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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 CAR�VNEQ These truss desig s rely on lumber values established by others. 4 B A MiTe k� �t Lucie Co v Q-P S 1� dJ RE: M11392 - 71 Carlton ith 8 ext garage bMiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tam a' .L 33 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bed ear tear 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 HeighH 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# J_ Truss Name Date 1 1 T12151408 A 9/29/17 12 1T12151409 I Al 9/29/17 J 13 I T12151410 I A2 19/29/17 I 4 I T12151411 I A3 19/29/17 I 5 I T12151412 I A4 19/29/17 I 6 T12151413 A5 9/29/17 17 1 T12151414 I&TA 9/29/17 18 I T12151415 I B 19/29/17 19 I T12151416 I BHA 19/29/17 I 110 I T12151417 I GRA 19/29/17 J 11 I T12151418 I J1 19/29/17 1 12 I T12151419 I J3 19/29/17 I 113 I T12151420 I J5 19/29/17 I 114 I T12151421 I J7 19/29/17 115 I T12151422 I KJ7 19/29/17 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. 5 E 0 39 STATE OF i'0 �F-(1 4OR1VP,•N "., "O N A� 101*0\�.• Thomas A. Alban) PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 29,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 71 Carkon hh 8 ext garage T12151408 M11392 A HIP t 1 - Job Reference (optional) -r oe..e 1 unamDers truss, ton rlerce, rL •7j2S—1 a'-'-...-... _.-..'-----'- ..-- I D:_kf iGCA6bx7j2Sy1 HDXFw7ye3KX-eMn24rwllj2MX1 icnckyfu_rxnliZOdPRb6h41yYptM 1 0 Q 6 10 14 9-D•0 14.11-0 20-2.13 26-0-0 28-1.2 35.0-0 36-0•Q 1-0 0 6-10-14 2-1-� 5-11.0 5-3-13 5-9-3 2-1-2 6-10-14 4.00 12 4X8 2x3 11 3x6 = 2x3 11 4 24 5 6 7 25 48 = 2X3 8 9 Scale = 1:61.9 17 16 15 14 13 1e 3x5 3x4 = 3x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x6 = = 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 FBC2014ITP12007 CS1. TC 0.49 BC 0.75 W B 0.26 (Matrix-M) DEFL. in (loc) I/deft Lid Vert(LL) 0.58 12-14 >416 240 Vert(fL) -0.92 12-14 >262 180 Horz(TL) 0.11 10 n/a Na PLATES GRIP MT20 244/190 Weight: 1521b FT=20°/a 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= 1856/1112, 4-24= 2176/1325, 5-24= 2176/1325, 5-6=-2176/1325, 6-7=-2176/1325, 7-25= 2176/1325, 6-25=-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=-1188/2175 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=3.0psf; h=151t; B=70ft; L=35tt; eave=51t; 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 Qt=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 01.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wilh MIIekO 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 arld property Incorporate this design Into the overall building design. Bracing Indicaled Is to prevent buckling of Individual truss web and/or chord members only. Additional ternporary and permanent bracing 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/1PI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. We[( 6904 Parke East Blvd. Tampa, FL 33610 Job Truss TjTruss sType � M11392 Al �Cty SPECIAL 1 �ly 1 Job Reference (optional) naers Truss, ran Fierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5W?XBceILsZgFrFclyYptL 1-0- 8.6-0 11-0-0 14.9-0 19-8-14 24.0-0 27-4.7 35.0.0 6.0.0 -0-0 8-8-0 2.6.0 3-9-0 4-11-14 4-3-2 3.4.7 7.7-9 -0-0 4.00 F12 3x8 = 2x3 %\ 5x6 = 2x3 11 5x6 = 3x4 = 4 20 5 6 21 7 13 12 3x5 = 5x8 MT78HS= 2.00 12 Scale = 1:62.9 3x12 = 10-" 14-9.0 24.6-8 _ 35-0.0 10-0.0 4.9.0 9.9.8 ._- 10-5.8 �I Plate Offsets (X,Y)-- 12:0-0-2,Edgel, 19:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Veri(LL) 0.72 11-12 -579 240 MT20 2441190 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 WB 0.77 Horz(TL) 0.42 9 n/a n1a BCDL 10.0 Code FB02014/ P12007 (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 purlins. 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 Horz 2=-117(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=-2969/1742, 3-4=-279611682, 4-20=-2916/1774, 5-20= 2916/1774, 5-6=-2916/1774, 6-21=-453012576, 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.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) 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 6t=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- Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mg-7473 rev. 7NO3/2015 BEFORE USE Design valid for use only with MITek0 conneclors. 81is desfgn Is based only upon parameters shown, and Is for an individual building component, not a larss syslem. Before use, the bUlding designer roust verity the applicability of design parametersand 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 b1NOW is always required for stability and to prevent collapse wilh possible personal Injury and properly 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 siren 1, Suite 312. Alexandila, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply 71 Carlton ith 8 ext garageT12151411392 Pot A2 SPECIAL 1 1 Job Reference (optional) mars r Puss, ran Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 I D:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-6YKRHBxK3cADBB HoLKFBC5W zKBb?I KkZgFrFclyYptL i-0-q 8.6.0 13-0.0 14.9-0 22-0.0 27-4-7 35.0-0 36-0-0 '1-0-0 8-6.0 4-6-0 1-9-0 7-3.0 5-4-7 7-7-9 1-0 0 5x6 = 3x4 = 5x6 = 4.00 F12 4 20 5 21 6 Scale = 1:62.9 I�,l'l 12 4x5 3x4 = 5x8 = 3x12 zz = 2.00 F12 10-0.0 24-6.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 160lb 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 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 -Verily design parameters end READ NOTES ON THISAND INCLUDED M/TEX REFERANCE PAGE MfF7473 rev. 10/03/2015 BEFORE USE , Design valid for use only with Milekltt connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss systern. Before use. the building designer must verify the applicability of design parameters arxf properlylncorporate this design Into the overall building design. Bracing indicated Is to prevent buckMg of Individual truss web arid/or chord metnbers orgy. Additional temporary and permanent bracing �A IY70T1��� 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 lnrsses and hrus systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform allon available from Truss Plate Institute, 218 N. Lee street, Suite 312 Atexandrba, VA 223IA. Tampa. FL 33610 Tr Truss cussType Ply 71 Carlton Rh 8 ext garage T12151411 rob 392 SPECIAL 1 1 1 - Job Reference (optional) Chambers l mss, hoa I'Ietce, hL a.vyv s nuy 1 o cv i , nn i cn umumuw, m�. n i vep �o .,w.�+.:,� ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-3xSBityabEOxOVRBSkHfHWcL1?HcmGgr8ZKMhdyYptJ 1-0- 8-6.0 15-0-0 20.0-0 24-6-6 27.4-7 35.0.0 6-0• -0- 8-6.0 6-6-0 5-0.0 4.6.8 2-9.15 7-7-9 •0.0 Scale: 3/16"=l' 4.00 F12 5x6 = 4x4 = ICP 0 I� 0 2x3 It 5x6 = 3x12 = 3x6 = 2.00 12 LOADING (psf) SPACING- 2.0.0 CSI. DEFL in (loc) Udefl 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 n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 160 lb FT = 205o 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 Horz2=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, B-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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=7011; 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 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grails value using ANSYTPI 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 100lb 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 - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for rise only wllh MITek) connectors. This design is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use. the building designer Must verity the applicab911y of design parameters and property Incofporale this design Into the overall building design. Bracing Indk:ated Is to prevent txtckllrrg 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 properly damage. For general guldance tegarding the fabdcatlon, storage- delivery, erection and bracing of trusses and truss systems- seeANSUIPI1 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. Tampn. FL 33610 Job �j�'russ toss Type� Qiy� lyT"l orflon ith a end garage ` T12151412 M11392 A4 SPECIAL 1 Reference (optional) GnamDWS I toss, Iron tierce, FL r.540 S Aug 16 2u17 MI I ex Inausines, Inc. Fri Sep 29 09:54:51 2017 Vogel I D:_kf iGCA6bx7j2Syl H DXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8W oPcvVf i?MD4vD3yYptl 1-0• B-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 -0-0' 6-6-8 2.9.15 7-7-9 -0-0 3x6 = 4.00 12 2x3 2x3 11 5x8 = 5x8 = 4x6 = 6 7 4x8 2.o0 12 Scale: 3/16"=1' 3x12 z ' 8.6-0 6.3-0 3-" 6.6.8 105-8 ' Plate Offsets (X,Y)-- 12:0.0-10,Edgel,19:0-3-0,Edgel,111:0-1-15,Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Verl(LL) 0.78 13 >542 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.96 Horz(TL) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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 micipt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz2= 175(LC 6) Max Upiift2=-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� 1361409, 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: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f1; B=70ft; L=35ft; eave=5ft; 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 iviT20 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) 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 011=1b) 2=834, 11=815. 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 MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valld for use only with Mllek® connectors. This design is based only upon parameters shown. and Is for an Individual ixIDtling component, not � a Iniss 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 Is10 prevent buckling of Individual fnlss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always regUied for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the labrlcafkm, storage, delivery, eieclfon and bracing of trusses and buss systems, seeANSVTPI I Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute. 21814. Lee Street, Sul to 312, MexandrlcL VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carlton uh 8 ext garage ' � T12151413 M11392 AS SPECIAL 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.oav s Hug io evi / mu erc mausmns, urc. m ony cn ooa4.uc cv, , eo , ID _kfrGCA6bx7j2Syl HDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEB08btpSlWyYptH r1 0 8-6-0 14.9-0 17-6-0 24-6-8 i 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 II 14 13 3x6 = 2x3 II 5x10 = 2.00 F12 3x12 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 FBC2014lrP12007 CS1. TC 0.79 BC 0.90 W B 0.61 (Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) 0.78 12 >540 240 Vert(TL) -1.59 12-13 >265 180 Horz(TL) 0.43 10 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 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 purlins. 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 W EBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 `Except' 6-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0, 10=1333/0-8-0 Max Horz2=179(LC 7) Max Upiift2— 834(LC 8), 10=-815(LC 8) FORCES. (lb) - Max. CompJMax. 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=-294215328 WEBS 3-14=0/256, 3-13=-704/472, 6-13=-235/512, 6-12=-1924/3461, 7-12=-327/336, 9-12=2081278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at Joint(s) 10 considers parallel to grain value using ANSI/rPI 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 100 lb uplift at Joint(s) except Qt=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 - Verily design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERANCE PAGE MIT-7473 reV. 10/09/2015 BEFORE USE. Design valid for use only with MlIeW connectors. This design Is based ant upon parameters shown, and Is for an Individual building component not a Inns system. Before tm-. the buf1ding 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, saeANSi/TPli Quality Criteria, DSB-89 and BUT Building Component 6904 Parise East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jo russ Truss Type Oty Ply CarBon ilh 8 ext garage T12151414 M11392 71TA COMMON 5 1 171 Job Reference (optional) ­11 MT k I d t- Inc Fri Se 29 09:54:53 2D17 Page 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 i e n us rias, n . p ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-TVBKKv?Tt9oW FyAm7tgMu9DvDCODzgcIgXZOIyyYptG p q 8-4-0 12.11-0 , 17.6-0 22-1.0 26.8.0 i 35.0-0 36.0-0 1.0-0 8.4.0 4-7.0 4-7.0 4-7-0 4-7.1) 8.4.0 1 0 0 �1 6 4x5 = 4.00I12 4x4 = Scale = 1:60.8 17 -- 15 ry ,< US 2x3 11 US = 3x8 = 2x3 11 = 3x8 = 4x6 = 1 � 6 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 0.38 BC 0.55 WB 0.48 (Matrix-M) DEFL. in (loc) I/dell Ud Veit(LL) 0.29 14-15 >999 240 Vert(TL) -0.76 14-15 ' >550 180 Horz(TL) 0.15 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc puffins. 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. (Ib/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz2=179(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= 1366/2936, 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=61j; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=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 - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM17-7473 rev, 10MI2015 BEFORE USE Design valid for use only with MIIek5 connectors. This design is based only upon parameters shown, and Is for an individual Lwilding component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate ftis design info the overall bullding design. Bracing Indicated Is to prevent Welding of Individualtruss web and/or chord members only. Addillonal temporary and permanent bracing MiTek` Is always moored for stability and to prevent collapse with possible personal kilwy and properly damage. For general guidance regarding the tobrication, storage, delivery, erection and tracing of trusses and Inks systems, seeANSI/TPI l 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 ype Oty Ply 71 Carlton lh 8 ext garage T12151415 M11392 �Tr-uss-- B COMMON 2 1 Job Reference (optional) —CA CA nA4V D e1 Chambers Truss, Fort Pierce. FL r.v-ry , nuy 1v <v 1; C, F. ; -� - -, --.. . •,v_ . ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-xiiiYF?5eS;hh 6lytaiZRMm5gcogi6vR2AIZgOyYpiF r1 0 8.3.5 I 14-0-0 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 r1-D-0 �1 0 3X4 = Scale = 1:60.8 4.00 12 3x6 = 2X3 11 3x6 = 3x4 = 3x4 = 3x6 = 2X3 1! 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -Oh 1 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Verl(TL) -0.18 12-23 >938 180 BCLL 0.0 Rep Stress Incr YES W B 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M). Weight: 149 lb FT=20%D LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 joints) except 2=-385(LC 8), 15=-440(LC 8), 14=-440(LC 8), 10=-385(LC 8) Max Grav All reactions 250 lb 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 CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 854/407, 9-10=-854/407 BOT CHORD 2-17-262/771, 16-17— 262/771, 15-16=-262/771, 13-14= 262l751, 12-13=-262l751, 10-12= 262/751 WEBS 3-17=0/269, 3-1 5_708/485, 5-15=-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.Opsf; h=15ft; B=701t; L=351t; 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 alive 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 = IO.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 Ib uplift at joint 14 and 385 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MIF7473 rev. 10/03201S BEFORE USE Design valid tot use only with MITekD connectors. fits design Is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use, the building designer must vetlfy 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 vAth possible personal Injury and property damage. For general guidance regarding the fabilcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ruse —]Truss Type t Ply Carbon ith 8 ext garage T12151416 JU0-E— M11392 BHA BOSTON HIP rly 1 �71 Job Reference (optional) i.nnmoms Huss. ru, neme, —.--.—.--_.......-.....__-...__,..._....__r____._..____..._a_- I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PuG4laOj Pm2DU GKBFltq_aJCb04tRYxaHg27MryYpIE 15-6-0 21-6-0 ,1-0.q 7-60 13-6.0 14.0,0 17-60 19-6-0 27-0-D 23-60 i 25.6-0 �_ _28-0-0 35-0-0 36-0-Q 1.0-0 7-0-0 2-6-0 2-0.0 2.0-0 6- 1-6-0 2-0.0 2.0.0 1-&00-6- 2-0.0 2-0.0 7-0-0 Scale: 3/16"=1' 52 3x4 = TOP CHORD MUST BE BRACED BY END JACKS, 4.00 F12 44 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 57 15 58 17 56 � 59 3x6 55 9 648 SO2 %53 4 6 3 11 35 42 43 34 44 3 45 3x6 = 6x8 = %6 = 16 TI- 14 46 47 20 3x6. 60 22 2�1 5xl2 C 21 26 48 '3' 49 31 50 51 30 Gx8 = 3x6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (ice) 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 Vert(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 FBC2014JTP12007 (Matrix-M) Weight: 208 lb FT = O J LUMBER-, BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 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 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-". (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less atjoint(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=1510(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=-14411984, 3-53— 108/258, 27-63= 906/619, 28-63— 1056/658, 3-5=-439/531, 5-7= 433/524, 7-1O 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=-855/1390, 33-44= 855/1390, 33-45=-386/402, 45-46= 386/402, 46-47=-386/402, 47-48=-386/402, 32-48= 366/402, 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=35ft eave=6ft; Cat. 11; Exp C; Encl., GCpt=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 tali 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 puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Continued on Daqe 2 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10103RO15 BEFORE USE. Design valid for use only w1h MITeW connectors. Tt11s design is based only upon parameters shown, and Is for an IndlNdual building component, not ��' a Truss system. Before use, The building designer must vedfy the applicability of design parameters and property Incorporate this desbn Into the overall building design. Bracing Indicated Is to ptevenl buckling of Individual truss web and/or chord mombers only. Additional temporary and permanent bracing MiTek' is always required for stablllly and to prevent coilapso with possible personal injury and properly damage. For general guidance regarding The fabrlcatlon, storage, delivery. erection and bracing of trusses and fr ss systems. seeANSi/TPI I Quality Criteria, DSB-87 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sluice 312. Alexandria. VA 22314. Tampa, FL 33610 p Truss Truss Type T12151416 M71392 BHA BOSTON HIP 7 1 7=) 7 640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:55 2017 Page 2 unamilers truss, ron narce, r� I D:_ktiGCA6bx7j2Sy1 H DXFw7ye3KX-PuG4laOjPm2DUGK8Fltq_aJCb04rRYxaHg27MryYptE NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 Ib Lip at 11.0-12, 158 lb down and 206 lb up at 13-0-12, 158 Ib down and 206 Ib Lip at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and .206 Ib up at 17-11-4, 158 lb down and 206 lb up at 19-11-4, 15B lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 Ib down and 206 Ib up at 25-11-4, and 158 lbdown and 206 Ib Lip at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 Ib down at 9-0-12, 691b down at 11-0-12, 69 lb down at 13-0-12, 691b down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 691b down at 19-11-4, 691b down at 21-11-4, 69 lb down at 23-11-4, and 691b 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 (lb) 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 - Verity design parameters and READ NOTES ON THIS AND'INCLUDED MITEK REFERANCE PAGENIP7473 rev. 10103,2016 BEFORE USE. Design valid for use only with tvttlek4D 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 verity file applicability of design parameters and property Incorporate this design into the overall MiTek` building design. Bracing Indicated Is to prevent truckling of Individual truss web and/or chord members only. Additional lenrporary and pennonent bracing Is always required for slablllty and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabricatlon, storage, dellvery, erectlon and bracing of trusses and truss systems, soeANSUiP6904 Parke East Blvd.11 Quality Criteria, DSB•89 and BCSI Building Component Tampa, Parke 3ast Safety Information available from truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandrla. VA 22314. Job Truss Truss Type Qty Ply71i'-b Carlton Rh 8 ext garage T12151417 M11392 GRA HIP 1 Reference (optional) �.numuars puss, run nmce, I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-t4pSzwl LA4A46QuLp?03W nrHf00_AvEkW UnguHyYptD j1.0-Q 14-11.0 21-5-2 28-0-0 35.0-0 $6-0.0 1.0•D 7-0-0 7-11.0 6-6-2 G-6-14 7-0-0 1-0.0 Scale = 1:61.8 4.00 F12 5x8 = 2x3 11 3x6 = 3x6 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 n t N N i� 0 15 33 34 14 35 6x 3 = 36 37 38 1239 11 40 41 10 30= 2x3 II 3x6 = 3x4 = 4x6 = 2x3 1` 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 Vert(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 n/a BCDL 10.0 Code FB02014/TPI2007 (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 oc puffins. 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 midpl 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0, 13=3177/0-8-0, 8=1246/0-8-0 Max Horz2=78(LC 7) Max Uplift2=-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. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1467/855, 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=-192011225,7-32=-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=-732/1382, 13-35=-732/1382, 13-36=-1107/1920, 36-37=-1107/1920, 37-38— 1107/1920, 12-38— 1107/1920, 12-39=1524/2706, 11-39=-1524/2706, 11-40=-1524/2706, 40-41=-1524/2706, 10-41— 1524/2706, 8-10=-1513/2668 WEBS 3-15=-155f711, 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=1281-nph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70it; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1 B; 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tail 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 Dacle 2 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MIIek44 connectors. Ithis design Is based only upon pruameters shown. and Is for an Individual building component, not a ttuss system. Before use, the building designer must verify the opplicabillty, of design parameters and properly Incorporate this design Into the overall bulldtng 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 piopu:rty damage. rot general guidance regarding Meg 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Cadlon ith a ext garage. T12151417 Ml 1392 GRA HIP 1 I 1 171 Job Reference o ti0lal A0-9A•9A 9n17 Pnna 7 unambers i russ, ron rlerce, — ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzw1 LA4A460uLp?03W nrHf00_AvEkW UnguHyYptD NOTES- 8) 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 17-11-4, 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 Ib 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 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb 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 (pit) 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(8) 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(B) 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- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with Mflel(O connectors. INs design Is based only upon parometers shown, and Is for an Individual !wilding component. not a truss system. Before use, the building designer must voilly the applicability of design parameters and properly Incorporate this design into the overall only. Additional temporary curd permanent bracing �A M! building design. Bracing Indicated Is to prevent buckling of Individual Inrss web and/or chord members b is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance tegarcfing the LT ek 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 Luse Plate Institute, 218 N. Lee Street, Suite 312, Alexandda VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 c Truss Truss Type Qly Ply 71 Carlton ith 8 ext garage ' T12151418 M11392 Jf MONO TRUSS S 1 Job Reference o tional Chambers Truss, Fort Pierce, FL ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzwl LA4A46QuLp?03WnrUbQYHABvkW UnguHyYptD 1.0-0 1.0.0_ 1.0.0 1-0-0 3x4 = 1•ao LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a 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=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=11(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 puffins. 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=701t; L=351t; 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girdbr(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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE My-7473 rev. 10I MOTS BEFORE USE Design valid for use only with IATek8 connectors. 8ils design Is based only upon parameters shown, and is for an Individual building component, flat a inrs systern. Before tw. the: building designer must verify the applicability of design parameters and properly Incorporate this design Inlo the overall building design. Bracing Indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permcment bracing MOW Is always reclulted (or stability and Io prevenl collapse with possible personal Injury and properly damage. For general guidance regarding the fat)icallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss TrussType ply Ply 71 Carlton Ith 6 exl garage T12151419 M71392 J3 MONO TRUSS 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:64:57 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxN lxkZTXMivl3?O1Kps Ivb9118XDRjyYptC -1•D•0 3-0-0 1-0-0 3-0-0 Scale = 1:9.6 3x4 = 3.0.0 3-0-0 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPi2007 (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 putting. 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 Horz2=85(LC 8) Max Uplift3= 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.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 w411 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 MIrEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valld tot use only with MITek0i connectors. This design Is based only upon parometers shown, and Is for an Individual building component, not a truss systern. Before use, the building designer must verity file 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. Addilianal temporary and permanent bracing �� ��l� is always required for stability and to prevent collapse wilt) possible personal Injury and properly domage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss syslorns, soeANSf/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 71 Carlton ith a exl garage T12151420 M11392 J5 7QtY MONO TRUSS B 1 Job Reference (optional) s Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMiv137ObOppHvbgdBXDRjyYptC 1.0-0 5-0-0 3x4 = LOADING (ps}) SPACING- 2-0-0 CSi. DEFL in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 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 N0.3 REACTIONS. (Ili/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz 2=123(LC 8) Max Uplift3=-96(LC 8), 2=-194(1_C 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 PLATES GRIP MT20 244/190 Weight: 17lb FT =0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purtins. 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=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIb7473 rev. 101012015 BEFORE USE Design valld for use only with MTekA connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before tune, the building designer must verify the opplIcabOily of design parameters and piope ly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional lemporary and permanent bracing Welk' Is always required tot slabliity and to prevent collapse with possible personal Injury and property damage, for general guidance regarding the tobxlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPil Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovaitable frorn Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 o Truss rocs Type Qty y Carlton din 6 ext garage T12151421 M11392 J7 MONO TRUSS 24 1 171 ' Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.0.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 7.0 Lumber DOL 1.25 BC 0.58 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC20141TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=144/Mechanical, 2=36510-8-0, 4=60/Mechanical Max. Horz 2=161(LC 8) Max Uplift3= 140(LC 8), 2= 240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 7.640 s Aug 16 2017 Mi I ek Industries, !no. Fri Sep 2u uv:b4w 2u1 i rage 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvb9tlBXDRjyYptC Scale = 1:16.5 DEFL. In (loc) I/deft Ud PLATES GRIP Vert(LL) -0.06 4-7 >999 240 MT20 244/190 Vert(TL) -0.16 4-7 >520 180 Horz(TL) 0.01 2 n/a n/a Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=12Bmph; 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 3 and 240 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end 1lxity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON TRISAND INCLUDED MITEK REFERANCE PAGEMIF7478 rev. 1010312015 BEFORE USE. Design valid for use only vA1h MITeW D connectors. TI1is design Is based only upon parametersshown, and Is for an individual building component, not a Truss system. Before use, the building designer must verity ite applicab lity o(desigrt parameters and properly Incorporate Mils 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 MTN Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, ereeflon and bracing of trusses and truss systems, seeANSI/TPII Quality Would, DSB-89 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Wale Institute, 218 N. Lee Sireel, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job russ Truss Type Qty 71 Carlson hh 8 exl garage T12151422 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional)' cR 7ae'1 Pnnn 1 Chambers Truss, Fort Pierce, FL 1.5.0 3x4 = ". snue iv cvu ry ID:_MiGCA6bx7j2Sy1HDXFw7ye3KX-gT;SN hO64, �aL6xp4DAAe?ulzoG. vnyz_9y. YptB 6.8-12 9-10.1-- 6.8-12 3-1-5 a 3x4 = Scale = 1:21.1 r 6.8_12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 7-10 >999 180 BCLL 0.0 " Rep Stress Incr NO W B 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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(LC 13) 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=-4697746 WEBS 3-7=0/285,3-6=-860/541 NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; 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 133lb uplift at joint 4, 266lb 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 (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) 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, B= 15) ter. ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/034015 BEFORE USE Dosign valid for use only vAth MITLKFI connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syslem. 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 truckling 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 poisonat Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available frarn Truss Wale Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 14_3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/,I d' wo- For 4 x 2 orientation, locate plates 0-'10 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 width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 C O 2 U a O R 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-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 O 2 U u 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. 0 2012 MiTek® All Rights Reserved �te MiTek° 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 SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber 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 oil 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. 16. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on 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.