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Lumber design •value's`ate in accordance with ANSI/TPI 1 section 6.3 SCANNED These truss designs rely on lumber values established by others. BY St Ludo Gol MiTek'-- C\s-�� RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site. Information: T904 Parke East Blvd. Tam a�FL 33 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroort� Rear Porch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date_ 1 1 T12151406 A 9/29/17 12 1 T12151409 L Al 9/29/17 13 1 T12151410 1 A2 1 9/29/17 1 4 1 T12151411 I A3 1 9/29/17 1 15 1 T12151412 1 A4 9/29/17 6 T12151413 1 A5 9/29/17 7 L T12151414 ATA j 9/29/17 18 1 T12151415 1 B 1 9/29/17 19 1 T12151416 1 BHA 1 9/29/17 1 110 1 T12151417 i GRA 1 9129/17 Ill I T1 2151418 1 J1 1 9/29/17 12 1 T12151419 1 J3 _ 9/29/17 113 1 T12151420 1 J5 9/29/17 14 I T12151421 I J7 9/29/17 11.5 1 T12151422 1 KJ7 9/29/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the .designs comply with ANSI/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. s IFf .♦ ii % 39380 ST TE O13 F rr 4/ 11ill list Thomas A. Albani PE No.39380 Mlrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 29,2017 Albani, Thomas 1 of I Job Truss(Truss Type C]ty Ply T12151406 M11392 A HIP t 1 Job Reference (optional) �.namoers r fuss, ron rrnrce, r� r.ovv s nuy i o co i r mn art nwusmas, mc. rn uaP �a un:or.y r cu, r rayn i I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxntiZOdPRb6h4lyYptM r1-0-Q 6-10-14 9-0.0 14.11-0 20-2-13 26.0.0 , 28-1-2 , 35-0-0 36.0.0 1.0 00 6-10-14 2-1-2 5-11-D 5-3-13 5-9-3 2-1-2 6-10-14 �i-0-0 ■ 4.00 12 4x8 = 2x3 ii 3x6 = 2x3 ii 2x3 \\ 4 24 5 6 7 25 4x8 = 2x3 8 9 Scale = 1:61.9 17 76 15 14 13 12 3x4 = 3x4 = 3x4 = 3x4 3x5 = 3x6 = 4x6 = 3x6 = LOADING(pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.26 Horz( L) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix M) Weight: 152lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0, 15=575/0-8-0, 10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8), 15=-333(LC 8), 10— 685(LC 8) Max Grav2=1015(LC 1), 15=596(LC 17), 10=1114(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2097/1237, 3-4=-1 856/1112,4-24= 2176/1325, 5-24= 2176/1325, 5-6=-2176/1325, 6-7=-2176/1325, 7-25= 2176/1325, 8-25=-2176/1325, 8-9_ 2172/1285, 9-10= 2353/1375 BOT CHORD 2-17_ 1062/1941, 16-17=-865/1738, 15-16= 865/1738, 14-15= 1124/2176, 13-14= 1046/2067, 12-13=-1046/2067, 10-12= 1168/2175 WEBS 3-17�302/283, 4-17=-112/324, 4-15=-292/681, 5-15=-498/392, 8-12=-142/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; t =351t; eave=5lt; 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 100 lb uplift at joint(s) except (jt=lb) 2=631, 15=333, 10=685. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MI.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss sysiern. Before use, the building designer must verify the applicability of designparameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members oply. Additional temporary and permanent bracing iVa6TW prevent Is always required for stablilty and to prevent collapse wlih possible personal kijury and property dranage. For general guidance, regarding the 6904 Parke Ens? Blvd. fabrlcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSi Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss rype Qty Ply Carlion ilh 8 exr garage , T12151409 Ml1392 Al SPECIAL i 1 171 Job Reference (optional) �ndn.uc�a �uaa, rod nerve, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5W?XBceILsZgFrFclyYptL 1.0• 8.6-0 it-0.0 14-9-0 19.8-14 24•D•0 27-4-7 35-0.0 6-0• -0-0 8-6-0 2-6-0 3-9.0 4.11-14 4-3-2 3.4.7 7-7-9 1 -04 4.00 12 3x8 = 2x3 A 5x6 = 2x3 II 5x6 = 3x4 = 4 20 5 6 21 7 13 12 3x5 = 5x8 MT18HS= 2.0o 12 Scale = 1:62.9 3x12 = 10.0.0 4.9-0 ' 9-9-8 - --- - - - --- ' 10-5-8—� Plate Offsets (X,Y)-- t2:0-0-2,Edge), (9:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.51 11-12 >279 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FB02014ITP12007 (Matrix-M) Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 9=1332/0-8-0 Max Harz 2=-1 17(LC 6) Max Uplift2=-834(LC 8), 9= 815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-2989/1742, 3-4-2796/1682, 4-20=-2916/1774, 5-20-2916/1774,,5-6=-2916/1774, 6-21=-4530/2576, 7-21=-4530/2576, 7-8— 5193/2889, 8-9— 5612/3215 BOT CHORD 2-13-1521/2769, 12-13= 1301/2515, 11-12-2065/3799, 9-11=-2968/5344 WEBS 3-13— 317/323, 4-13=-238/414, 4-12=-330/649, 5-12=-262/236, 6-12-1031/619, 6-11-332/886, 7-11=-763/1479, 8-11= 395/407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=35ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 100 lb uplift at joint(s) except (jt=lb) 2=834, 9=815. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekD 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 verily 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 lVAI1W MOW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Slip, -I. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage M11392 A2 SPECIAL 1 7 T12151410 Job Reference (optional) • ^"" �^ 7.640 s Aug 16 2017 M)Tek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 ID;_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5WzKBb7lKkZgFrFclyYptL 1-0- 8-6-0 13-0-0 14.9-0 22.0-0 27.4-7 35-0-0 6.0-0 1.0-0 8-6-0 4-6.0 1-9-o 7-3-0 5-4-7 7-7-9 -0.0 5x6 = 3x4 = 5x6 = 4.00 F12 4 20 5 21 6 Scale = 1:62.9 t2 v m t2 r tfi 0 12 4x5 3x4 = 5x8 = 2.0012 3x12 ZZ = 35-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CS1. TC 0.64 BC 0.94 WB 0.84 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) 0.70 10 >600 240 Vert(TL) -1.14 10-19 >369 180 Horz(TL) 0.40 8 n/a n1a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 8=1332/0-8-0 Max Horz2=136(LC 7) 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=-3004/1748, 3-4= 2812/1694, 4-20=-2493/1570, 5-20— 2493/1570, 5-21=3293/1951, 6-21— 3293/1951, 6-7= 5114/2850, 7-8— 5625/3250 BOT CHORD 2-13_ 1527/2783, 12-13=-1183/2322, 11-12= 1314/2540, 10-11= 1708/3355, 8-10=-3001/5355 WEBS 3-13=-346/350, 4-13— 308/539, 4-12= 296/568, 5-12=-767/515, 5-11= 418/924, 6-11=-392/253, 6-10— 1159/2216, 7-10— 495/499 NOTES- 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 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 100 lb uplift at joint(s) except Qt=lb) 2=834, 8=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M7EK REFERANCE PAGE Mf1.7473 rev. 10/03/2016 BEFORE USE Design valid for use only with Milek& connectors. This design Is fused only upon rxuameters 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 truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T MOW Is always requited 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 Musses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suffe 312, Alexandria. VA 22314. Tampa, FL 33610 o Truss Truss Type Ply 71 Carlton Rh 8 ext garageT12161411 A3 SPECIAL rty 1 Job Reference (option 1 Chambers Truss, Fort Pierce, FL ^ u ' — • '•' ' — " ID:_ktiGCA6bx7j2Syl HDXFw7ye3KX-3xSBityabEQxOVRBSkHfHWcL1?HcmG9r8ZKMhdyYptJ 1•D• 8-6-0 15.0-0 20.0.0 24-6-8 27-4-7 35-0-0 6-0- D-0 8-6.0 6.6-0 5.0.0 2-9-15 7.7-9 0• �1 6 Plate 3x6 = 2x3 I 4.00 F12 5x6 = 5x6 = 04 = 2.00 F12 Scale: 3/16"=1' 3x12 = 0 !� Io LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC ' 0.56 Vert(LL) 0.72 11 >586 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.18 11-20 >357 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n1a BCDL 10.0 Code FBC2014/rPi2007 (Matrix-M) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0, 9=1334/0-8-0 Max Hari 2=155(LC 7) Max Uplift2— 834(LC 8), 9= 816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3052/1733, 3-4=-2934/1743, 4-5=-2349/1415, 5-6=-2610/1602, 6-7=-2757/1637, 7-8=-5200/2923, 8-9� 5590/3202 BOT CHORD 2-14— 1525/2830, 13-14= 1525/2830, 12-13— 1091/2205, 11-12= 2608/4988, 9-11=-2954/5319 WEBS 4-14=0/283, 4-13=-746/496, 5-12=-282/657, 6-12= 285/598, 7-12= 2676/1489, 7-11=:956/1895, 8-11— 377/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=151t; B=70ft; L=35ft; eave=51t; Cat. II; Exp C; Encl., GCpl=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) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 9=816. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11�7473 rev. 1010312015 BEFORE USE Design valid for use only with td(IeM 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 ai:rpileablllty of df:slgn parametets 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. Additionaltemporary 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 [racing of trusses and trim systems, seeANSI/TPit Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria. VA 22314, Tampa. FL 33610 Job 7IIY' cuss I FusS Type Oty P y 71 Carlton ith 8 ext garage , M71392 BPECIAL I 1 1 ��S1412 IA4 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:51 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-X7OZvDzDMXYo?eONOSoupkBW oPcvVti?MD4vD3yYptl .1-0- 8-6.0 14-9-0 17-0-0 8-0-0 24-6-8 27-4-7 35-0-0 6-0- -0- 8-6-0 6-3.0 2.3.0 1.0•0 6.6.8 2.9.15 7-7.9 •0-0 Scale: 3/16"=1' 4.00 12 5x6 = 4x6 = 2x3 II 6 7 2 t2 r 0 16 15 48 := 3x6 = 2x3 h Sx8 = 2.03x12 z 0 Y 2 LOADING (pst) 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 FBC2014fTP12007 CST. TC 0.56 BC 0.92 WB 0.96 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) 0.78 13 >542 240 Vert(TL) -1.26 13-22 >333 180 Horz(TL) 0.46 11 n/a nta PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7.7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz2=-175(LC 6) Max Uplift2=-834(LC 8), 11=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3042/1732, 3-4=-2359/1412, 4-5— 2303/1426, 5-6= 2334/1509, 6-7= 2154/1376, 7-8— 2314/1391, 8-9— 5195/2958, 9-10= 5237/2955, 10-11=-5582/3192 BOT CHORD 2-16=-1513/2819, 15-16=-1513/2819, 14-15=-991/2102, 13-14= 2654/5036, 11-13=-2944/5310 WEBS 3-16=0/288, 3-15=-724/464, 5-15=-272/266, 7-14_ 136/409, 6-14=-292/605, 6-15=-293/403, 8-14= 3088/1750, 8-13=-937/1901, 10-13=-330/293 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=15ft; B=70ft; L=35ft; eave=sit; Cat. II; Exp C; Encl., GCpf=O.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 Wth 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) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 11=815. 9) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Hit-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mflek0 connectors. fits design Is based only upon parameters shown, and Is for an Individual buAding component, not � u truss system. Before use, the building designer musl verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal infury and property damage. For general guidance regarding the fabricatlon, storage, delivery, eraefion and bracing of trusses and Truss systems, seeANSI/iPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insiffule. 218 N. Lee Street. Suite 312. Alexandda, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Corflon ilh B ext garage , T12151413 M11392 A5 SPECIAL 16 1 ' Job Reference (optional) Chambers Truss, Fort Pierce. FL r.64u s Hug i o Zvi r Mi i eK mousuies, mc. Fri aeP 29 09.54.oc co r yn i ID:_kfIGCA6bx7j2Syl HDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEBQBbtpSlWyYptH r1�r 8-6-0 14-9-0 17-6-0 24.6-8 27.4-7 35-0-0 36-0.0 1-0.0 8-6-0 6-3-0 2.9-0 7-0-8 2-9.15 7.7.9 1-0-0, Scale = 1:61.8 4.00 F12 5x8 it 6 14 13 3x6 = 2x3 11 5x10 = 3x12 = 2.00 12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Verl(TL) -1.59 12-13 >265 180 MT1 OHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS -1 Row at midpt 6-12 WEBS 2x4 SP No.3 "Except` 6-12: 2x4 SP M 30 REACTIONS. (Ib/size) 2=136510-8-0, 10=1333/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-834(LC 8), 10= 815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3035/1734, 3-4=-2371/1407, 4-5=-2314/1421, 5-6=-2329/1492, 6-7=-5329/3094, 7-8=-5231/2969,8-9— 5273/2968,9-10=-5598/3190 BOT CHORD 2-14= 1515/2812, 13-14= 1515/2812, 13-21=-997/2050, 21-22=-993/2058, 12-22=-989/2072, 10-12=-2942/6328 WEBS 3-14=0/256, 3-13=-704/472, 6-13=-235/512, 6-12=-192413461, 7-12=-327/336, 9-12=308/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1-60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 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 tangle 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 100 lb uplift at joint(s) except (jt=lb) 2=834, 10=815. 8) "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 TtfIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid for use only with hAffekO conneclors. this design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before. rise, The building designer must verily the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTel " is always required for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, se:eANSI/TPIl Quality Cdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. So" Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tanana, FL 33610 Truss Truss Type Oty Ply T12151414 Mi Mi 1392 ATA COMMON 5 1 Job Reference (optional) Chambers Truss, Forl Pierce. FL ao , I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TV8KKv?Tt9oW FyAm7tgMu9DvDCODzgclgXZOlyyYptG r1 0 Q 8-4-0 12-11.0 17.6.0 22-1.0 26.8.0 35-0.0 $6-0-0 1-0.0 8-4-0 4-7.0 4-7.0 4-7-D 8-4-0 1- 0 4.00 j 12 4x4 = Scale = 1:60.8 17 __ 1,, Iff ,< 2x3 11 4xG = 3x8 = 2x3 II 4x5 = 05 3x8 = 46 = 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 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 180 BCLL 0.0 ' Rep Stress Incr ' YES WB 0.46 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (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 purfins. 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. (Its/size) 2=1399/0-8-0, 10=1399/0-8-9 Max Horz2=179(LC 7) Max Uplift2= 775(LC 8), 10=-775(LC 8) FORCES. (lb) - Max. CompJMax. 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, B-9=-2677/1331, 9-10=-3164/1575 BOT CHORD 2-17=-1366/2936, 16-17=-1366/2936, 15-16= 1366/2936, 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— 459/928, 7-14=-264/197, 9-14=-531/397, 6-15=-459/928, 5-15— 264/197, 3-15=-531/397 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=15ft; B=70ft; L=35ft; eave=60; Cat. If; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit toad placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=775, 10=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IMTEKREFERANCE PAGE MII.7473 rev. 1017312015 BEFORE USE Design valid for use only with MrlekAti connectors. This design is based oNy upon parameters shown, and [star an Individual building component, not a truss system. Before use, the building designer mast verity the applicability of design parameters and. properly Incorporate this design into the overall only. Addillonal tenspormy and permanent bracing MiTek` building design. Bracing Indicated Is to prevent Lxickling of Individual truss web and/or chord members is always required for stabnity and to prevent collapse with possible personal Inimy and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job russ ype Oly Ply 71 Carlton iih 8 exi garageT12151415 M11 71"UISSION 2 1 Job Reference (optional) 09'54'54 2017 Pa e 1 Chambers Truss, Fort Pierce. FL 7.640 s Aug 16 2017 MITek Industries. Inc. rr ep . . 9 ID:_kf1GCA6bx7j2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZgOyYptF 8-3-5 14.0-2 17-6-0 21-0-0 26-8.11 _ 35-0-0 36-0-0 1-0.0 8-3-5 5-8.11 3-6-0 3-6-0 5-8-11 8-3-5 1-0-0 Scale = 1:60.8 4.00 12 3x6 = 1 � 16 6 2X3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 li 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 • n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 149lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oC pUriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2= 179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-385(LC 8), 15=-440(LC 8), 14=-440(LC 8), 10=-385(LC 8) Max Grav All reactions 250lb or less at joint(s) except 2=625(LC 1), 15=822(LC 13), 14=817(LC 14), 10=625(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-854/407, 9-10=-854/407 BOT CHORD 2-17=-262l771,16-17=-262/771,15-16=-262/771, 13-14=-2621751,12-13= 262l751, 10-12=-262/751 WEBS 3-17=0/269, 3-15= 708/485, 5-1 5=291/268, 7-14=-291/268, 9-14 708/485, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=35ft; eave=5ft; 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 2, 440 lb uplift at joint 15 , 440 lb uplift at joint 14 and 365 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev. 1010312015 BEFORE USE � Design valid for use only with IdlTek9 connectors, This design Is ixned only upon parameters shown. and is for an Individual building component, not a tniss system. Before use, the building designer must verity the uppllcab011y 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 Me[( Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/Vil Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss plate Institute. 218 N. Lee Street. SWIe 312, Alexandria. VA 22314. Tampa, FL 33610 Jo Truss rUss Type Qty P7job Carhon ilh 8 ext garage T12151416 M11392 BHA BOSTON HIP 1 Reference (optional) Chambers Truss, Fon Pierce, FL 7.640 s Aug 16 2017 Weir Industries, Inc. Fri Sep 29 09:54:65 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-PuG41aojPm2D UGKBFltq_aJCbO4rRYxaHg27MryYptE 15-s•0 21-6-0 7-0.0 9-6-0 11.6-0 13-6.0 1 •0 0 17-6-0 19-6-0 21.0-0 2&SO 25-6-D 26-a0 35.0.0 6-0• 1-0-0 7-0-0 2-G-0 2.0.0 2-0-0 6• 1-6-0 2-0-0 2.0.0 1.6.00-6- 2-0-1 2-0-0 2-6-0- ' 7-0.0 1. .1 - Scale: 3/16"=1' 1 61 3x4 = 52 4.00 F12 4x4 = 12 57 15 58 17 56 3x6 % 55 9 91 548 5x12 %53 q 6 x6 = 3 11 0 s 14 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 20 60 3x6 zzz � i 2�1 Sx12 L' 21 1 2a W 35 42 43 34 44 � 45 46 47 48 � 49 31 50 51 30 3x6 = Gx8 = 6x8 = 3xG = 7-0-0 14-0-0 _ --�— 2Y-0.0 _ 28-0-0 35-0-0 —— _ I 7.0-0 7.0.0 7.0-0 7-0.0 7.0-0 Plate Offsets (X Y) f32.0-3-8 0-3-01 _ LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Verl(TL) -0.18 33-35 >953 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 HOrz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 208lb FT=0% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 0o purtins. 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 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-579(LC 8), 33=-1255(LC 8), 32=-1005(LC 8), 28= 446(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=833(LC 17), 33=1803(LC 1), 32=151 O(LC 1), 28=646(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-52= 1607/1042, 3-52=-1441/984, 3-53= 108/258, 27-63=-906/619, 28-63— 1056/658, 3-5— 439/531, 5-7= 433/524, 7-10— 433/524, 10-11— 433/524, 11-13= 433/524, 13-14=-433/524, 14-16=-433/524, 16-18= 433/524, 18-19=-433/524, 19-21= 378/423, 21-23=-378/423, 23-25=-378/423, 25-27=-383/429 BOT CHORD 2-35=-880/1473, 35-42= 855/1390, 42-43=-855/1390, 34-43=-855/1390, 34-44=85511390, 33-44= 855/1390, 33-45=-386/402, 45-46_ 386/402, 46-47=-386/402, 47-48=-386/402, 32-48= 386/402, 32-49= 525/923, 31-49=525/923, 31-50=-525/923, 50-51=-525/923, 30-51=-525/923, 28-30=-514/952 WEBS 3-35— 168/626, 27-30=0/430, 3-33=-1994/1462, 11-33=-815/786, 19-32_ 777/748, 27-32= 1400/992, 9-10=-465/455, 20-21 =464/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70fh L=35fh eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 2, 1255 lb uplift at joint 33, 1005 lb uplift at joint 32 and 446 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 pufin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Continued on a e 2 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGENR-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MiTeW connectors. rigs design is based orgy upon paramelers shown• and Is for an IndMdual building component• not a truss system. Before use, file building designer must verify the applIcabliily 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 curd permanent bracing Mffek" is always reclulred for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssystems. seeANSI/TPI I Quality Criteria, DSB-8? and BCSI Building Component 6904 Parke East Blvd. Safety Information avollabie from Truss Plate Insiilute, 218 N. Lee Street. Sulle 312. Alexandria, VA 22314. Tampa, FL MID Job Truss Truss Type ly anton ilh 8 ext garage T72151416 M11392 BHA BOSTON HIP 117 1 o tional FiobReference(option 7 640 s Aug 16 2017 M! I ek Industries, Inc. Fri Sep 29 09:54:55 2017 Page 2 enamoers i russ, ron ne.ce, r, ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG41aojPm2DUGKBFltq_aJCb04rRYxaHg27MryYptE NOTE S- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 381 Ib up at 7-0-0, 158 Ib down and 206 Ib up at 9.0-12, 158 Ib down and 206 Ib up at 11.0-12, 158 Ib down and 206 Ib up at 13-0.12, 158 Ib down and 206 Ib up at 15-0-12, 158 Ib down and 206 Ib up at 17-0-12, 158 Ib down and 206 lb up at 17-11-4, 158 Ib down and 206 Ib up at 19-11-4, 158 Ib down and 206 ib up at 21-11-4, 158 Ib down and 206 Ib up at 23-11-4, and 158 Ib down and 206 Ib up at 25-11-4, and 158 Ib down and 206 Ib up at 27-11-4 on top chord, and 373 Ib down and 236lb up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 Ib down at 13-0-12. 69 Ib down at 15-0-12, 69 lb down at 17-0-12. 69 Ib down at 17-11-4, 69 Ib down at 19--11-4, 69 Ib down at 21-11-4, 69 lb down at 23-11-4, and 69 Ib down at 25-11-4, and 69 Ib down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 36-39= 20, 1-3— 54, 3-15= 54, 15-27=-54, 27-29= 54 Concentrated Loads (Ib) Vert: 35— 373(F) 30— 23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47= 23(F) 48= 23(F) 49= 23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F)55=-118(F) 56=-118(F)57=-118(F) 58= 118(F) 59= 118(F)60=-118(F) 61=-118(F) 62= 118(F) 63=-118(F) ® WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMX7473 rov. 10103120 BEFORE USE Design valid for use only with MlTek0 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 paramoters and properly 1110011>0 ate this design Into the overall w nt��k, Is always rrequired for stability and to prevent colndicaled Is fo prevent lapse with h possible of osupersonal Ir1NUry andruss web rchord members property domag . only. r general guidancetional tporary and garding permanent bracing �Yfl fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street. Suite 312, Nexarxida. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 71 Carlton hh 8 ext garage , T72151417 M11302 GRA HIP 1 1 Job Reference (optional unamoers imss, ran rierce, ra �6A+ ' '' ID: _kfiGCA6bx7j2Sy1HDXFw7ye3KX-t4pSzwiLA4A4Gf]uLp?03WnrHiQAvEkWUnguHyYptD rt-O-Q 7.0.2 i 14-11-0 21.5-2 28.0.0 35.0.0 $6-0-0 1•D-0 7-0 0 -7-11-0 6.6-2 6-6-14 7.0.0 1-0-d Scale = 1:61.8 4.00 12 5x8 = 2x3 11 3x6 = 3x6 = 48 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 -- 33 34 14 35 6x10 = 3b 37 36 39 11 4U 41 3x4 = 2x3 II 3x6 = 3x4 = 4x6 = 2x3 li 3x5 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Veri(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 153lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0, 13=317710-8-0, 8=1246/0-8-0 Max Horz2=78(LC 7) Max Upilft2=-516(LC 8), 13=-1909(LC 8), 8=-799(LC 8) Max Grav2=778(LC 17), 13=3177(LC 1), 8=1246(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-14671655, 3-22=-747/1318, 22-23=-747/1318, 23-24=-747/1318, 24-25= 747/1318, 4-25_ 747/1318, 4-26=-747/1318, 26-27= 747/1318, 5-27=-747/1318, 5-28=-747/1318, 28-29=-747/1318, 6-29= 747/1318, 6-30= 1920/1225, 30-31=-1920/1225, 31-32=-1920/1225, 7-32= 1920/1225, 7-8— 2869/1716 BOT CHORD 2-15=-723/1342, 15-33=-732/1382, 33-34=-732/1382, 14-34=-732/1382, 14-35— 73211382, 13-35=-732/1382,13-36=-1107/1920,36-37=-1107/1920,37-38— 110711920, 12-38= 1107/1920, 12-39= 1524/2706, 11-39=-1524/2706, 11-40=-152412706, 40-41— 1524/2706, 10-41=-1524/2706, 8-10=-1513/2668 WEBS 3-15=-165/711, 3-13=-2806/1663, 4-13=-848/795, 6-13=-3446/2082, 6-12=-87/648, 7-12=-835/507, 7-10_ 177/660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh 13=7011; L=35ft; eave=5ft; 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 516 lb uplift at joint 2, 1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ® WARNING - Verity design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGEM11.7473 rev. 1070312015 BEFORE USE ' Design valid for use only with M11ek6 connectors, fits design is based only upon parameters shown. and Is for an individual building component. rot a truss system: Before use, tie 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 trust web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always regtlred 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 trUE3eS (Intl thus systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from Russ Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type 71 Catiton ith B ext garageT12151417392GRA rJoly HIP 77- 1 Job Reference o (optional) Fri 1 9911-4.h 2017 Paoe 2 chambers IFUSS. "n VISICe, rL ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzwl LA4A46QuLp?Q3WnrHfQO_AvEkW UnguHyYptD NOTES- 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb Lip at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb Lip at 11-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3lb LIP at 9-0-12, 63 lb down and 3lb up at 11-0-12, 63 lb down and 3lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb Lip at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 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). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 3-7— 54, 7-9= 54, 16-19= 20 Concentrated Loads (lb) Vert: 3=-147(B) 7— 147(B) 15=-452(B) 13=-40(B) 4= 90(B) 10=-452(B) 22= 90(B) 23=-90(B) 24=-90(B) 26= 90(B) 27= 90(B) 28=-90(B) 30� 90(B) 31=-90(6) 32= 90(B) 33=-40(B) 34=-40(B) 35-40(B) 36=-40(B) 37=40(B)38=-40(B)39=-40(B) 40= 40(B)41= 40(B) ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M0.7473 rev. 10/03/2015 BEFORE USE� Design valid for use only with MIteMID connectors. This design 4s based only upon parameleis shown. and Is for an Individual building component, not a Io tss system. Before use, file building designer must verify the applicability of design parameters and poperly fneeTporate ihfs design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Te l( B always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the e East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, set-ANSi/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa. 6904 Parke 3ast0 Safety Information available from Truss Plate Institute. 21814. Lee Street, Sulfe 312, Alexandria. VA22314. Jo Truss Truss Type Qty Ply 71 Corhon eh B ext garage T12151418 M11392 J1 MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:56 2017 Page 1 I D:_kf iGCA6bx7j2Syl H DXFw7ye3KX-t4pSzwl LA4A46QuLp?03 W tirUbOYHABvkW UnguHyYplD -1-0-0 1-0.0 i ' 1.0-0 1.0-0 3x4 = Scale = 1:6.2 LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Verl(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Veri(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB d.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2=48(LC 8) Max Upliftz; 5(LC 5), 2= 127(LC 8), 4=-2(LC 5) Max Grav3=11(LC 13), 2=113(LC 1), 4=11(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; t—_35ft; 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate'capable of withstanding 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGE M11.7473 rev. 10/03MI S BEFORE USE Design valid for use only with 1,AlekO connectors. Hs design is based only upon parameters shown, and is for an Individual building component, not - a truss system. Before rse,lhe 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 Iruss web and/or chord membets only. Additional temporary and permanent bracing MiTeW is always required for stability cmd 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 syslems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6204 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Sulle 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton ith 8 exl garage T12151419 M11392 J3 MONO TRUSS 8 1 171 .Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.0.0 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?OfKpslvbgtl8XDRjyYp1C Scale = 1:9.6 r -- —30 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Harz 2=85(LC 8) Max Uplfft3=-53(LC 8), 2=-149(LC 8), 4=-3(LC 8) Max Grav3=58(LC 1), 2=184(LC 1), 4=44(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=3.0psf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. If; Exp C; Encl., GCpj=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 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE(REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekV conneclors. This design is based only upon parometers shown, and Is for an Individual building component not a tntss systern. Before use, tho building designer must vedfy The applicability of design parameters and properly Incorporate this design Into the oveloll building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflanal temporary and permanent bracing MlTe1C Is always required for slabilityand to prevent collapse with possible personal injury and properly dainage. For general galdance regardIng the fabrication. storage. delivery- erection and bracing of trusses and taus systems, seeeANSI/TPIT Quality Criteria, DSB-89 and BOST Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I russ Truss ype Oty Ply 71 Cartion i1h 8 eat garage T12151420 M11392 J5 MONO TRUSS e 1 Job Reference (optional) Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?ObOppHvbgtlBXDRjyYpiC 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 incr YES W B 0.00 BCDL 10.0 Code FBC2014lrPI2007 (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=100(LC 1), 2=274(LC 1), 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) Well Ud PLATES GRIP Vert(LL) -0.02 4-7 >999 240 MT20 244/190 Vert(TL) -0.04 4-7 >999 180 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=15ft; B=70ft; L=35ft;'eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE M Design valid for use only with Iek8 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a iniss system. Before use, the building designer must verify the applicability of design Ixnameters 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 tectuired for stability and to prevent collapse with possible personal INury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSVTPiI 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 71 Carlton ith 8 ext garage ' . T12151421 Mt 1392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Fon Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvb9tlBXDRjyYplC -1-0-0 7.0.0— 1-00.0 7.0-0 3x4 = LOADING(psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Verl(TL) -0.16 4-7 >520 180 BCLL 0.0 Rep Stress incr YES W B 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=144/Mechanical, 2=36510-8-0, 4=60/Mechanical Max Horz 2=161(LC 8) Max Uplift3= 140(LC 6), 2=-240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1), 4=103(LC 3) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.5 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BUT 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.Opst; h=15ft; B=701t; L=351t; eave=6111; 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 140 lb uplift at joint 3 and 240lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design pammaters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101=2015 BEFORE USE. Design valid for use only with MI1eWID connectors, This design is based only upon parameters shown, and (slot an Individual building component, not a Iruss system. Before use, the building designer must verify the applicabUlty of design parameters and property Incorporate This design Into the overall building design. Bracing Indicated Is to prevent brclAing of Individual truss web and/or chord members only. Additional lempotary and permanent bracing MiTeit 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/rP1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 2113 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job fuss �� cuss Type — Oty Ply - 71 Carlton uh 6 ext garage T72151422 M11392 KJ7 MONO TRUSS 4 t I Job Reference (optional) Chambers Truss, Foil Pierce, Fl. I.b4u industries, Aug I b zUi I Mex induses, inc. Fri Sep za 09:64:5b 20 i a rage i I D:_kf iGCA6bx7j2Syl H DXFw7ye3KX-gTxDNc3cihQoLj2jwQQXbCxp4DAAe?u1 zoGnz9yYptB 6-8-12 i_— 9-10.1 1.5.0 6-8-12 3-1.5 3x4 = 6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 " Rep Stress incr NO WB 0.22 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) 4=134/Mechanical, 2=392/0-11-5, 5=440/Mechanical Max Horz2=192(LC 8) Max Uplift4=-133(LC 8), 2= 266(LC 8), 5= 232(LC 8) Max Grav4=161(LC 13), 2=392(LC 1), 5=442(LC13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7= 469/746, 6-7=-469/746 WEBS 3-7=0/285, 3-6=-860/541 Scale = 1:21.1 3-1-5 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.03 7-10 >999 240 MT20 244/190 Vert(TL) -0.07 7-10 >999 180 Horz(TL) 0.01 5 n/a r1/a Weight: 38 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35ft; 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 133lb uplift at joint 4, 266 lb uplift at joint 2 and 232 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) 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-4= 133(F= 39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, 6=-15) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIf-7d73 rev. f0/03/2015 BEFORE USE [X-sign valid for use orgy with MiTekG) connectors. This design is based only upon parameters shown, and Is for an individual building component, not a frrss system. Before use, the building designer must verify file appllcaIAlty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual fuss web and/or chord members only. Additional temporary and permanent bracing MTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, TSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available horn Truss Plate Institute, 21814. Lee Sheet, Suite 312. Alexandria. VA 22,114. Tampa, FL 33610 Symbols Numbering System A 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 d' - -I- For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss, This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS 0 C O U a. O F- JOINTS ARE GENERALLY NUMBEREDAETTERED 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-1.352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 M` Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.