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.4 1 \Lumber design'values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: 6904 ParkeE astBlvd. Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedro Lot/Block: Subdivision: OPY Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural'Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 - Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITruss Name Date i IT9680939 1 A 1 10/17/16 1 12 I T9680940 J Al 1 10/17/16 13 I T9680941 J A2 1 10/17/16 1 14 I T9680942 I A3 1 10/17/16 1 5 IT9680943 I A4 10/17/16 6 IT9680944 JA5 10/17/16 7 T9680945 ATA T 10/17/16 18 I T9680946 16 10/17/16 19 I T9680947 I BHA 1 10/17/16 1 110 I T9680948 I GRA 1 10/17/16 1 Ill I T9680949 I J 1 1 10/17/161 112 J T9680950 J J3 1 10/17/161 113 I T9680951 J J5 1 10/17/16 1 114 I T9680952_ J J7 1 10/17/16 115 I T9680953 1 KJ7 1 10/17/16 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTews 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 bonding. Before use, the building designer should verity appliCablllty of design parameters and properly incorporate these designs into the GIM81 building design per ANSI/TPI 1, Chapter 2. �%&IN 1 Vlkl EN 68182 • e r 0�.� STATE OF •:��► .�•,,�SS4 O R 1 O N���� i*#i /ONALE ��1111111111Ji;,o%` Joaquin Velez PE No.68182 M ak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 17,2016 Velez, Joaquin 1 of 1. 4 ob Truss Truss Type aty, Ply 71 Carlton Rh 8 ext garage T9680939 M11392 �A � HIP 1 1 Job Reference cnamoers truss, ron rierce, M - - - ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-txlui?8jSnNdGJeBrbuHBd1 URUSBDMzfaLBUfCySYRJ 1-0-0 6-10-14 9-0-0 14-11-0 1 20-2.13 26-0-0 28-1-2 35.0-06-0_q -0-0 6-10-14 2-1-2 5.11.0 5-3-13 5-9-3 2-1-2 6-10-14 1-0.0 Scale = 1:61.9 4.00 12 4x8 — 2x3 II 3x6)= 2x3 11 4x8 — 2x3 4 24 5 6 T 25 8 9 �u 3x4 = ,� 3x5 = 3x4 = 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0_ Code FBC2014ITP12007 (Matrix-M) Weight: 152lb FT=200% 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. (Ib/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 Grav 2=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=-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.Opsf; h=15111; B=70ft; L=351111; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=631, 15=333, 10=685. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6911-7473 rev. 10103/2015 BEFORE USE. Wit Design valid for use only with Iv111el(O 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 appllcabNty of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of lndlvktual truss web (Ind/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instituie. 21811. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ob Truss russ Type Qty Ply Carlton iIh 8 ext garage T9680940 M11392 At SPECIAL i 1 171 Job Reference " Chambers Truss, Fort Pierce, FL '-"'""^P"V""""-"""'-"""- I d:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-L7JGwL9MD4V UtTDN PJQWj gaei um7yhBop4x1 BeySYRI 8-6.0 _ 11-D•0 1�• 4-9-0 _-_ 19-8-14 24.0-0 27-4-7 _ 35-0.0 7.7-9 6-0-0 1-0-0 8.6-0 2.6-0 3-9-0 4-11-14 4-3-2 3-4-7 } -0 0 Scale = 1:62.9 4,00F12 3x8 = 5x6 = 2x3 II 5x6 = 3x4 = 4 20 5 6 21 7 13 12 3x5 = 5x8 MT18HS = 2.00 F12 3x12 zz N 0 1m 0 Plate Offsets fX,Y)-- 2:0-0-2 Ed-gej L9:0-1-15,Edgej_ DEFL. in (loc) I/deft Ud PLATES GRIP. LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BG 0.89 Vert(TL) -1.51 11-12 >279 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 155lb FT= 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc puffins. , 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 Horz2-117(LC 6) Max Uplift2=-834(LC 8), 9=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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— 130112515. 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=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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 verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 9=815. 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 MITER REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE � Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before rue, the building designer ntrrst verity the applicability of design parameters and properly incorporale this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual Ttuss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse wtih possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fnus systerns, seeANSI/TP1I 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 Oty Ply 71 Carkon th B ext garage � T9680941 1392 r11 A2 (SPECIAL 1 1 Job Reference optional Chambers Truss, Fort Pierce. FL 7.640 s Api I 20 i 6 tvi" — mu—m—, im. i , ciao ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZyOxiG17naH5jh�7Jy2fhbk4ySYRH � 8-6-0 4.6-0 rr 1-9-0 - � 714-90 �3 0 5-4-7 —�— 7-7-9 t16 0 4x5 = 5x6 = 3x4 = 5x6 = 4.00,12 4 20 5 21 6 „' 12 3x4 = 5x8 = 2.00 F12 3x12 10-0-0 14.9-0 _ 22-0-0 24.6.8 35-0.0 1n-0-n i— 4-9-0 f 7-3-0-0 2-¢•8_ 1 10.5.8 _ Scale = 1:62.9 Plate Offsets (X,Y)-- (2:0-2-14,Ed a 8:0-1-15 Edge - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud 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. (ib) - 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= 51 l 4/2850, 7-8= 5625/3250 BOT CHORD 2-13— 1527/2763, 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; 8=70ft; 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) 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 nonconctirrent 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 Ot=lb) 2=834, 8=816. 9) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I.7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekg connectors. This design Is based only upon pararnelers shown, and Is for an individual building cornrwnent• not a truss system. Before use, the building designer must verify the appllcabllity of design paramelers and properly Incorporate Ibis 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon. storage, delivery, erection and bracing of trusses and truss system%, see.ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 71 Carkon Rh a ext garage T968D942 M11392 �A3 SPECIAL 1 1 Job ReterenctLo iional Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:40 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-pKse7gA_OdLVdoZyOxIG17poH5sh9Ey2fhbk4ySYRl 1LO•Q8-6-0 15-0-0 20-0.0 24-6.8 27.4-7 t___---- 0 o=u'� y -D8-6-0 -I g.6-0 i--- 5-0-0 4.6-8 2-9-15 7-1;- -0-0 Scale: 3/16"=1' 4.00 F 12 5x6 = 14 13 2x3 11 5x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0,0 Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 44 = 2.00 F12 CSI. I DEFL. in (loc) Well Lid TC 0.56 ( Vert(LL) 0.72 11 >586 240 Be 0.93 1 Vert(TL) -1.1811-20 >357 180 WS 0.72 Horz(TL) 0.43 9 n/a n/a (Matrix-M) 3x12 PLATES GRIP MT20 2441190 MT181HIS 244/190 Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. TOP CHORD 2x4 SP M 30 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, 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=01283, 4-13=-746/496, 5-12=-282/657, 6-12=-285/598, 7-12= 2676/1489, 7-11=-956/1695, 8-11=-377/352 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; hdl5ft; B=70it; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=834, 9=816. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTekb) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, rot a truss system. Before use, The building designer inusl vedly the appllcabllity, aars of design pameteand properly incorporate this design Into the overall IYIfT®k• building design. Bracing Indicafed Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required rot stability and to prevent collapse with possible personal injury and property daanage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee. Street, Suite 312. Alexandria, VA 22314. Job Truss fuss Type Qty Ply'=_(o T9680943 M11392 A4 SPECIAL 1 ) nn..� n,-r �� rn•ao•e1 ems ae�e 1 Chambers Truss, Fort Pierce. FL ,...,...-,.---.-._..._.....__-...__...._...._..--...._--- I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-HW QOKOBciiIC7nNm W kS_oFf_ZhR9QZn5GJQ8GXySYRG 8-6-0 14-9.0 17.0.0 81 0.0 24.6-8 27.4-7 35-0-0 36.0-Q 8-6-0 6-3.0 23.0 --0-6-6.8 2-9-15 7-7-9 `1 0-d 4.00 12 Sx6 = 4xG = 9x3 1 16 15 4x8 2x3 11 5x8 = 3x6 = LOADING (pst) SPACING- 2-0-0 CSi. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 TCDL 7.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 2.00 F12 DEFL. in (loc) Weil Lid Vert(LL) 0.78 13 >542 240 Vert(TL)-1.2613-22 >333 180 Horz(TL) 0.46 11 n/a n/a Scale: 3/16"=1' 3x12 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood.sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz2=-175(LC 6) Max Uplift2= 834(LC 8), 11— 815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3042/1732, 3-4=-2359/1412, 4-5=-2303/1426, 5-6— 2334/1509, 6-7=-2154/1376, 7-8=-2314/1391, 8-9= 519512958, 9-10= 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=-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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15f; B=701t; L=3511; eave=5ft; Cat. II; Exp C; Encl., GCpj=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 20.0psf 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) Bearing at Joints) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 11=815. 9) "Semi -rigid 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 IITITEK REFERANCE PAGEMIJ-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon lxaramelers shown, and Is for an Individual building compcment, not a truss system. Before use, the building designer musl verity the applicability of design parameters and properly Incorporate flits design Into the overall. building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing M!Tek7 Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plale Institute. 218 N. Lee street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 JoM TrussTrus - ty Ply 71 CeR.B..n nh a ext garage T9680944 392 AS SPECIAL - epona) AtiTn4 1-1,,ctrien Inc Mnn Der 17 10:39:42 2016 Peas i Chambers Truss, Fort Pierce, FL '-"'"""r""-"'"""--" "E--_."___,__-_ - - - ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSC5r5nn95WF�VgypAh�orySYRF ..6.0 -9-0 1_176.0I 24"6-8 27-4 7'�'-'-- 3 8-9.15 -7-9----I1-0--0 1100O0 8.6-0 6-3.0 7-0.8 2 1 Scale = 1:61.8 4.00 12 5x8 II m 1 � r l� b 14 14 2x3 II 5x10 = 3x12 = 3x6 = 2.00 12 LOADING (pst) SPACING- 2-0-0 CSI. I DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 I Vert(LL) 0.78 12 >540 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 159lb 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 WEBS 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 HOfZ2=179(LC 7) Max Uplift2= 834(LC 8), 10— 815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3035/1734, 3-4= 2371/1407, 4-5=-2314/1421, 5-6= 2329/1492, 6-7=-5329/3094, 7-8=5231/2969, 8-9=-5273/2968, 9-1 0=-5598/31 90 BOTCHORD 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=01256, 3-13= 704/472, 6-13— 235/512, 6-12=-1924/346117-12= 327/336, 9-12= 308/276 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) 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/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=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. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I.7473 rev. 10103/2015 BEFORE USE. � Design valid for use only wllh ldlfekg connectors. ihis design is based only upon parameters shown. and is for (in Individual buliding component, not a truss system. Before use, the buliding designer must verify fire applicability of design pararneleis and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general gutdonce regarding the e East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Compone6904 Park nt Tampa, Parke East 0 Safety Information available from Truss Plate Inslitule, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. TOE --,Truss Truss Type Ply 71 Cnrkon fib 8 ext garage T9680945 M11392 ATA I COMMON 5' 5 1 Job Reference (optional) T ChmbersaTruss, For[ Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct17 10:39:42 2016 Page 1 nr ornec•ernenr„et,,.�„ew ,.,._e .—I. —J, y ,......yam..,...---- i1.0�� 8.4.0 I-_-_12-11-0 ^,r 17.6-0 �. 22-1-0 TI— 26.8.0 35.0-0 6�0•q 1-0-0 8-4-0 4-7-0 4-7.0 4-7.0 4.7-0 8-4-0 1.0.0 05 = 4.00 12 4x4 = Scale = 1:60.8 17 -- 15 - I 2x3 li 4x6 = 3x8 = 2x3 II 4x5 = 3x8 = 4x6 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DO 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. i DEFL. in (loc) I/detl Ud TC 0.38 Vert(LL) 0.29 14-15 >999 240 BC 0.55 ( Vert(TL) -0.76 14-15 >550 180 WB 0.48 I Horz(TL) 0.15 10 n/a n/a (Matrix-M) f PLATES GRIP MT20 244/190 Weight: 16G lb FT = 0°!° LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing; 14-15. REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=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=3.0psf; h=15ft; B=70ft; L=35ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 2=775, 10=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10,0312015 BEFORE USE Design valid for use only with Mltek2� connectors. This de Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before Use. the building designer crust verify The appllcobfllty of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" is always requked for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvefy, erection and bracing of trusses and tntss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tamp Parke East 0 Safety Information available from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 3361 M11392 COMMON garage 11_�-q g-3.5 14.0-0 17.6-0 21.0.0 26-8.11 �_ 36-0.0 1-0-0 8-3-5 5-8-11 3-6-0 3-6-0 5.8.11 8.3-5 1-0.0 Scale = 1:60.8 4.00 r12 3x6 = 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3xy — 2x3 it 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a n1a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) _ Weight: 149 lb Fi = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. 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 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD •2-3=854/407, 9-10— 854/407 BOT CHORD 2-17=-262/771, 16-17= 262l771, 15-16=-262f771, 13-14=-262/751, 12-13= 262l751, 10-12=-262/751 WEBS 3-17=01269, 3-15=-708/485, 5-15= 2911268, 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=70ft L=35ft; eave=5ft; Cat. 11; Exp C; End., 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE resign valid for use only wllh MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Imes systern. Before use, titer building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall MOW design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wllh possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSi/TPIi Quality Criteria, DS8.89 and 8CSf Building Component 6904 P, rk East Safety Information available from Truss Plate Institute, 218 N. Lee Sireet, Suite 312, Alexandria, VA 22314.33610 Job russ Truss Type Qty Ply 71 Carlton Rh 8 ext garage T9680947 A11392 BHA 1 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 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-i569z2DU1d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRI • 15-6-0 21-6-0 260 o 901z 2iaz3oozso-oz1P 700 i•o-o .6-0oo 's6 --2�2 oo oo Scale: 3/16"=T TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED 4.00 rl2 4x4 PURLINS AS SPECIFIED. \ 3x6 % 55 9 548 5x12 % 53 4 6 3 �11 12 57 15 58 17 56 59 i x6 = 3x4 16 if �14 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 20 3x6 60 22 2451 5x12 26 35 42 43 34 44 t� 45 46 47 48 32 49 31 50 30 51 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. I DEFL. in (loc) 1/deil Ud 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 I Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 t` 28 29 N 10 3x4 = PLATES GRIP MT20 2441190 Weight: 208 lb FT = 0% BRACING - TOP CHORD • Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2= 579(LC 8), 33=-1255(LC 8), 32=-1005(LC 8), 28= 446(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=833(LC 17), 33=1803(LC 1), 32=151 O(LC 1), 28=646(LC 1) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-52- 1607/1042„ 3-52=-1441/984, 3-53=-108/258, 27-63� 9D6/619, 28-63=-10561658, 3-5=-439/531, 5-7= 433/524, 7-10= 433/524, 10-1.1=-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=-366/402, 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_ 5251923,28-30=-514/952 WEBS 3-35=168/626, 27-30=0/430, 3-33=-1994/1462, 11-33=-815l786, 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=15fh 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) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 2, 1255 lb uplift at joint 33, 1 OD5 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 M?EX REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE This design Is based only upon rx3ratnelers shown, and Isfor an Individual building component. not �� Design valid for use only with MlTek® connectors. a truss syslem. Before use. the building designer must verify file applicability of design parameters and properly incorporate Ihls design Into the overall Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW building design. Bracing Indicated prevent Is always required for stability and to prevent collapse wilh possible personal Injury and properly damage. For general guidance regarding the bracing of tresses and truss systems, seeANSI/TPIT Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. fabrication. storage, delivery, erection and Safety Information available from Truss Plate Institute. 218 N. Lee Slreel. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss ITruss pe —Qty ly �71Carfton�soxlT96e0947 Job Mt1392 BOSTON HIP garage JII 7 640 s A r 19 2016 MiTek Industries Inc Mon Oct 17 1 D:39:44 2016 Poge�2 Chambers Truss, I -on tierce, M ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-i56gz2DU1d8m_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 Ito up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb Lip at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 lb Lip at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down.and 206 lb Lip at 19-11-4, 158 lb down and 206 Ito up at 21-11-4, 158 lb down and 2061b up at 23-11-4, and 158 lb down and 206 lb up at 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 Ib down at 17-0-12, 69 lb down at 17-11,-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 lb 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI-7473 rev. 1010312015 BEFORE USE Design valid for use only wllh IJIITek0 connectors. This design is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p� building design. Bracing Indicated Is to prevent buckling of Individual Iruss web and/or chord members only. Addllional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Iho Parke Blvd.fabxicatlon, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPtt Quality, 6904 Pae East Criteria, DSB-89 and BCSI Building Component Tampa, rk East Safety Information available from Truss Plate Institute, 218 W. bee Street. Suite 312, Alexandria, VA 22314. Truss russ ype Oty]:Py]71garage Job T9680948 M11392 GRAHIP 1 ptional) � aen � — �c ni a MiTak Industries. Inc. Mon Oct 17 f 0:39:45 2016 Page 1 chambers I russ, ton 1`1=e, 1-1. HDXFw7ye3KX-AHgXADE6owGdbOgXIZWwz5qatisOMM3hBwOMP[ySYRC y 1) 0.0 7-0-0 14.11-0 I 21-5.2 28.0-0 351--1 1 0 0 7-0-0 7.11-0 6-6-2-2 - 6-6-14 7-0-0 0.0 1-0-0 Scale = 1:61.8 4.00 12 5x8 = 3 22 23 e 2x3 II 3z6 = 3x6 = 4x8 = 24 25 4 26 27 5 28 629 30 31 - 32 7 15 33 34 14 35 6x10 = 36 37 38 39 11 40 47 2x3 II 2x3 II 3x5 = 3x4 = 3x6 = 3x4 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (too) Vdefl Ud 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 WB 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) _i LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 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) PLATES GRIP MT20 244/190 Weight: 153 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 1 Row at midpt 3-13, 6-13 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=-747/1316, 23-24=-747/1318, 24-25— 747/1318, 4-25=-747/1318, 4-26=-747/1318, 26-27=-747/1318, 5-27=-747/1318, 5-28=-747/1318, 28-29= 747/1318, 6-29_ 747/1318, 6-30=-1920/1225, 30-31=-1920/1225, 31.32=-1920/1225, 7-32=1920/1225, 7-8=-2869/1716 BOT CHORD 2-15_ 723/1342, 15-33=-732/1382, 33-34= 732/1382, 14-34=-732/1382, 14-35= 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, 8-1 0=- 1513/2668 WEBS 3-15=-1551711, 3-13=-2806/1663, 4-13= 848f795, 6-13=-3446/2082, 6-12=-87/648, 7-12=-835/507, 7-10= 1771660 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=70i1; 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 tide 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 B. 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 MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valld for use only with MITekS conneclors. This design Is based only upon parameters shown, and Is (or 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 �f�®�� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing Is always required for staLdly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANST/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 russ Truss Weaty P y 71 Cartoon ith 8 eat garage T9680948 Lob392 GRA HIP 1 1 Job Reference o tionap 2016 MiTek Industries, Inc. Mon Oct 17 10:39:45 2016 Page 2 Chambers Truss, Ion rierce, rL ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-AHgXAOE6owGdbOgXIZWwz5gaflsOMM3hBwOMPlySYRC 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 Ib down and 155 Ib up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90lb down and 155 lb Lip at 15-0-12, 90 Ib down and 155 Ib up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 Ib down and 155 lb up at 19-11-4, 90 Ib down and 155 Ib up at 21-11-4, 90 Ib down and 155 Ib up at 23-11-4, and 90 Ib down and 155 Ib up at 25-11-4, and 203 Ib down and 329 Ib up at 28-0.0 on top chord, and 452 lbdown and 263 lb up at 7-0.0, 63 ib down and 3 ib up at 9-0-12, 63 Ib down and 3 Ib up at 11-0-12, 63 Ib down and 3 Ib up at 13-0-12, 63 Ib down and 3 ib up at 15.0-12, 63 Ib down and 3 Ib up at 17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 Ib down and 3 Ib up at 21-11-4, 63 Ib down and 3 Ib up at 23-11-4, and 63 Ib down and 3 ib 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) Vert: 3=-147(B) 7= 147(B) 15=-452(B) 13= 40(B) 4= 90(B) 10=-452(B) 22= 90(B) 23=-90(B) 24_ 90(B) 26= 90(B) 27=-90(B) 28= 90(B) 30=-90(B) 31=-90(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) 0 WARNING. Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE.MIf-7473 rev. 1010312015 BEFORE USE. � Design volld for use only with MITek0 connectors. This design u based only upon ryorametets shown, and Is for an Individual building component. not a truss system. Before Ise, the building designer must verify the ar)NIcobillty of design parameters and properly Incorporate this design into the overall MOW design. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, se,-ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610 Safely Information available franc Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job russ russ Type Qty Ply 71 Carkon ilh a ext garage T9660949 M11392 it MONO TRUSS 6 1 --- Job Reference (optional) I cen " e,.. 1a 2ma MiTo4In-1111 s Ino. Mon Oc117 10:39:46 2016 Paae 1 Clambers Truss, For Pierce, FL ..r, ........ _ ..... ID:_kfiGCAGbx7j2Syl HDXFw7ye3KX-eTEVOkFIZEOUDYFjJH29VIMyLiMY52_gQa8vxkySYRB 140 1-0.0 Scale =1:6.2 3x4 = 1-0-0 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. In (loc) Udetl 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 W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 5 lb FT = 0°6 LUMBER- BRACING - TOP CHORD 2x4 SP No-3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2--48(LC 8) Max Upl1ft3=-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. (ib) - 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=151t; 6=7011; L=35ft; 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 psi 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 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mffek® conneclors. fits design Is based only upan parameters shown, and Is for an Individual building component, not a truss system. Before use, the btAidng designer must verify the oppilcability, of design puramelers and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcallon, storage, delivery, erection and bracing of Trusses and tnrss systems, seeANSI/1PI1 Qualify Criteria, DSM9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. A)exandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 77 Carkon ilh 8 ext garage T9680950 M11392 J3 MONO TRUSS B t Job Reference (optional) " e... io onia mit— Indmiries Inn Mnn Ont 17 10,39A6 2016 Pace 1 Chambers Truss, Fort Pierce, FL '•"'""4ri;e'K' '"'""`v"kFlZ - ID:_ktiGCAGbx7j2Sy1 HDXFw7ye3KX•eTEvOkFIZEOIIDYFjJH29VIMyLiLK52_gQa8vxkySYR6 1 0.0 r— 3-0.0 Scale = 1:9.6 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) I Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling. directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=56/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=3.0ps1; h=15tt, 13=701t; L=351t; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3, 149 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek8 connerlors. This design Is based only upon txnamelers shown. and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design lrirameters and properly Incorporate )his design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss webturd/or chord members only. Additional temporary and permanent bracing MiTek' 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. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. fabrication, storage, delivery. erection and bracing of trusses and truss systems, weANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, ik East 0 o—b fuss FUSS ype Qty Piy 71 Carlton ith 8 exi garage T9680951 M11392 JS I MONO TRUSS 8 1 i Job Reference o tQ tonal)_ Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:46 2016 Page 1 ID: kfIGCA6bx7i2Sy1HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMuPiIJ52_gQaBvxkySYRE 4 C6 q 1 0 0 5.0-0 3x4 = Scale = 1:12.9 �— 5.0-0 PLATES GRIP LOADING (psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 2441190 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a Weight: 171b FT=046 BCDL 10.0 Code FBC2014lfP12007 (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 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/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(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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; 13=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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED AfrTEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE Design valid for use only with MIIekG connectors. This design Is based only upon parameters shown. and Is tot an Individual building component, not a trims system. Before use, the building designer must verify the applicabllity of do, ign parameters and properly Incorporate this design Into the overallmust Additional temporary and bracing �'���, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. permanenl 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, erection and bracing of trusses and Ifuss systems, seeANSI/TPIt Qualify 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 33670 Jp�----T— russ Truss ype sty Ply 71 Carflon Ah 6 ext garage T9680952 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) ambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Mon Oct 1710:30:47 2016 Page 1 ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-6golb4 FNKYW Lrigvt_ZO2W v5t6ZsgV E_fEtSUAySYRF 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 WB 0.00 BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 Scale = 1:16.5 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.06 4-7 >999 240 MT20 244/190 Vert(TL) -0A6 4-7 >520 180 Horz(TL) 0.01 2 n/a n/a Weight: 23 lb FT = 0% REACTIONS. (lb/size) 3=144/Mechanical, 2=365/0-8-0, 4=60/Mechanical Max Horz2=161(LC 8) Max Upilfl3=-140(1-C 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. 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=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev- 1010312015 BEFORE USE Design valid for use only with MITekfD connectors. This design Is based only upon parameters shown, and (star an Individual building component. not a IRISS system. Before use. the building designer must verify the applicability of design parameters and properly (ncorporcit this design into the overall Mel( design. Bracing indicated Is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e EBlvd. fabricailon. storage, delivery, erection and bracing of trusses and truss syslems, seeANSI/TPI6904 Parka 1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, rk 3ast Safety Information available from truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Job Truss rrrss Type Oty Ply 171 Cartion ith 8 ext garage T9680953 M11392 KJ7 MONO TRUSS 4 1 Job Reference o�onal) CGmbers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:47 2016 Pagel ID: kfiGCA6bx7i2SY1HDXFw7ye3KX-6golb4FNKYWLrigvt ZO2Wv656fCgSk_fEtSUAySYRA -1-6.0 6-8-12 1-5-0 6-8-12 3-1-5 Scale = 1:21.1 3x4 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL , 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 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 WB 0,22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) I LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP ivt 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=39210-11-5, 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 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 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=1511; B=70ft; L=35i1; 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 20.0psf 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 133 lb uplift at joint 4, 266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F— 15, B=-15) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with (AITekW 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 )his design into the overall building design. &gang Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stabillly and 10 prevent collapse with possible personal injury and property damage. For genetal guidance regarding the 6904 Parke East Blvd. fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information avdiable from Truss Plcde Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22.114. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y 14- offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O' 71 dr For 4 x 2 orientation, locate plates 0-''O from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE /� The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/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) 2 TOP CHORDS 5' JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. . © 2012 MiTek@) All Rights Reserved W1 MiTek° MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® 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, S. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.