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HomeMy WebLinkAboutTRUSS PAPERWORK�Iti® Lumber design vajuesr are in accordance with A fished I 1 section 6.3 These truss designs rely on lumber values established by others. ,I MiTek® RE: 73504 - GOTTI MiTek USA, Inc. Site Information: SCANN�Q4 Parke East Blvd. Customer Info: -Ben & Monica Gotti Project Name: Gotti Model: BY pa, FL3361o4115 Lot/Block: Subdivision: St. Lucie Count Address: unknown Y City: FORT PIERCE 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: FBC2017lTPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 7 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. �No. I Seal# Truss Name Date 11 IT165442041A 3/18/19 121 T16544205 1 ATA 13/18/19 13 1 T165442061 B 13/18/19 14 1 T1 6544207 1 C 13/18/19 15 1 T1 6544208 1 G EA 13/18/19 16 1T165442091SGEA 13/18/19 7 Ti 6544210 1 SGEB 13/18/19 I APPROVED ❑ APPROVEDAS NOTED REVISE AND RESUBMIT []REJECTED 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictidn(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/rPI 1, Chapter 2. MA Architectonic Fort Pierce, FL 3 S AT.JOBSITE FABRICATION qeR �Prz��,' G E NSF•.••• .�� J No 22839 V4fuTE OF :4/ Walter P. Finn PE No.22839 f>r Nllrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 18,2019 Finn, Walter 1 of 1 Job Truss Truss Type Oty Ply GOTTI T76544204 73504 A COMMON 3 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 18 10:15:06 2019 Page 1 ID:K4cKnjZW gKW158tGsXZa3zhGRu-mlhroNRGkeINfSOgeEEpTz2kl TVcOU W udBD?UtzZkA3 -2-0-0 8.0.0 16-0-0 18-o-o 2-0-0 8.0.0 8-0.0 2-0.0 Scale = 1;32.4 I'e `"' " 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Veff(LL) -0.10 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Veri(CT) -0.19 6-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Hom(CT) 0.02 4 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.11 6-12 >999 240 Weight: 59 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=702/0-3-8,4=702/0-3-8 Max Horz 2=-89(LC 6) Max Uplift 2=-551(LC 8). 4=-551(LC 8) FORCES. (Ib) - Max..Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1087/610, 3-4=-1087/610 BOT CHORD 2-6=-414/977, 4-6=-414/977 WEBS 3-6=-9/362 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;.BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; 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.Opst 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1013 lb uplift at joint(s) except Qt=1b) 2=551, 4=551. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33BIO Date: March 18,2019 Q WARNING- Vedly4esignparemefenr=d REAONOTES ON MISANOMCLUOEOMIIEKREFERANCEPAGEN67vamv lqD ol60EFORE USE Design void for use only with MTek® connectors. Mis design Is Weed only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Mils design Into the overall building design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Atldranal temporary and permanent bracing MiTek' prevent of Is always required for stobiiity and to prevent collapse with possible personal Nfury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seemSmil Guelppyy Criteria. D3649 and BCSI Building ComponentTem 6904 Parka East Blvd. Terrors, FL 33610 Aably brformntbnowclObie from Trues Rate Insi 218 N. Lee Sneer. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Ply GOTTI T16544205 73504 ATA ATTIC �Qty 4 1 Job Reference o tional Ginambers Truss, Inc., Fort Pierce, FL 8.240S use 5zol5 I0:K4cKnjZ W gK W 15B1GsXZa -10-4 13-3-01 16-0.0 18-9-It �0.1-12i 24-&8 .1-12 1-4-12 2-9-0 2.9.0 N12 4-1-12 4x4 = 4.00 12 7 3x5-- Inc. Mon Mar its luab:U/ zulu rage l Scale = 1:68.0 31,E 3x6 = 2x3 II SxB WB=3x4 = 3x4 =5xa WB= 2.3 II 3x6 = �aa.R 3v.n.n 7.8.8 14-1-12 8-3.8 14.1-12 17.8.8 LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (loc) Vdeff Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.55 16-17 >692 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.8516-17 >450 240 BCLL 0.0 ' Rep Stress Mar YES WB 0.96 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.3317-19 >999 240 Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' BOT CHORD 15-18: 2x4 SP M 31 JOINTS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=141110-3-8, 12=1411/0-3-8 Max Horz 2=-160(LC 6) Max Uplift 2=-826(LC 8), 12=-826(LC 8) Max Grav 2=1485(LC 16), 12=1485(LC 16) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-4=-3709/1494, 4-5=-3266/1193, 5-6=-2972/1129, 6-7=-251/77, 7-0=-251177, 8-9- 2973/1129, 9-10= 3266/1193,10-12=-3709/1494 -"'BOT CHORD 2-19=-1259/3495, 17-19=-1259/3495, 16-17=839/3032, 14-16=-1259/3495, 12-14=-1259/3495 WEBS 6-20=-2993/1147, B-20= 2993/1147, 5-17=-2201745, 9-16=-220/745, 4-17=852/496, 10-16=-852/496 Structural wood sheathing directly applied or 3.4-2 oc puffins. Rigid ceiling directly applied or 6-5-13 oc bracing. 1 Brace at Jt(s): 20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=16N; B=45tt; L=24ft; eave=4N; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 150.011b AC unit load placed on the top chord, 16-M from left end, supported at two points, 5-040 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu front 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) Ceiling dead load (5.0 pat) on member(s). 5-6, 8-9, 6-20, 8-20 7) Bottom chord live load (40.0 psQ and additional bottom chord dead load (0.0 pet) applied only to room. 16-17 8) Provide mechanical connection (by others) of Muss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=826, 12=826. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.23839 MTek USA, Inc. FL Cod 6634 6904Parke East Blvd. Tampa FL 33610. Date: March 18,2019 O WARNING -Venlyoeel9aparemete..dREADNOTES ON MIS ANDINCLUDEOMREKREFERANCEPAGEMlh74xtrev. IgAss 16 BEFORE USE. Design valid for use only with Mrrok@ connectors. This design is based only upon parameters shown. and Is for an Indvidual building component. not a trues system. Before use, the bulldIng designer must verify the oppllcab1111y of design parameters and properly Incorporate this design Into the overoli building design, &acing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing Is always required forntabllity and to prevent collapse with possible persono141iury and property damage. For general guidance regarding the Welk' fobAcotion, storage, delivery, erection and bracing of trusses and truss system& seeANSp1P11 CuaOv CraeM, DSB49 and BCSI IlWtlhg Component ParkeEast B ga04 Parke East BNtl. Safety tnformatbrnvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22 1A. P33610 Tampa, Job Truss Truss Type Oty Ply GOTTI T76544206 73504 B COMMON 19 1 Job Reference loptionaft wamoers I russ, mc., ran rnerue, rL e.znu s uec o zum mnex muusmes, inc. men mar io ,,,uo co is raye,, 6 scale =1:5a.0 4.00 12 46 4 3x4 = 4x6 = 3x4 = 3x6 = 3.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.30 8-16 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.67 B-16 >577 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.44 Horz(CT) 0.09 6 n/a rate BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.29 8-16 >999 240 Weight: 136 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1294/0-8-0, 6=1294/O-B-0 Max Horz 2=-160(LC 6) Max Uplift 2=-926(LC 8), 6=-926(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(lb) or less except when shown. iFOP CHORD 2-3— 2824/1792,3-4=-2489/1591,4-5=-2489/1591,5-6=-2824/1792 BOT CHORD 2-10=-1537/2644, 8-10=-889/1760, 6-8=-1537/2644 WEBS 4-8=-433/820, 5-8=-524/519, 4-10=-433/820, 3-10= 524/519 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16f; B=45ft; L=24f ; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 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 anyother members, with BCDL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fit=lb) 2=926, 6=926. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3381D Date: March 18,2019 Job Truss Thus Type ay Ply GOTTI T76544207 73504 C SPECIAL ' AWI1h­" . 19 1 Job Reference (optional) wafli I mss, Inc., ran rlerce, rl. o. _ a Scale=1:79.0 4.00 F12 5x6 = 6 3x61-^•V' 4x10C 4x5c dx5'— 3x6 11 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 FBC2017/rP12014 CSI. TIC0.65 BC 0.53 WB 0.56 Matrix -MS DEFL. in (loc) I/deft Ud Ved(LL) -0.32 15-16 >999 360 Ved(CT) -0.7415-16 >497 240 Hoa(CT) 0.30 12 n/a n/a Wind(LL) 0.40 15-16 >907 240 PLATES GRIP MT20 244/190 ) Weight: 211 Ib FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc puffins. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 4-7-12 oc bracing. 3-19,9-12: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* B-15,9-14,4-16,3-17: 2x4 SP M 30 REACTIONS. All bearings 0-3-8. (Ib) - Max Horz 2=-213(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-177(LC 18), 19=-1148(LC 8), 12— 1148(LC 8), 10=-185(LC 13) Max Gran, All reactions 2501la or less at joints) 2, 10 except 19=19DB(LC 1), 12=1908(LC 1) FORCES. (lb) - Meal ComplMax. Ten. -All forces 250 (lb) or less except when shown. _ TOP CHORD 2-3=-661/1429, 3-4=-974/659,4-5=-2766/1493, 5-6=-2775/1620, 6-7=-2T75/1620, ` 7-8=-2766/1493, 8-9=-974/659, 9-10=-661/1429 BOT CHORD 2-19= 1277/725, 18-19=-1815/1146, 3-18=-9981721, 17-18=-2368/1361, 16-17=-462/1067, 15-16=-489/1531,14-15=-462/1038,13-14= 2368/1361,12-13=-1815/1146, 9-13=-998f721, 10-12=-1277/725 WEBS 6-15=-709/1305, 7-15=258/290, 8-15=-610/1611, 8-14=835/544, 9-14=-1646/3087, 6-16= 709/1305, 5-16= 258/290,4-16=.611/1611,4-17=-835/544,3-17=-1646/3087 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuli 70mph (3-second gust) Vasd=132mph; TCDL=4:2psf; BCDL--3.Opsf; h=16tt; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint 2, 1148 lb uplift at joint 19, 11481b uplift at joint 12 and 185 Ib uplift at joint 10. Walter P. Finn PE No.27639 MTek USA, Inc FL Cad 6634 6934 Parke East Blvd. Tampa FL 33610 Data: March 18,2019 ,DWARNING-Verily Ceslgnperemefshe.d READ NOTES ON MIS AND BICLUDEOMmSKREFERANCEPAGE114]473rev.]dDeaVISBEFORE USE I Design valid for use only with MBek® connectors. This design Is based only shown, and Is for an lndNldual bWOing component, not �' upon parameters 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 lndlcafed is to buckling Individual true web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of 6 always required for stability and to prevent collapse w9h possible personal injury and property damage. For general guidance 1e9arding the 6904 Parke East Blvd. fobrlca6on, storage, delivery, erection and bracing of trusses and two systems seeANSVIPII Quality Ciliates. Diii and SCSI Building Component - Tampa, FL 33610 Safety hilonnoMomvoilable from Tnsss Rote Institute, 218 N. We Street, Suite 312. Alexandria. VA 22314, Jab Truss Truss Type Oty Ply GOTTI T1fi544208 73504 GEA GABLE '" ' 1 1 Job Reference (optional) UneraDers I WSW, Inc., rorr Fierce, rL d rCeusuec ozmomiiearnausmee,rnc. muuniai ra rv.m.rumm 4x4 = 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC0.20 Ver1(LL) -0.02 9 ruir 120 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ven(CT) -0.02 9 fur 90 BCLL 0.0 ' Rep Stress Incr NO W B 0.05 HDI2(CT) 0.00 6 n/a rVa BCDL 10.0 Code FBC2017ITP12014 Matrix-S Scale = 1:32.4 ]7 PLATES GRIP MT20 244/190 Weight: 681b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. ` (Ib) - Max Horz 2=-89(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2= 324(LC 8), 8=-324(LC 8), 13=-119(LC 8), 14=-109(LC 8). l l=-119(LC 8), 10=-109(LC 8) Max Gmv All reactions 250 lb or less atjoint(s) 12, 13, 14, 11, 10 except 2=271(LC 1), 8=271(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. E) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per AN8VTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. ( - 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 Do. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 2, 324 lb uplift at joint 8, 1191b uplift at joint 13, 109 lb uplift at joint 14,119 lb uplift at joint 11 and 1091b uplift at joint 10. Walter P. Finn PE No.22839 Ili USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: March 18,2019 Q WARAIr VvBYEee1gnpe2mefeteenCREAD NOTES ON TMSAND INCLUDED MmEKREFERANCEPAGEAJ TZmte. 1OV12e15 BEFORE USE Design valid for use oNywlm Mgelfilis connectors. This design Is based only upon parameters shown. and Is for on individual building component, not ��- a truss system. Before use, me building designer must verify the appllcabNly of design parameters and properly Incorporate this design Into the overall buiidingdesgr. Bracing Indicated Is to buckiing individual tassveb chord members only. Additional temporory and bracing MOW prevent of and/or permanent b always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the BellPs East B 6904 Parka East Blvd. fobrieation, storage, delivery. erection and bracing of trustee and huss systems. seeANSUIPil GuoT1 CrtteM, D3549 and BC3l Sutding Component Safety Informadernvaeobie from Truss Plate Instrufe, 218 N. Lee Sheet. Suite 312. Alexcntlrla. VA 22 14.Tampa,33610 Job Truss Truss Type Cry Ply GOTTI ' T16544209 73504 SGEA GABLE r 2 1 Job Reference (optionap Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 18 10:15:11 2019 Im KArYnih lnYWlGrllr_cY/n9vAr00u.BF114rS\/P7GNM5uPnn AIinfliMahindnAvmL Scale=1:58.0 3x4 = 4.00 F12 4x6 = 3x6 = 3x4 = 5x6 = 3x4 = 3xe = LOADING (lost) SPACING- 2-0-0 CSI. DEFL in (loc) Vital Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.30 8-46 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.66 B-46 >578 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.29 846 >999 240 Weight: 1921b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. WEBS 2x4 SP M30 -- OTHERS 2x4 SP M 30 REACTIONS. (lb/size) 2=1294/0-8-0, 6=1294/0-8-0 Max Hom 2=-160(LC 6) Max Uplift 2=-926(LC 6). 6= 926(LC 8) .,FORCES. fib) - Max Comp/Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2825/1793, 3-4=-2490/1592, 4-5=-2490/1592, 5-6— 2825/1793 BOT CHORD 2-10=-1537/2644, 8-10=-889/1760, 6-8=-1537/2644 WEBS 4-8=-433/821, 5-8=-524/519,4-10=-433/821,3-10= 524/519 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=16N; B=45N; L=24N; eavei Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (name] to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUrPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 Co. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ' 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, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 lb uplift at joint 2 and 926 lb uplift at joint 6. Walter P. Finn PE No.22839 N Tek USA, Ine FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 18,2019 Q WARNING- VerrlydesrgnYerameres..d RIABNOTES ON MIS ANO INCLUDED MITEKREFERANCEPAGEM&74MMv. lada'U2015BEFOREUSE Design vc1ld for use only with Mirei coi 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 appiicabeW of design parameters and properly Incorporate this design Into the overall belong design. Bracing Indicated Is to prevent buckling of lndNWual truss web and/or chord members only. Adtltional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of humes and truss systems seeANSVTPII Quality CM*fa, DSO-09 and SCSI SUFdi Component Softly Nformatbrsiroiloble from Truss Rate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314.- 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply OTTT16544210 F111y 73504 SGES GABLE e 1 Job Reference (opt loral Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 161 U:1 o:l a'4UIa 3x6 = 40D 12 Sx6= Scale =1:79.0 3.6 11 4x10 4x5 = US 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. L.in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.31 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.73 15-16 >501 240 BCLL 0.0 Rep Stress Incr NO W B 0.56 Horz(CT) 0.29 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(-L) 0.40 15-16 >920 240 Weight: 242 lb FT=20% LUMBER- BRACING - TOP CHORD Zx4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puriins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or4-8-1 oc bracing. 3-19,9-12: 2x6 SP 240OF 2:10E r WEBS 2x4 SP M30 - OTHERS 2x4 SP M 30 REACTIONS. All bearings 0-3-8. (III) - Max Horz 2=-213(LC 6) Max Uplift All uplift 100lb or less at joint(s) except 2=-174(LC 18), 19=-1145(LC 8), 12=-1145(LC 8), 10=-182(LC ^ 13) Max Gmv All reactions 250 lb or less atjoint(s) 2,10 except 19=1903(LC 1), 12=1903(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-652/1414, 3-4= 996/672, 4-5=-2795/1509, 5-6=-2804/1636, 6-7=2804/1636, 7-8=-2795/1509, 8-9=-996/672, 9-10=-652/1414 BOT CHORD 2-19>1263/717, 18-19=-1810/1143, 3-18— 1001/722, 17-18=-2343/1347, 16-17=-475/1089,15-16=-495/1543,14-15=-475/1063,13-14=2343/1347, 12-13=-1810/1143, 9-13=-1001//22, 10-12=-1263/717 WEBS 6-15=-719/1325,7-15=-261/292, 8-15=-613/1615,8-14=-835/544, 9-14— 1646/3086, 6-16= 719/1325,5-16=-261/292,4-16=-613/1615,4-17=-835/544, 3-17=-1646/3086 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst; h=16ft; B=45ft; L=241t; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSVTPI 1. 4) All plates are 3x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 Co. 6) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with anyother live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1741la uplift atjoint 2, 1145lb uplift at joint 19, 1145 lb uplift atjoint 12 and 182 lb uplift atjoint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6638 8904 Parke East Blvd Tampa FL 33810 Date: March 18,2019 O WARNWG-Verilydeslgnpammemmend READ NOTES ON TNISAND/NCLUDEOMWEKREFERANCEPAGEMX74TJmv. I&V311115HEFORE USE Design valid for use only with Mrek®connectors. This design is based only upon parameters shown. and isfor an,IntllWdual building component, not �R ■■ a fuss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall bufltling design. Bracing Indicated is to buckling individual truss web and/or Chord members only., Additional temporary and permanent bracing MiTek' prevent of Is always required for stablllty and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the 6904 Parke East Blvd. Storage, delivery, erection and bracing of teases and huss systems. seeANSVIPII CY01tl8yy CMeda, OS549 and SCSI Building Component Safety Infomsatforrwolloble from Truss Plate Inmir 218 N. Lee Street Suite 312. AJarontlrla, 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. �/Idr For 4 x 2 orientation, locate plates 0-1/id'from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE a The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. Numbering System I 6-4-8 I dimensions shown t ftscale) sixteenths II ---II (Drawings not to scale) 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: ESP-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for two system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Two bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative 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 two at each Joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/rPI 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. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text In the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords requlre lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter two member or plate without prior (supports) occur. Icons vary but © 2012 MTTek® All Rights Reserved approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 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 WoodYrusses. MTek Engineering Reference Sheet: Mll-7473 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/rPI 1 Quality Criteria.