lb down and 1 lb up at 16-11-4, 79 lb down and 1 lb up at 18-11-4, 79 lb down and 1 lb up at 20-11-4, 79 lb down and 1 lb up at 22-11-4, and 79 lb down and 1 lb up at 24-11-4, and 411 lb down and 242 lb up 4NlNG -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall g design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek' ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regard( the Mon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 70' CarHon Elev D T977s585 m11324 GRC HIP 1 1 Job Reference (optional) LmamDers i russ, inc., Fort Tierce, rL 1 r.Dau s Hpr re eui D mi r eK muusmes, mc. mon ucr a r i D: r cyD eo i D rase c ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-X?z555jORQ?MVopJPPMgvOFhDQUB 1 pipXsCMJZyNt2X 10) Ih the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). CASE(S) Standard d + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Drm Loads (plf) Vert: 1-3=-54, 3-8_ 54, 8-10= 54, 17-20=-20 centrated Loads (Ib) Vert:3=-126(B) 6=-107(B) 8=-126(B) 15=-50(B) 16=-411(B) 11=411(B) 12=-50(B) 23=-107(1]1) 25— 107(B) 26— 107(B) 27=-107(B) 28=-107(B) 29= 107(B) 30=-107(B) 32= 107(B) 33=-50(B) 34=-50(B) 35=-50(B) 36=-50(B) 37=-50(B) 38=-50(B) 39=50(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M0-7473 rev. 10/03,2015 BEFORE USE -- ' De 1= ign valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not Before the building designer the design incorporate a system. use, must verity applicability of parameters and property 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 fat? cation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6s04 Parke East Blvd. Safety 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' Carlton Elev D j T9779566 m11324 J1 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL I 1) � E 2) l 3) ' fi 4) F 5) F 31 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:49 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?BXUIRkOCj7D7yOVy7t3Rbo_xq_emS5zmWxwr0yNt2W -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Lid 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 360 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 240 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014/TP12007 (Matrix-M) BER- CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2=48(LC 8) Max Uplift3=-5(LC 5), 2=-127(LC 8), 4=-2(LC 5) Max Grav3=12(LC 13), 2=113(LC 1), 4=11(LC 3) ES. (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 oc bracing. rind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; xp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 1is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members. efer to girder(s) for truss to truss connections. rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 127 lb uplift at joint 2 id 2 lb uplift at joint 4. Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 1141I1-7473 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 th. ss 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 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. AJexondda VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Elev D T9779587 mi1324 J2 MONO TRUSS 4 1 �70'Carftor% Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Mon Oct 31 15:17:49 2016 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-?BXUIRkog7D7yOVy7t3Rbo_xq_EmS5zmWxwrOyNt2W i -1-0-0 2-0-0 1-0-0 2-0-0 W 0 t2 r O 3x4 = Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 8lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Harz2=67(LC 8) Max Uplift3=-30(LC 8), 2=-131(LC 8), 4=-3(LC 5) Max Grav3=40(LC 13), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=45ft; L=50ft eave=6ft; Cat. 11; 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 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE De ign valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a tutus 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 fatirication, 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 D T9779586 ml 1324 J3 MONO TRUSS 2 1 �70'CarltonElev Job Reference (optional) �namoers r russ, inc., ron rierce, rL f.04U S Hpr IV'GUlb MIreK mauSlnes, Inc. Mon Vcl'311J:1 f:4e'LUIb vageI ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?BXUIRkOCj7D7yOVy7t3Rbo_xgzQmS5zmWxwr0yNt2W 1-0-0 3-0-0 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 240 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) 0.00 2 n/a n/a 10.0 Code FBC2014ITP12007 (Matrix-M) BER- CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Horz 2=85(LC 8) Max Uplift3=-53(LC 8), 2=-149(LC 8), 4=-3(LC 8) Max Grav3=64(LC 13), 2=184(LC 1), 4=44(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.6 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45fh L=50fh eave=6ft Cat. 11; 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 20.0psf 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) f ,efer to girder(s) for truss to truss connections. 5) Pirovide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3, 149 lb uplift at joint 2 and 3 Ib uplift at joint 4. 6) "Semkrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. deslgn parameters and READ NOTES ONTHIS ANDINCLUDED AfITEKREFERANCE PAGE Mll--7473 rev. 10I03/2015 BEFORE USE tt7s���� nly with MITek®connectors. This design Is based only upon parameters shown. and Is for an individual building component. not building use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 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. ror 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 Truss Type city Ply 70' Carkon Elev D T9779589 m11324 J4 MONO TRUSS 4 1 Job Reference (optional) k5namoers i russ, inc., ton tierce, tL I 1) V E 2)1 3) ' fi 4) F 5) F Di /.b4U s Apr 19 1U1 C MI I eK Inausines, Ino. Mon Ucr 61 1,:1 /:bU ZUl b Vega 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TN5sW nlfyl F4k6ziW qOI—pL72E1 VVvL6_AhTNSyNt2V 1-0-0 4-" Scale = 1:11.2 3x4 = 4 (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 20.0 Plate Grip DOL 1.25 TO 0.22 Vert(LL) -0.01 4-7 >999 360 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 4-7 >999 240 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014ITP12007 (Matrix-M) CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 (lb/size) 3=79/Mechanical, 2=227/0-8-0, 4=39/Mechanical Max Horz 2=104(LC 8) Max Uplift3=-75(LC 8), 2=-170(LC 8), 4=-3(LC 8) Max Grav3=86(LC 13), 2=227(LC 13), 4=58(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. N T PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=45ft; L=Soft eave=6ft Cat. II; :p C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 its truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -his 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 between the bottom chord and any other members. afer to girder(s) for truss to truss connections. ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 170 lb uplift at joint 2 d 3 lb uplift at joint 4. emi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® rYARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Deign 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 bustling 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 fat rication, 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 city Ply lev D T9779590 m11324 JS MONO TRUSS 11 1 7JobReference (optional) 1-" 3x4 = FP -e cu i o""eR mausmes,"" mon"'a� uarau ....rage r I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-TN5sW nlfyl F4k6z WgOI-pL51EGeVvL6_AhTNSyNt2V 5-0-0 5-0-0 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 360 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 240 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014/TP12007 (Matrix-M) BER- BRACING - CHORD 2x4 SP N0.3 TOP CHORD CHORD 2x4 SP No.3 BOT CHORD :�TIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz2=123(LC 8) Max Uplift3=-96(LC 8), 2= 194(LC 8) Max Grav3=109(LC 13), 2=276(LC 13), 4=75(LC 3) 'ES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=451t; L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss 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 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll--7473 rev, f 0/03/2015 BEFORE USE Deign 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 budding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing always iwiTek' is 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 Cdleria, 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 aty Ply 70' CarNon Elev D T9779591 ml 1324 J6 MONO TRUSS 4 1 I Job Reference (optional) Lnamoefs I russ, Inc., ron rlerce, rL 1-M 0 r.64a S Apr 18 Lul b MI r eK Inauslues, Inc. Mon uct S1 lbn CCU Zu16 rage 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-TN5sW nlfy1 F4k6zi W qOI—pL2EEEiVvL6_AhTNSyNt2V 6-0.0 6-0-0 3x4 = 4 Scale = 1:14.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TC LIL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.08 4-7 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 20Ito FT=O% TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 1) 4 E 2)1 3) fi 4) F 5) F 3111 ONS. (lb/size) 3=118/Mechanical, 2=316/0-8-0, 4=53/Mechanical Max Harz 2=140(LC 8) Max Uplift3=-115(LC 8), 2=-215(LC 8) Max Grav3=129(LC 13), 2=319(LC 13), 4=88(LC 3) i. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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. ind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45111; L=50ft; eave=6ft; Cat. II; p C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 is truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. -his 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 between the bottom chord and any other members. ?fer to girder(s) for truss to truss connections. ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 3 and 215 lb uplift at nt 2. emi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®i ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 101OW015 BEFORE USE. De gn 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 6�1aTek' Is always fabrication, required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSIM1 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' Carfton Elev D T9779592 m11324 J3 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Mon Oct 31 15:17:51 2016 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-xafEi7lHj LNxMGYu4YvXXOtG4edN EMbFDgQ 1 wuyNt2U -1-0-0 8-0-0 1-0-0 8-0-0 Scale = 1:17.7 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.08 4-7 >999 360 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.21 4-7 >440 240 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a 10.0 Code FBC2014/TP12007 (Matrix-M) BER- CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Horz2=178(LC 8) Max Uplift3=-158(LC 8), 2— 261(LC 8) Max Grav3=175(LC 13), 2=411(LC 13), 4=119(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1211; B=45ft L=50fh eave=6ft; Cat. II; E'x 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) ' I his 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) P;rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 3 and 261 lb uplift at 6)'. 2. ii-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 M/TEK REFERANCE PAGE Ml1-7473 rev. f0/0312015 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 ir(rss system. Before use, the twilding designer must verify the applicability of design parameters and properly Incorporate this destgn Info the overall binding des(gn. &acing Indicated is to prevent buckling of Ind(vitlual truss web andlor chord members only. Atltlltlonal temporary and permanent bracing iviiTek' 8 always fat>(Icaibn, required for stability and to prevent collapse with poss(ble personal inJury arrd property damage. for general guidance regarding the storage, delivery, erection and fxacing of trusses and tnrss systems, seeANSI/TPI1 Huailty Cdierla, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information a".,abt. from Truss Poate Institute, 218 N. Lee Street, Suite 312 Alexandda VA 22314. Tampa, FL 33610 Jab Tr Truss Truss Type Qty Ply 70' Carhon Elev D T9779593 ml 144 MONO TRUSS 2 1 Job Reference (optional) cnamoers i russ, inc., ron rierce, rL i ( 1)1 E 2) - 3) ' f 4) F 5) F 6) " r.ovU s npr r a IUr U W r erc mausmes, mc, mon �n a i ro: i r:a r zU i U rays r ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-xafEj7lHjLNxMGYu4YvXXOtK�egTEMbFDgQ1w411t2U 1-0-0 2-4-3 i 1-0-0 24-3 4 3x4 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(ILL) -0.00 7 >999 360 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014/TP12007 (Matrix-M) CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 IS. (lb/size) 3=43/Mechanical, 2=154/0-8-0, 4=25/Mechanical Max Horz 2=73(LC 8) Max Uplift3=-38(LC 8), 2=-136(LC 8), 4=-4(LC 8) Max Grav3=47(LC 13), 2=154(LC 1), 4=33(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 10.5 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft 13=45ft L=5011; eave=6ft Cat. II; ;p C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 its truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -his 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 between the bottom chord and any other members. �ferto girder(s) for truss to truss connections. ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3, 136 lb uplift at joint 2 id 4 lb uplift at joint 4. emi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® rVARNlNG -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. 10/03/2015 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 at system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bu Iding design. Bracing Indicated is to prevent buckling of individual miss web and/or chord members only. Additional temporary and permanent bracing Mo tT ek• B 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 Ctiteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instihrte, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply D T9779594 m11324 JB MONO TRUSS 2 1 �70'Carftonlilev Job Reference (optional) 1) V E 2) 1 3). fi 4) F 5) F a 6) ' 1-2-5 /.3 9U s Apr I ZVIb MI IeK Inausines, Inc. Mon um Jl lb:l vbz zuib rage l ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PmCcxTmvUeVo_Q74eFQm3EQQJ2xNzprPSUAaSLyNt2T 5-5-11 5-5-11 Scale = 1:12.9 3x4 = 4 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 4-7 >999 360 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.06 4-7 >999 240 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014/TPI2007 (Matrix-M) CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 ONS. (lb/size) 3=107/Mechanical, 2=300/0-8-0, 4=51/Mechanical Max Horz2=114(LC 8) Max Uplift3=-99(LC 8), 2=-222(LC 8), 4=-1(LC 8) Max Grav3=107(LC 1), 2=300(LC 1), 4=80(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. find: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=45111; L=50ft eave=6ft Cat. 11; xp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members. efer to girder(s) for truss to truss connections. rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 3, 222 Ib uplift at joint 2 1d 1 lb uplift at joint 4. iemi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® De�lgn WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual [wilding component, not Pat a lrtrss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building is always design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9ViiTek' fablication, 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 avollable from Truss Plate Institute, 218 N. Lee Street, Suite 3M Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply 70' Carkon Elev D T9779595 ml 1324 JC MONO TRUSS 2 1 Jab Reference (optional) 'Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:52 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PmCcxTmvUeVo_Q74eFQm3EQVA20LzprPSUAaSLyNt2T -1-0-0 1-1-4 1-0-0 1-1-4 Scale = 1:6.3 3x4 = i 1-1-4 1-1-4 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >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 FBC2014fTPI2007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical, 2=115/0-8-0, 4=8/Mechanical Max Horz2=50(LC 8) Max Uplift3=-7(LC 5), 2=-126(LC 8), 4=-3(LC 5) Max Grav3=14(LC 13), 2=115(LC 1), 4=13(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1)V E 2)1 3) ' fi 4) F 5) F a 6) " find: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=45ft; L=50ft; eave=6ft; Cat. II; xp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 between the bottom chord and any other members. efer to girder(s) for truss to truss connections. rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 3, 126 lb uplift at joint 2 id 3 lb uplift at joint 4. iemi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. tARNING gnvlidforuse ITk®cnnecorsis design Is based only upon parameters shown, and is for an Indlvitlual building component not ss system. Before use, file building designer must vedry the applicability of design parameters and properly Incorporate ihfs 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/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' Carhon Elev D T9779596 m11324 K.15 MONO TRUSS 1 1 Job Reference (optional) �..,,am. ars russ, , c., 0„ .6.­ . 0 s Ap, 19 20.6 Mi t.k nwusmns, inc. `h— Oci of 5:1 lZ2 2016 Page l ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PmCcxTmvUeVo_Q74eFQm3EQSS2zlzprPSUAaSLyNt2T 3-11-0 7.0-2 1-5-0 1 3-11-0 3-1-2 Scale: 3/4'=1' 3 I 2.83 F12 2 0 3x4 = 702 7-0-2 4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.05 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.12 4-7 >659 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BO i CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=179/Mechanical, 2=264/0-11-5, 4=78/Mechanical Max Horz2=109(LC 8) Max Uplift3=-167(LC 8), 2=-206(LC 8) Max Grav3=184(LC 13), 2=264(LC 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=45ft; L=50ft; eave=6ft; Cat. II; 6xp 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) ' IThis truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fits the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Pirovide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 3 and 206 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. 7) li the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) l Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, 8=27)-to-3=-95(F=-20, B= 20), 5=0(F=10, B=10)-to-4— 35(F= 8, B=-8) ®i WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1011-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors. this design k based only upon pafamefers shown, and Is for an Individual building component not a frills building system. Before use, the building designer must verify the appllcat1111ry of design parameters and properly Incorporate This design Info the overall design. &acing indicated is to prevent buckling of Ir1d(vidual truss web aril/or chord members only. Addifionai temporary and permanent bracing p�rg 9 VIO Iek• Is always requiretl for stability and 10 prevent collapse whh possible personal injury and properly damage. For general guidance regarding the fatiricofion storage, delivery, erection and bracing of trusses and truss systems, eeANSI/TPI1 9uallty Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avoilable from Truss Plate Institute, 218 N. Lee Street, Sulfe 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carkon Elev D T9779597 mi 1324 KJB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:53 2016 Page 1 1 D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-uym_8pnXFydfbZiGByx?cRzeaRIMiB_Yh8v7_nyNt2S i -1-5-0 7-2-7 i 113-0 1-5-0 7-2-7 4-0-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TO 1L 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.09 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 44 lb FT = 0 BER- BRACING - CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. S 2x4 SP No.3 C:TIONS. (lb/size) 4=96/Mechanical, 2=479/0-11-5, 5=389/Mechanical Max Horz 2=178(LC 21) Max Uplift4=-94(LC 8), 2— 339(LC 8), 5_ 213(LC 8) DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 2-10= 826/510, 10-11— 806/492, 3-11= 776/448 CHORD 2-13= 508/784, 13-14=508/784, 6-14=-508/784, 6-15= 508/784, 5-15— 5087784 S 3-6=0/270, 3-5=-859/557 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fF B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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) f efer 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 4, 339 lb uplift at joint 2 and 213 lb uplift at joint 5. 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) 94 lb down and 61 lb up at 2-11-0, 94 lb down and 61 lb up at 2-11-0, 120 lb down and 106 lb up at 5-8-15, 120 lb down and 106 lb up at 5-8-15, and 145 lb down and 1i45 lb up at 8-6-14, and 145 lb down and 145 lb up at 8-6-14 on top chord, and 11 lb down and 31 lb up at 2-11-0, 11 lb down and 31 Ib up at 2-11-0, 27 lb down and 31 lb up at 5-8-15, 27 lb down and 31 lb up at 5-8-15, and 41 lb down and 14 lb up at 8-6-14, and 41 Ili down and 14 lb up at 8-6-14 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, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-5(1`=-3, B=-3) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14= 21(F=-11, B=-11) 15=-50(F=-25, B=-25) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. valid for use only with Mitek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Mat a t(uss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buiding 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 darnage. For general guidance regarding the fal rlcatlon, 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 city Ply 70' Carlton Elev D T9779598 m11324 KJA MONO TRUSS 2 1 Job Reference (optional) 1-2-9 1-2-9 0 P, s o i u i ert nruwuies, inc. mion vn ar w: i r:aj zo r o rage] ID:_kf1GCA6bx7j2Sy1 HDXFw7ye3KX-uym_8pnXFydfbZiGByx?cRzfxRJeiG4Yh8v7_nyNt2S 6-0.4 6-0-4 Scale = 1:13.9 3x4 = 4 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 4-7 >999 360 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 4-7 >999 240 0.0 " Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014/TPI2007 (Matrix-M) CHORD 2x4 SP M 30 CHORD 2x4 SP M 30 (lb/size) 3=131/Mechanical, 2=204/0-9-11, 4=57/Mechanical Max Horz2=97(LC 8) Max Uplift3— 124(LC 8), 2=-159(LC 8) Max Grav3=135(LC 13), 2=204(LC 1), 4=93(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 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. 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; 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)* his truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fi 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 124 lb uplift at joint 3 and 159 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. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-24 Tra= 5 pezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-3=-81(F=-14, B— 14), 5=0(F=10, B=10)-to-4=-30(F=-5, B=-5) ® WARNfNG -Verily design parameters and READ NOTES ON THIS AND INCLUDED 6f/TEKREFERANCE PAGEM/h7473 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 irbss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bui(ding 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 Inlrrry and property damage. For general guidance regarding the tablicotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSt/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 city Ply 70' CarNon Elev D T9779599 m11324 KJB MONO TRUSS 2 7 I Job Reference (optional) . cnamoers i russ, inc., ron rrerce, rL 1-2-9 r.bvu s Apr is zui b mr r eK maumries, mc. mon uct a i i b: i r av eu i b rage i ID: _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-M9KNM8o90GIVDjHTIgSEBfVrxrglRjKivofhXDyNt2R 4-11-9 4-11-9 Scale: 1 "=1' 3x4 = 4 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.02 4-7 >999 240 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a 10.0 Code FBC2014/TPI2007 (Matrix-M) CHORD 2x4 SP M 30 CHORD 20 SP M 30 (Ib/size) 3=90/Mechanical, 2=161/0-9-11, 4=40/Mechanical Max Horz2=75(LC 8) Max Uplift3=-82(LC 8), 2=-139(LC 8) Max Grav3=90(LC 1), 2=161(LC 1), 4=69(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss 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 IIt 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 82 lb uplift at joint 3 and 139 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. 7) 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: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, 13=27)-to-3— 67(F=-7, B=-7), 5=0(F=10, 6=10)-to-4=-25(F=-2, B=-2) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX7473 rev, 1010312015 BEFORE USE Deign valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a trptssss buitding system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall 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/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 ply Ply 70' Carlton Elev D T9779600 m11324 MV2 VALLEY 1 1 Jab Reference (optional) u s Mpr I s —1 b m119K Inouslrles, Inc. mon um 31 l b:1 t:b4 2u1 b rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-M9KNM8ogOGIVDjHTIgSE8fVsOrhhRjKivofhXDyNt2R 2-0-0 4.00 12 3x4 2 3 Scale = 1:6.1 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 BOLL 0.0 ' Lumber DOL 1.25 Rep Stress Incr YES BC 0.02 WB 0.00 Vert(TL) n/a n/a 999 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix) Weight: 5lb FT=0% 1)V E 2) C 3) 7 4) fi 5) E 0 6) F 2 7) ' . CHORD 2x4 SP No.3 CHORD 2x4 SP No.3 IS. (lb/size) 1=41/2-0-0, 2=30/2-0-0, 3=11/2-0-0 Max Horz 1=21(LC 8) Max Upliftl=-20(LC 8), 2=-30(LC 8) Max Grav1=42(LC 13), 2=32(LC 13), 3=22(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. nd: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft eave=6ft; Cat. II; p C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ble requires continuous bottom chord bearing. is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. his 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 )etween the bottom chord and any other members. aring at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity )eating surface. wide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at joint ;mi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss ® W RN/NG - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1&0312015 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 property Incorporate thls design Into the overall building design. Bracing indlcaTed is to prevent buckling of Individual truss web and/or chord members only. Add(tlonal temporary antl permanent bracing 0 iV�iTek' 6 always required for stability and to prevent collapse with possible personal Injury and propedy tlamag For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Huality Criteria, DSB-89 and BCSI Building Component Sate�y Informallon avollabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 c Job ; Truss Truss Type Qty Ply 70' Carhon Elev D T9779601 ml 1324 MV4 VALLEY 1 1 Job Reference (optional) 4-0-0 3x4 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-gLulZUpnnZtMrtsfJN Ths2 _IF?cAAar8SOE3gyNt2Q 3x4 11 2 3 Scale = 1:9.5 � I LOADING TCLL TCDL BCLL BCDIL10.0 (psf) 20.0 7.0 0.0 ' SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.22 BC 0.17 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=109/4-0-0, 3=109/4-0-0 1 Max Horz 1=56(LC 8) Max Upliftl=-54(LC 8), 3=-72(LC 8) Max Gravl=112(LC 13), 3=117(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown 1) W E: 2) G 3) Tt 4) fit 5) PI 3. 6) „` BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. is ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 le requires continuous bottom chord bearing. truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is 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 ;tween the bottom chord and any other members. ,ide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint ni-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss WARNING i - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE �■� Design ,Valld 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 bulking design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrica,Ion. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety IOtormalion 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 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, 0-'/1 d' - -I- For 4 x 2 orientation, locate plates 0-'/rb" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice -for Handling, - Installing & Bracing of Metal Plate • Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS in c 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, ESR 1988 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 g; -rT-8 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. 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