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Lumber design vCiLies 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 Site Information: Customer Info: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County Project Name: M11392 Model: Subdivision:., State: FL File Copy MITek USA, Inc. 6904 aPa_rrke Ea6sit Blvd. 70 Carlton 3 Bedroo Rear Porch5 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: FBC2014fTP12007 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. Seal# Truss Name I Date 1 T9680939 1 A 1 10/17/16 12 I T9680940 J Al 110/17/16 1 13 I T9680941 I A2 1 10/17/16 1 14 I T9680942 I A3 1 10/17/16 15 I T9680943 I A4 10/17/16 1 6 IT9680944 I A5 10/17/16 7 I T9680945 I ATA 1 10/17/16 18 I T9680946 113 10/17/16 1 9 T9680947 BHA 1 10/17/16 10 I T9680948 I GRA 1 10/17/16 1 11 T9680949 I J 1 110/17/16 12 T9680950 1 J3 110/17/16 I 113 I T9680951 05 1 10/17/16 114 I T9680952 J J7 1 10/17/16 I 115 I T9680953 1 KJ7 1 10/17/16 I 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 MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ��r,unurrrrr ,OPQU I N 68182 - 3 :. S TAT E OF i ss;ONALS 0% IIII111 Joaquin Velez PE No.68182 Mrrek USA, Inc. FL Cert'6634 6904 Parke East Blvd. Tampa FL 33610 Date:. October 17,2016 Velez, Joaquin 1 of 1 r, )b TrussTruss Type Qty Ply 71 Carhon Rh 8 ext garage T9680939 11392 a A HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:38 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-txlui?8jSnNdGJeBrbuHBd1 URUSBDMzfaU3UfCySYI r1-0 Q 6-10-14 9-0.0 14-11-0 20-2.13 i 26-M 28-1-2 35-0-0 _ :d6•u-0 1.0-0 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 N. 6 4.00 12 4x8 = 2x3 11 3x6 = 2x3 11 4x8 — 2x3 �a \ 424 5 6 7 25 8 9 17 16 15 14 t3 rc 3x4 = 3x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x5 = 3x6 = 9-0-0 14-11-0 20-2-13 26-0-0 35-0-0 9-0-0 5-11-0 53-13 5-93 9-0-0 .,.1n IVV% rn•no o CAnol rA-n-,-A n-o-nl ra-n-r;-A n-9-nl 1`10T1-1-F Fdnal _2 Cs m 1 'n 6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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(fL) -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 FBC2014/TP12007 (Matrix-M) Weight: 152lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD- 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0, 15=575/0-8-0, 10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8), 15= 333(LC 8), 10= 685(LC 8) Max Grav2=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, 9-1 O 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=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 dralnage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=631, 15=333, 10=685. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I ® WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mu-7473 rev. 101031201E BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a Inrss system. Before use, the buildng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Additional temporary and permanent bracing MOW building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. 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/TPI I Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss ype Qty Ply 71 Carlton th 8 exl garage T9680940 M11392 Al SPECIAL 1 1 Job Reference o tional ,. 1..,. AA,... !'1,.1 t71a�1P•:�P Bata Pwnw i Chambers Truss, Fort Pierce, FL '�"-5 Pr ""'"'•"'"""'""""'""""""-'""""'""'""'-'-'-'-' I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-L7JGwL9MD4V UtTDN PJQWjgaei um7yhBop?xi BeySYRI 1-0 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 35.0-0 6-0- -0-0 ' 8-6-0 2-6.0 3.9-0 4-11-14 4-3-2 3-4-7 7-7-9 -0-0 4.00 12 3x8 = n..., A 5x6 = 2x3 I l = 5x6 = 3x4 4 20 6 6 21 7 13 12 5x8 MT18HS = 3x5 = 2.00 12 Scale=1:62.9 3x12 = N I� C9 0 0 Plate Offsets (X Y) f2'0 0 2 Edgej f9'0-1-15 Edger LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) 1/defl L/d 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: 155 lb 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 (lb) or less except when shown. TOP CHORD 2-3=2989/1742, 3-4=-2796/1682, 4-20=-2916/1774, 5-20= 2916/1774, 5-6= 2916/1774, 6-21=-4530/2576, 7-21= 4530/2576, 7-8= 5193/2889, 8-9= 5612/3215 BOT CHORD 2-13= 1521/2769, 12-13=-1301/2515, 11-12— 2065/3799, 9-11=-2968/5344 WEBS 3-13= 317/323, 4-13=-238/414, 4-12=-330/649, 5-12=-262/236, 6-12— 1031/619, 6-11=-332/886, 7-11=-763/1479, 8-11=-395/407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.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 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. Q WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must 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 p� O IY IC 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 Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carhon ith 8 ext garage T9680941 M11392 A2 SPECIAL 1 1 o fl Job Reference oral A,I7 n,1 II In-o—A onlR P.— i Chambers Truss, Fort Pierce, FL ,... a.,r, ,.. ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZyOxIG17naH5jh7Jy2fhbk4ySYRH 1-0- 8-6-0 13-0-0 14.9-0 22-0-0 27.4-7 35-0-0 6-0- -o-0 8-6-0 4-6-0 1-9-0 7-3-0 5.4-7 7-7-9 -D-0 5x6 = 3x4 = 5x6 = 4.o0 F1_2 4 20 5 21 6 " 12 3x4 = 5x8 = 4x5 = 2.00 FIT Scale = 1:62.9 3x12 = 10-0-0 14-9-0 22-0.0 24-6-8 35-0-0 10-0-0 4-9-0 7-3-0 2-63 10-5-8 Plate Offsets (X Y) [2'0-2-14 Edge], f8'0-1-15 Edoei LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 pudins. SOT CHORD 20 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 Horz 2=136(LC 7) Max Uplift2=-834(LC 8), 8=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3004/1748, 3-4=-2812/1694, 4-20=-2493/1570, 5-20=-2493/1570, 5-21=-3293/1951, 6-21=-3293/1951, 6-7=-5114/2850, 7-8= 5625/3250 BOT CHORD 2-13=-1527/2783, 12-13=-1183/2322, 11-12— 1314/2540, 10-11=-1708/3355, 8-10= 3001/5355 WEBS 3-13=-346/350, 4-13=-308/539, 4-12= 296/568, 5-12= 767/515, 5-11=-418/924, 6-11=-392/253, 6-1 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; iviW 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) 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 pltchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Wei( 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Carbon hh a ext garage T9680942 M11392 A3 ]SPECIAL 1 1 171 Job Reference (optional) T k l d I M O 1 17 103940 2016 Pa e 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MI e n usines, me. on c g ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZyOxIG17poH5sh9Ey2fhbk4ySYRH 1.0 8-6-0 15.0-0 20-0-0 24-6-8 27-4-7 35-0-0 6-0- 0-0 8-6.0 6 6-0 5-0-0 4 6-8 2-9-15 7-7-9 -0-0 3x6 = 4.00 12 5x6 = 14 13 2x3 II 5x6 = 4x4 = 2.00 F12 Scale: 3/16"=l' 3x12 = 1CP 0I 0 8-6-0 14-9-0 20-0-0 24-6-8 35-" 8-6-0 6-3-0 5-3-0 4-6-8 10-5.8 Plate Offsets (X,Y) f2'0 0 14 Edgel f8:0-3-0 0-3-01 f9:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 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 FBC2014fTP12007 (Matrix-M) Weight: 160lb 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 7-12 REACTIONS. (lb/size) 2=136410-8-0, 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=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=35111; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 Qt=lb) 2=834, 9=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must 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 MiTek' 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 musses and truss systems, seeANSI/TPII Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T9680943 M11392 ' A4 SPECIAL 1 1 Job Reference (optional) 016 MT k I d t i Inc Mon Oct 17 10.39.41 2016 Pace 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2 i e n us ras, . g I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-H W QOKOBcliIC7nNmW kS_oFf_ZhR9QZn5GJQBGXySYRG 1-0- 8-6-0 14.9.0 17.0-0 8-024-6-8 27-4-7 35-0.0 6-0- 1.0 8-6-0 6-3-0 2-3-0 -04 6-6-8 2-9-15 7-7-9 -0-0 3x6 = 4.00 F12 5x6 = 4x6 = 9x3 II 16 15 4x8 = 2x3 11 5x8 = 2.00 12 8.6-0 14-9-0 1 18-0-0 24-6-8 35-0-0 8.6-0 6-3-0 _3-3.0 6.6.8 10-5-8 Scale: 3/16"=l' 3x12 = Plate Offsets (X Y)-- 12:0-0-10 Edgel f9:0-3-0 Edgel f11.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1ldefl L/d 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 W B 0.96 Horz(TL) 0.46 , 11 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz2=-175(LC 6) Max Uplift2= 834(LC 8), 11=-815(LC 8) FORCES. (lb) - Max. CompJMax. 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, 8-9= 5195/2958, 9-10=-5237/2955, 10-11=-5582/3192 BOT CHORD 2-16=1513/2819, 15-16= 1513/2819, 14-15=-991/2102, 13-i4=-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; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=351t; 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) 11 considers parallel to grain value using ANSIIrPI 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. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must 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 {�p ek' Mi lT Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gutdance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and 8CSI 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 CarRon ilh a e�garageT96B0944 M11392 A5 SPECIAL 16 1Job Reference awn e... �o �n�a MTnk Induetriec. Ina Mon Oct 17 10:39:42 2016 Panel Chambers Truss, Fort Pierce, FL "-'- - - -- - I D:_kfiGCA6bx7j2Sy1 H DXFw7ye310C-mi_PYMCEW 7u3kwyy4RzDLSC5r5nn95W FVyAhorySYRF 1.0.0 8-6-0 14-9-0 17.6-0 24-6-8 27.4-7 35.0.0 6-0- 1-0.0 8-6-0 6-3-0 2-9-0 7-0-8 2.9-15 7-7-9 1-0-0 3x6 = 4.00 F12 5x8 11 14 13 2x3 11 5x10 = 2.00 12 Scale = 1:61.8 3x12 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES, GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(fL) -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/fP12007 (Matrix-M) Weight: 159lb FT=20% 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 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=-1515/2812, 13-14� 1515/2812, 13-21=-997/2050, 21-22= 993/2058, 12-22=-989/2072, 10-12=-2942/5328 WEBS 3-14=0/256, 3-13= 704/472, 6-13— 235/512, 6-12=-1924/3461, 7-12= 327/336, 9-12— 308/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 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 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/TTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=834, 10=815. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARMING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103201E BEFORE USE. �� Design valid for use only with MlTek® 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 building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT eW 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 Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job fuss Truss Type Qty Ply 71 Carhon th 8 ext garage T9680945 M11392 ATA COMMON 5 1 Job Reference (optional) c M; A IM—trin rn, Khm Od 17 10•39•42 2016 Page 1 Chambers Truss, Fort Pierce, FL ,...�..a..p �,,.,,.�..,.,�--...-_,..._...._..__... ._.__..___._ . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSCCE5tE97SFVyAhozySYRF 0111A, O ^ 8-4-0 12-11-0 17.6-0 22.1-0 26-8-0 i _ 35-0-0 y36-00. 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0 0 �1 6 4x5 = 4.00 12 4x4 = Scale = 1:60.8 17 1b w c 2x3 11 4x6 — 3x8 2x3 11 4x5 3x8 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 166lb FT=0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: 8-6-0 oc bracing: 14-15. REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Harz 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.Opsf; h=15ft; B=70ft L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=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 MII.7473 rev. 10/03)2015 BEFORE USE. � Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must 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 oNy. Additional temporary and permanent bracing Mffek` 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 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 Carillon ith 8 ext garage T9680946 M11392 - B COMMON 2 1 Job Reference o tional M!!eK Indndri"e Inn Mnn Ont 1710t39�432016 Paae 1 Chambers Truss, F•on Fierce, t-L 'lHDX .w7ye3 .X-Ev -"iCsH JO ---- - ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-EvYnIiCsHJOvM4X8e9USugkOrVGsuZlOkcvFLPySYRE �1 p q 8-3-5 14 0-0 i _17 6-0 21-0.0 26-8-11 35.0-0 36-0-0 1-0-0 8.3-5 5-8-11 3-6-0 3-6-0 5-8-11 8 3 5 1-0 0 �1 6 Scale = 1:60.8 4.00 12 3x6 = 17 -- 1b 19 14 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.16 12-23 >938 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 149 lb FT = 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=-262/771, 15-16=-262f771, 13-14=-2627751, 12-13= 2621751, 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; VUIt=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; MWFRS (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 = I O.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 pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010=015 BEFORE USE. � Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component- not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Info )he 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 fabrication, storage, dellvery, erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1 � Io ob Truss Truss Type Qty Ply 71 Carlton ilh 8 ext garage T9680947 411392 - BHA BOSTON HIP 1 1 Job Reference (optional) I Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:44 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-i569z2DU1d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYP 15.6-0 21.6-0 0.q 7 a0 9-6-0 i 11-6-0 13-6-0 14-0 0 17-6-0 19-6-0 21.0.0 23-6-0 25.6-0 1 29.0-0 35-0-0 36-0.0 �1 1-a0 7-0.0 2-6-0 2-0-0 2-0.0 0-6-01.6-0 ' 2-0-0 2-a0 l-e-u u-o-u z-uu z-o-u z-o-a - ru-v Scale: 3/16'=l' THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. TOP CHORD MUST BE BRACED BY END JACKS, THIS DIAPHRAGM MUST BE CAPABLE OF ROOF DIAPHRAGM, OR PROPERLY CONNECTED 4.00 12 4x4 = TRANSFERRING ROOF LOADS TO THE GROUND PURLINS AS SPECIFIED. WITH NEGLIGIBLE LATERAL DEFLECTIONS. 12 57 15 58 17 56 59 3x6 % 55 9 20 3x6 548 60 22 Sx12 i r5 6 x6 = 3x4 2�1 Sx12 4 26 3 11 16 19 1 23 63 14 52 28 29 C4 n1 2 O 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 0 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 7-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 7-0.0 Offsets (X,Y)-- [32:0-3 8 0 3 O1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) Udefl 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 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 208 lb FT = 0% TOP 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. (lb) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-579(LC 8), 33=-1255(LC 8), 32=-1005(LC 8), 28— 446(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=833(LC 17), 33=1803(LC 1), 32=151 O(LC 1), 28=646(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-52=-1607/1042, 3-52=-1441/984, 3-53=-108/258, 27-63= 906/619, 28-63=-1056/658, 3-5=-439/531, 5-7= 433/524, 7-10= 433/524, 10-11= 433/524, 11-13=-433/524, 13-14=-433/524, 14-16=-433/524, 16-18= 433/524, 18-19=-433/524, 19-21=-378/423, 21-23= 378/423, 23-25= 378/423, 25-27=-383/429 BOT CHORD 2-35— 880/1473, 35-42=-855/1390, 4243=-855/1390, 34-43=-855/1390, 34-44=-855/1390, 33-44=-855/1390, 33-45= 386/402, 45-46= 386/402, 4647= 386/402, 47-48=-386/402, 3248=-386/402, 3249=-525/923, 31-49=-525/923, 31-50= 525/923, 50-51_ 525/923, 30-51=-525/923, 28-30=-514/952 WEBS 3-35=-168/626, 27-30=0/430, 3-33=-1994/1462, 11-33= 815/786, 19-32=-777/748, 27-32=-1400/992, 9-10= 465/455, 20-21=-464/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511t; 13=701t; L=3511; eave=6ft; Cat. 11; Exp C; Encl., GCpf=o.18; MIN 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 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 purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component• not a truss system. Before use, the building designer must 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 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 IRlss 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. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Oh 8 ext garage T9680947 M11392 BHA BOSTON HIP 1 1 FJObReference (optional) .. I,.,. �,1,.,. (1,.�'l �/1•'1PAA �Jlf1G Pnnn 7 Chambers Truss, Fort Pierce, FL I D:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-i569z2D U 1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb 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 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4,-158lb 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 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 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 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). r LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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=-11B(F) 57= 118(F) 58=-118(F) 59= 118(F) 60=-118(F) 61=-11B(F) 62= 118(F) 63=-118(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7073 rev. 10/012015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a fftlss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 71 Carlton th 8 ext garage T9680948 M11392 GRA HIP 1 1 Job Reference o tional i.namoers i russ, ruu nn,u - - y ID:_kfiGCA6bx7j2Sy1 HbXFw7ye3KX-AHgXA0E6owGdbOgXlZWwz5gaflsOMM3hBwOMPIySYRC li 0 q 7-0 0 14-11-0 21-5-2 " 28-0-0 35-0-0 36-0-0 1-0-0 7-0-0 7-11.0 6.6-2 6.6-14 7-" n 6 4.00 12 5x8 = 3 22 23 2x3 II 3x6 = 3x6 = 4xB = 24 25 4 26 27 5 28 629 30 31 32 7 Scale = 1:61.8 15 33 34 14 35 6 3 = 36 37 38 7239 11 40 41 1u 3x4 = 2x3 II 3x6 = 3x4 = 4x6 = 2x3 II 3x5 = 7-0-0 14-11.0 21-5-2 28-" 35-0-0 7-0-0 7-11-0 6-0-2 6-6-14 7-0-0 Plate Offsets (X Y)-- f3.0-5-4 0-2-81 i7:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 153lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0, 13=3177/0-8-0, 8=1246/0-8-0 Max Horz2=78(LC 7) Max Upllft2=-516(LC 8), 13=-1909(LC 8), 8— 799(LC 8) Max Grav2=778(LC 17), 13=3177(LC 1), 8=1246(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1467/855, 3-22=-747/1318, 22-23= 747/1318, 23-24=-747/1318, 24-25=-747/1318, 4-25=-747/1318, 4-26=-747/1318, 26-27= 747/1318, 5-27— 747/1318, 5-28=-747/1318, 28-29= 747/1318, 6-29= 747/1318, 6-30_ 1920/1225, 30-31 =-1 920/1225, 31-32=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= 152412706, 11-40=-152412706, 40-41= 1524/2706, 10-41=-1524/2706, 8-10= 1513/2668 WEBS 3-15=-155/711, 3-T3=-2806/1663, 4-13=-848/795, 6-13=-3446/2082, 6-12=-87/648, 7-12=-835/507, 7-10=-177/660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint 2, 1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the appiicabliity 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 MiTek• 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pry 71 Carlton hh 8 ext garage T9680948 M11392 . GRA HIP 1 1 Job Reference (optional) ,. n... �o �n1a A.IfTo4 lr,rl„elrioc .... M— 0H 17 1n-Aq•AS 9019 Paae 2 Chambers truss, Fort tierce, FL ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-AHgXAOE6owGdbOgXIZWwz5gaflsOMM3hBwOMPIySYRC 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, 90 lb down and 155 lb up at 15-0-12, 90 Ib down and 155 Ib 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 Ib down and 1551b up at 21-11-4, 90 lb down and 155 lb 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 Ib down and 3 Ib up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 Ib up at 23-11-4, and 63 Ib down and 3 Ib up at 25-11-4, and 452 Ib down and 263 Ib 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) ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev. 10/0 MIS BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p� p� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage. delivery, erection and bracing of trusses and inns systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 8 ext garage 79680949 M11392 . J1 MONO TRUSS 8 T71rkonkh eference (optional) ea: — \.Inn Y1M 1 7 1 A-AO-dR 9M R P— 1 Chambers Truss, Fort Pierce, FL ,...-.., ,.r„,...._.....___...__,..._...._..__... ._.__.___._ ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gQaBvxkySYRB -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdef1 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2=48(LC 8) Max Uplift3=-5(LC 5), 2=-127(LC 8), 4=-2(LC 5) Max Grav3=11(LC 13). 2=113(LC 1), 4=11(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall IYI� I�R� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd.fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Car hon hh 8 ext garage T9680950 M11392 J3 MONO TRUSS 8 1 �71 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Ap 19 2016lum en mwusa as, ue w n.. ,.,o, ,. �...��.�� �..,.. , age , ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiLK52_gQa8vxkySYRB 1-0-0 1 3-0-0 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 TCDL 7.0 Lumber DO 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/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x,4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Horz 2=85(LC 8) Max Uplift3=-53(LC 8), 2=-149(LC 8), 4= 3(LC 8) Max Grav3=58(LC 1), 2=184(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.6 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BO-T 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=7011t; 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 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. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIf-7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 I VIp� ig ek 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 taus 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, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carhon Rh 8 ext garage T9680951 M11392 + J5 MONO TRUSS 8 1 Job Reference (optional) a Chambers Truss, FortPierce, FL r" .. """ "; '" """""'"". . """ -' ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMuPiIJ52_gQa8vxkySYRB 1-0.0 ' 5-0.0 Scale = 1:12.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 17 lb FT = 0 /o LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-B-0, 4=47/Mechanical Max Harz 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; 13=70ft; L=35ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use oNy with MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ' a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall �q g building design. Bracing Indicated Is to prevent Wckling of Individual truss web and/or chord members orgy. Additional temporary and permanent bracing I V11 W 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 r ob Truss Truss Type Qty Pl=Reference T9680952 At 1392 J7 MONO TRUSS 24 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Oct 17 10:39:47 2016 Page 1 ID: kfiGCA6bx7i2SviHDXFw7ye3KX-6golb4FNKYWLrigvt_ZO2Wv5t6ZsgVE_fEtSUAySYR 1-0-0 ' 7-0-0 Scale = 1:16.5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in Qoc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 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(I'L) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical, 2=365/0-8-0, 4=60/Mechanical Max Horz 2=161(LC 8) Max Uplift3=-140(LC 8), 2_ 240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1), 4=103(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. ll; 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. L WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE PAGE MII-7473 rev- ia( 2015 BEFORE USE � Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the appllcabillty 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek7 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply 71 Carlton ith B exl garage T9660953 M11392 . KJ7 ]MONITnUSS 4 1 ' Job Reference (optional) .. I,.,. \A.... e1..1 17 10:39:47 201 P Pap 1 Chambers Truss, Fort Pierce, FL,..,4..5.,P„��....,..,,,o�,,.���.,, .-...._..__...._.__...__._._a_. I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6goIb4FNKYW Lrigvt_Z02Wv656fCgSk_f EtSUAySYRA 6-8-12 9-10-1 1-5, 6-8-12 3-1-5 3x4 = 3x4 = Scale = 1:21.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 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 FBC2014lrP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=392/0-11-5, 5=440/Mechanical Max Horz2=192(LC 8) Max Uplift4=-133(LC 8), 2=-266(LC 8), 5=-232(LC 8) Max Grav4=161(LC 13), 2=392(LC 1), 5=442(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7= 46W746, 6-7= 4697746 WEBS 3-7=0/285, 3-6=-860/541 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=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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=-133(F— 39, B= 39), 8=0(F=10, B=10)-to-5= 49(F=-15, B= 15) ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIf-7473 rev. 101=015 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 not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew 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 trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke 3ast Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 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-'/1d' - -I- For 4 x 2 orientation, locate plates 0-1/0 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/TPI I: 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 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS C9 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 MiTek5 All Rights Reserved mm W1 'E� MiTek 0 MiTek Engineering Reference Sheet: Mll-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 stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed I W. 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.