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Lumber design values are in accordance with ANSI/TPI 1 section 6.3 .These truss designs rely on lumber values established by others. - ,MiTek RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tam a`FL 33610-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bed roor>� Rear Porch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 (All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 __ T12151408 A 9/29/17 12 1 T12151409 All 9/29/17 13 1 T12151410 A2 1 9/29/17 1 4 T12151411 A3 1 9/29/17 1 5 T12151412 A4 9/29/17 6 T12151413 A5 9/29/17 7 T12151414 ATA 9/29/17 18. 1 T12151415 1 B 1 9/29/17 9 T12151416 BHA 9/29/17 111.0 1 T12151417 GRA 9/29/17 �.11 I T12151418 I J 1 9/29/17 12' IT12151419 1 J3 _ 9/29/17 113 I T12151420 I J5 1 9/29/17 14 I T12151421 I J7 1 9/29/17 f 115 1 T12151422 1 KJ7 1 9/29/17 1 DEC ? 13 2017 I'F-t1PAH TING St. Lucie COUnty, FL The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IM7ORTANT 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 ANSVTPI 1, Chapter 2. 1 r r r '•�111111111�• Thomas A. Albani PE No.39360 Mrrek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 29,2017 Albani, Thomas 1 of 1 Job Job Truss Truss Truss Type ' Truss Type Qty Ply Carlion kh 8 ext garage 7t T12151406 M11392 A HIP 1 171 Job Reference (optional) �namoers i russ, ron rierce, rL r. s guy .. cu i r ry ni o.P c ray. i ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-eMn24rwiIJ2MX1icnckyfL_rx hZ0dPRb6h41yYptM r1-D-Q 6-10-14 9.0•D 14.11-0 20-2.13 26-0-0 , 28-1-2 , 35.0.0 36.0-Q 1.0-0 6.10-14 2.12 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 �1-0-0 4.0012 4x8 = 2x3 If 3x6 = 2x3 11 2x3 \\ 4 24 5 6 7 25 4x8 = 2x3 8 9 Scale = 1:61.9 t2 m 1 t2 1� 0 17 16 is 14 13 12 3x4 = 3x4 = 3x4 = 3x4 3x5 = 3xG = 4xG = 3x6 = 26-" LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud 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 Vert(TL) -0,92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 HOrz(fL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/iP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0, 15=575/0-8-0, 10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8), 15=-333(LC 8), 10— 685(LC 8) Max Grav2=1015(LC 1), 15=596(LC 17), 10=1114(LC 18) 35-" 9-0.0 PLATES GRIP MT20 244/190 Weight: 152lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2097/1237, 3-4=-1856/1112, 4-24— 2176/1325, 5-24-2176/1325, 5-6_ 2176/1325, 6-7= 2176/1325, 7-25=-2176/1325, 8-25=2176/1325, 8-9=-2172/1285, 9-10= 2353/1375 BOT CHORD 2-17= 1062/1941, 16-17=-865/1738, 15-16=-865/1738, 14-15= 1124/2176, 13-14=-1046/2067, 12-13— 1046/2067, 10-12= 1188/2175 WEBS 3-17= 302/283, 4-17=-112/324, 4-15=-292/681, 5-15= 498/392, 8-12=-142/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=631, 15=333,10=685. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARMING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MOTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. rr Design valid for use only with MilukO connectors, this design Is based only upon parameters shown. and Is for an individual building component, not a truss syslern. Before use, the building designer must verify the appllcobllity of design Ixnameters and property Incorporate this design Into the overall building design. Bracing Indicaled is to prevent buckling of Individual truss web and/or chord members only. Additional 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 o1 trusses and muss systems, seeANSVTPI 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 athon Ah 8 ext garage T12151409 FJob M11392 Al SPECIAL 1 1 Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5W?XBcelLsZgFrFclyYptL 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 1-0-0 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 = 9�a \\ 5x6 = - 2x3 11 = 35x6 = x4 4 20 5 6 21 7 13 12 3x5 = 5xS MT18HS= 2.00 f12 3x12 Scale = 1:62.9 Plate Offsels (X Y)-- (2:0-0-2,Edge1, (9:0-1-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Verl(TL) -1.51 11-12 >279 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress IncrYES WB 0.77 Horz(TL) 0.42 9 Ma 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 Horz 2=-117(LC 6) Max Uplift2=-834(LC 8), 9=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-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=351t; eave=51t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=834, 9=815. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Vedfy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev, 100312015 BEFORE USE. Design valid for use only with MITek0 connectors. this design Is based only upon parameters shown, and Is form Individual biding component,not a truss system. Before use, the bulidirig designer must vetlfy the appllcalAity of design pararrreters and properly Incorporate this deslgn Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent Lzacing MiTek' Is dways required for stability and to prevent collapse with passible personal Inlay and property damage. For general guidance regarding the kabrication, storage, delivery, erection and bracing of Itusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avallabie from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton ith 8 ext garage T72151410 M11392 A2 SPECIAL 1 1 171 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBCSWzKBb?IKkZgFrFclyYptL r1_-D-q 8.6.0 i 13-0-0 14-9-0 22-0-0 27-4.7 35.0-0 36-0- 1-0-60 8-6-0 4-6-0 1-9-0 73.0 5.4.7 7-7-9 1-D-0` ail 6 4.00 F12 5x6 = 3x4 = 5x6 = 4 20 5 21 6 Scale = 1:62.9 4x5 = 3x4 = Sx8 = _ 3x12 = 2.00 �12 10-0-0 14-9-0 22-0.0 24-6.8 35-0-0 100.0 --I 4.9-0 73-0--'~2-6.8 f 10-5.8 — —� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 160 lb FT = 20%. LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3004/174B, 3-4— 2812/1694, 4-20=-2493/1570, 5-20=-2493/1570, 5-21-3293/1951, 6-21= 3293/1951, 6-7=-5114/2850, 7-8= 5625/3250 BOT CHORD 2-13= 1527/2783, 12-13� 1183/2322, 11-12=-1314/2540, 10-11=-1708/3355, 8-10— 3001/5355 WEBS 3-13— 346/350, 4-13=-308/539, 4-12=-296/568, 5-12— 767/515, 5-11= 418/924, 6-11=-392/253, 6-10= 1159/2216, 7-10= 495/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=834, 8=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. o� Design valid for use only with MifekD r-onnectots, 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 paromeleis 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 requited for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication- storage, delivery, erection and bracing of trusses and buss systems, seeANSi/IPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 TrussjTruss Type city Ply a exl ynrageT12151411 o M11392 A3 SPECIAL 1 771'adetonrh ence (optional) --...ie. r.,.. c.r no.. — na•te•sn or17 Pwnw t Chambers Truss, Forl Pierce, FL ,,..a ID_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-3xSBityabEQxOVRBSkHfHWcLl7HcmGgrBZKMhdyYptJ 1-D• 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 4.00 12 5x6 = 4x4 = Scale: 3/16"=1' 0 m 0 2x3 I: 5x6 = 3x12 3x6 = 2.00 12 35-0-0 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Well 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 FBC2014/FPI2007 (Matrix-M) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 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=1364/0-8-0, 9=133410-8-0 Max Horz 2=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= 26OB/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= 95611895, 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=42psf; 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) 9 considers parallel to grain value using ANSI/1-PI 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- Verilydealgn parameters and READ NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with fvlliek6 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 property W orporale this design Into the overall only. Additional temporary and permanent bracing MiTek' building design. tracing indicated Is to prevent txickling of Individual truss web and/or chord members Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eteeflon and tracing of busses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22.314, 6904 Parke East Blvd. Tampa, FL 33610 JOb Truss Truss Type Qty Ply 71 Coition i1h a err garage 712151412 M11392 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:51 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8W oPcvVii?MD4vD3yyptl 1-0- 8.6-0 14-9-0 17.0-0 8-0-0 24-6-8 27.4-7 35-0.0 6.0- -0- 8-6-0 6-3-0 2-3.0 •0.6 6.6.8 2-9-15 7-7-9 -0-0 Scale: 3/16"=1' 4.00 12 5x6 = 46 2x3 11 6 7 O! 2 nl 0 16 15 4X8 = 3x6 = 2x3 11 Sx8 = 2.02 3x12 = 0 1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 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 FBC2014/TPI2007 (Matrix-M) Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Horz2=-175(LC 6) Max Uplift2=-834(LC 8), 11=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3042/1732, 3-4=-2359/1412, 4-5— 2303/1426, 5-6= 2334/1509, 6-7=-2154/1376, 7-8— 2314/1391, 8-9— 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=-308811750, 8-13=-937/1901, 10-13= 330/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5it; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI1TPI 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 M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MllekD connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a muss syslern. Before use, the bullding designer must verity the apPilcablllty of design purameters and properly Incorporate Ihls design Into the overall building design. Bracing Indleated Isla prevent buckling of Individual Kiss web and/or chord members only. Additional femparary and permanent bracing �q T M TN( Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the falrlcaflon, 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 buss Plate Institute, 218 IV. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type --��T71y-17�71 Carhon dh a exr garageT12151413 M11392 AS SPECIAL ob Reference o tional r...LM — lee r.; Q. 9e no•Sd-59 9n17 Pane 1 Chambers Truss, For Pierce, Fr.ISyI.......F...__......._.....___...__....-...- _---_- ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEB08btpSlWyYp1H 1 0 Q 8-6-0 14-9-0 17-6-0 24-6.8 27.4.7 35-0-0 36-0-0 1.0.0 8.6-0 2-9-0 7.0.8 2-9.15 7-7-9 1.0.0 Scale = 1:61.8 4.00 FIT 5x8 II l� 1I� n O 3x12zz 3x6 = 2x3 11 5x10 = 2.00 12 LOADING (pst) 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 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr YES W B 0.61 Horz(TL) 0.43 10 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 "Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 `Except" 6-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0, 10=1333/0-8-0 Max Horz 2=179(LC 7) Max Upifft2=-834(LC 8), 10=-815(LC 8) FORCES. (Ib) - 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=-2942/6328 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; MWFRS (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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/fPI 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 100lb uplift atjoint(s) except (jt=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. A WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED M1iEK REFERANCE PAGE MIt-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall only. Additional temporary and permanent bracing Met( building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members I,; always required for slab lilty 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 imss systems, seeANSI/TPn Quality Criteria, DSB-89 and BCSI Building Component 6904 Padce East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 0 Truss Truss Type Oty Ply i Carlton An 8 ext garage 712151414 M11392 ATA COMMON 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mi I eh Industries, Inc. Fri Sep 29 09:54:53 2017 Page 1 ID: ktiGCA6bx7i2Sv1HDXFw7ye3KX-TV8KKv?TtgoWFyAm7tgMugDvDCODzgclgXZOlyyYptC- -p. 8-4-0 12-11-0 17-6.0 22-1-0. 26.8.0 35.0-D 1 1-0-0 8-4-0 4-7-0 4-7.0 4-7-0 4-7-0 8-4-0 1.04 Scale = 1:60.8 4x5 = 4.00 12 4x4 = 17 1b 4x5 2x3 II 4xG = 3x8 = 2X3 11 = 3x8 = 4x6 = IA 6 r---_ 8 0 4-7-0 9-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 Weight: 166 lb FT = 0% BCDL 10.0 Code FBC2014/TPi2007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing: 14-15. REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=179(LC 7) Max Uplift2= 775(LC 8), 10=-775(LC 8) FORCES. (lb) - Max. CompJMax. 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=42psf; BCDL=3.Opsf; h=151t; B=70ft; Lr351t; eave=6$; 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 = 10,0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 2=775, 10=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11111111 -- ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED AfiT'EK REFERANCE PAGE MR-7473 rev. 1010312015 BEFORE USE. Design vaiid for use only with Mllek3 connectors. This design Is Leased only upon parameters shown, and Is for an Individual building component• not a Inrss system. Before use, the building designer intist verify the applicability of design parameters and property Incorporate this design Info the overall WOW design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing Is always regtdred for stability and to prevent collapse with possible personal injtxy and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon, storage, delivery, erection and bracing of trusses and fniss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component Tampa, Park East 0 Safety Information available train Truss Plate Institute. 21814. Lee Street. Suite 312, Alexandria, VA 22314. Jo russ russ Type Ply 71 Carlton Bh B exr garageT12151415M11392 B COMMON F111y 1 Job Reference (optional) 7 ann s Au 1a 2017 MTek Industries Ina._ Fri Sea 29 09:54:54 2017 Pace 1 Ctwiribers,Truss, Fort Pierce, FL ,._.-_.._a.ye3KX....__.____ , ID:_kiiGCA6bx7j2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZqOyYpiF j1 0 q 8 3 5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 �6-0.0 1.0.0 8-3.5 5.8-11 3-6-0 3-6-0 5.8-11 8-3-5 1 0 0 Scale = 1:60.8 4.00 12 3x6 = 17 15 w ,� 2rr3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 30 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) 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 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES �WB 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 Ito or less atjoint(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. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-854/407, 9-10=-854/407 BOT CHORD 2-17=-262/771,16-17=-262f771,15-16=-262/771,13-14=-262/751,12-13=-262f751, 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-_3.0psf; h=15ft; B=70f1; 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) 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 = 1 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 Ib uplift at joint 14 and 385 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 10/031201S BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a tnrss syslem. Before use, the btAding designer must verity the u14AIcabOlty of design parameters and properly Incorporale 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 MiTelc is always required for stability and to prevent collapse with rpssibte personal Injury and property damage. For general guidance regarding the fabxicatlon, 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 Jo cuss cuss Type Qty Ply th 8 exl garage T12Y51416 'Job M11392 BHA BOSTON HIP 1 1 Job Reference (optional), 7 640 s Au 16 2017 MITek Indusiries Inc Fri Sep 29 09:54:55 2017 Page 1 Chambers Truss, Fort Pierce, FL 9 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PuG4laOjPm2DUGKBFltq_aJCbO4rRYxaHg27MryYptE 1 s•6-0 21-6-0 1 Vol 7-0-0 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 28-0-0 35.0.0 36-0-Q 1. o 11 7.0.0 22.0-0 2-0-0 6• 1-6-0 2-0.0 2.0-0 1-6-0 0-6- 2-0.0 2 0 0 2-6-0 7-0-0 I_ 0 0 Scale: 3/16'=l' 52 3x4 = 4.00 F12 4X4 = 12 57 15 58 17 56 3x6 % 55 9 ti 548 5x12 %53 4 6 x6 = g 11 —7 --11110Bh I1 14 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 20 so 3x6 � 2461 5x12 21 26 231 W 35 42 43 34 44'33 45 46 47 48 32 49 31 50 51 30 3x6 = 6x8 = Gx8 = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Veft(LL) 0.09 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Veri(TL) -0.18 33-35 >953 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 28 n/a nfa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 208 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-579(LC 8), 33=-1255(LC 8), 32— 1005(LC 8), 28=-446(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=833(LC 17), 33=1803(LC 1), 32=1510(LC 1), 28=646(LC 1) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-52= 1607/1042, 3-52=-1441/984, 3-53= 1081258, 27-63=-906/619, 28-63=-1056/658, 3-5=439/53115-7— 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=-363/429 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= 386/402, 45-46— 386/402, 46-47=-386/402, 47-48=-386/402, 32-48=-386/402, 32-49= 525/923, 31-49= 525/923, 31-50=-525/923, 50-51=-525/923, 30-51=-525/923,28-30=-514/952 WEBS 3-35=-168/626, 27-30=0/430, 3-33=-1994/1462, 11-33=-8151786, 19-32=777/748, 27-32� 1400/992, 9-10=-465/455, 20-21 =464/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=70ft; L=35ft eave=6ft; 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 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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 puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Continued on a e 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10ID312015 BEFORE USE Design valid for use only with Milek,D connectors. lids design is based only upon parameters shown. and is for on Individual buiding component, not a truss system. Before use, the building designer must verity the appllcability of design parameters and property incorporafe this design Into the overall �► I� building design. Bracing Indicated is to prevent buckling of Individual puss web and/or chord members only. Additional lemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery- erection and bracing of busses and Criss systems, seeANSr/TPI 16lualfty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee S1reel, Suite 312. Nexandila, VA 22314. Tampa, FL 33610 ext garage T12151416 M11392 I BHA I BOSTON HIP NOTES- 10) rier d Lipuplat 11-0-12, 1581b down and 206 lb aton device(s) shall be provided sufficient o13 0-12, 158 lb down and 206 lb support concentrated load(S) up ato15-0-12wn and3lb down and 206 Ib up at 17-0-12, 158 lb down 58 lb downan206 Ib 2061b up at 17-11-4, 158 Ib down and 206 Ib up at 19-11-4, 158 Ib down and 206 Ib up at 21-11-4, 158 Ib down and 206 Ib up at 23-11-4, and 158lb down and 206 Ib up at 25-11-4, and 158 Ib down and 206 Ib up at 27-11-4 on top chord, and 373 Ib down and 236 Ib Lip at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 Ib down at 13-0-12, 69 Ib down at 15-0-12, 69 Ib down at 17-0-12, 69 Ib down at 17-11-4, 69 Ib down at 19-11-4, 69 Ib down at 21-11-4, 69 Ib 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 rioted 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=-1 18(F) 55=-1 18(F) 56=-11B(F) 57=-118(F)58— 118(F) 59= 118(F) 60= 118(F) 61= 118(F) 62=-118(F) 63=-118(F) ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED ARTEK REFERANCE PAGE M11--7473 rev. 1010312015 BEFORE USE Design valid for use only With MITeM 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 � n�T��, building design. Bracing Indlcaled Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing BY' Is always tec"red for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the 6904 Parke East Blvd. fabrlcallon, storage, delivery, erection and bracing of ftusses and truss systerns. seeANSI/1PI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, Fl- 33610 Safety Information available from Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Truss Truss�ype Oty]771 Carlton 0h a ext garage rob 1392 GRA HIP 1 Job Reference (optional) cnamoers truss, ron nerce• rL • •— •- - • •-o •- -- • • •••• � - I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzw1 LA4A4GQuLp?03W nrHf00_AvEkW UnguHyYptD Tt 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 7-0-0 1-0-6 I Scale = 1:61.8 4.00 F12 5x8 — 2x3 11 3x6 = 3x6 = 48 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 1s 33 34 14 35 6x3 = 36 37 38 1239 11 40 41 10 3x4 = 2x3 11 3x6 = 3x4 = 4x6 = 2x3 li 3xs = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BOLL 0.0 ' Rep Stress incr NO W B 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. 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=124610-8-0 Max Horz2=78(LC 7) Max Uplift2=-516(LC 8), 13=-1909(LC 8), 8=-799(LC 8) Max Grav2=778(LC 17), 13=3177(LC 1), 8=1246(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1467/855, 3-22= 747/1318, 22-23= 747/1318, 23-24=-747/1318, 24-25=-74711318, 4-25=-747/1318, 4-26— 747/1318, 26-27=-747/1318, 5-27= 747/1318, 5-28= 747/1318, 28-29= 747/1318, 6-29=-747/1318, 6-30=-1920/1225, 30-31� 1920/1225, 31-32=- 1920/1225, 7-32=-1 920/1225, 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=432/1382, 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— 2606/1663, 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=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint 2, 1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMO-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekV connectots. This design is based only upon parameters shovnt, and is tot an Individual bullding 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 buclding of individual truss web and/or chord members only. Additional fernporary and pennanenf bracing MOW Is always required for stablllly and to prevent collapse with possthie personal injury and property damage. Foi general guldartce 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 ovaliabie from Truss Plale Institute. 218 N. Lee street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 :Job Truss Truss Type Qty Ply 71 Carbon ith B ext garageT12151417 11392 GRA HIP 1 1 Job Reference o floral Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:56 2017 Page 2 ID: kfiGCA6bx7i2Sy1HDXFw7ye3KX-t4pSzw1LA4A46QULp?03WnrHfQO_AvEkWUnguHyYptD 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 LIP at 13-0-12, 90 lb down and 155 lb up at 15.0-12, 90 lb down and 155 Ib up at 17-0-12, 90 Ib down and 155 Ib up at . 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3-lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(B) 7-147(B) 15=-452(B) 13=-40(B) 4=-90(B) 10-452(B) 22=-90(B) 23=-90(B) 24=-90(6) 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) ® WARMING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valld for use only with MI1eM connectors. Thisdesign is based only upon pararetem shown, and Is for an individual building component. not a truns system. Before use, the building designer must verity the appilcabiltty of design parameters and property Incorporate this design Into the overall Additional temporary and bracing building design. Bracing Indicated Is to ptevenl buckling of Individual Inrss web and/or chord members only. permanent is always required for stability and to prevent collapse with possible, personal fnfury and property damage. For general guidance regarding the IYD���k, 6904 P. rk East 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of incases and truss systems, seeANSI/TPI I Aualily Criteria, DSB-89 and SCSI Building Component avallable from Truss Plate institute, 21814. Lee Street, Sulfa 312, Alexandria VA 22314. 0 Safety Information o Truss Truss Type Ply 71 Carkon 0h 8 ext garage T12151418 M11392 J1 MONO TRUSS JUty 8 1 Job Reference (optional) .. n,,. � a on�� nnTa4 Indnatriac Inc Fri San 2A n9-5456 2017 Pace 1 Chambers Truss, Fort Pierce, FL I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzw1 LA4A46QuL003W 11rUb0YHA8vkW UnguHyYptD -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 FBC20141TP12007 (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 Horz 2=48(LC 8) Max Uplift3— 5(LC 5), 2=-127(LC 8), 4=-2(LC 5) Max Grav3=11(LC 13), 2=113(LC 1), 4=11(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD ' Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh 13=7011; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpf=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. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 10/012015 BEFORE USE � Design valid for use only with IvlliekD connectors. Mils design Is based only upon parameters shown, and [star an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design pararneleis and property Incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of individual buss web and/or chord rnernbeis only. Additional temporary and permanent bracing MiTe le is always required (or 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, seeANSf/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss cuss Type Oty Ply 71 Carlton ith B ext garage T12151419 M11392 J3 MONO TRUSS B 1 Job Reference (optionap Chambers Truss. Fort Pierce, FL 7,640 s Aug 16 2017 Mfl ek Industries, Inc, Fri Sep 29 U9:64:57 2017 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?OfKpslvb9tlBXDRjyYptC 1-0.0 3-0-0 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 Be 0.09 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n1a 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=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Horz2=85(LC 8) Max Uplift3— 53(LC 8), 2=-149(LC 8), 4= 3(LC 8) Max Grav3=58(LC 1), 2=184(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 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=151t; B=7011; 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 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. A& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M➢-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with IdlTekO conneclois. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss systern. Before ttse, the building designer must verily the applicability of design parameters and property Incorporate flits design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Inns web and/or chord members only. Additional temporary and permanent bracing �A � l e�� I VlT Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and lam systems, seeANSI/IPI l Quality Criteria, DSB•89 and BCSI BuBding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Truss russ Type arlton Ali 8 ext garageT12151420 392 r1o JS I MONO TRUSS 7T7job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:,_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?ObOppHvb9tIBXDRjyYptC 1-0-0 5.0.0 3x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=100/Mechanical, 2=27410-8-0, 4=47/Mechanical Max Horz 2=123(LC 8) Max Upl1ft3=-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. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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 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 MI1-7473 rev. 1010312015 BEFORE USE Design valid tot use only with Mtiekl9 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 p arametem and property Incorporate this design Into the overall building design. Bracing Indicated Is Io prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possbble personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DS8-89 and SCSI Building Component 6904 Patke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Sheei, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jol'7' cuss Truss yppe - Qty Ply 71 Carlton dh 8 ext garage T12151421 M11392 17 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 mi i "n niuusu as, uuc. y <o <..,, ga , r ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkzTXMivl3?Od6pkbvb9tlBXDRjyYplC 1.p.p 7-0-0 1.0-0 7.0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/dell L/d TCLL 20.0 I Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 4-7 >520 180 BCLL 0.0 ' I Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 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(1-13 1), 2=365(LC 1), 4=103(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale= 1:16.5 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/03/2016 BEFORE USE. Design valid for use only vAlh Mlletens connectots. Thisdeslgn 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 �q Mir e is always required for stability and to prevent collapse wBh possible personal Injury and property damage. For general guidance regarding the fabrcation, 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, Alexandra. VA 22314. Tampa, FL 33610 Job Job Truss Truss Type Qty Ply—rlton ilh 8 ext garage 712151422 KJ7 MONO TRUSS 4 1 Ti'-, Reference o floral I F' S 29 0954'58 2017 Pa e 1 Chambers Truss, Fort Pierce, FL r 150 3x4 = 6-8-12 7.640 s Aug 16 2017 Mrrek Industries, nc. ri ep g I D:_kf iGCA6bx7j2Syl H DXFw7ye3KX-gTxDNc3ci11QoLj2jwQQXbCxp4DAAe?u1 zoGnz9yYptB a 3x4 = Scale = 1:21.1 6-8.12 3-1-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/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- CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=469/746, 6-7=-46W746 WEBS 3-7=0/265, 3-6=860/541 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70it; L=35ft; eave=6fh 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 lit 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 Ito uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, 6=10)-10-5=-49(F=-15, B=-15) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE. m Design valid for use only vAth MIIek* connectors. This design Is based only upon parameters shown, and Is for on Individual buildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate flits design into the overall �pT building design. Bracing Indicated Is to prevent bxrck8ng of Individual trussweb and/or chord members only. Additional temporary and permanent bracing lYI� eI Is always required for stability and to prevent collapse wllh possible personal lnjuiy and property domage. For general guidance regarding the 6904 Parke East Blvd.fabrication, storage., delivery, erection and bracing of trusses and trusssystems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available flour Truss Plale Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes 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. 0'1/1 dr For 4 x 2 orientation, locate plates 0-'ri9' from outside edge of truss. This symbol indicates the required direction of slots in connector plates, Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate •Connected Wood Trusses, 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS c 0 U a N 1'.7 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others, © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. IS. 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.