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HomeMy WebLinkAboutTruss-vr wig MiTek 0 RE: m11324 - 70' Carlton Elev D Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model- Lot/Block: Subdivision: Address: N/A City: ST LUCIE State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115_,.,,,, n File COPY 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 HeighIl 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 61G15-31.003, section 5 of the Florida Board -of Professional Engineers Rules. No. Seal# __ Truss Name I Date_ No. Sea"' Truss Name Date 1 12 T9779575 I T9779576 A I Al 10/31/16 1110/31/16 18 119 T9779592 I T9779593 J8 I JA 10/31/16 110/31/16 13 1 T9779577 I A2 1 10/31/16120 I T9779594 1 JB 1 10/31/161 ( 4 I T9779578 l A3 ( 10/31/16 121 I T9779595 i JC 110/31 /16 1 5 IT9779579 JA4 1 10/31/16 22 T9779596 JKJ5 10/31/16 6 7 T9779580 T9779581 A6 B __� 1 10/31/16 10/31/16 23 124 T9779597 IKJ8 T9779598 I KJA 110/31/16 10/31/16 18 I T9779582 1 BH7 1110/31/16 I25 I T9779599 I KJB 1 10/31/16 1 19 I T9779583 I GRA 1 10/31/16 126 I T9779600 I MV2 1 10/31/16 1 110 1T9779584 I GRB 1 10/31/16 127 IT9779601 I MV4 1 10/31/161 l 11 1 T9779585 1 GRC 1 10/31/16 1 12 T9779586 1 J 1 1 10/31 /161 13 I T9779587 I J2 1 10/31/16 1 14 T9779588 I J3 110/31/16 I 15 IT9779589 J4 110/31/161 116 T9779590 1 J5 10/31/16 117 I T9779591 I J6 1 10/31 /16 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. op p.. E • •VF4c� 68182 •; � -0 %� .• STATE OF �i�sS fON AL �%�`�� /1111111� Joaquin Velez PE N0.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2016 Velez, Joaquin 1 of 1 Job Truss Truss Type city Ply 70' Carlton Elev D T9779575 mi 1324 A COMMON 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.onu s Apr iv evi o Mi r ea inausmes, inc. Won vcr c i 15J7.40 2016 FuUv i I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-mSU4PMdNJz_VXaCnxkCyaiwO4Co99HKehdGxl l yNt2f r1-0-Q 8-4-0 r 12-11-0 17-6-0 22-1-0 26-8-0 35-0.0 1-0-0 8.4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 4x5 = 4.00 f 12 4x4 = 17 — 15 `� 14 — 12 2x3 I I 4x6 = 3x8 = 3x8 = 2x3 I I 4x6 = Scale=1:60.8 4x5 = 1 t2 I,; 6 8.4-0 12-11-0 22-1-0 26 9 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 B-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing: 14-15. REACTIONS. (lb/size) 2=139910-8-0, 10=1399/0-8-0 Max Horz2=223(LC 7) Max Uplift2=-775(LC 8), 10_ 775(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP 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 BOT 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 WEBS 6-14=-459/992, 7-14=-282/197, 9-14=-536/397, 6-15=-459/992, 5-15=-283/197, 3-15=-534/397 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; 6=45ft; L=50fh eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 16, 13. 5) Plate(s) at joint(s) 16 and 13 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. 9) "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 MR-7473 ree 1010=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 fnrss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall' bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply D T9779576 m11324 Al SPECIAL 9 1 �70'Carftonlilev Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL /.e4u s Apr 1 e 201 b Mi i ex industries, inc. Mon Oct 3i io:i :4i 20 i o rage i I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Ee2Sdie?4G6L9jnzU RjB7vTRIc1 hukZnwH?VZTyNt2e r1-0-D 7-8-0 13-7.8 17-6-0 , 23.11-12 26-9-10 1 35-0-0 $6-0-0 1-0-0 7-8-0 5-11-8 3-10-8 6-5-12 2-9-14 8-2-6 i-0-0' 3X6 4.00 12 14 13 2X3 11 5x12 = 5X8 = 2.0D 12 Scale = 1:61.8 3x12 = 7-8-0 13-7-8 23-11-12 35-0-0 7-8-0 5-11.6 10-4-4 11-0.4 Plate Offsets (X Y)-- 12:0-3-14,0-1-81, 18:0-3-0,Edgel, 110:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.78 12 >538 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -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 n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 158lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1364/0-8-0, 10=1334/0-8-0 Max Horz 2=-223(LC 6) Max Uplift2= 833(LC 8), 10— 816(LC 8) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP 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 BOT CHORD 2-14=-1554/2875, 13-14— 1554/2875, 13-21=-1035/2117, 21-22=-103112125, 12-22= 1030/2141, 10-12= 2927/5307 WEBS 3-13=-634/421, 5-13=-293/258, 6-13= 260/541, 6-12= 1820/3328, 7-12= 303/292, 9-12= 392/347 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=12fh B=45fh L=50ft; eave=6fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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 psi bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 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. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev, IOIOMO15 BEFORE USE. Design valid for use only with Mfrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, The building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Bid. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss I ype city Ply D T9779577 m11324 A2 SPECIAL 1 1 �70'CarhonElev Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.ovu s Apr IV zv r DWI i eK mausmes, I—. rv.ua w­ ­-- av i v sae= ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ircgg2edraECntM929FQf7?fEONOd7zx9xl25wyNt2d 1.0- 8-0-1 13.7 8 16-0-0 19•D-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 3x6 = 15 2x3 I I 4.00 12 5x6 = 5x6 = 4x4 = 2.00 12 Scale: 3/16°=l' 3x12 = `9 0 13-7-8 19-0-0 1, 23-11-12 35-M N8-09-1 5-7-7 5-4-8 4.11-12 11-0-4 Plate Offsets (X,Y)-- f2'0-1-10 0-0-01 (4:0-2-4 Edgel (8:0-3-0 0-3-41 (10:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.74 12 >571 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.25 12-21 >335 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr YES WB 0.73 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Weight: 160lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 7-13 REACTIONS. (lb/size) 2=136310-8-0, 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 (lb) or less except when shown. TOP CHORD 2-3= 3118/1799, 3-4=-2433/1432, 4-5=-2425/1453, 5-6=-2462/1527, 6-7=2607/1556, 7-8=-5109/2887, 8-9=-5135/2880, 9-10=-5565/3192 BOT 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 NOTES- 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=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 3) Provide adequate drainage to prevent water pending. 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) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 817 lb uplift at joint 10. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE1,111-7473 rev, 10/012015 BEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulding design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and miss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 70' Carkon Elev D T9779576 ml 1324 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:42 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ircgg2edraECntM929FOf7?fSONOd7_x9x125wyNt2d 1-0 8.0-1 14-0-0 21-0.0 23-11-12 26-9-10 35-" 6-0 -0-0 8-0-1 5.11-15 7-0-0 2-11-12 2.9-14 8-2-6 -0-0 4.00 117 3x6 5x6 = 13 - 2x3 I I Sx6 = 2.00 12 4x6 = AvA Scale = 1:62.9 3x12 zz 8-0-1 13-7-8 21-0 0 23-11-12 35-0-0 8-0-1 5-7-7 7-4-8 2-11-12 11-0-4 Plate Offsets (X Y)-- f2:0-3-.14 0-1-81 f8:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >597 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.21 10-19 >347 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.42 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 158lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0, 8=1334/0-8-0 Max Horz 2=-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= 3225/1685, 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, 7-10= 516/438 Structural wood sheathing directly applied or 2-6-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 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=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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/TTPI 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. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 10/032015 BEFORE USE.� Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSi/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 Qly Ply 70' Carhon Elev D T9779579 m11324 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.ovv s 'Pr ra 4016 1- r — irrr,r 6U—, ,rr.. ,.,.„ — .�. ��, ago ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-A1AD2OfFcuM3PlxLcsmfCKYrKPjoMag4NaUbeMyNt2c 1-0 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 6-5-8 5.6-8 5-8-4 5-3-12 0-11-1 2%-13 8-2-7 -0-0 �1 6 3x6 4.00 12 5x6 = 3x4 = 14 13 3x4 3x4 = 5x6 = 2.00 12 5x8 = 2x3 I 6 7 Scale = 1:62.9 3x12 = Plate Offsets (X Y)-- f2'0-3-14 0-1-81 f6:0-4-0 0-2-31 f9'0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.72 11-12 >584 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.20 11-20 >349 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 160 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-6-0, 9=1336/0-8-0 Max Horz2-157(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. TOP 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 BOT 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, 6-12=-857/401, 6-11=-1019/1981, 8-11=-528/443 Structural wood sheathing directly applied or 2-6-4 oc puriins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=12fh 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831 lb uplift at joint 2 and 818 Ito uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Vediy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. IOIO O15 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply 70' Cartoon Elev D T9779580 m11324 A6 HIP 1 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:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eDjbFkguNBVwOBWYAZHukY57xp75574DcEE9AoyNt2b 1-0 6-7-15 10-0-0 13-8.0 21-4-0 25-0-0 28-4-1 35-0-0 6-0 -0-0 6-7-15 3-4-1 3-8-0 7-8-0 3.8-0 3-4-1 6-7-15 -0-0 �1 6 4x8 2x3 I 4.00 12 4 23 24 5 2x3 11 4x8 = 6 25 26 7 Scale = 1:61.8 16 15 14 13 72 11 3x4 = 3x4 3x4 = 3x4 = 3x6 % 4x6 = 4x6 = 3x6 10-0-0 13-8-0 21-4-0 25-0-0 35-0.0 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 TCDL 7.0 Lumber DOL 1.25 BC 0.68 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1119/0-8-0, 14=369/0-8-0, 9=1210/0-8-0 Max Harz 2=133(LC 7) Max Uplift2— 690(LC 8), 14= 216(LC 8), 9=-744(LC 8) Max Grav2=1119(LC 1), 14=440(LC 17), 9=1215(LC 18) DEFL. in (loc) Vdefl Lid Vert(LL) 0.5811-13 >445 360 Vert(TL) -0.90 13 >285 240 Horz(TL) 0.12 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 153lb FT=0% 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP 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 BOT 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 WEBS 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 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. 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 and 744 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. N f` 0 t2 I6 6 © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10103,2015 BEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Adddlionai 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 fabrlcalion, 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 T9779561 ml 1324 B COMMON 3 1 �70'CarftonElevD Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MI ek industries, Inc. Mon Oct 3i 15:17:44 2016 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eDjbFkguNBVwOBWYAZHukY56apE25AFDcEE9AoyNt2b -1.0.0 6-11.0 13-10-0 1-0-0 6-11-0 6-11-0 Scale = 1:24.6 4x4 = Io 2x3 I I 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.22 BC 0.23 WB 0.10 (Matrix-M) DEFL. in Vert(LL) 0.05 Vert(TL) -0.09 Horz(TL) 0.01 (loc) I/defl Ud 5-8 >999 360 5-8 >999 240 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 47lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=511/0-8-0, 2=567/0-8-0 Max Harz 2=93(LC 7) Max Uplift4= 294(LC 8), 2=-375(LC 8) FORCES. (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 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. II; Exp C; Encl., GCpi=0.18; MW FRS (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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verity des/gn parameters and READ NOTES ON THIS AND INCLUDED WEKREFERANCE PAGEMll-7473 rev. 1070312016 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carhon Elev D T9779582 m11324 BH7 BOSTON HIP i 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1.64U S Apr 19 LUl ti MI 1 BK mausines, Inc. Mon Uci ;si 15:1 t:4b zu1 ti Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-7QHzT3hW BVdneL5kj Ho7HIdkDVYgXIN ruziiFyNt2a 15-6-0 21-6-0 rt-aq 7-0-0 9-6-0 11-6.0 , 13-6-0 14-010 17-6-0 19-6-0 21-0-0 , 23.6-0 , 256-0 , 2&a0 , 350-0 1•aoz•o-o ' 2-ao s- 1-s o 2-ao 2-ao 1-s oas z-o-o z•ao 2-6-0 7 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 NFrI V'IRI F I ATFRAI nFFI Fr.Tinm.q 35 33 32 "' 30 4x6 = 3x8 = 3x4 = 4x6 = 4x5 = 3x6 = 7-0-0 14-0-0 21-0-0 28-0.0 35-0-0 71-0 7-0-0 7-0-0 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.48 32-33 >875 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.79 32-33 >534 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.47 Horz(TL) 0.17 28 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 208lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 11, 18, 15, 7, 23 REACTIONS. (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=-3169/1601, 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, 2426— 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 BOT 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 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) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 purin along the top and/or bottom chord. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMII-7473 rev, 10/03COIS 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 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 fobricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quallty 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 Pty T9779583 m11324 GRA SPECIAL 1 1 �70'CarhonElevD Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1.641) s Apr ly 206 Mi I eK Industries, inc. Main Oct 3i 10:1 /:46 2016 rage t ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bcrLgPi8vpleGVgwH_JMgzATidvPZ5Yw4YGEhyNt2Z -1-0-0 4-1-8 5-73 8-2-13 9-83 13-10-0 14-10-0 1-0-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 Scale = 1:27.4 2.37 12 4x4 = 4x4 = 4x10 4x10 = 19 4 20 21 5 22 6 2x3 11 3x4 = 3x4 = 2x3 11 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.18 BC 0.30 WB 0.05 (Matrix-M) DEFL. in Vert(LL) 0.08 Vert(TL) -0.11 Horz(TL) 0.03 (loc) Well Ud 11 >999 360 10 >999 240 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 58 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-5 oc purllns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0, 7=770/0-8-0 Max Horz2=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=12111; B=45fh L=50ft eave=6fh 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) ' 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 523 lb uplift at joint 2 and 523 lb uplift at joint 7. 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 Ib 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 7-11-0, 33 lb down at 8-2-13, and 18 lb down and 15 lb up at 8-10-0, and 6 lb down and 7 lb up at 9-8-8 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 5-6=-54, 6-8=-54, 13-16=-20 © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMB-7473 rev. }0 X20f5 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 appllcabllity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrk:atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T9779583 m11324 GRA SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.oga s Hpr ra ear o mi r eK mausures, mc. mon vcr a i — i / Ao ev i o rnyn c I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-bcrLgPiBvpleGVgwH_JMgzATidvPZ5YW 4YjGEhyNt2Z LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=7(B) 4=-64(B) 5_ 64(B) 6=7(B) 12=-6(B) 11=-35(B) 10=-35(B) 9= 6(B) 19=-28(B) 20= 60(B) 21= 60(B) 22=-28(B) 23= 18(B) 24=-18(B) Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, 10/=015 BEFORE USE ' Design valid for use only with MIIek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a fruss system. Before use, the bulidtng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always reclulred 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/TP11 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 2231A. Tema, FL 33610 Job Truss Truss Type Qty Ply 70' Carhon Elev D T9779584 m11324 GOB SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.bqu s Apr is 20i6 Mi 1ex mausmes, inc. Mon 06 31 15J 7:47 2016 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3oPjtlimg6tVteE7rigbMAjax1 DblRvglCSpn7yNt2Y 1-0 5-0-0 10-3-0 15 6-0 21 6-0 26-2-0 28-1-0 35-0-0 6-0 oo 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 F12 4x8 = 3x4 = 3x6 = 2x3 11 2x3 11 4x4 = 4x4 = Scale: 3/16°=l' - 4041 42 74 4313 12 18 36 37 17 38 16 39 5x6 3x4 = 2x3 I I 3x4 = 3x6 = 3x4 =3 = 3x4 = 3x4 = 5-0-0 10-3-0 15-6-0 21-6-0 28-1-0 35-0-0 s-n-n 5-s-n S•3-n 6-0-0 6.7-0 6.11-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 CSI. DEFL. in (loc) Vdefl Ud TC 0.40 Vert(LL) 0.1117-18 >999 360 BC 0.37 Vert(TL) -0.1717-18 >999 240 W B 0.49 Horz(TL) 0.04 15 n/a n/a (Matrix-M) PLATES GRIP MT20 244/190 Weight: 146 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 REACTIONS. 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, 8-14=-978/572 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; MWFRS (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 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 lb 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). Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M!1-7473 rev. f0/032015 BEFORE USE Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a taus 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 buckling of fndividual truss web and/or chord members only. Addlflonal temporary and permanent bracing M iTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of muses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. j 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 T9779584 m11324 GRB SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MITek Industries, Inc. Mon Oct 31 15:17:47 2016 Page 2 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-3oPjtlimg6tVteE7rigbMAjax1 Dbl RvglCSpn7yNt2Y LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-9-54, 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) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE, Design valid for use orgy with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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' Carkon Elev D T9779585 m11324 GRC HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:48 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-X?z556jORQ?MVopJPPMgvOFhDQUBlpipXsCMJZyNt2X 1-0 8-0-0 13-8-0 176.0 21.4.0 27-0-0 35-0-0 6.0 -0-0 8-0-0 5-8-0 3-10-0 3-10-0 8-0-0 -o-0 Scale = 1:61.8 5x8 MT18HS = 5x8 MT18HS = 4.00 12 2x3 13x8 = 3x6 = 2x3 11 3 23 24 25 426 27 285 6 729 30 31 32 8 N N 0 12 6 16 33 15 14 34 35 36 37 13 3812 39 11 3x5 % 2x3 11 3x6 = 6x10 = 6x10 = 3x6 = 2x3 11 3x5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.38 13-14 >660 240 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) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except" 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) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 157lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 1 Row at midpt 3-14, 5-14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP 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=-1918/1207, 31-32=-1918/1207, 8-32=-1918/1207, 8-9= 2666/1597 BOT 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 WEBS 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 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint 2, 2093 Ib 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, 107 lb down and 173 lb up at 18-11-4, 107 lb down and 173 lb up at 20-11-4, 107 lb 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 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE Mll--7473 rev, 101032015 BEFORE USE ' Design valid for use only with MiTek6 connectors. This design Is based ody upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling 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 3 1 Z Atexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T9779585 m11324 GRC HIP 1 1 Job Reference (optional) chambers l russ, Inc., Fort Pierce, FL 1.04u s Apr is Zu1 C mr r eR IOousmes, Ino. mon ucr J 1 i o. i 1:4o cu i o rzaye c I D:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-X?z555jORQ?MVopJPPMgvOFhDQUB 1 pipXsCMJZyNt2X NOTES- 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 8-10=-54, 17-20=-20 Concentrated Loads (lb) Vert: 3=-126(B) 6=-107(B) 8= 126(B) 15= 50(B) 16=411(B) 11= 411(B) 12= 50(B) 23— 107(B) 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) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 70' Carlton Elev D T9779586 m11324 J1 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:49 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?BXUIRkog7D7yOVy7t3Rbo_xq_emS5zmWxwrOyNt2W 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 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; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03,2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with posstbte 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, DSO-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' Carkon Elev D T9779587 m11324 J2 MONO TRUSS 4 1 Job Reference (optional) 'Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:49 2016 Page 1 I D:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-7BXUIRkOCj7D7yOVy7t3Rbo_xq_EmS5zm W xwrOyN12W 1-0-0 12-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 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 FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 REACTIONS. (lb/size) 3=36/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Harz 2=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. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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) ` 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. 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIr--7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based oNy upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the appllcab0lty 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' B dways required for stability and to prevent collapse wlfh possible personal Injury and property damage. For general guidance regarciing 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 city Ply m11324 J3 MONO TRUSS 2 ['CarhonElevDT9779588 1b Reference (optional) Chambers Truss, Inc., Fort Pierce, Fl- 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 7.0 Lumber DOL 1.25 BC 0.09 BCLL 0.0 " Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Harz 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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?BXUIRkOCj7D7yOVy7t3Rbo_xgzQmS5zmWxwrOyNt2W Scale =1:9.6 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(TL) -0.01 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft 13=45ft; L=501t; 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) " 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 53 lb uplift at joint 3, 149 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mf1-7473 rev, 1&0312015 BEFORE USF- Design valid for use only with MfTek® connectors. This design Is based only upon parameters shown, and Is for an Indlvldual building component, riot a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bractng Mirek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Cdlerla, DSB-89 and BCSI Building Component Tampa, Fl- 33610 Safety Information avallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T9779589 m11324 J4 MONO TRUSS 4 1 �70'CarftonElevl) Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL i.64U s Apr 13 2U16 MI I eK industries, ho. Mon Oct 31 15:1 l:50 2016 rage 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TN5sW nlfyl F4k6ziW qOI-1L72EIVVvL6_AhTNSyNt2V 1-0-0 1 4-" Scale = 1:11.2 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 14lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=227/0-8-0, 4=39/Mechanical Max Horz2=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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 170 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verii design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. f0/032015 BEFORE USE Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verity the appllcabilify of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 79779690 m11324 JS MONO TRUSS 11 1 �70'CatftonElevD Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.bau s Apr i a 2016 Mi r ea mausiries, inc. Mon aci 31 1517,60 20.6 Fray. ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TN5sW nlfyt F4k6ziWgOI-pL51EGeVvL6-AhTNSyNt2V 1-0.0 5-0-0 1-0-0 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 TCDL 7.0 Lumber DOL 1.25 BC 0.28 BCLL 0.0 " Rep Stress [nor YES WB 0.00 BCDL 10.0 Code FBC2014[TP]2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.9 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.02 4-7 >999 360 MT20 2441190 Vert(TL) -0.04 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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 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. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mg-7473 rev. f0/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bukdmg design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component VA 22314. Tonga, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandrla, Job Truss Truss Type Qty Ply DT9779591 m11324 J6 MONO TRUSS 4 1b ['CartionElev Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:50 2016 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-TN6sW nlfyl F4k6ziW qOI-pL2EEEiVvL6_AhTNSyNt2V 1-0-0 6-0-0 1 o-0 6-0-0 Scale = 1:14.5 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 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: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical, 2=316/0-8-0, 4=53/Mechanical Max Horz2=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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh 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) ' 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 115 lb uplift at joint 3 and 215 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMB-7473 rev, 1010312015 BEFORE USE ' Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a inns 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 hus web and/or chord members only. Addltlonal temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city, Ply m11324 J8 MONO TRUSS 11 ['CarhonElevDT9779592 1b Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-" 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 7.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Harz 2=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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. /.b4V s Apr re 20i6 MI r eK lnouslrles, Inc. Mon Ccl 3i I5AT5i 2016 raye I ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-xafEj7lHjLNxMGYu4YvXXOtG4edNEMbFDgQlwuyNt2U 8-" 8-0.0 Scale = 1:17.7 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.08 4-7 >999 360 MT20 244/190 Vert(TL) -0.21 4-7 >440 240 Horz(TL) 0.01 2 n/a n/a Weight: 26 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=12ft B=45ft; L=50ft; eave=6fh 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 158 lb uplift at joint 3 and 261 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMU-7473 rev. fav"015 BEFORE USE Design valid for use ody Wfh MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply 70' Canton Elev D T9779593 m11324 JA MONO TRUSS 2 1 Job Reference (optional)_ Chambers Truss, Inc., Fort Pierce, FL 3x4 = i.64u s Apt iv zu1 b Mi r ex inaUSlries, inc. Mon Ocl 61 iSA r:oi zo i o ruyu i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-xafEj7lHjLNxMGYu4YvXXOtKQegTEMbFDgQlwuyNt2U 2-4-3 Scale = 1:8.5 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=43/Mechanical, 2=154/0-8-0, 4=25/Mechanical Max Harz2=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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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 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 38 lb uplift at joint 3, 136 lb uplift at joint 2 and 4 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. iW012015 BEFORE USF_ 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 this design Into the overall Iwtlding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom 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 Elev D T9779594 m11324 JB MONO TRUSS 2 1 170'Carhon Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-2-5 3x4 = 7.640 s Apr 19 2016 MI 1 eK Inaustnes, Inc. Mon Oct 31 15:17:52 2016 Page 1 ID:_kfiGCA6bx7i2Sy1 HDXFw7ye3KX-PmCcxTmvUeVo_Q74eFQm3EQQJ2xNzprPSUAaSLyNt2T Scale = 1:12.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a r1/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 19lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical, 2=300/0-8-0, 4=51/Mechanical Max Horz2=114(LC 8) Max Upiift3=-99(LC 8), 2=-222(LC 8), 4=-1(LC 8) Max Grav3=107(LC 1), 2=300(LC 1), 4=80(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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 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 99 lb uplift at Joint 3, 222 lb uplift at Joint 2 and 1 lb uplift at Joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMI1--7473 rev. 1WON2015 BEFORE USE ' Design valid for use ody with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSt/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 3M Alexandria VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Car@on Elev D T9779595 m11324 JC 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 15:17:52 2016 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PmCcxTmvUeVo_Q74eFQm3EQVA20LzprPSUAaSLyNt2T 1-0-0 1-1-4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 360 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 FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=12/Mechanical, 2=115/0-8-0, 4=8/Mechanical Max Horz 2=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. Scale = 1:6.3 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft 13=45it 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 7 ib uplift at joint 3, 126 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 101032015 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 taus system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thfs 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 wllh possible personal Injury and property damage. For general guidance regarding the fabricallom storage, dellvery, 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 DT9779596 m11324 KJS MONO TRUSS 1 1b ['CaftionElev Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-5-0 3x4 = 7.6408 Apr 19 2016 MI I eK Industries, Inc. Mon Uct 31 1bn t:t"e zvi is Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-PmCcxTmvUeVo_Q74eFQm3EQSS2zIzprPSUAaSLyNt2T 3-11-0 7.0-2 i 3-11-0 3-1-2 2.83 12 Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 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/TPI2007 (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 pudins. BOT 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 Harz 2=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. NOTES- 1) 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 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 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) 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 (pif) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-3=-95(F=-20, B=-20), 5=0(F=10, B=10)-to-4=-35(F=-8, B=-8) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. ter. Design valld for use only with Mfiek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify The applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stablllfy and to prevent collapse wllh possible personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and fruss 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 Oty, Ply 70' Carkon Elev D T9779597 m11324 KJB MONO TRUSS 2 1 _ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Ucl 31 15:17:53 2016 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-uym_BpnXFydfbZiGByx7cRzeaRl MiB_Yh8v7_nyNt2S -1-5-0 7-2-7 i 11-3.0 1-5-0 7-2-7 4-0-9 u n 3x4 = 3x4 = 7-2-7 11-0.12 11.-3 7-2-7 3-10-5 -2-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.22 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical, 2=479/0-11-5, 5=389/Mechanical Max Horz2=178(LC 21) Max Uplift4=-94(LC 8), 2= 339(LC 8), 5=-213(1_13 8) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.05 6-9 >999 360 MT20 244/190 Vert(TL) -0.09 6-9 >999 240 Horz(TL) 0.01 5 n/a n/a Weight: 44 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10= 826/510, 10-11= 806/492, 3-11— 776/448 BOT CHORD 2-13=-508/784, 13-14=-508/784, 6-14— 5081784, 6-15=-5081784, 5-15= 5087784 WEBS 3-6=0/270, 3-5=-859/557 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; 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.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 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 145 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 lb 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 lb 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(F=-3, B= 3) 12=-83(1`=-42, B=-42) 13=14(F=7, B=7) 14= 21(F� 11, B=-11) 15=-5O(F=-25, B=-25) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 Oty Ply 70' Carhon Elev D T9779596 m11324 KJA MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-2-9 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:53 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-flym_8pnXFydfbZiGByx?cRzfxRJeiG4Yh8v7_nyNt2S 6-0-4 6-0-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=1 31 /Mechanical, 2=204/0-9-11, 4=57/Mechanical Max Harz 2=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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:13.9 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. NOTES- 1) Wind: ASIDE 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 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 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 (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, B=27)-to-3=-81(F=-14, B=-14), 5=0(F=10, B=10)-10-4_ 30(F=-5, B=5) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMR-7473 rev. f0/0WOIS 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 parametersand property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Cdterla, 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 T9779599 m11324 KJB MONO TRUSS 2 1 �70'CarftonElsv Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL -r-e-y 1-2-9 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:54 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-M9KNM8o9OGIVDjHTIgSEBfVrxrglRjKivofhXDyNt2R 4-11-9 4-11-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.10 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/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. Scale: 1 °=l' PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 (pIf) Vert: 1-2= 54 Trapezoidal Loads (pIf) Vert: 2=0(F=27, B=27)-to-3=-67(F= 7, B=-7), 5=0(F=10, 13=10)-to-4=-25(F= 2, B=-2) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII--7473 rev. f0/0312015 BEFORE USE Design valid for use oNy with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Iruss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T9779600 m11324 MV2 VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:54 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-M9KNM8o90GIVDjHTIgSE8fVsOrhhRjKivofhXDyNt2R 2-" 2-" 4.00 12 3x4 Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 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) Weight: 5 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=41/2-0-0, 2=30/2-0-0, 3=11/2-0-0 Max Harz 1=21(LC 8) Max Upliftl= 20(LC 8), 2=-30(LC 8) Max Grav1=42(LC 13), 2=32(LC 13), 3=22(L1_, 3) FORCES. (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. NOTES- 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at Jolnt(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at Joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMM--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 � 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 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 19uallly Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply m11324 MV4 VALLEY t E'CarkonElevDT9779601 1b Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 15:- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014frP12007 (Matrix) LUMBER - 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 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 31 15:17:55 2016 Page 1 I D:_kfiGCA6bxT2Syl HDXFw7ye3KX-qLulZUpnnZtMrtsfJN_Ths2_IF?cAAarBSOE3gyNt2Q Scale = 1:9.5 3X4 11 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a Weight: 12 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10/03,2015 BEFORE USE Design valid for use orgy with Mlrek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 a' - -I- For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: 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 ff-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 C O U a. O F- b7 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fob ricaflon. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.