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Lumber design values are. in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek" IN RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tam AFL 33 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroor>�...Reat orch ,T,,,, Lot/Block: Subdivision: I e Copy 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 HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date 1 IT9680939 I A 110/17/16 I 2 T9680940 Al 10/17/16 J 13 I T9680941 A2 1 10/17/16 4 T9680942 JA3 10/17/16 5 T9680943 j A4 1 10/17/16 6 A5 10/17/167 TT9680944 9680945 ATA 10/17/16 18 I T9680946 I B 1 10/17/16 1 19 I T9680947 I BHA 1 10/17/16 1 110 I T9680948 GRA 1 10/17/16 1 Ill I T9680949 JJI 1 10/17/161 12 T9680950 I J3 10/17/16 13 T9680951 J5 1 10/17/16 114 I T9680952_1J7 10/17/16 115 I T9680953 J KJ7 10/17/16 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(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 MiTeles 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. o00�pUIN 1 . o ON <F�'i ,0 ��� .• G E N g . 68182 ' r 0 STATE OF .-.,,;,ON AL E�0000 1111111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Oert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1 P. Job Truss runs Type Qty P1y 71 Carlton ifh 8 ext garage T9680939 tM11392 A HIP 1 1 Job Reference o tional) •^ _ -, - •'-,.• .n nn�c IT II .. I.... I.I.... Il..l � o•�]C 7f11G Donn i l.aamOerS I IUJS, r— I,v, , I. ID _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-txlui?BjSnNdGJeBrbuHBdi URUSBDMzfaLBUfCySYRJ 6104 _( 4-11.0_ i. 20.2-13 I 26-0-0 8.1--2 35-0-0 -3.13 -9-3 2 6.10-14 �1_6-00.00-0r 6-10_2-01 5-11-0 5 •q Scale = 1:61.9 4.00 12 4x8 2x3 11 3x6 = 2x3 11 4x8 — 2x3 o.a \ 4 24 5 6 7 25 8 9 17 16 10 w 13 Ic = 3x4 = 3x5 3x4 = 3x6 = 3x4 = 46 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud 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 WB 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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=1108/0-6-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8), 15=-333(LC 8), 10= 685(LC 8) Max Grav2=1 01 5(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,'8-25= 2176/1325, 8-9=-2172/1285, 9-10=-2353/1375 BOT CHORD 2-17=-106211941, 16-17_ 865/1738, 15-16= 865/1738, 14-15=-112412176, 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=-1421358 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=35111; 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) 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 at=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. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEM17.7473 rev. 10103,2016 BEFORE USE. Design valid for use only with MITekO connectors. this design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design puramelers and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord membets only. Additional lemporary and permanent bracing MOTek• 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, so( ANSI/TPII Quality Cdtedo, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plato Institute, 21811. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss Type Qty y 71 CarNon Bh 8 ext garage Job cuss T9680940 M11392 Al SPECIAL 1 T Job Reference L tip onal) .. A..r 016MTo4 Indusirrne Inn Mon Oc! 17 1n•A9"A9 2016 Pace 1 Chambers Truss, Fort Pierce, FL �„Y, ..._...._..__... _.__.____-_ - I D:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-L7JGwL9MD4V UtTDN PJQWjgae1 um7yhBop?x1 BeySYR I )1-0•q s-s-o 1-I 74.9oi9-s•in—I-- 27-4a I 35.0.0 ys•o•o -o• -00 8-6-0 i4-32 3-4-7 7-79T2-6.0 •'1-0 0 4.00 { 12 3x8 = 5x6 = 2x3 II 5x6 = 3x4 = 4 20 5 6 21 7 13 12 3x5 = 5x8 MT18HS = 2.00 ,� Scale = 1:62.9 3x12 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(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 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10-0 Code FBC2014/fP12007 (Matrix-M) Weight: 1551b 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 Harz 2=-1 17(LC 6) Max Uplift2= 834(LC 8), 9=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) 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; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35it; eave=5tt; 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.Opsi 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/fPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=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. A WARNING • verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 1010312015 BEFORE USE Design valid for use only with Mlieke connectors. This design is based only upon parameters shown. and Is for an Individual Wilding component- not a truss system. Before use. the building designer must verity the applicability of design parameters and property ineorporale this design Into the overall buiiding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property ciranage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and inns systems, BeeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke rest Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 o Truss rype ty P y 71 Carlton ilh 8 art garage T9680941 M11392 A2 SPECIAL 1 1 Jab Reference (optional) Chambers Truss. Fort Pierce, FL r.640sApr 19201010.,-111.,U.M.S,1—.-01,....,i, wI..,a.go, ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-pKse7gA_OdLVdoZyOxIG17naH5jh7Jy2fhbk4ySYRH }.1.0-Q "-0 13-0.0 14-9.0 _ 22-0-0_ 27-4-7_ 35.0.0 'I-0-0� 8.6-0 i 4-6-0 1 1-9-0 F 7-3-0 I �5-4-7 7-7.9 1.0-0 5x6 = 3x4 = 5x6 = 4.00,12 4 20 5 21 6 „ 12 3X4 = 5X8 = 4x5 = 2.00 F12 3x12 Scale = 1:62.9 Plate Offsets (X,Y)- 2:0-2-14 Edge1 f8.0-1-15 Edg6l LOADING(pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 2441190 BOLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a r9a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 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 Harz 2=136(LC 7) Max Upllft2=-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, 6-1 0=-1 159/2216, 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=35f1; 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 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, B=816, 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. © WARNING. Verily desrgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev. 10/03/2015 BEFORE USE. � Design valid for use only wllh IvIllek0 conneclors. This design is based only upon parameters shown, and Is for an Individual building component, not a fnns system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pennanenl bracing WOW is always required for stability and to prevent collapse W h possible personal injury and properly damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing o1 trusses and fnr5S systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Ajexandria, VA 22314. Job -Pru`ss Truss ype Qty Fly 71 Carlton ith a ext garage T9680942 M11392 A3 SPECIAL 1 1 Job Reference (optional .. n... , On, a AA'TnL I.A.—i— I., Mnn net 17 'I n-a9.4o 2e16 Peas 1 Chambers Truss, Fort Fierce, FI_ - "' I D:_kf iGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZy0xIG17poH5sh9Ey2fhbk4ySYRH )1.0 B-6.0 I 15_0.0 20-0.0 24.6-8 _-_j 27-4-7 I 35.0.0 6.0-q T-O-d 8-6-0 —r 6-6-0 5.0-0 4-6.8 2-9-15 7-7-9-0-0 Scale: 3/16"=1' 4.00 12 6x6 = 44 = 0 T 1 �y 0 2x3 it 5x6 = 3x12 = 3x6 = 2.00 52 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 FBC20141TP12007 CSI. TC 0.56 BC 0.93 WB 0.72 I (Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) 0.72 11 >586 240 Vert(TL) -1.16 11-20 >357 180 Horz(TL) 0.43 9 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 2441190 244/190 FT = 2046 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purfins. 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 Harz 2=155(LC 7) Max Uplift2= B34(LC 8), 9=-816(1-C 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 22=-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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35f1; 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 five 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-D-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 Ut=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. A WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Miiek connectors. This design Is baud only upon parameters shown, and MOT an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design paramelers and properly incorporate this design Into the overall Additional lernporary and bracing MiTek" building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. permanent for stability and to collapse with possible personal injury and property damage. For general guidance tegarding the is always required prevent fabricatlon. storage, delivery, erection and bracing of busses and truss systems, seeANSi/iPll Quality Criteria, DS8-84 and BCSI Building Component e East Blvd. Ta 6904 Parkrk East D Tampa, P Safety Information avallable from Truss Plate Institute. 218 IJ; lee S1ree1, Suite 312. Alexandria, VA 22314. , Job Fruss Truss Type Qty Ply 71 CarT9680943 eference (o tp lonaljhon ilh 8 ext garage V11392 A4 SPECIAL 1 1 Job R_ Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:41 2016 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-H W OOKOBciiIC7nNm W kS_oFf_ZhR90Zn5GJQBGXySYRC- 1.0- _ 8-6- _ i 14.9.0 _T 17-0-0 8.0� 24-6.8 27-4I_ 7 35.0.0 6-0-n 6.3.0 2�--0 6-6-8 2-9-15 7.7-9 -0-0 3x6 = 4.00 12 5x6 = 46 = �x3 II 6 7 16 15 4x8 2x3 if 5x8 = 2.00 F12 Scale: 3/16"_1' 3x12 = Plate Offsets (X Y)-- f2:0-0-10,Edgel, 9.0-3-0 Edael,[11:0-1-15 Edgel LOADING(pst) SPACING- 2-0-0 CS1. DEFL. In poc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 MT18HS 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 Na Na BCDL 10.0 Code FBC2014fTP12007 (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 midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz 2=-1 75(LC 6) Max Upliff2= 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, B-9=-5195/2958, 9-1 0=5237/2955, 10.11=-5582/3192 BOT CHORD 2-16= 151312819, 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= 2921605, 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; Vult=165mph (&second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsh h=15ft; 13=7011; L=35f1; eave=5it; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 (It=lb) 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/0312016 BEFORE USE. � Design valid for use only with Mllek>D conneclors. ltds design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall twOding design. Bracing indicated Isla prevent buckling of fndividuai truss web and/or chord members only. Additional femporory 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, storages, delivery, erection and bracing of trusses and truss systems, seeANSI/TP1t 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 Truss Truss Type Qty Ply 71 CarBon ilh 8 ext garage T9680944 VJob 392 AS SPECIAL 16 1 Job Reference (optional) — - c AAiTnb Ind... 'inc ter Mnn nm 17 1n39tA9 9n16 urge i Chambers Truss, Fort Pierce, FL ....�...�-r,•_--•-•••••-•••••---••__...._.._._..__... ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSC5r5nn95WFVyAhozySYRF 1-0)__0 ____ 8.6.0 14.9.0 1f_ 7=6.0 _I 24-6-8 I 27 4,7 357- 1-0-0 8.6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7 9 Scale = 1:61.8 4.00 12 5x8 II 14 14 2x3 II 5x10 = 3x6 = 2.00 f 2 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 'Except' 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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 Uplift2= 834(LC 8), 10=-815(LC 8) o, 6 3x12 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 159 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceflIng directly applied or 4-2-9 oc bracing. WEBS 1 Row at midpt 6-12 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= 2942/5328 WEBS 3-14=0/256, 3-13= 704/472, 6-13=-235/512, 6-12— 1924/3461, 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=4.2ps1; BCDL=3.opsf; h=15fh B=7011; �-35f1; eave=5lt; 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- Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE111I1-7473 rev. 10(03J2015 BEFORE USE. Design valid for use only with Ivlliek-11) connectors. This design is bused only upon pararnefeis shown, and is for an Individual building component, not a truss system. Before use, the birflding designer must verify file applicability of design parainefeis and properly incorporate this design Into the overall bu(Iding design. Wacing Indicated is to prevent buckling of Individual irm web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse uAth possible personal Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erecllon and bracing of trusses and frtrss systems, se( ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available frorn Truss Plate Institule, 216 N. Lee Street. Suite 312. AJexandria, VA 22314. Job Truss Truss Type oty P y 77 Carlton ilh B ext garage T9680945 M11392 ATA COMMON 5 1 Job Reference (optional) • Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:42 2016 Page 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-mi_PYMCE W Mkwyy4 RzDLSCCE5tE97SFVyAhozySYRF r1-0-a -0 17-6-0 I 22-1-0 I 26.8.0 35-0.0 0-0 8-4-0 4-7-012 4-7-0 4-7-0 8-4-0 1-0.0 4.00 F12 4x4 = Scale=1:60.8 17 "- 15 US 2x3 Il 4x6 = 3x8 = 2x3 II = US UG = US= LOADING (psi) SPACING- 2-0.0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TOLL 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 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 166 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 or purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing: 14-15. REACTIONS. (lb/size) 2=1399/0-8-0, 10=139910-8-0 Max Horz2=179(LC 7) Max Up1ift2— 775(LC 8), 10- 775(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) 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: ASIDE 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 3) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. Q WARNING- Verfty design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MA-7473 rev. 10,W/2015 BEFORE USE � Design valid for use only wllh MllekO 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 ilia applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is 10 prevent buckling of individual truss vieb and/or chord members only. Additional temporary and permanent bracing ii/llOW Is alwoys required for stability and 10 txevenl collapse vAlh possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systerns, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandda, VA 22314. Tampa, FL 33610 Jo Jo russ Truss Type Oty�PIY7' Carhon hh B ext garageT9660946 1392 B COMMON 2ob Reference oetiona0 7 640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:43 2016 Page 1 Chambers Truss, Fort Pierce, FL I D:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-EvYnIiCsHJOvM4XBe9USugkOrVGsuZlOkcvFLPySYRE q 8-3-5 14-0-0 _ 17-6.0 21.0-0 26-8.11 35-0.0 _ to-iM 1-0-0 8-3-5 I--5-8-11 I 3-6-0-- 3-6-0 6.8-11 B. 1-0.0 Scale = 1:60.8 �1 �3 6 3x4 = 4.00 12 3x6 = 3x4 = 3x6 = 3x4 = 2x3 I I 3x6 = 3x4 = 2x3 I I Plate Offsets (X,Y)- 6:0( 3-O,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES . GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 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 WEB I Horz(fL) 0.03 10 n/a Na Weight: 1491b FT = 20% BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) _ 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 joint(s) 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 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=-262/771, 16-17=-262/771, 15-16=-262l771, 13-14=-262/751, 12-13=-262/751, 10-12_ 262/751 WEBS 3-17=0/269, 3-15— 708/485, 5-15=-291/268, 7-14— 291/268, 9-14=-7081485, 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=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 = 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 lb 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. Q IvARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE Thfs design Is based only upon parameters shown, and is for on individual building component, not Design valid for use only with Mflek0 connectors. a truss sysiern. Before use, the building designer must verify the, applicability of design parameters and properly incorporate this design Into the overall buckling individual fruss web and/or chord members only. Additional temporary and petmanent bracing MOW design. Bracing Indicated Is to prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the bracing of trusses and truss systems, seeANSf/TPIi Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd. fabrication, storage, dellvery, erection and Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexanalft VA 22314, Tampa, FL 33610 ob russ Truss Type Qty Ply 71 Carkon it h 8 ext garage T9680947 111392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss. Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 1710:39:44 2016 Pagel ID: kfiGCA6bx7i2Sy1HDXFw7ye3KX-i569z2DUld8m_E5LBs?hQtHVcuYtd?nYyGfotrySYR 15-6-0 21-6.0 9-GD -0 13-5014•0017.6-0 196-0 121-0_023-6-0 25-60 26-0 i 35-0-0 36-4 7-0.0 2-0-D 27.0-0 -p.q 260 2-0-0 00 1D0 .6-0i_ 00 0Q Scale: 3/16"=1' THIS COMPONENT IS TO BE USED IN TOP CHORD MUST BE BRACED BY END JACKS, CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE ROOF DIAPHRAGM, OR PROPERLY CONNECTED 4.00 12 4x4 = TRANSFERRING ROOF LOADS TO THE GROUND PURLINS AS SPECIFIED. \ WITH NEGLIGIBLE LATERAL DEFLECTIONS. 12 57 15 58 17 56 _--_-5� 59 52 3x4 = 3x6 % 54 55 9 j 8 5x12 ��—� 4 6 I x6 = 3 111 14 35 42 43 34 44 � 45 3x6 = 6x8 = 20 60 3x6 2P 3x4 2451 5x12 26 19 1 46 47 48 32 49 31 50 51 30 6x8 = 3x6 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Wall L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 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 FB02014fTP12007 (Matrix-M) BRACING- n 2829 c6 10 3x4 = PLATES GRIP MT20 244/190 Weight: 208 lb FT = 0% LUMBER - 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 mfdpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (Ib) - 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=151O(LC 1), 28=646(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-52=-160711042, 3-52=-1441/984, 3-53=-1081258, 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_ 3781423, 25-27_ 383/429 BOT CHORD 2-35=-880/1473, 35-42=-855/139D, 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=-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=-815l/86, 19-32= 777/748, 27-32=-1400f992, 9-1D=-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=15fh B=70fh L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf 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 puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE � Design valid for use only wllh 101106 connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into the Overall MOW design. Bracing Indicated Is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for slaLAIly and 10 prevent collapse with possible personal initay and ptoperly damage. For general guidance regarding the 6904 Parke East Blvd.fabricarlon, storage. delivery, erection and bracing of trusses and buss systems, seeANSi/1PI1 Quality Criteria, D56-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply 71 carhop the ern garage T9680947 M11392 BHA BOSTON HIP 1 1 Job Reference o tional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:44 2016 Page 2 ID: ktiGCA6bx7i2SylHDXFw7ye3KX-i569z2DUid8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD 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 Ib down and 206 Ib up at 11-0-12, 158 Ib down and 206 ib Llp at 13-0-12, 158 lb down and 206 lb up 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 Ib up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb 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 lb down and 236 Ib up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 lb down at 13-0-12, 69 Ib down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-1 1. 4, 69 lb down at 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE � Design valld for use only with Mllek M conneclors. this design is based only upon parameters shown. and Is for an Individual building component, not a truss syslem. Before use. the brdiding designer must verify the opplicotAltq 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 MOW Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the e East BNd- fatalcatlon, storage, delivery, erection and bracing of tRMIS and tmss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa. 6904 Parkik East Safety Information available from truss Plate Instilate. 218 N. lee Street. Suite 312, Alexandria VA 22314. ob russ Truss Type �Qty Ply 171 Carlton ith 8 ext garage T9680940 411392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:45 2016 Page 1 ID: kfiGCA6bx7i2SviHDXFw7ye3KX-AHgXAOE6owGdbOgXIZWwz5gatlsOMM3i1BwOMPIySYF 1.0.0 7-0-0 14.11-0 21-5.2 28-0-0 35_0-0 6=0-q 6.6.2 6-6-14 t 7-0-0 1.0.0 Scale = 1:61.8 4.00 12 5x8 = 2x3 II 3x6 = 3x6 = 3 22 23 24 25 4 26 27 5 28 629 30 31 4x8 = 32 7 15 33 34 14 35 6x10 _ 36 37 38 7239 11 40 41 lu 3x4 = 2x3 11 3x6 = 3x4 = 4x6 = 2x3 II 3x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 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 W B 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 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 (lb) 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 =-1 920/1225, 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=-152412706,8-10=-1513/2668 WEBS 3-15— 155/711, 3-13= 2806/1663, 4-13= 848f795, 6-13— 3446/2082, 6-12=-87/648, 7-12=-8351507, 7-10=-177/660 PLATES GRIP MT20 244/190 Weight: 153 lb FT = 20% Structural wood sheathing directly applied or 4-1-10 oc purlins. Rigid ceiling directly applied or 5-11-6 oc bracing. 1 Row at midpt 3-13, 6-13 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) 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I.7473 rev. 10I09f2015 BEFORE USE. Design valid lot use only wlih MfiekD connectors. this design Is based only uryin parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design pararnelers and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracng MOW Is always required for stabillly and to prevent collapse wtlh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPll Quality criteria, DSB-89 and BCSI Building Component 6904 Parke rest Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee. street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 0 Truss buss Type Qty Ply 71 Cnrhon ith 8 ext garage T9680948 M11392 GRA HIP 1 1 Job Reference o tional) • Chambers Truss, Fod Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:45 2016 Page 2 ID: kfiGCA6bx7i2Sy1HDXFw7ye3KX-AHgXAOE6owGdbOgXlZWwz5gaflsOMM3hBwOMPIySYRC NOTES- B) 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 up at 13-0-12, 9D lb down and 155 lb Lip 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 Ito 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 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 up 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 + Roof 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) Veil: 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(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) Q WARNING - Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIT-7473 rev. IOM312015 BEFORE USE. � Design valid for use only with MI1ek1) connectors. 1Ns design Is based only upon roramelets shown, and Is for an Individual building component, not a truss system. Before use, the building designer mast verify the applicability of design parameters and properly Incorporate this design into the overall IYOOT�k• building design. Bracing Indicated Is to prevent buckling of individual miss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllity and to prevent cWlopse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss syslems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610 Safety Information available from Truss Plate Instilute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss ! Truss Type Qty Ply 71 Carkon ilh B ext garage I T9660949 M11392 J1 MONO TRUSS 6 1 Job Reference (optional ifl 2016 M'T k I duslries Inc Mon Oct 17 1039.46 2016 Page 1 Chambers Truss. Fort Pierce. FL 7.640 s Apr r e n ID:_kfiGCA6bx7j2SyI HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gQa8vxkySYRB 1-0.0 1-0-0 Scale = 1:6.2 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >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 FBC2014lrP12007 (Matrix-M) I Weight: 51b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-6-0, 4=4/Mechanical Max Horz2=48(LC 8) Max Uplifl3= 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=12Bmph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70tt L=3511; 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.Opst 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 Ib 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. ��• Design valid for use only with Mflek® connectors. ]his design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the btdldIng designer must verity the apNicability of design parameters and properly Incorporate this design Into the overall Additional ternpornry and bracing MOW building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. permanent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the e East Blvd. 6904 ParkeEast fabrlcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Qualify Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. �^ Truss Truss ype Oty P y 71 Carhon Rh 8 ext garage T9660950 rob 1392 J3 — MONO TRUSS 6 1 aen Job Reference (optional e�� � a 9m a Mi7wk Industries. Inc. Mon Oct 17 10:39:46 2016 Page 1 Chambers Truss, Fort Pierce, FL - - -- ID:_kiiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEODDYFjJH29VIMyLiLK52_gQaBvxkySYR6 -1-0-0 I 3.0-0 7-0-0 3.0-0 3x4 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Lid TCLL 20.0 Plate Grip DOL 125 TC 0.11 Vert(LL) -0.00 7 >999 240 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 WB 0.00 Horz(TL) 0.00 2 n1a r9a BCDL 10.0 Code FBC2014JTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 2=18410-8.0, 4=31/Mechanical Max Horz 2=85(LC 8) Max Uplift3= 53(LC 8), 2= 149(LC 8), 4= 3(LC 8) Max Grav3=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. Scale = 1:9.6 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. 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; BCDI=3.Opsf; h=1511; 13=70ft; L=351t; eave=6ft; Cat. II; Exp C; Encl., GCpi=o-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 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. 0 WARNING • Verily design parameters and READ NOTES ON TMS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 connectors. this design is based only upon imrameters shown, and is (or an individual building component, not a muss system. Before use, the building designer must verify the appllcabiiity 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 peimanenl bracing MiTek" Is always required for stability and to prevent gollapse wllh possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing 01 trusses and tRISS systems, seeANSI/TPI I Quality Criteria, DSB•89 and BCSI Building Component Tampa, Parke East 0 Safety Information avallable from Truss Plate Institule, 218 N. Lee Street, Suife 312, Alexandria, VA 22314, ob Truss fuss Type Qty Ply 71 Carlton lh 8 exl garage T9680951 M11392 J5 10 NOTRUSS 8 1 Job Reference (optional 7 640 s Apr 19 2016 MiTek Industries Inc. Mon Oct 17 10:39:46 2016 Page 1 Chambers Truss, Fort tierce, rL 1-0.0 c$ q 3x4 = ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMuPiIJ52_gQa8vxkySYRB Scale = 1:12.9 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1-25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 B1 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES \N 0.00 Horz(TL) 0.00 2 n/a n/a Weight: 17lb FT = 0% BCDL 10.0 Code FBC20141TP]2007 (Matrix-M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. TOP CHORD 2x4 SP No.3 BOT,CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 Upliff3� 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opst; h=151t; 13=70ft L=35ft; eave=6ft; Cat. II; Exp C; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE Design valid for use only wllh Mllek* 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 10 prevent buckling of Individual him 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 properly damage. For general guidance regarding. the 6904 Parke East Blvd. fabrication, storage, delivery, ereellon and bracing of trusses and inks systems, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available train Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, 0 russ ---TTruss yp� a --u aty Piy 71 Carkon it 6 exl garage T9680052 M11392 J7 MONO TRUSS 24 Job Reference•(�tioltal) 7 — 640 s Apr 19 2016 Miisk Industries, Inc. Mon Ocl 17 10:39:47 2016 Page 1 Chambers Truss, For[ Pierce, FL ID:_kfiGCA6bx7i2Sy1 HDXFw7ye3KX-6golb4FNKYWLrigvt_Z02Wv5t6ZsgVE_fEtSUAySYRA 1 0.0 �I .---___ 7-0.0 Scale = 1:16.5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deil Ud PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(ILL) -0.06 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.58 ; Vert(TL) -0.16 4-7 >520 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 y Horz(TL) 0.01 2 n/a n/a Weight: 231b FT = W. BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) , LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=144/Mechanical, 2=365/0-6-0, 4=60/Mechanical Max Horz2=161(LC 8) Max Upllf13= 140(LC 8), 2= 240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1). 4=103(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=4.2pst; BCDL=3.Opsf; h=15f; 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 140 lb uplift at joint 3 and 240 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 - Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. IOM312016 BEFORE USE. Design valid for use only with MilekE) conneclois. this design Is based only upon parameters shown, and Is for an Individual building component, not a Intss system. Before use, the building designer must verity the applicability, of design parameters and propetly Incorporate this design Into the overall BYIO��R, brNding design. Bracing Iry is to prevent buckling of Individual film web and/or chord members only. Additional temporary and permanent bracing k always resign. for Bracing and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrtcatloru storage. delivery, erectlon and bracing o1 trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job cuss Qty Ply 71 Carkon ith 8 exl garage T9680953 M11392 ::::��_ssTy_pe_� KJ7 4 1 Job Reference o�t'IonalZ_,. Re �o oma �Ai7wk Iwrl�icrriww Inr Mnn Oc117 10:39A7 2016 Paae 1 Chambers Truss, Fort Fierce, FL""'�"- -- - - ---- - -- - ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-6golb4FNKYWLrigvt ZO2Wv656fCgSk_fEtSUAySYRA 1 5 0 6-8-12 f—_.__ 9-10.1 i 1-5.0 6-8-12 3.1-5 3x4 3x4 = LOADING (psf) SPACING- 2-0.0 CSL 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 FBC2014lTPI2007 (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 Horz 2=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 Qb) 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 DEFL. in (loc) i/dell 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 n/a Weight: 38 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid cefling 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=3.0psf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. Ii; Exp C; Encl., GCpi=0.1 B; 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 133 lb uplift at joint 4, 266 Ito uplift at joint 2 and 232 lb uplift-atjoint 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 (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, B=-15) A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII.7473 rev, 1010312015 BEFORE USE � Design valid for use only with MITekO connectors. Ibis design Is based only upon parameters shown, and Is for an individual building comryment, not a truss systern. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall A building design. Bracing Indicated is to prevent bxrckling of Individual truss web and/or chord members only. Additional temporary and permoneni bracing MiTek" is always required for stability and 10 prevent collapse with possible personal injury and properly damage. for general guidance regarding the Blvd. fabrication, storage, dellvery, erection and bracing of trusses and tnrsssystems, seeANSI/TPii Quality Cdted6904 Parke East a, DSB-89 and BCSI Building Component Tampa, Parke East Safety Information available from Truss Place Institute, 21814. Lee Street, Suite 312. Alexandria, VA 22314.33610 Symbols 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-'/ldr For 4 x 2 orientation, locate plates 0-'%6" from outside edge of truss. _o This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 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/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 TOP CHORDS 0 C O U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O S U a- O 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 MiTekOO All Rights Reserved MiTew MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2016 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. is always required. See BCSI, 2, Truss bracing must be designed by an engineer, For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted. moisture content of lumber Shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14, Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown,ore 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.