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TRUSS
Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs• rely on lumber values established by others. °M iTe k SCANNF-D BY HE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tam a�FL 336i0 4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroor>pi 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. S_eal# Truss Name Date 1 T12151408 I A 9/29/17 12 1 T12151409 J81 _J 9/29/17 J 13 1 T1 2151410 1 A2 9/29/17 1 4 I T12151411 J A3 1 9/29/17 1 5 T12151412 1 A4 1 9/29/17 1 6 T12151413 A5 9/29/17 7 T12151414 A_T_A 9/29/17 18 I T12151415 _ 1 B 19/29/17 1 9 T12151416 I BHA 1 9/29/17 1 10 T12151417 GRA 9/29/17 1 11 T12151418 J1 9/29/17 1 j-12 I T12151419 A9/29/17 13 . i T12151420 I J5 19/29/17 14 I T1 2151421 1 J7 9/29/17 15 1 T12151422 1 KJ7 1 9/29/17 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. 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. —4 -'■'I"I" Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: r September 29,2017 Albani, Thomas 1 of 1 r�- i Job Truss Truss ype Oty Ply T12151408 M17392 A HIP 1 1 Job Reference (optional) cnamoers truss, ran rierce, rL ,..,—;,.,,.y ncl eft.,."." — ...y.. . I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxnliZOdPRb6h4lyYptM T1.0•(� 6-10-14 9.0.0 14-11-0 20-2-13 26-0-0 28-1-2 , 35-0.0 36.0•(J r1-0-0 6-10-14 2-1-2 5-11-0 5-3-13 5.9-3 2-1-2 6-10-14 �1.0.0 a.00 iz 48 = 2x3 I I 3x6 = 2x3 11 2x3 4 24 5 6 7 25 4x8 = 2x3 8 9 Scale = 1:61.9 17 76 15 14 t3 12 3x4 = 3x4 3x4 = 3x4 = 3x5 = 3xG = 4x6 = 3x6 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Pie. te 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 (nor YES WB 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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-M 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 five 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; 13=7011; L=35ft; eave=5111; Cat. II; Exp C; Encl., GCpj=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nohconcurrent 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 beating plate capable of withstanding 100 lb uplift at joint(s) except Qt=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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I.7d73 rev. 1010312016 BEFORE USE. Design valid for use only with Milek D connectors. Thisdesign 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 Indicaled 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 truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCS1 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 TI T cuss Truss Type Qty P-ly Carlton Ah 8 ext garage rob T12151409 392 A1 SPECIAL 1 1 171 I—] fob 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-6YKRHBxK3cADBBHoLKFBC6W7XBcelLsZgFrFclyYptL 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 -0-0 8-6-0 2-fr0 3-9-0 4-11-14 4-3.2 3.4.7 7-7-9 1.0-1 4.00 12 5x6 = 2x3 II 5x6 = 3x4 = 4 20 5 6 21 7 Scale = 1:62.9 13 12 3x8 = US = US MT18HS= 3x12 =L- 2.00 �12 10.0.0 14.9.0 ~ '�---�— 24-6-8 _ 36-0-0 —1 10.0.0 4.9.0� 9-9.8--i-TT 10-5-8 Plate Offsets (X,Y)-- (2:0-0-2,Edgel, f9:0-1-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 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 WB 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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 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, 4-12-3301649, 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=3.0psf; h=15ft B=70ft; L=351t; eave=51t; 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 toads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=834, 9=815. 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 MrTEK REFERANCE PAGE Mll-7473 rev. 10f03I2015 BEFORE USE ' Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicablllty of design parameters and propeily Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse wlih possible personal krfury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSO.89 and SCSI Building Component 6904 Parke East Blvd. Safety Informalton available from Truss Plate Instilule. 218 N. Lee SirM_ Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T12151410 M11392 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page 1 I D:_ktiGCA6bx7j2Syl H DXFw7ye3KX-6YKR HBxK3cAD8BHoLKFBC5W zKBb?IKkZgFrFclyYptL r1-0-q 8.6.0 13.0-0 , 14-9-0 22-0-0 27.4.7 35-0.0 36-0-0 �1.0 00 8-6-0 4-6-D 1-9-0 i 7-3.0 5-4-7 7-7-9 1.0-0 Scale = 1:62.9 5x6 = 3x4 = 5x6 = 4.00 F12 4 20 5 21 6 1 T iC6 - 12 3x4 = 5x8 = 3x12 zz 4x5 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1-25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014fFP12007 CSI. TC 0.64 BC 0.94 WB 0,84 (Matrix-M) DEFL. in (loc) Well Ud Vert(LL) 0.70 10 >600 240 Vert(TL) -1.14 10-19 >369 180 Horz(TL) 0.40 8 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 2441190 FT = 20% LUMBER- BRACING- T TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 8=1332/0-8-0 Max Harz 2=136(LC 7) Max Upliff2=-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=-1163/2322, 11-12=-1314/2540, 10-11=-1708/3355, 8-1 0=-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=42psf; BCDL=3.Opsf; h=15ft; B=701t; 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) 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 (jt=lb) 2=834, 8=616. 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 MIF7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekG connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incogpotale this design Into the overall building design. Bracing Indicated Is to prevent buckling of indbAdual truss web and/or chord members only. Additional temporary and peunanent bracing MOW Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, derllvery, erection and bracing o1 trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Information avrvlable from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 o Truss russ Type Qty Ply 71 Carlton ilh 8 ext garage T12151411 11392 1017, A3 SPECIAL 1 1 Job Reference (optional) Jai •) Dnnn 1 Chambers Truss, Fort Pierce, FL ,...•...5.,ug �.. , . •.•....•....,.�......._..----.. . _.a_ . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-3xSBityabEQxOVRBSkH1HWcL1?HcmGgrBZKMhdyYptJ 1-0-0 8.6-0 15.0.0 20.0-0 24-6-8 27.4-7 35.0.0 -0-0 8.6-0 6-6.0 5.0.0 4-6-8 2-9-15 7-7-8 -0.0 4.00 F12 5x6 = 04 = 14 13 _... _ 36 _ 2x3 I LOADING (psf) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 5x6 = 2.00 f 12 3x12 Scale: 3/16"=1' CSI. DEFL. In (loc) f/defl Ud PLATES GRIP TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 BC 0.93 Verf(TL)-1.1811-20 >357 180 MT18HS 244/190 W B 0.72 Horz(TL) 0.43 9 n/a Na (Matrix-M) Weight: 160 lb FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0, 9=1334/0-8-0 Max Harz 2=155(LC 7) Max Uplift2=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=-1525/2630, 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=42psf; BCDL=3.Opsf; h=15ft; 13=701t; L=35ft; eave=5f1; 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 five 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- Verllydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Deslgn volld fol use only wllh idllekD connectors. Tfds design Is based only upon parameters shown, and Is for an Individual bu9ding component, not � a truss system. Before use, the building designer mull verify the appilcabiilty 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 �/1 IYtiT ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiom storage. delivery, erection and bracing of trusses and truss systems. seeANSI/TPIT Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 3 1 Z Alexandria. VA22314. Tampa, FL 33610 �Uss fuss Type Qty Ply 71 Carlton ith 8 ext yorage l T121514121 rob 1392 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL ' 7,640 s Aug 16 2017 MI I ek Inausfrles, Inc. hrl Sep 29 U9:b4:bl 2U1 I Y099 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-X7OZvDzDMXYo?eONOSoupkBW oPevVfi?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 -0-0 6.6-8 2-9-15 7-7-9 -0-0 3x6 = 4.00112 5x6 = 46 2x3 11 6 7 16 15 4x8 = 2x3 11 Sx8 = 2.00 12 Scale: 3/16"=1' 3x12 = Plate Offsets (X,Y)--(2:0-0-10,Edgel,19:0-3-0,Edgel,111:0-1-15,Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(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 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. 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= 3088/1750, 8-13=-937/1901, 10-13=-330/293 • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=151t; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/fPI 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 pltchbreaks 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 HII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MllekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the appllcabillty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Istoprevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �p iNl0q�1��� is always required for stability and to prevent collapse will) possible personal Injury and properly damago, 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. 21814. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty arhon ith 8 exi garage T12Y51473 M11392 AS SPECIAL 16 nJ.b Reference (optional)_, n17 Pn a 1 Chambors Truss, Fon Pierce, FL I.— a e U , o Ev 1, .0 � an , �.,�a,� v --. ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEBOBbipSIWyYptH 1 0 Q 8-6-0 14-9.0 17-6-0 24-6-8 27-4-7 35-0-0 �6-0-0 1.0.0 8-6.0 + 6-3.0 2-9-D 7-0-8 2-9-15 7-7-9 r1-0-0 4.00 F12 5x8 II Scale = 1:61.8 �m 1 N n 1� 0 14 13 2x3 iI 5x10 = 3x6 = LOADING (pst) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 TCDL 7.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 BCDL 10.0 Code FBC2014TrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 31 'Except" 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 6-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0, 10=1333/0-8-0 Max Horz 2=179(LC 7) Max Uplift2=-834(LC 8), 10=-815(LC 8) 2.00 12 DEFL. in (loc) I/dell Ud Vert(LL) 0.78 12 >540 240 Vert(TL)-1.5912-13 >265 180 Horz(TL) 0.43 10 n/a n/a 3x12 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 159 lb FT = 20% 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 midpl 6-12 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 'TOP CHORD 2-3= 3035/1734, 3-4=-2371/1407, 4-5_ 2314/1421, 5-6= 2329/1492, 6-7= 5329/3094, 7-8=-5231/2969, 8-9= 5273/2968, 9-1 0=-5598/31 90 BOT CHORD 2-14=-1515/2812, 13-14= 1515/2812, 13-21— 997/2050, 21-22= 993/2058, 12-22=-98912072, 10-12= 2942/5328 WEBS 3-14=0/256, 3-13=-704/472, 6-13=-235/512, 6-12=-192413461, 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. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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. ® WARNING - Verify design parameters and READ NOTES ON TMAND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valld for use only Win MlrekO connectors, iNs design is based only upon parameters shown. and Is for an Individual bullding component, not a truss system. Before use, the building designer musl verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual Ines web and/or chord members only. Additional temporary and permanent bracing MiTek Ls always required for stability and to prevent collapse wtlh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, seeANSi/TPit Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilule, 218 N. Lee Street- Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply]_71 Canton ith B exi garage T12151414 M11392 ATA COMMON 5 Job Reference o tional 7 an❑ S m'„ 1 a 2017 AAiTnk tndnstries Inr. Fri Sep 29 09:54:53 2017 Paqe 1 Chambers Truss, Fort Pierce, Ft. ID:_k1iGCA6bx7j2Sy1 HDXFw7ye3KX-TV8KKv?Tt9oW FyAm7tgMu9DvDCODzgcIgXZ0lyyYptG 1-0- 8-4-0 12-11-0 17.6-0 22-1-0. 26.8-0 35-0.0 96-0-0 1-0-0 8.4.0 4-7.0 4-7-0 4.7-0 4-7-D 8-4-0 1-0-0 all 6 4.00 12 44 = Scale = 1:60.8 4x5 2x3 11 US = 3x8 = 2x3 11 = 4x5 = 4x6 = 3xS = 8-4-0 12-11-0 22-1.0 1 8�1-0 -----r— 4-7-0 F- 9-2-0 26-8-0 35.0-0 i— 4-7-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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 Vett(TL) -0.76 14-15 >550 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 166lb FT=0% 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 Horz2=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=-136612936, 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=6Q; Cat. 11, 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 pst 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=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 MN-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIIekID connectors. This design is based oNy upon parameters shown, and is for an Individual Lxrilding component, not a miss system. Before rue, the building designer MUST verify the applicability of design parameters and properly Incorporate 111Ls design Into the overall building design. Bracing Indicated Istoprevent Lxickling of individual truss web and/or chord members only. Additional lempormy and permanent bracing b !Tek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general grlldonce regarding the fabrication. storage, delivery, ere:c Lion and bracing of tnisses and (Hiss systems, seeANSI/TPII Quality Cdteria, OSS-89 and BCSI Building Component Tampa, Parke East Safety Information available from Truss Plate Institr.de. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss ype^� Oly Ply =Iional) rage T12151415 M11392 B COMMON 2 Chambers Truss, Fort Pierce, FL 7,640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:54 2017 Page 1 ID: _kftGCA6bx7l2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZgOyYptF 1-0- 8-3-5 14.0-0 17.6-0 21-0-0 26.8-11 35-0-0 - o-v-v 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 F12 3x6 = 7 � 6 77 to ,., 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 — 3x4 LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 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 rVa n/a BCDL 10.0 Code FB02014/TP12007 (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 putlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 i REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-385(LC 8), 15=-440(LC 8), 14= 440(LC 8), 10=-385(LC 8) Max Grav All reactions 250 lb or less at joints) 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=-262/771, 15-16=-262/771, 13-14=-262/751, 12-13= 262/751, 10-12— 262/751 WEBS 3-17=0/269, 3-15= 708/485, 5-15=-291/268, 7-14=-291/268, 9-14=-708/485, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=151t; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10-Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 2, 440 lb uplift at joint 15 , 440 lb uplift at joint 14 and 385 lb uplift at Joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAIVCE PAGE M11-7473 rev. IOIV312015 BEFORE USE � Design vaild for use only with MiTek® conneclors. This design Is based only upon parameters shown. and is for an InclMdual building component, not a truss, system. Before use, the balding designer must verify the a14A(cabllity of design parameters and properly Incorporate this design Into the overall pp building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MIT61° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ta'5ricallon, 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 TrussTruss Type Oty Ply 71 Carhon fh 8 exl garage T12151416 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) ...1., I,. Ei Qn 7a no-g&� 0017 Page 1 Chem bers Truss, Forl Pierce, FL r . . —Y ,..... I—. �,. ,.,-. , ., .,_r __ __._ ..__ -.. . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG41aOjPm2DUGKBFltq_aJCb04rRYxaHg27MryYptE 15.6-0 21-6-0 1-0- 7-0-0 9-6-0 11-6-0 13-6.0 1 -0 0 17-6.0 19.6-0 21-0-0 23.6-0 25.6-0 28-0.0 35-0.0 6-0- 17-0.0 2.6-0 2-0.0 2-0.0 -6- 1-6.0 2-0.0 2-0-0 1.6.0 -6- 2.0-0 2-0.0 2-6-0 7.0-0 1-0.0 Scale: 3/16"=1' TOP CHORD MUST BE BRACED BY END JACKS, 4.00 12 4x4 = ROOF DIAPHRAGM�OR PROPERLY CONNECTED 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(TL) -0.18 33-35 >953 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.62 Horz(TL) 0.04 28 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 208 ib FT = 0°6 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. (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 (lb) 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, 42-43= 855/1390, 34-43=-855/1390, 34-44= 855/1390, 33-44= 855/1390, 33-45=-386/402, 45-46=-386/402, 46-47=-386/402, 47-48= 386/402, 32-48=-386/402, 32-49=-525/923, 31-49— 525/923, 31-50— 525/923, 50-51=-525/923, 30-51 =-525/923, 28-30=-514/952 WEBS 3-35— 1681626, 27-30=0/430, 3-33=-1994/1462, 11-33= 81151786, 19-32— 777/748, 27-32= 1400/992, 9-10=-465/455, 20-21 -464/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 2, 1255 lb uplift at joint 33, 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 page 2 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE Design valid for use only With MiTeW conneclors. ihis design Is based only upon rarameters shown, and is for an individual building component, not � a truss syslern. Before use, the building designer must verity the applicability of desl0n Ixirarneters 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 (rid permanent bracing �q eek• Mi lT Is always required for stability and to Ixaveni collapse with possible personal Injray and property damage. For general guidance regarding the fabrication, storage. delivery. eiecllon and bracing of trusses and truss 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. Nexandrta, VA 22314. Tampa, FL 33610 o Truss Truss Type Qty Ply 71 Carlton th 8 ext garage 712161416 M11392 BHA BOSTON HIP 1 1 Job Reference apt a[ Chambers Truss, Foil Pierce, FL 7.640 s Aug 16 2017k Industries, Inc. Fri Sep 29 09:54:55 2017 Page 2 ID: kfiGCA6bx7i2SvlHDXFw7ye3KX-PuG4laOjPm2DUGKBFltq_aJCb04rRYxaHg27MryYptE 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 Ib Lip 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, 158 lb down and 206 lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at 25-11-4, and 158 lb down and 206 lb Lip 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 Ito 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). 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=-118(F) 57=-118(F) 58=-116(F) 59=-118(F)60=-118(F) 61=-118(F) 62— 118(F) 63=-118(F) ® WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rov. 1010312015 BEFORE USE. Design valid for use only with Milekt 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 roust verify the appllcabllity of design parumelets and property Incorporate this design Into the overall �n building design. Bracing indicated Is to proven[ buckling of Individual truss web and/or chord members only, Additional ternporary cmd permanent bracing M!T el( Is always rectulied for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the 6904 Parka East Blvd. fabrication, storage, delivery, erection and bracing of tenses and truss systerns, se( ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 P, rk East 0 Safety Information available from truss Plate Institute. 218 N. Lee S1ree1. Sulte 312. Alexandria. VA 22314. Job Truss r� uss Type Oty Ply Corlron ilh B ext garageT12151417 M11392 GRA HIP 1 1 171 Job Reference (optional) cnamoers truss, ron rw—. ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzw1 LA4A460uLp?03W nrHf00_AvEkW UnguHyYptD r1 0 Q 7.0.0 14-11.0 21.5-2 i 28.0.0 35-0.0 -1-o-0 7.0-0 7-11.0 6.6-2 6-6-14 7.0-0 1-0-0 Scale = 1:61.8 4.00 12 5x8 = 2x3 if 3x6 = 3x6 = 48 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 n N N 1r� O 1533 34 14 35 613 x10 =3G 37 38 1239 11 40 41 10 3x4 = 2x3 II 3x6 = 3x4 = 4x6 = 2x3 I, 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 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 W B 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 1531b 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 Horz 2=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=-74711318, 24-25-747/1318, 4-25=-747/1318, 4-26=-747/1318, 26-27_ 747/1318, 5-27=-747/1318, 5-28=-747/1318, 28-29-747/1318, 6-29=-747/1318, 6-30-1920/1225, 30-31-1920/1225, 31-32=-1920/1226. 7-32= 1920/1225, 7-8-2869/1716 BOT CHORD 2-15-723/1342, 15-33=-732/1382, 33-34-732/1382, 14-34= 732/1382, 14-35=-732/1382, 13-35=-732/1382, 13-36-1107/1920, 36-37=-1107/1920, 37-38=-1107/1920, 12-38=-1107/1920, 12-39=-1524/2706, 11-39=-1524/2706, 11-40=152412706, 40-41-1524/2706, 10-41= 152412706, 8-10-1513/2668 WEBS 3-15-155P711, 3-13=-2806/1663, 4-13=-848/795, 6-13-3446/2082, 6-12=-87/648, 7-12=-835/507, 7-10=-1771660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70fl; 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 pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on Daae 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM-7473 rev. 1010312015 BEFORE USE valid for use only wifh MITeML) connectors. This design Is based only upon parameters shown, cold Is tot an Individual building component. not ISDesign a truss system. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall txillding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lernpormy and pannanent bracing M!Tek* Is always required for stability and to prevent collapse vft possible personal Injury and properly damage, rot general guldanco regarding the fabrication, storage- delivery, erection and bracing of trusses and Miss systems, seeANSVtP1 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. Nexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply ith 8 ext garage T12151417 M11392 GRA HIP 1 1eference F71Carhon o tioilal 7 640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:56 2017 Page 2 Chambers Truss, ton tierce, rL ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-t4pSzwl LA4A460uLp?03WnrHf00_AvEkW UnguHyYptD 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 Ib down and 155 Ib up at 15-0-12, 90 lbdown and 155 lb 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 Lip at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE PAGE Mll-7473 rev. 101031201E BEFORE USE � Design valid refuse only with IdlTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a tn.rss system. Before use, the building designer must verily the appllcabNty of design parameters and properly Incorporate this design Into the overall YYI� I�k, building design. Bracing Indicated Is to prevent txrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for slatxlity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd.safety Information available from Truss Plate Institute. 218I4. Lee Street, Suite 312, Alexandria. VA22314. tabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PII Quality Criteria, DSB-69 and BCSI Building Component Tampa, Parke 3ast p Truss Type Uty Ply 71 Carbon eh 8 ext garage T12151418 M11392 J1 I-Tr—uss MONO TRUSS 8 1 Job Reference(optional)TkI , cnn � e,,., 1 a on1 7 6TTw4 inductriwc Inn Fri Run 29 09:54:56 2017 Palle 1 Chambers Truss, Fort Pierce, FL ' •"" ' - -- � __.. � __ A - - - I D:_ktiGCA6bx7j2Sy1 H DXFw7ye3KX-t4pSzw1 LA4A460uLp?03 W nrUbQYHABvkW UnguHyYpiD -1-0.0 1-0.0 1-0.0 1-0.0 Scale = 1:6.2 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7-0 Lumber DOL 1.25 BC . 0.01 Verl(TL) -0.00 5 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 5 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz2=48(LC 8) Max Uprift3= 5(LC 5), 2� 127(LC 8), 4= 2(LC 5) Max Grav3=11(LC 13), 2=113(LC 1), 4=11(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=701t; 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MU-7473 rev. 1010312015 BEFORE USE � Design valld for use only with MITekG connectors. This design Is based only upon parameters shown. and is for an Individual building component, not a truss systern. Before use. the: building designer must verify the oppticability 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 (or stablilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of frusses and trusssyslems, se.eANSf/rPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from lmss Plate Institute. 218 N. Lee Street. Suite 312, Alexarrdda, VA 22314. Tampa, FL 33610 Jo Truss Truss Type Qty Ply 71 Carlton Ith 8 ext garage T12151419 M 1392 �3 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.540 s AUg 16 2U17 MI I eK Inaus1nes, Inc. HI Sep 28 UV:S4:b1 2Ul f rage l I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-M H NgAG2zxNlxkZTXMivl3?OIKps Ivb9tlsXDRjyYptC 1-0-0 3.0-0 1•D•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 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 FBC2014lfP12007 (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 Upiift3=-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=15ft; B=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 53 lb uplift at joint 3, 149 lb uplift at joint 2 and 3 lb uplift at joint 4. 1 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEX REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE Design valid for use only with IAITek9 connectors. This design Is based only upon parameters shown. and is for an individual building component, not � a fnrss sysiern. Before um% the building designer must verify the applicability of design parameters and properly Incorporate 111%design into the overall building design. Bracing Indicated Is to prevent budding of individual fniss web and/or chord members only. Additional temporary and pennaneni 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 ilUsses 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 JobMi Truss Tr Truss Type Ply 71 Carkon iIh a ext garage T12151420 MONO TRUSS 8 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page f ID:._kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMiv13?ObOppHvb9tlBXDRjyYptC r 0-0 5-0.0 ` 1•1-.0-0 5-0-0 3x4 = LOADING (psf) SPACING- , 2-0-0 CSL DEFL. in (loc) I/defl 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 FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz 2=123(LC 8) Max Upiift3_ 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; Vitlt=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; 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 tit 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. E INCLUDED M EN REFERANCE PAGE M11.7473 rev. 101012015 BEFORE USE WARNING • Verify design parameters and READ NOTES ON THIS IT ed only uI»n rxnrnneters shown, and Is for an Individual building component, not Design valid for use onlywith MliekC� connectors. This design Is based D 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 lemporary and permanent bracing �/1 r iVid l�'k° 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/TPii Quality Criteria, DS8.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlabte from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job russ cuss Type Qty, Ply Carlton i1h B ext garage T12151421 M11392 J7 MONO TRUSS 24 1 171 Job Reference o tional MT Se 29 095457 2017 Pae 1 Chambers Truss, Fort Pierce, FL r 1.640 s Aug 16 2017 i ek I nd ust nes Inc Fri p g ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvbgtlBXDRjyYptC -1-0-0 7-0.0 7-0.0 7-0-0 Scale = 1:16.5 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 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(rL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 23lb 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 BUT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical, 2=36510-8-0, 4=60/Mechanical Max Horz 2=161(LC 8) Max Upiift3— 140(LC 8), 2=-240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1), 4=103(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t B=701t; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MINFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 3 and 240 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev. 10012015 BEFORE USE ��- Design valid for use only with fdlTeklD connectors. This design Is based only upon parameters shown, and Is for on Individual building component not a Inns 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 arid/or chord members only. Additional temporary and permanent bracing MiTek Is always regdred for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, ereeflon and bracing o1 trusses and truss systems. seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Iruss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314. ` Tampa, FL 33610 Job Tr —us s Truss Type - Qty Ply —=Gorltonl garageT12151422 M11392 KJ7 MONO TRUSS 4 1(optional) T r. i -'"11 oi— 1— c,i co., go ne.56 5R PM 7 Pane 1 Chambers Truss, For[ Pierce, Fr. - - _ .._� . _ __ ....... __ .....___._ _, .__._, _ ID_kfiGCAGbx7j2Sy1HDXFw7ye3KX-gTxDNc3cihQoLj2jwQOXbCxp4DAAe?ulzoGnz9yYplB -1.5-o 6-8-12 9-10-1- - 1-5-0 6.8-12 3-1-5 Scale = 1:21.1 3x4 = 3x4 = b-- 6.8-12 ----- -- 3-1-5 LOADING (psf) SPACING- 2-0-0� CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 Na BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 38 lb FT = 09b 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--142(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=-469/746, 6-7=-469/746 WEBS 3-7=0/285, 3-6=-860/541 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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($) 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, 6=-39), 8=0(F=10, 8=10)-10-5=-49(F=-15, B=-15) o� ® WARNING - verify design parameters and READ NOTES ON THIS AND fNCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mltek6l connectors. this design is based orgy upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicatAlty of design parameters and properly incorporate this design into Iho overall building design. Bracing Indicated Is to prevent tackling of Individual truss web and/or chord members only. Addllional temporary aid permanent bracing MOW Is always required for stability and to prevent collapse wilh possible porsonal Injury and property damage. For general guidance regarding file 6904 Parke East Blvd.fabrication, storage, delivery, erection and bracing of Kisses and truss systems, se-eANSI/TPI I Quality Criteria, DSB.84 and SCSI Building Component Safety Information available horn Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 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. V/1 d' - -I- For 4 x 2 orientation, locate plates 0- 'lid' 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. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, ' Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown In ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 O 2 U a- O G7 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 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 Imo.. MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 A 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 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-structurol 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.