Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss
MiTek ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. _ qPY RE: M11392 - 71 Carlton ith 8 ext garage Site Information: Customer Info: Wynne Dev Corp Project Name: M11392 Model Lot/Block: Subdivision: . Address: unknown City: St. Lucie County i, State: FL MITek USA, Inc. 6904 Parke East Blvd. Tam 0 4115 70 Carlton 3 BedrooHear Porch Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 - Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 165 mph Roof Load: 37.0 psf - Floor Load: N/A psf This package includes 15 individual, 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. Truss Name Date �,704"eal# T9680939 A : 110/17/16 I 2 � T9680940�A1 10/17/16.1 13 I T9680941 I A2 110/17/16 4 T9680942 J A3 10/17/16 1 15 T9680943 A4 10/17/16 1 6 1 T9680944 A5 10/17/16 7 I T9680945 ATA 10/17/16 18 I T9680946 113 10/17/16 1 19 I T9680947 I BHA 10/17/16 1 110 J T9680948 1 GRA 1 10/17/16 1 11 T9680949 1 J 1 1 10/17/16 1 12 _ T9680950 J3 10/17/16 113 T9680951 J5 10/17/16. 1 114 I T9680952_ J7 1 10/17/16 115 T9680953 1 KJ7 1 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 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 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. 00IN *; 68182 � • :�. STATE OF �: %i �r.(�S,c� O R IV-", .,4S1 0 N A; E,% 01 Joaquin Velez PE No.66182 MITek USA, Inc. FL Dert 6634 6904 Parke East Blvd. Tampa FL 336110 Date: October 17,2016 Velez, Joaquin 1 of 1 ob Truss cuss ype `'III, Qly Ply Ti Carlton th B ext garage T9680939 M11392 A HIP , Il 1 Job Reference optional) r, i".. Ann (lnr 17 1n.20•AR 9nYR opera i i.namuar. nuss, 1-1 r,e, ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-txlui?BjSnNdGJeBrbuHBd1 URUSBDMzfaLBUfCySYRJ 1-0-0 6.10-14 _ 20-2.13 �-0-0 I. -1-2 0 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 11 3x6 = 2x3 11 wa {� 4 24 5 6 7 25 4x8 = 2x3 8 9 l0 3x4 3x4 = 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL, in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 TCDL 7.0 Lumber DOL 1.25 BC 0.75 I Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr 1'ES WB 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014(rP12G07 (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 REACTIONS. (lb/size) 2=1015/0-8-0, 15=575/0-8-0, 10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8), 15= 333(LC 8), 10= 685(LC 8) Max 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— 1121324, 4-15=-292/681, 5-15_ 498/392, 8-12=-1421358 PLATES GRIP MT20 244/190 Weight: 152 lb FT = 20% Structural wood sheathing directly applied or 4-2-5 oc puriins. Rigid ceiling directly applied or 6-6-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 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 gt=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 des/gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE.PAGE MB-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekV connectors. lids design Is based only upon parameters shown, and Is for an fndlvid6al building component. not a truss system. Berm use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �Il� building design. Bracing indicated Is 10 prevent buckling of Individual truss web aril/or chord members only. Addlilonal temporary and permanent bracing Well( Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and muss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parice East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla. VA 22314. Tampa, FL 33610 Job Truss 1 Truss Type ty P y 71 Carhon ilh 8 ext garage T9680940 M11392 Al I SPECIAL ri 1IJob Reference (optional Chambers Truss, Fort Pierce, FL 7.640 s Apr 11e 2016 MiT ek muus,nes, n,c. - .. ........ 1., v- , I D:_kf iGCA6bx7j2Sy1 HDXFw7ye3KX-L7JGwL9MD4V UtTDN PJQWjgaei um7yhBop?x1 BeySYRI 8-6-0 10- 1491 i_19-8.14 — I 35.0-0 0 4-7 8.0 4-11-14 7-7-961.0-0 434 1- 0 4.00' 12. 3x8 = 50 = 2x3 11 5x6 = 3x4 = 4 20 5 6 21 7 13 12 3x5= 5x$MT18HS= 2.00 FIT 3x12 Scale = 1:62.9 110-0-0 4.9-0 9-9-8 10.5.8 Plate Offsets X�,Y)-- [2:0-0-2,Edge],f9:0-1-15,Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.51 11-12 >279 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code'FBC2014/TP12007 (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 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 Horz2= 117(LC 6) Max Uplifl2=-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— 1301/2515, 11-12=-2065/3799, 9-11=-2968/5344 WEBS 3-13=-317/323, 4-13= 238/414, 4-12=-330/649, 5-12= 262/236, 6-12=-1031/619, 6-11— 332/886, 7-11=-763/1479, 8-11=-395/407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft, L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=834, 9=815. 1 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103MOIS BEFORE USE. Design valld for use only with Milek® connectors. This design Is based only upon parameters shown, and Is tot an Individual balding component, not o truss system. Before rue, the building designer must vedry the opplicabhity of design parameters and properly incorporale, this design Into Ilse overall truss only. Additional temporary and permanent bracing �A Mi building design. Bracing indicated is to prevent buckling of individual web and/or chord members tr eks 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, seeANSf/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss TrussType Qty Ply 71 Carhon ilh 8 ext garage ' T96B0941 M11392 A2 SPECIAL _^ ^�— 1 1 (optional) Job Reference --- — � '40 0 6 P 1 Chambers Truss, Fort Pierce, FL 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 1, 10.39. 2 1 age ID:_kffGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZyOxiG17naH5jh7Jy2fhbk4ySYRH �1 0-0 8-6.0 13.0-0 14-9-0 22.0.0 27-4-7 35.0-0 6-0- `I-O-o' 8-6-0 �T4-6.00 1-9-0 7-3-0 �.--f---5-4-7 1 7-7-9 �' 6 Scale = 1:62.9 5x6 = 3x4 = 5x6 = 4.00F 2 4 20 5 21 6 " 12 3x4 = 6x8 = 3x12 = 4x5 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 FBC2014lrP12007 (Matrix-M) Weight: 160 lb FT = 20% LUMBER- T BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 8=1332/0-8-0 Max Horz2=136(LC 7) Max Uplift2=-834(LC 8), 8=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) 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=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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula, Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=834, 8=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1CP t, r 1 6 N n 0 Q WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIf-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with 1v11TekO connectors. This designIsbased only upon parameters shown, and Is for an individual building componenf. not a truss system. Before use, the building designer must verify the applicability of design parameters and property ktc:oipoiale this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual fiuss web and/or chord members only. Addiitonai temporary and permanent bracing i' We[( Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPii Quality Criteria, DSB-89.and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Truss Truss Type Qty P y 71 Carhon hh B ext garageT9680942 Mob- A3 SPECIAL 1 1 Job Reference o tional een e... io 2[ Wlr7nk 1°du hives_ In Mon Oct 17 10:39:40 2016 Paae 1 Chambers Truss, Fort Fierce, Fr_ - --_ --- ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZy0xIG17poH5sh9Ey2ihbk4ySYRH {1�-0-Q 8-6-0 15-0.0 20-0.0 2F 4.6-8 _ 27-4-7 35-0-0 -9 Y-0.Or 8-6.0 6-6.0 5-0-0 4.6-8-8 2-9-15 7-7-9 0- Scale: 3/16"=l' 4.00 1 12 5x6 = 44 = 2x3 Il 5x6 = 3x12 = 3x6 = 2.00 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.18 11-20 >357 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007. (Matrix-M) Weight: 1601b FT = 20% LUMBER- T M BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0, 9=1334/0-8-0 Max Horz2=155(LC 7) Max Uplift2= 834(LC 8), 9= 816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3052/1733, 3-4=-2934/1743, 4-5=-2349/1415, 5-6=-2610/1602, 6-7=-2757/1637, 7-8— 5200/2923, B-9= 5590/3202 BOT CHORD 2-14=-1525/2830, 13-14=-1525/2830, 12-13=-1091/2205, 11-12=-2608/4988, 9-11— 2954/5319 WEBS 4-14=0/283, 4-13=-746/496, 5-12=-282/657, 6-12= 285/598, 7-12=-2676/1489, 7-11— 956/1895, 8-11=-377/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using 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 gt=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. Q WARNING. verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valld for use only with Ivlifekg 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 inusl verify the appilcabitlty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord rnembeis only. Additional temporary and permanent tracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the e East Blvd.fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSIJTPI I Quality Criteria, DSB-89 and BCS1 Building Component Tampa, 6904 Parke East Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.33610 Job TrtlSs Truss Type Qty P y 71 Carhon ilh a ext garage T9680943 M11392 A4 SPECIAL 1 1 Job Reference L tional MTn4IorL,efri— Inc hh— Oct 17 1D39:41 2016 Paae 1 Chambers Truss, ForlPierce, FL,...,,,.,,.r•.___._....._.....___...__.274-7 ..._...._..__...__ �1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-HWOOKOBcIiIC7nNmWkS_oFf ZIIR9QZn5GJa8GXySYRG 1y 0-0' 8-&0 —�-6 3-0 2 3-0 180-0 6.6.8 I 2-9 15 7- -9 6 0-0 Scale: 3116"=1' 3x6 = 4.00f12 5x6 = 4x6 = 9r8 II 16 15 4x8 2x3 11 5x8 = 2.00 12 302 = l�2 n Plate Offsets ej, IT 1:0-1-15,EdgX �:0pe9] LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (Ioc) I/deil Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.46— 11 n/a n/a BCDL 10.0 Code FBC20141TP12007 (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 2x4SPNo.3 WEBS 1 Row atmidpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=133310-B-0 Max Horz2=-175(LC 6) Max Uplift2=-834(LC 8), 11= 815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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, 9-10= 5237/2955, 10-11� 5582/3192 BOT CHORD 2-16= 1513/2819, 15-16=-1513/2819, 14-15— 991/2102, 13-14=-2654/5036, 11-13=-2944/5310 WEBS 3-16=0/288, 3-15=-724/464, 5-15= 272/266, 7-14=-136/409, 6-14=-292/605, 6-15= 293/403, 8-14=-3088/1750, B-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=42psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; 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 at=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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE � Design valid for use only with IJIIIek�D connectors. fits de Ain Is based only upon parameters shown. and Is for an Individual building component, not a truss systern. Before use, The building designer must verify the applicability of design parameters 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. Addillorwl temporary and penn �y�anentbracing IYIO is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and IR1SS systems, seeANSUTPiI Quality Criteria, DSR-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslltule. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. — Tampa, FL 33610 Job Truss r7 uss Type Qty lh a ext garage T9680944 M11392 �A+` SPECIAL 16 PIYJ71CarBon Reference (optional) 7 640 s Apr 19 2016 Mi i ek Industries, Inc. Mon Oct 17 10:39:42 2016 Page 1 Chambers Truss, Fort Pierce, FL ID:kfiGCA6bx7j2Sy1HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSC5r5nn95WFVyAhozySYRF 1-0-0 8.6.0 14-9.0 17-6.0 24.6-8 _, 27-4-7 _35-C-0 8.6.0 6.3-0 2-9-0 7-0-8 ^I 2-9-15 tT 7-7-9 Scale=1:61.8 4.00 12 5x8 II 1� 1 � n 7� d l4 ,u 2x3 II 5X10 = 3x6 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSL TC 0.79 BC 0.90 WB 0.61 (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) 3x12 2.00 12 DEFL in (loc) Weil Ud PLATES GRIP Vert(LL) 0.78 12 >540 240 MT20 244/190 Vert(TL)-1.5912-13 >265 180 MT18HS 244/190 Horz(TL) 0.43 10 n/a n/a Weight: 159 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling 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=-151512812, 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=4.2psf; 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSIiTPI 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" Merpber end fixity model was used in the analysis and design of this truss. A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 conneefois. This design is based only upon parameters shown, and is.fot an individual b Rdfng 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 ��@k, building design. Bracing Indicated Is to prevent buckling of individual bss u,.vet) and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse With possible rwisonal Injury and properly damage. For general guidance regarding the e East Blvd. fabrication, storage, delivery. erection and bracing of trusses and Truss systems, se.eANSi/TP11 Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke 33610 East Safety Information available from Truss Plate Inslitule. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 71 Carlton ilh B ext garage T9680945 M11392 ATA 'COMMON 5 1 _ Job Reference optional) Chambers Truss, -Fort Pierce, -FL-- 7.640 ss Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:3n2016 Page 1 ._ ..... ,.. ....-,,,.,.. ., ,,...�...-,._,,,... �: n...... r. AM M! crrrc#=n7c rh,e r.no.,'M jy F. rr1,Tp-C 8-4-0 12-11-0 �_� 17-6-0 ^,1 22-1-0 26-8.0 35-0-0 6-0- 1-0-0 8-4-0 4-7-0 4-7.0 4-7-D 8-4-0 1-0- Scale = 1:60.8 �1 0 4.00 12 4x4 = 17 10 ,Y ,- 4x5 05 2x3 I! US = 3x8 = 2x3 II = = 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 DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. DEFL. in (loc) I/dell Ud TC 0.38 Vert(LL) 0.29 14-15 >999 240 BC 0.55 j Vert(TL) -0.76 14-15 >550 180 WB 0.48 Horz(TL) 0.15 10 n/a n/a (Matrix-M) 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 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 cc bracing, Except: WEBS 2x4 SP No.3 8-6-0 cc bracing: 14-15. REACTIONS. (lb/size) 2=139910-8-0, 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=-267711331, 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=-136612936, 15-26= 745/1961, 26-27=-745/1961, 14-27=-745/1961, 13-14=-1366/2936, 12-13=-1366/2936, 10-1 2=-1 366/2936 WEBS 6-14= 459/928, 7-14=-264/197, 9-14=-531/397, 6-15=-459/928, 5-15=-264/197, 3-15=-531/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511t; 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. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK'REFERANCE PAGE I111I.7473 rev- 1010312015 BEFORE USE. �� Design valid tot use only with MIIek¢� connectors, This design Is based orgy upon pmomelers shown. and is tot an Individual Wilding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the o,, 11 Additional temporary and permanent bracing MI* building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. OW Is always required for stabllily and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se(ANSIITPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 210 N. tee S1ree1. Suite 312, Alexandria, VA 22314. _ Tampa, FL 33610 Jo Truss Truss ype � oty Ply 71 Carlton Rh a ext garage T9680946 M11392 B COMMON 2 1 Job Reference oetional) 7 640 s Apr 19 2016 MtTek Industries, Inc. Mon Oct 17 10:39:43 2016 Page 1 Chambers Truss, Fod Pierce, FL ID _ktiGCA6bx7j2Sy1 HDXFw7ye3KX-EvYnIiCsHJOvM4XBe9USugkOrVGsuZlOkcvFLPySYR (1.0.Q� 8-8-5 14-0.0 17-6-0 21.0-0 26-8.11 i _ 35-0.0 _$66._0-Q _ 1-0-0-0-0 8.3-5 5-8-11 3-6 0 3-6-0 5-8-11 r 8.3-5 Scale = 1:60.8 4.00 12 3x6 = 1/ IJ ,t '_ 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2X3 It 3x4 = 3X4 = 0-3-o Plate Offsets (X,Y) - [6:0-3-O,Edge] - - - - — -- -- - _ LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.27 j Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 " Rep Stress Incr YES WB 0.54 I Horz(TL) 0.03 10 n/a n/a Weight: 149 lb FT = 20% BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) - — 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 joints) excep12=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=-262/771, 15-16— 2621771, 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=-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=35it; eave=5tt; Cat. II; Exp C; Encl., GCpf=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 2, 440 lb uplift at joint 15 , 440 lb uplift at joint 14 and 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. A 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 with MtfekD connectors. this design is based only upon parameters shown. and Is for an Individual building component, not �[ a truss system. Before rise. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( Is always required for stabiilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ent 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and Iniss systems, seeANSI/TPit Quality Criteria, DSB-89 and SCSI Building ComponTampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. lob Truss--LTruss Type Qty Ply 71 Carkon it h 6 ext garage T9680947 A11392 BHA BOSTON HIP 1 1 Job Reference.(op_ Chambers Truss, Foil Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:3- 2016 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-i569z2DU1d8rn_E5LBs?hQtHVcuYtd?nYyGfotrySYR 15.6-0 21-6-0 i.oF- o f-o o zo I' 2- o- 1�ao-o'� c �lci•G-0 1 2 0 0 z o=o I i� sao022 0 o z of--0 1- z•s o o o i�o 0 Scale: 3/16"=1' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED 4.00 f 12 4x4 = PURLINS AS SPECIFIED. 3x6 55 9 548 5x12 % 53 4 6 3 12 57 15 58 17 56 �� x6 = rl11 16 I 14 i 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 C 60 22 24i1 Sx12 26 ri 9.1 f 35 42 43 34 44 � 45 46 47 48 49 31 50 51 32 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) I/dell 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 FBC2014/TPI2007 (Matrix-M) BRACING - r 28 9 a to Ig 3x4 = PLATES GRIP MT20 2441190 !V Weight: 208lb FT=O%_ TOP CHORD CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (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 250lb or less atjoint(s) except 2=833(LC 17), 33=1803(LC 1), 32=1510(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=-160711042, 3-52=-1441/984, 3-53=-108/258, 27-63=-906/619, 28-63=-1056/658, 3-5=-439/531, 5-7- 433/524, 7-10=-433/524, 10-11=-433/524, 11-13- 433/524, 13-14=-433/524, 14-16=433/524, 16-18=-433/524, 16-19=-433/524, 19-21=-378/423, 21-23= 3781423, 23-25=-376/423, 25-27= 383(429 BOT CHORD 2-35=-880/1473, 35-42=-855/1390, 42-43= 855/1390, 34-43=-85511390, 34-44=-855/1390, 33-44=-855/1390, 33-45- 366/402, 45-46=-386/402, 46-47= 386/402, 47-48- 386/402, 32-48=-386/402, 32-49= 525/923, 31-49=-525/923, 31-50=-525/923, 50-51=-525/923, 30-51- 525/923, 28-30= 514/952 WEBS 3-35=-168/626, 27-30=0/430, 3-33=-1994/1462, 11-33=-815/786, 19-32=-777/748, 27-32=-1400/992, 9-10=-465/455, 20-21=-464/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL�f.2psf; BCDL=3.Opsf; h=15fh B=7ofh L=35ft; eave=6ft; Cat. Ii; Exp C; Encl., GCpj=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, 1005 Ib 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 purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE � Design valid for use only with Milek0 connectors. Thlsdesign Is based only upon pararnelers shown, and Is for an Individual building component, not a truss system. Before use, the building designer must vedry the applicabiiity of design parameters and properly incorporate lhis design Into the overall �/y building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addiltonal temporary and permanent bracing itlliTel • Is always required for stability and to prevent collapse with possible paison d injury and property damage. For general guidance regarding the Parke East Blvd.fabicallon storage, delivery. erection and bracing of 1nISSe5 and la6904 Pae lass systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BOST Building Component Tampa. rk East Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite, 312, Alexandria. VA 22314. — Truss Truss Type Oty Ply 71 Carlton ith a ern garage T9680947 �J M11392 BHA BOSTON HIP 1 1_ Job Reference o floral • Chambers Truss, Fon rc Piee, FL — F 7.640 s Apr 19 2016 Mi fek Industries, Inc. Mon Oct 17 10:39:44 2016 Page 2 ID: ktiGCA6bx7j2SyIHDXFw7ye3KX-i569z2DU1 d8m_E5LBs?hotHVcuYtd?nYyGfotrySYRC NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 381 lb up at 7-0-0, 1581b down and 206 lb up at 9-0-12. 158 Ib down and 206 Ib up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 Ib down and 206 Ib up at 17-0-12, 158 lb down and 206 Ib up at 17-11-4, 158 lb down and 206 lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 ib down and 206 Ib up at 25-11-4, and 1581b down and 206 Ib up at 27-11-4 on top chord, and 3731b 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 17-11-4, 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 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) Q wARNIva - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mt1.7473 rev. 101031Y015 BEFORE USE. � Design valid for use only wllh IdiliekIc connectors. This design is based only upon paramelers shown. and is for an Individual building component. not a tnrss syseem. Before use, the building designer musl vedfy, the applicat)Plty of design ixlrarnetersand properly incotporafe Ihis design Into the overall �O l�k, building design. Bracing Indicated Islo prevent buckling of Individual buss web and/or chord members only. Additional lernporaryand permanent bracing Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the e East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa. 6904 Parke East Safety Information available from truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. )b Truss Truss Type Oty Ply 71 Carkon ith 8 ext garage T9680948 11392 GRA HIP 1 1 Job Referencq�optionap Chambers Truss, Fon Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oci 17 10:39:45 2016 Pagel ID: kfiGCA6bx7i2Sy1HDXFw7ye3KX-AHgXAOEGowGdbOgXIZWwz5gafisOMM3hBwOMPlySYF .0-0 7.0-0 14-11-0 21-5-2 I 28-0-0 - _ 35-0-0.�b-u-t� 11 0--0---_^-0.0 7-11-0 s•s-2 6-6-14 7-0-0 ` 1.0.0 Scale = 1:61.8 4.00 r12 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 6x70 _ 36 37 38 "39 11 40 41 3x4 2x3 11 3x6 = 3x4 = 4x6 = 2x3 11 3x5 = = LOADING (psf) SPACING- 2-0-0 CSI. ( DEFL. in (loc) 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 IVa BCDL 10.0 Code FBC2014frP12007 (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 6), 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=-1920/1225, 31-32= 192011225, 7-32= 1920/1225, 7-8=-2869/1716 BOT CHORD 2-15= 723/1342, 15-33=-732/1382, 33-34= 732/1382, 14-34=-732/1382, 14-35=-732/1382, 13-35=-732/1382, 13-36=-1107/1920, 36-37= 1107/1920, 37-38= 1107/1920, 12-38=-1107/1920, 12-39=-1524/2706, 11-39=-1524/2706, 11-40=1524/2706, 40-41= 1524/2706,10-41— 1524/2706,8-10=-1513/2668 WEBS 3-15=-155/711, 3-13=-2806/1663, 4-13= 848/795, 6-13=-3446/2082, 6-12= 87/648, 7-12= 8351507, 7-1 0=-1 77/660 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; 13=7011; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in ail 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 WEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek0 connectors. Rris design Is based only ury)n parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer roust verify the appliec3Uiliy of deslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e East BNd- fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parktk East 0 Safety Information available from Truss Pule Insitlute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. ob Truss russ ype Qty Ply 71 Cathon ith 8 ext garage T966D948 M11392 GRA HIP 1 1 Job Reference o tional) 7.640 s ADr 19 2016 Mi I9K industries. Inc. Mon Oct 17 10:39:45 2016 Page 2 chambers buss, eon tierce, — ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-AHgXAOE6owGdbOgxi[wwzbgansuNrmnnrswurvrnyo 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 Ib down and 155 Ib up at 13-0-12, 90 Ib down and 155 Ib Llp at 15-0-12. 90 lb down and 155 lb up at 17-0-12, 90 Ib down and 155 Ib up at 17-11-4, 90 Ib down and 155 Ib up at 19-11-4, 90 lb down and 155 lb 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 lb down and 263 Ib up at 7-0-0, 63 Ib down and 3 Ib up at 9-0-12, 63 Ib down and 3 lb up at 11-0-12,•63 lb down and 3 lb up at 13-0-12, 631b down and alb up at 15-0-12, 63 lb down and alb up at 17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 Ib down and 3lb up at 19-11-4. 631b down and 3 lb up at 21-11-4, 631b down and 3 ib up at 23-11-4, and 63 Ib down and 3 Ib Llp 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(8) 10= 452(B) 22=-90(B) 23=-90(B) 24= 90(B) 26= 90(B) 27= 90(B) 28=-90(B) 30= 90(B) 31= 90(B) 32= 90(B) 33=40(B) 34= 40(B) 35=-40(B) 36=-40(B) 37=-40(B) 38_ 40(B) 39=-40(B) 40=-40(B) 41=-40(B) ® WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI14473 rev. 1010312015 BEFORE USE. � Design valid tot use only with Mlfek,& conneclors. This design Is based only union rxurameteis shown, and Is for an Individual buliding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorrwrole This design into The overall Welk' design. Bracing indicated Is to prevent buckling of It fRISS 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 s East Blvd.fabricallon, storage, delivery, erection and bracing of trusses and Miss system6904 Park se s, eANSI/TPiI Quality Criteria, DSB-89 and BC61 Building Component Tampa, Parke East 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss russ Type city Ply 71 Carhon lh a ext garage T966D949 M11392 Jt MONO TRUSS B 1 Job Reference (optional) • Chambers Truss. Fort Pierce, FL 7.640 s Apr 10 2016 MiTek Industries, Inc. Mon Oct 17 10:21EW 2016 Pagel ID: kfiGCA6bx7i2SviHDXFw7ve3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gQa8vxkySYRE 1-0-0 1-0-0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz 2=48(LC 8) Max Uplifl3— 5(LC 5), 2=-127(LC 8), 4=-2(1_C 5) Max Grav3=11(LC 13), 2=113(LC 1), 4=11(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purfins. 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; 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 5 lb uplift at joint 3, 127lb 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 MirEK REFERANCE PAGE AfIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with WIT connectors.lhls design Is based only upon rxuameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate Us design Into the overall buiding design. Bracing indicated isto prevent bucdding of Individual (russ web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fobricaffon, storage, delivery, erection and bracing of trusses and tnrss systems, seeANSI/rPl1 Quality Criteria, DSM9 and SCSI Building Component 6904 Parke East Blvd. ' Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss � Truss Type Qty Ply 71 Carkon ilh 6 ext garage T9680950 M11392 J3 MONO TRUSS It 1 7 e10 Job Reference (° tip otial) S e..r 10 2r1e nAl7ok Inrlustriwe. Inc- Men Oct 17 10:39:46 2016 Page 1 Chambers Truss, Fort Pierce, FL ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiLK52_gQaBvxkySYRB 1 0 0 ---- --- -i - 3.0.0 3x4 = Scale = 1:9.6 3-0-0 DEFL. in (loc) I/defl Ud PLATES GRIP LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 MT20 2441190 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 FBC2014JTP12007 (Matdx-M) Weight: 11 lb FT = 0% LUMBER- BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Harz 2=85(LC 8) Max Uplift3= 53(LC 8), 2=-149(LC 8), 4=-3(1-C 8) Max Grav3=58(LC 1), 2=184(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=1511; B=70ft; L=35it; 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 fora 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE Design valid for use only with MITek6 connectors. This design is Lased only upon parameters shown, and Is for an individual binding component. not a truss system. Before use, the building designer must verify the applicability, of design parameters and properly incorporate Bits design Into the overall p� building design. Bracing Imilcated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTelc Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the 6904 Parke E¢Blvd. fabricatlon, storage, delivery, erection and bracing of trusses and tfuss systemrkEast s, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, rk 33610st Safety Information available from truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. fuss ype �Qty Ply 71 CarHon Ah a exr garage ob cuss T9680951 M11392 J5 MONO TRUSS 8 L 1 Job Reference o tp Tonal) aen no. t n �m a Mi7wk Indusines. Inc. Mon Ocf 17 10:39:46 2016 Pape 1 Chambers Truss, Fort Pierce, I-L _ ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFTJH29VIMuPiIJ52_gQaBvxkySYRB C§ q 1 0 0 --T— --- - 5-0-0 3x4 = Scale = 1:12.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell 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 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ` Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight: 17lb FT=0% 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 Horz2=123(LC 8) Max Uplfft 96(1-13 8), 2=-194(LC 8) Max Grav3=1OO(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=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=35fh 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 MITEK REFERANCE PAGE MIf-7473 rev. 1010312015 BEFORE USE Design valid for use only with MilekO conneclors. This design Is based only upon parameters shown, and Is for an Individual Wilding component. not , a hto system. Before use. the biAlding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �Y l�r k, Witting 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 with possible personal Injury and property damage. For general guidance regarding the e East Blvd.fabrication, storage, delivery, erection and bracing of irU6904 Park 55eS and 1Rrss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, Parke East 0 Safety Information ava�llable, from Truss Plate InStllLile, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 1 F":y Fy— 71 Corkon hh B ext garage Jobruss TTruss yp� eT9680952 M11392 J7 MONO TRUSS 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.ti40 s Apr 19 2016 MiTek industries, Inc. Mon Oct 17 10:30:47 2016 Page 1 ID: kfiGCA6bx7i2Sy1HDXFw7ye3KX-6golb4FNKYWLrigvt_ZO2Wv5t6ZsgVE_fEtSUAySYRP 1-0-0 —I 7.0.0 Scale = 1:16.5 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 240 PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 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 Horz(TL) 0.01 2 n/a n/a Weight: 23 lb FT = 0% 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 20 SP No.3 REACTIONS. (lb/size) 3=144/Mechanical, 2=365/0-8-0, 4=60/Mechanical Max Horz2=161(LC 8) Max Upllft3=-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=151t; 131=701t; L=3511; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 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. verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev, 1010312015 BEFORE USE Design valid for use only with MITekb connectors. this design Is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the buildthfl designer must verify the applicability of design parameters and property Incorporate flits design Into the overall 6VliTek� building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord memm trurs only. Additional leporary and pemtanenl bracing is always tegcdred for slablilly and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the 6904 Parke East Blvd.fabrIcafion, slorage, delivery, erecilon and bracing of trusses and truss systems, se Quality Criteria, DSB 89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Ines Plate Insillule. 218 N.-Lee Street, Suite 312, Alexandria, VA 22314. Job fuss fuss Type Oty Ply 71 Carkon Bh 8 ext garage T9680953 M11392 KJ7 MONO TRUSS 4 .1 Job Reference (olpl:Lional)__ Chambers Truss. Fort Pierce. FL 7.640 s Apr 19 2016 ®re Industries, Inc. Mon Oct 1710:39:47 2016 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6golb4FNKYW Lrigvt_ZO2W v656fCgSk_iEtSUAySYRA -1-5-0 6.8-12 f — . 9-70-1 1-5.0 ' 6-8.12 3-1-5 Scale = 1:21.1 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 i 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 FBC2014/TP12007 (Matrix-M) Weight: 381b FT = O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=392/0-11-5, 5=440/Mechanical Max Horz2=192(LC 8) Max Upijft4— 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 (Ib) 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70it; 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 20.0psf 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 (plf) Vert: 1-2= 54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-183(F=-39, B=-39), 8=0(F=10, B=10)-to-5=49(F=-15, B=-15) ® WARMING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE 11,1I1-7473 rev. 1010312016 BEFORE USE � Design valid for arse only with MiTek� connectors. Rt{s design Is based only upon parameters shown, and Is for an Individuxll txID!iing component. not a truss syslern. Before use, the building designer must verify the applicabRity 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 lempotary and permaneni bracing MTek' Is always required for stability and 10 prevent collapse with possible personal Injury and properly damage. For general guidance regarding the e East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPit Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314.336.10 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0-'/1 dr For 4 x 2 orientation, locate plates 0-`r,a" 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 c O U a- O 61 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, 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 R MiTek� MiTek Engineering Reference Sheet: Mil-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. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%attime 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 sholl be of the species and sae, 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.