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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 75990 - 13958 GARZA MITek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610.4115 Customer Info: WYNNE DEVELOPMENT Project Name: 13958 GARZA Model: SCANNEDLot/Block: - Subdivision: Address: 13958 GARZA BY City: ST LUCIE COUNTY State: FL St -Lucie County 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: FBC2017/TP12014 Design Program: MITek 20/20 8.1 Wind Code: ASCE 7-10 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. LNo. Seal# Truss Name Date j1 T17044619 A 5/13/19 �2 T17044620 I Al 1 5/13/19 3 T1 70446211 A2 1 5/13/19 4 T17044622 1 A3 5/13/19 5 T17044623 1 A4 5/13/19 6 T17044624 A5 5/13/19 7 T17044625 A6 5/13/19 a 170446261 A7 5/13/19 I T1 7044627 1 BHA 5/13/19 10 T1 7044628 1 GRB 1 5/13/19 1 11 T170446291 J1 1 5/13/19 1 12 T17044630 J3 1 5/13/19 1 13 T17044631 1 J5 15/13/19 1 14 T17044632 J7 15/13/19 15 T170446331 KJ7 15/13/19 o - i The truss drawing(s) referenced above have been prepared by MITek USA, Inc. under my direct supervision based on the parameters Provided by Chambers Truss. Truss. Design Engineer's Name: Albani, Thomas 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 judsdiction(s) identified and that the designs comply with AlI-PI 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 Ashould verity applicability of design parameters and property incorporate these designs Ito the overall building design per ANSlrrPI 1, Chapter 2. Thomas A Marl PE NoA9360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date. 13,2019 Albani, Thomas 1 of 1 T17044619 A I Common I 1 1 Scale =1:59.3 7 414 = 4.00 12 6 3z4 3x4 = axe = 6x8 = 2.3 II 3x4 = = 3x4 = 3.6 = LOADING IPSI SPACING- 2-0-0 CSI. DEFL. in (toe) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ven(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Ven(CT)-0.2514-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017r1P12014 Matrix -MS Wind(LL) 0.1017-20 >999 240 Weight: 166 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc pudins. 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 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 12 except2=-470(LC 12), 14=-904(LC 12). 10=-186(LC 12) Max Gmv All reactions 2501b or less at joint(s) except 2=731(LC 1), 14=1562(LC 1), 12=342(LC 22), 10=266(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1461/958, 3-5=-1282/878, 5-6=-639/551, 6-7=-2611745, 7-9=-379/723, 9-10=-96/254 BOTCHORD 2-17=-797/1413, 15-17=-410/878 WEBS 3-17=316/317,5-17=-333/545,5-15=-572/515,6-15=-508/854,6-14=-12021797, 7-14=-269/324, 9-14=-529/449 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=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interici 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chard 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, with BCDL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 12 except 01=11a) 2=470, 14=904, 10=186. x Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610. Date: May 13,2019 4WARNWG-VeritydeslgnpammetemendREADNOMSONMSANDNCLUDWO KREFERANCEPAGEMO.74Are¢1pV34015BEFOREUSE Design valid for use only with MRek® Connectors, this design Is based only upon parameters shown, and Is for an individual building component, not � a rums system. Before use, me building designer must verify the applicobiley of desgn parameters and properly Incorporate this design Into Me overall bulldingdeslgn Bracing Indicated a to prevent buckling oflndiAdualthine web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiT®k' East Blvd. fabrication, storage, delivery, enaction and bracing of busses and rums systems, weANSVWII Cuallalyy Cmedn, D5829 and 2CSI Wilding CoMpOnent Safety tnformatbaWOOable from Truss Plate Institute. 218 N. Lee Sheet. Sidle 312. Nexondtia, VA 22314. Beal Parka Tampa, FL 33610 Job Truss Thus Type Oty Ply 13958 GARZA T77044620 75990 Al Common 14 1 Job Reference a tional Chambers Truss, Inc., Fort Pierce, FL 6 d 4.00 12 45 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 13 12:21:48 2019 Page 1 gFaOsPzA7N7xeHyell l-I RelnnOu7J0_swW ulnoLSrC33h7_7NTJjbFMLNzGvzH Scale = 1:59.5 1715 14 12 3.6 = 2x3 II 46 = 3x8 = 2.3 II 3x6 = 3.8 = 4x6 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip OOL 1.25 Lumber DOL 1.25 Rep Stress Inc, NO Code FBC2017/TPI2014 CS'. TIC0.72 BC 0.76 WB 0.68 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Well L/d .0.31 14-15 >999 360 -0.65. 14-15 >646 240 0.13 10 Na n/a 0.35 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 1661b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb(size) 2=1424/0-8-0, 10=142410-8-0 Max Horz 2=-179(LC 10) Max Uplift 2= 868(LC 12), 10=-868(LC 12) - FORCES. (I o) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3481/2332, 3-5=-2886/2019, 5-6=-2886/2123, 6-7=-2886/2123, 7-9=-2886/2019, 9-10=-3481/2332 BOT CHORD 2-17= 2073/3261, 15-17=-2073/3261, 14-15=-1280/2118, 12-14=-2088/3261, 10-12= 2088/3261 WEBS 6-14=-644/984,7-14=-252/310, 9-14=-677/504,6-15=-644/984, 5-15=-252/310, 3-15=-677/504 NOTES- 1) Unbalanced root 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.Opst h=15ft; B=71ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-" to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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 100lb uplift at joint(s) except (jt=lb) 2=868, 10=868. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 751b down and 701b up at 15-0-0, and 751b down and 70lb up at 20-" on top chord. The design/selection of such connection device(s) is the responsibility 'of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (plo Vert: 1-6=.54, 6-11=-54, 18-21=-20 Concentrated Loads (lb) Vert: 26= 75 27=-75 Thomas A. Alberti PE No:3938D MTek USA, Inc. FL Carl 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 WARN/NG-Ved Je.4gn parameters and NE40 NGTE5 ONTN6 REFENANCE PAGEM6)4TJrev. iWDYle156EFOFE USE Gee/NCLUOEG'em LieslgnvalldforuseoNywimM"" connector. this do"' is basetl only up on paramefeo'hown, antl is for on'ntlMduol building component, not �■- ■■ a fuss system. Before use, the buiitlinB tleLgner must verify the applicability of design Parameters and properly Incorporate tNs 6 Ign Into }he overall bulltlingtleslgn. Bradng indicated B to buckling of lntlMtlual fuss web and/or chord members only. AddInonol temporaryand permanenibrocing M)T®�(- prevent balwaysreauaetl for stab)llNandtoproven,collopsewith possible person.1 ln7ury and propeM damage. For general gultlance regattling the tabricatlon storage: delivery. em., and bracing of trusses and fuss systems se. SUN11 Gua1My Cram, DSlldgo. and SCSI aWdhp Cempon�nl 6904 Perko East BNd. Wa Nlormetbrgvallable hom Truss Plate Instkute. 218 N. Lee Street. Su6e 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 13958 GARZA T77044621 75990 A2 Roof Special 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6 d 4X0 12 U5 = 6.24U S Uea B 2018 MI I eK Inauslnes, Ina. Man May 1'd 1221:49 2U19 Pagel igFaOsPzA?N?xeHyeitl-DdCg260XudYrT344JUJa?31Es4PrsmrSyF_wupzGv G Scale =1:60.3 15 /4 Edo = 3x5 2x3 II Sx8 = 3x12 = 2.00 12 7-7-15 13-7-8 17-fi-0 23-11-12 269.9 35-0.0 7-7-15 5-01-9 3-10-8 6-5-12 &9-13 8-2-7 Plate Offsets (X Y)— [2:0-1-6 Edge][8:0-3-0 Edae] [10:0-1-15 Edgel [14:0-2-4 0-2-81 LOADING (pi SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.58 12 >725 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0712-21 >393 240 MT18HS 244/1 SO BCLL 0.0 ' Rep Stress ]nor YES WB 0.93 Horz(CT) 0.39 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.80 12 >527 240 Weight: 162 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SPM 30 WEBS 2x4 SP li BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-13 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) 'Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3317/2151,3-5=-2562/1755,5$--2355/1675,6-7=-2377/1650, 7-9=-5276/3414, 9-10=-5681/3671 BOT CHORD 2-15=-1911/3110,14-15=-1911/3110,13-14=-1428/2418,12-13=-3088/5062, 10-12=-3410/5408 WEBS 3-15=0/302,3-14=-804/562,5-13=-357/270,6-13=-730/1177,7-13=-3077/1999, 7-12=-110511963, 9-12=403/372 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL-3.Opsf; h=15h; B=71f ; L=35ft; eavei Cat. Il; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterici 17-6-0 to 211 Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designedfor a 10.0 psf bottom chord live load nonconcument 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-M wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (jt=lb) '2=825, 10=825. Thomas A. Alban] PE No.39360 Iii USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 WARNING - Ved/ydaslgnparametersand READNOMS ON INWANDMCLUDEDMREKREFERANCEPAGEMl474lerev. 14NY1c150EFORE USE Design valid for use only with Mgekral connectors, lNs design Is based only upon parameters shoi and is for an Individual building component, not a truss system. Before use. the building dedgner must venty Me appllcablllty of design parameters and properly Incorporate this design Into the overall buildingdeslgn.Bracing Indicated Istobuckling ofIndividual trussweband/or chord members only. Additlonaltemporaryancipennonentbrachg M1Tek' prevent h always required for stability and to prevent collapse with posdble pe asnol injury and property, damage. For general gulc once regarding the foodcaAon storage, delivery. erection and bracing of cusses and truss systems, seeANSIFIPII Quo 21p1y CmMp. DSB49 and BCSI Building Compon�nf Witty 312, VA 22314. 69M Papa East BNd. Tampa, FL 33610 InformatbrnvcYoble from Truss Plate Institute, 218 N. Lee Street Sure Alexandria. Jab Truss Tress Type OtY Ply 13958 GARZA T77044622 75990 A3 Hip 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industnes. Inc. Mon May 13 12:21:50 2019 4.00 12 4x5 = 4a6 = 6 7 Scale=1:62.3 17 16 3x4 = 2x3 II Sx8 = Axe = 3x12 = 3x'` = 2.00 j 12 23-11-127---18 34. 61127-75 I 2fi-9-9 I 385--20570 Plate Offsets (X,Y)-- [2:0-1-6,Edgel, [9:0-3-0,Edgel rll:0-1-15,Edae] [16:0-2-12,0-3-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71. Ved(LL) -0.5813-14 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.06 13-14 >395 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.39 11 file n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.80 13-14 >526 240 Weight::169 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP ND.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-6 cc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=175(LC 11) Max Uplift 2=-825(LC 12). 11=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3318/2236, 3-5=-2558/1847, 5-6=-2401/1788, 6-7=-2265/1737, 7-8=-2422/1761, 8-10— 5275/3598, 10-11=-5687/3847 BOT CHORD 2-17=-2010/3111, 16-17= 2010/3111, 15-16— 1531/2419, 14-15— 1319/2240, 93-14=-3269/5065,11-13=-3578/5413 WEBS 3-17=0/304, 3-16— 807/565, 5-15=220/270, 6-15=-489/605, 7-14=-352/592, 8-14=-3047/2096,8-13=-1175/1985,10-13=-408/379 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.Opsh h=15f ; B=71f ; L=35h; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exoricr(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-0-0, Extedor(2) 17-0-0to 22-11-6. Interior(1) 22-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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 tress 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 ANSVTP[ 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 100lb uplift at joint(s) except (jt=lb) 2=825, 11=825. Thomas A. Alba it PE No.39388 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 WARNING-V dfydas/gnparamefe..dREADNOTESONTNISANDWCLUU£DMREKREPERANCEPAGEMIP74nm.. raaY201a BEPOREUSE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown and Is for an Individual building component, not �� a hum system. Before use, ire building designer must verify the opproobllity of design parameters and properly Incorporate Mb design Into the overall building design. Bracing Indicated Is to buckling of IndNltlual tmssweb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse wim ocssble personal injury and property damage. For general guidance regarding the fobrlcolan, storage. delivery. erection and bracing of busses and hum systems, seeANSVTPll Ounpy Cmoda, D55-69 and BCSI Building Component 69N Parke East Blvd. Safety mformatbrWalloble from Truss Rote Institute. 218 N. Lee sheet. Sulte 312, Aloxondrla, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply 1395E GARZA T17044623 75990 A4 Hip 1 1 Job Reference (optional) unampers I ruse, era., Pon Pierce, rL o.zRusuec omra ran ex nmwmes, nm. muu may io Ice rat zu le 24 3x5 = Scale = 1:62.3 4.00 FIT 4.8 - 3x4 4x6 = 5 6 7 5x6 � 2x3 S 5xB i B 5x8 MT18HS C 4 25 26 3 9 10 n 27 13 11 12] f} - 14 7x8 MT1BHS= 15 4x12 17 16 3x4 W II 5x8 = 3x12 = 2.00 12 7-7-15 13.7-8 15-0-01 M-0-0 I 23-11-12 26-9.9 35.40 9-]dt L11-0 1.d.R 4n.e 111d9 9.0-19 R9J Plate Ottsets(XY)- [2:0-1-6Edge] [3:0-1-00-3-01 [3:0-0-00-1-121 [6:0-5-40-2-01 [10:0-0-0Edgel [11:0-145Edge1 [16:0-2-40-2-8] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.53 13 >792 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.9913-23 >423 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 11 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.73 13 >575 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=134910-8-0, 11=1349/0-8-0 Max Horz 2=155(LC 11) Max Uplift 2=-825(LC 12). 11=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-4=-3316/2376, 4-5=-2563/1968, 5-6=-2462/1977, 6-7=-2800/2203, 7-8=-2948/2252, 8-9=-5229/3788, 9-11=-5692/4100 BOT CHORD 2-17=-2144/3109, 16-17=-2144/3109, 15-16- 1635/2413, 14-15_ 1547/2362, 13-14=-343115004,11-13=-3821/5419 WEBS 4-17=0/301,4-16=-806/577, 5-15=-225/264, 6-15= 239/292, 6-14=-476/680, 7-14=-406/661,8-14=-2564/1843,8-13=-1246/1955,9-13=-463/433 Structural wood sheathing directly applied or 2-4-13 oc purims. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 8-14 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=71ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Interiar(1) 2-6-0 to 15-0-0, Extedor(2) 15-0-0 to 24-11-6, Intedor(1) 24-11.6 to 36-0-0 zone;C-C for members and fames 8 MW FRS for reactions shown; 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 pat bottom chord live load nonconcurrent with any other live loads. 6) ' 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. 7) Bearing at joint(s) 11 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 Ib uplift at joint(s) except 61=1b) 2=825, 11=825. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6694 MU Parke East Blvd. Tampa FL 33610 Date: May 13,2019 .w WARNING-VaHydeslgn paramefersend READ MOTES ON TMISANDMCLUDEOMMEKREFERANCEPAGEM674mm1 .. 1dDY2ar5BEFOREUSE. beslgn valid for use only wIM MifeW connectors, this tleslgn Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, Me bulltling designer most verity the applicability of design parameters and properly Incorporate this tleslgn Into Me overoll balding design. Bracing Indicated is to bucI ing of lndNlduol truss web and/or chord members only. Additional temporary and permanent bmorng MiTek' prevent Is always recurred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVrpIl Quality Cdtnb, DS349 and BCSI Building Component 312, Alexandria VA 22314. 6904 Parke East Bled. Tampa, FL 33610 Safety bdoenationavalloble from Truss Rate InstiMe, 218 N. Lee Sheet, Suite Job Truss Truss Type Ply Of ply 13958 GARZA T77044624 75990 A5 Hip 1 1 Job Reference (optional) _ Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 13 12:21:52 4.00 iz 3.6 II 3x6 = 4x5 = 3x4 = bx6 4 5 24 625 26 27 7 9 Scale = 1:61.3 15 14 --- -- - ----- 3x5 = 2x3 II Sx12 = 3x12 = 2.00 12 1-7-15 13-7-8 22-0-0 23-11-12I 2fi-9-9 35-0-0 7A-15 ALA I B.aB I1n 1-19a.o.ta I 99a � Plate Offsets (X,Y)— (2:0-1-8 Edge] [4:0-3-00-2-81 [10:0-1-15 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.53 12 >799 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.99 12-21 >426 240 MT18HS 2441190 BOLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.35 10 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wirid(LL) 0.72 12 >580 240 Weight: 1601b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-15 op purms. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb(size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=-136(LC 10) Max Uplift 2=-825(LC 12). 10=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 3302/2424, 3-4=-2589/1988, 4-5=-2410/1948, 5.6=-2430/1959, 6-7=3580/2713, 7-8=-372a/2795,8-9=-5216/3822, 9-10=-5695/4205 BOT CHORD 2-15=-2188/3094, 14-15=-218af3094, 13-14= 212413102, 12-13=-3448/4977, 10-12= 3922/5422 WEBS 3-15=0/288, 3-14=-756/612, 6-14=-953r755, 6-13=373/685, 7-13_ 697/994, 8-13=-2051/1540,8-12=-1293/1901, 9-12=-074/482,5-14=-381/608 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.OpsQ h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-M. Extedor(2) 13-0-0 to 17-11-6, Interior(1) 17.11-6 to 22-0-0, Exterior(2) 22-0-0 to 27-0-9, Interior(1) 27-0-9 to 36-0-0 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. e) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=825, 10=825. Thomas A. All l PE No.39380 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 AWARNWG-Ved1ydes19nyi.irn,ersendREADN07ESONTMSANDDlCLUDEDMrrEKREFERANCEPAGEMD74"rex.lhD3a015BEFOREUSE. Deslgn valid for use only with MOeldt connectors. This design Is based only upon parameters shown. and Is for an Individual bulltling component, not a truss system. Before usa, the building designer must verify the appllcobll9y of design parameters and properly Incorporate thls design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndMdual nuss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stoically and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage. delNery, erection and brocing of trusses and truss systems seeAN61/IPII Quo�myy CMrrda, D3649 and Bar BuadhD Component 690a Parke East BNd. Safety Informationavolloble from Truss Plate Institute. 218 N. Lee street, Suite 31Z Alexandra, VA 22314. Tampa, FL 33610 ran. rrv.uy, rc.c car zma Job Truss Truss Type Cry Ply 13958 GARZA T77044625 75990 A6 Hip 1 1 Job Reference (Options]) wam0ers i r c, inc., run rlerce, rL o.ceaa yea oea io mu an Scale =1:61.3 4.00 12 5x8 = 3.5 = 3x4 = 5x8 MT18HS = 4 5 24 25 6 26 7 Zt3� 15 14 13 3x4 0 3x6 = 24 11 3x4 = 5A - 3x12 = 2.00 12 LOADING (psl 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/TPI2014 CSI. TC 0.73 BC 0.97 WB 0.62 Matrix -MS DEFL. Vert(LL) Ved(CT) Horz(CT) Wind(LL) in (foe) Well L/d -0.56 11-12 >748 360 -1.0311-21 >408 240 0.36 9 n/a n/a 0.7811-12 >542 240 PLATES MT20 MT18HS Weight: 1621b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc pudins. 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=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. ConrpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3312/2471, 3-4= 2801/2173, 4-5=-2937/2307, 5-6=-4027/3051, 6-7=-0954/3675, 7-8=-5236/3830,8-9=-5685/4263 BOT CHORD 2-15=-2231/3105, 14-15=-2231/3105, 13-14=-1815/2626, 12-13=-2030/2953, 11-12=-2817/4091. 9-11=-397415411 WEBS 3-15=-1/266, 3d4=-613/527, 4-14=-282/373, 4-13=-455/612, 5-13=-833r/18, 5-12=-896/1276,6-12=-675/575,6-11=-670/1004,8-11=-440/553,7-11- 997/1469 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=1 Elf; B=71ft; L=35ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-M to 2-0-0, Interior(1) 2-6-0 to 11-", Exterior(2) 11-0-0 to 15-11-6, Interior(1) 15-11-6 to 24-0-0, Extedor(2) 24-0-0 to 28-11-6, Intedor(1) 28-11-6 to 36-M zone;C-C for members and tomes R MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water parading. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8} Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=825, 9=825. Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 Q WARNWG.Verllydes/gn ParemetersenJREADNOTES ON TN/SANDINCLUDEOMREKNEFENANCEPAGEM&74TJrev. 10N110159EFOBE USE Design valid for use only wlih MITeW connectors. This design Is based onlyupon parameters shown and Is for on Indivdual building component, not ��- a truss system. Before use, me building designer must verify the opplicablily of deslgn parameters and properly incorporate MIS design Into the overall bulidingdosign. Bracing NtllcatetlbtobucklingofintlNidualtrusweb and/or chord members only. Additional temporary and permanentbrocing M!Tek' prevent Is always required for stob0ly, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Musses and Muss systems, seeANSNIPII Qualify Criteria, DSS419 card SCSI Building Component 6904 Parka East Blvd. Safety Informalbpovallcbie from Truss Rote Institute. 218 N. Lee Street, Suite 312. Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Of ply Ply 13958 GARZA T17044626 75990 A7 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.240 r Ceo 62U16 Mr Iex Inaustnes, Ina. Man May 1312:21:55 20n9 Pagel ID:AJiomcsggFa0sPzA?N7xeHyeil I-inZx19VHUTl?B_YERCLEK?NnVb7GaW LKBRESTzGVZA "G, 6-10.12 9-0-0 13-8-0 19.10-0 26.0.0 128-1-4 35.0-0 36.0-0 6-10.12 2-1-3 4-B-0 6-2-0 6-2-0 2-1-3 6-10-12 1-0. 4.00 12 4,11 2x3 11 3x6 = 3.5 = 2x3O 4 526 6 7 27 US = 2x3 8 9 Scale=1:60.5 3x4 = 3x4 = 3> = 6x8 = 3.4 = 3.6 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.30 Lumber DOL 1.25 BC 0.41 Rep Stress [nor YES WB 0.53 Code FBC2017/rP12014 Matdx-MS DEFL Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Vdefl Vd -0.13 12-23 >999 360 -0.2912-23 >884 240 0.03 10 Na n/a 0.1312-23 .>999 240 PLATES GRIP MT20 244/190 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purists. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-15 REACTIONS. (lb/size) 2=362/0-8-0, 15=1620/0-8-0, 10=716/0-8-0 Max Horz 2=97(LC 11) Max Uplift 2=-256(LC 12), 16=-933(LC 12), 10= 460(LC 12) Max Gmv 2=390(LC 21), 15=1620(LC 1). 10=731(LC 22) FORCES. (Ib) -Max. Comp./Mm Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 23--355/278, 4-5=-521/823, 5-7=521/823, 7-8=-646/514, 8-9= 11551896, 9-10=-1409/1091 BOT CHORD 2-17=-160/325, 14-15=-280/646, 12-14=-638/1078, 10-12=-938/1311 WEBS 3-17=-396/473,4-17=-310/444,4-15=-942/713, 5-15=-326/367,7-15- 1554/1143, 7-14=-128/406,8-14=-516/399, 8-12=-283/444, 9-12= 355/436 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=15ft; B=71f ; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Interior(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-8-0, Interior(l) 13-8-0 to 26-0-0, Extedor(2) 26-0-0 to 30-11-6, Intedor(1) 30-11-6 to 36-M zone;C-C for members and forces & MWFRS for reactions shown; 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 nonconcument 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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 61=11b) 2=256, 15=933, 10=460. Thomas A Albanl PE No.39380 MTek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 Q WARNW0- Vadrydestgnparsumshmsand READNOTES ON TRISANDWCLUDEDW/ REFERANCEPAGEM&74".. IsINV 015BEFOFE USE Design valid for use only with MBek® connectors. This design is based only upon parameters shaven, and is for on Individual building component, not ��- a hum system. Before use. the building designer must verl Me applicability of design parameters and properly Incorporate Ihis tleslgn Into the overall building design. Bracing Indicated is to buckling of individual inns web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the 6904 Parke East St fabrication, storage, delivery, erectlon and bracing of trusses and hum systems seeANSVTPI I QuaCiBedu, DSB-09 and BCSI Building Component Safely Informotbrovallable from Truss Plate Institule, 218 N. Lee Street Suite 312, Alexantlda, VA 22 14, Tampa, FL 33610 Jdb Truss Truss Type Oty Ply 1395E GARZA T17044627 75990 BHA Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 13 12:21:57 2019 Page 1 ID:AJiomcsggFaOsPzA7N4xeHyei 1[._AhhkrXY74YRIimASSK14XIJDIkRUdoVwLAL2Gv2B Z 22-9-0 1 0 3-1e14 79 9dU 11-e-0 12 15d 17{ 19E-0 213-0 2�q0 �3E-0 25EL 2B-0U 31-1.2 35 11ha 11614 11.2 1 2S0 I 2 9�� 2U 2UU ~28 2��9� 2E.a 3­1.2 31.14 14W o-sa Scale = 1:62.4 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR P OPERLY CONNECTF4x4 = PURLINS AS SPECIFIED. 4.00112 46 14 47 16 45 12 48 3x 33 21 44 10 9 3x8 C 49 4x8 = 2�0 42 4 6 z8 - 8 0 - 4x8 25 = 3 is 20 5152 N 1 41 2 27 28Rd I.2�N 34 53 54 33 55 56 32 57 5859 31 30 60 fit 29 d 3xfi 7x8 = 3x8 = 3x6 = 3x4 = 6x12 = zaoa 3A0.14 7-0a ]49 12-9a 9La g4W 250-0 27b 27-11,7 31.1-2 3580 r NO-14 8 9 5-2-7 a30 4-60 I 8de 2-0O �1 31-2 3.10.14 069 Plate Offsets (X Y)-- [2:0-0-2 Edge] 13:0-6-8 0-2-01 [9:0-3-8 0-1-81 115:0-4-8 0-4-01 126:0-7-8 0-2-01 [32:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.29 33-34 >906 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.3233-34 >822 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(CT) 0.08 31 Na file BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 215 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-6-10 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 3-9 20-31,26-29:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. WEBS 1 Row at rl 9-32, 15-31,26-31 JOINTS 1 Brace at Jt(s): 9, 15, 20, 13 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100lb or less at joint(s) except 2=-1087(LC 8), 27=-279(LC 25), 31=-2164(LC 8), 29= 245(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=1443(LC 1), 27=323(LC 14), 31=3029(LC 1). 29=550(LC 30) FORCES. (Ib) -.Max. Comp./Max Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-3649/2731, 3A=-363/201, 4-8=-294/149, 8-10=-312/196, 10-12= 312/244, 12-14=-274/247,3-5=-3015/2291, 5-7=-3016/2292, 7-9=-3016/2292, 9-11=-861/637, 11-13=-861/637,13-15=-861/637,15-17=-1507/2247,17-18=-1507/2247, 18-20=-1507/2247, 20-22=-1507/2247,22-24=-1507/2247,24-26=-1513/2254, 14-16=-282/256, 16-19=-321/248,19-21=-288/178,21-25=-296/145, 25-26=-322/143, 26-27=472f701 BOT CHORD 2-34= 2481/3428, 33-34=-2435/3370, 32-33=-2184/3241, 31-32=-544/1121, 29-31_ 593/476, 27-29= 599/492 WEBS 9-33=-142/449,9-32=-2348/1799,15-32=-756/1254,15-31=-3513/2423, 20-31=-519/51B, 3-34=-470/647,26-29=-310/237,26-31=-1576/1233.3-33=-114/270, 18-19=-323/320, 7-8=-352/336 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=4.2psh BCDL=3.Opsf; h=15ft; B=71ft; 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) 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 ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. B) ' 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 1087 Ib uplift at joint 2, 279 lb uplift at joint 27, 2164 lb uplift at joint 31 and 2451b uplift at joint 29. Thomas A Albert PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 QWARN/NG- Verify Eeslgn Peremefers end HEAD NOTES ON 7N6ANDINCLUDED MITEKIIEFERANCEPAGEBM-7473 W. facoeOISBEFORE USE. Design valid for use only with MiTek® connectors. mis design Is based only upon parameters shown, and Is for an Individual building component. not a thus system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this tlesign Into the overall building design. Bracing Indicated is to buckling of lndNlduol hues web and/or chord members only. Additional temporary and pennonent bracing MiTek' prevent Is always requked for stability and to prevent collapse wnn poseacle personal Injury and property tlamage. For general guidance regarding Me fobricaffon, storage, doWery, erection and bracing of trusses and Men systems. seeANS91P11 QuaR0ltyy Quarter, OS11-09 and sal building Component Sclah, Inforrmorflo dvallobie from Truss Plate Immune. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Jdb Truss Truss Type Oty Ply 13958 GARZA T77044627 75990 BHA Hip Girder 1 1 Job Reference (optional) cnarral i russ, mc., ran rlerce, hL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 13 12:21:57 2019 Page 2 NOTES- D:AJiomcsggFa0sPzA?N?xeHyei 11--AhhkrXY?4Y RlicnASS104xIJDIkRUdoVwLALzGvzB 11pHanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 3281b up at 7-0-0, 151 Ib down and 177 lb up at 9-0-12, 151 Ib down and 177 So up at 11-0-12, 151 Ib down and 177 lb up at 1M-12, 151 Ib down and 177 lb up at 15-0-12, 151 Ib down and 169 lb up at 17-0-12, 151 lb down and 169111 up at 17-11-4, 151 lb down and 177 lb up at 19-11-4, 151 Ile down and 177 Ib up at 21-11-4, 151 lb down and 1771b up at 23-11-4, and 151 lb down and 177 Ib up at 25-11-4, and 151 Ito down and 177 lb up at 27-11-4 on top chord, and 402 It, down and 504 It, up at 7-0-0, 84 lb down and 32 It, up at 9-0-12, 84 lb down and 321b,up at 11-0-12, 841b down and 32 lb up at 13-0-12, 84 lb down and 32111 up at 15-0-12, 94 It, down and 32 lb up at 17-0-12, 84 Ib down and 32 Ib up at 17-11-4, 84 lb down and 32 It, up at 19-11-4, and 84111 down and 32 lb up at 23-114, and 84 Ib down and 32111 up at 25-114 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). WAD CASE(S) Standard — - 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-14=-54, 14-26=-54, 26-28=-54, 35-38=-20 Concentrated Loads (Ib) Vert: 34=402(F) 41=-146(F) 42= 111(F) 43=-111(F) 44=-111(F) 45=-111(F) 46=-111(F) 47=-111(F) 48=-111(F) 49=-111(F) 50=-111(F) 51=-111(F) 52=-111(F) 53=-68(F)54=-68(F)55=-68(F) 56=-68(F) 57=-68(F) 58=-68(F) 59=-68(F) 60=-68(F) 61=-68(F) ,&WARNING - VenlydeelgnparemetenaeEREAD NOTES ON MOANOWCLUUEDMITEKREFERANCEPAGEMIF74nS .. tam34g15BEFORE USE Design valid for use only with MSek® connectors. fib design Is bored 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 property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slablllly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcotion, storage, delivery, erection and bracing of hussar and truss systems, seeMSUIPtt Quall Creedal D311419 and SCSI Building Component 61 Parke East Blvd. Safety Infonnatlonowa loble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Al9oondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply 13959 GARZA T17044628 75990 GRB HIP GIRDER 1 1 Jab Reference o tibnal Unambers Illlss, Inc., hon Werce, FL a.Z4US UeC a dons Ml l eK lnoLLSmeS, Inc. Mon May la I[:Z I;0V ZUltl 4.00 12 5xl2 MTIBHS = 3 2x3 11 3x6 = 4xB = 4x4 = Sx6 = 23 24 25426 27 5 28 296 30 31 32 7 33 34 B Scale =1:60.3 3X4 = 20 11 „ ao 3x6 =v 5x14 = uc ue YV4x4 = . 5xB MT18HS = 6.8 4x5 = 3-10-14 ]-0-0 10.6-0 13-&0 1fY5-15 23-2-1 28.0.0 31-1-2 35.0.0 I I I I LA-o I e.als I ae.v � 2Tate � Plate Offsets (X Y)— [3:0-9-00-2-81 [6:0-3-8 0-2-0] [11.0-3-8 0-3-01 [14:0-3-12 0-3-01 LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.3411-13 >751 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.7611-13 >339 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WB 0.93 Hom(CT) 0.08 9 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.3711-13 >696 240 Weight: 155 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-14: 2x6 SP No.2 REACTIONS. (lb/size) 2=504/0-8-0, 14=3752J0-8-0, 9=1326/0-8-0 Max Ho¢ 2=78(LC 7) Max Uplift 2= 652(LC 8), 14= 2840(LC 8), 9=-1012(LC 8) Max Gmv 2=513(LC 17), 14=3752(LC 1), 9=1327(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-778/990, 3-4=-1513/2146, 4-6=-1513/2146, 6-7=-1267/775, 7-8=-3171/2427, 8-9=-3362/2486 BOT CHORD 2-16=-836/704, 14-16=-876/744, 13-14=612/1267, 11-13=-1937/2770, 9-11=-2245/3137 WEBS 3-16=-646/742, 4-14=-772/685, 6-14=-3794/2549, 6-13=671/1191, 7-13=-1685/1485, 7-11= 370/570,8-11=-323/635,3-14=-3037/2708 Structural wood sheathing directly applied or 3-6-8 oc puffins. Rigid ceiling directly applied or 4-9-2 oc bracing. 1 Row at midpt 6-14, 3-14 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.Opsh h=15ft; B=71 ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending, 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 36-0 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 652 lb uplift at joint 2, 2840 lb uplift at joint 14 and 10121b uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1931b down and 316 lb up at .7-0-0, 111 lb down and 168 lb up at 9-0-12, 111 lb down and 1681b up at 11-0-12, 111 lb down and 168 Ib up at 13-0-12, 111 lb down and 1681b up at 15-0-12, 111 lb down and 168 lb up at 17-0-12, 111 lb down and 16816 up at 17-11-4, 111 lb down and 168 III up at 19-11-0, 111 lb down and 168 Ito up at 21-11-4, 111111 down and 168 lb up at 23-11-4, and 111 Ib down and 1681b up at 25-11-4, and 1931b down and 316 Ito up at 28-0-0 on top chord, and 402 Ib down and 419 Ib up at 7-0-0, 94 lb down and 5 lb up at 9-0-12, 84 lb down and 5 lb up at 11-0-12, 84 It, down and 5111 up at 13-0-12, 84 Ib down and 32 Ib up at 15-0-12, 84 Ib down and 32111 up at 17-0-12, 84lb down and 321b up at 17-114, 84 to down and 3216 up at 19-11-4. 84 to down and 32 lb up at 21-11-4. 84 Ito down and 32 lb up at 23-11-4, and 84 lb down and 32 Ib up at 25-11-0, and 4021b down and 504 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 Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 69M Parke East Blvd. Tampa FL 33610 Date: May 13,2019 O WARNING- Vedlydeslgnpammefen.dREAUNOMSONWISANOPICLUVWWEKNEFEBANCEPAGEMLL74mm¢ 1411Y1015BEFOAEUSE Design volld for use any with MOelr® connectors. This design b based only upon parameters shown. and Is for an indlvldual building component, not a truss system. Before use, the bustling designer must verify the applaablllty, of design parameters and properly Incorporate this design Into the overall buildingdesign.Bracing Indicated is to buckling of Individual truss web and/or chord members only. Addiflonaltempororyondpamonentbracing MiTek' prevent Is always required for stablllty and to prevent collapse win poseble personal injury and property damage. For general guidance regarding Me fobrleallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 GualEv Criteria, DSB-09 and BCSI loading Component 6904 Parke'East Blvd. Safety Brformahonavailoble from Truss Plate Institute, 218 N. lee Street. Suite 312 Alexontlrio. VA 22314. Tampa, FL 33610 Jdb Truss Truss Type City Ply 13958 GARZA T77044628 75990 GRB HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 13 12:21:59 2019 Page 2 I D:AJiumcsggFaOsPzA?N?xeHyeil l-wVpS9%YoXipRgcr?ubVwPA9uT6p9CIHwFpPSEFiGvz6 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 17-20=-20 ,Concentrated Loads (Ib) Vert: 3=-146(B) 8=-146(B) 16— 402(B)11=-402(B)23=-111(13) 24=-111(B) 25=-111(B) 27=-11l(B)28=-11l(B)29=-111(B) 30=-111(B)32=-111(3)33=-111(B) 34=-111(B)35=-68(B)36=-68(B) 37=-68(B) 38=-68(B)39=-68(B)40=-68(B)41=-68(B)42=-68(B)43=-68(B)44=-68(B) ,&WARNING-Velfydeslgeperemeters.dREADNOTE50NMSANDWCLUDEDMNEKREFERANCEPAGEMIP74M.. IWO&II015BUOREUSE valid for use only with MiTeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Wit a buss system. Before use. the building designer must verify the appllcabYlN of design parameters and properly Incorporate this design Into the overall Individual temporary building dedgn. Bracing Indicated Is to prevent buckling of hussweb and/or chord members only. Additional and permonem bracing Is always required for stablllty, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPII Quality CrBtrre: DSB-09 and SCSI Building Component 69N Parka East BNd. Safety Informatbrnvolloble from Truss Plate institute, 218 N. We Sheet, Suite 312 Alexandrlo. VA 22314. Tampa, 1 33610 Job Truss Thus Type City Ply 13958 GARZA ' T77044629 75990 J1 JACK -OPEN 8 1 Job Reference (optional) Chambers Truss. Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MITek Industnes, Inc. Man May 13 12:22:00 2019 Page 1 ID:AJiommggFaOsPzA7NlxeHyei11-OINgMtZ017xHImOBS109xNiFVWON rz14UT97ngzGvz5 -1-0-0 1-0.0 1-0.0 ~ 140-0 - — - 3x4 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Verf(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wmd(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. fib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/MechanimI Max Hoa 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Gray, 3=10(LC 17). 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max CompJMax Ten. -All tomes 250 file) or less except when shown. Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-M oc pudins. 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=71ft; L--35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterim(2) zone; porch left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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 4 lb uplift at joint 3 and 140 Ile uplift at joint 2. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 13,2019 Q WABNWG-Vedfydeslgnperemetem endN DNOWS ON TNLSANDINCLUDEDMRKBEFENANCEPAGEMIL74Mtlre.. iW032015BEFOREUSE Design valid for use only with MBekG connectors, rhis design Is based only upon parameters shown, and Is for an individual bulldIng component, not a truss system, Before use, the building designer must verify the applicability of design parameter and properly Incorporate this design into the overall bulldingdesign. Bracing indicafedIstoprevent bucklingofIndividual truss web and/or chord members only. Additional tempotary and permanent bracing M!Tek' Is always required for stobllity and to prevent collapse won possible personal injury and property castings. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Musses and truss systems, meANSVrPII Cua1Xv Critelli DSB49 and BCSI building Component Safety Infoenationavoiiabie from Truss Plate miltute, 218 N. Lee Street. Su6e 312. Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jdb Truss Teas Type OtY Ply 13118 GARZA T17044630 75990 J3 JACK -OPEN 8 1 Jab Reference (optional) Gnamoers I rus5, Inc., Fort Pierce, FL 3x4 = 8.240 s Dee 62UI8 MiTek Industries, Inc. Mon May 1312:22:01 2019 Page 1 vcnePemrJOvnu„Hiss-erMaCaal iqm, nmvni n,pnWumnnnwnl7,.v I7,P. A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Vdefl Ld TOLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ve all 0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=63/1VIechanical, 2=172/0-8-0, 4=36/Mechanical Max Hoe 2=85(LC 12) - Max Uplift 3=-67(LC 12), 2= 207(LC 12), 4=-51(LC 12) Max Grav 3=63(LC 1), 2=172(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Scale =1:9.4 PLATES GRIP MT20 2441190 Weight: 111b FT=20% Structural wood sheathing directly applied or 3-0-0 oc puffins. .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=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 21 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 67 lb uplift at joint 3, 207 lb uplift at joint 2 and 51 lb uplift at joint 4. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 8634 6904 Palke East Blvd. Tampa FL 13610 Date: May 13,2019 �wARNUIG- Vedlydeslgn peremefereand READ NOTES ON TN/SANDINCLUDED ABiEKNEFENANCEPAGEM67473rev. 10=2015BEFOBE USE Design valid for use only with M6ekCa+ connectors. fits design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, Me bulling designer must verity Me applicobJay of design parameters and properly Incorporate this design Into Me overall buildingdeslgn. Bracing indicated is to prevent bucNing of Individual Muss web and/or chord members only. Additional temporary antl permanent bracing Is always required for stability and to prevent collapse wlM possible personal Injury and property damage. For general guidance regarding Me fablicatlon, storage, delivery. erection and bracing of trusses antl buss systems. seeANSI/IPIt QUU Cmrrda, DS349 and BCSI Bidding Component SabtY Inlonnplbrxrvo�obie from Truss Plate Inslitute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Fs,� M!Tek* 69M Parka Best Blvd. Tampa, FL 33610 Jdb Truss Truss Type CRY Ply 13958 GAR -A T17044631 75990 JS JACK -OPEN 6 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon May 1312:22:01 2019 Page 1 ID:AJiomcsggFaOSPZA?N?xeHyeill-sn CaCa23J38vv?00?XOUbFNmvfrgOHDj7uYJ7zGvz4 -1-0-0 5.0.0 1.0-0 5.0.0 — - - 3x4 = 5-0-0 &M Scale =1:12.7 Plate Offsets (X Y)— f2:0-1-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.11 4-7 >522 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.05 4-7 >999 240 BOLL 0.0 Rep Stress Incr YES WE 0.00 HOrz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 171b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=115/Mechanical, 2=242/0-8-0, 4=63/Mechanical Max Harz 2=123(LC 12) Max Uplift 3=-122(LC 12), 2=-278(LC 12), 4=-92(LC 12) Max Grav 3=115(LC 1). 2=242(LC 1), 4=87(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. 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=4.2pst BCDL=3.Opsf; h=15ft; B=71 it; L=35h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3, 278 Ib uplift at joint 2 and 92 Ito uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 Job Truss Tri Type Oty Ply 13958 GARZA T17044632 75990 J7 JACK -OPEN 24 1 Job Reference (optional) llnarnuers r msb, mc., ran nerve, rL 97LE a.'Ru b uec o eo ro mn eR inuusmeb, mc. mun may m r e;4 :ue aide rage 1 ID:AJiomcsggFaOsPzA?N?"Hyeill-K7UanYaggdB?X3aa2)2dlonWOK?7PIWNxne6r2zGvz3 Scale = 1:16.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(L-) -0.09 4-7 >976 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.38 Vert(CT) -0.18 4-7 >451 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix -MP Wind(LL) 0.17 4-7 >497 240 Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=8atMechanical Marc Horz 2=161(LC 12) Max Uplift 3=-152(LC 12), 2= 210(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1). 2=315(LC 1), 4=124(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=71ft; L=3511; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C EMedor(2) -1-0-0 to 2-6-0, Intenor(1) 2-6-0 to 6-114 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOlr1.60 plate grip DOL=1.60 2) This tress has been designed for a 10.0 pat bottom chord live load nonconcunent 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 ruse connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1521b uplift at joint 3, 210 lb uplift at joint 2 and 12 lb uplift at joint 4. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 66U 69114 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 QWARN/NG-Vedfydeslgnp.e feveed READNOTES ON TA/SANDWCLUDEDMREKREFERANCEPAGEUX747are, 169Y1VIs8EF0RE USE -Design valid for Use only with M6ek0connectors. This design Is boseci only upon parameters shown. and Is for an indNldual 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 bullDingdesign.Bracing Indicated is to prevent buckMg of individual true 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 tnraes and hum system£ sveANSVrPI1 QualMMyy CrBeda, DS9i and SCSI Building Component 69M Patice East Blvd. Safety Informatbrgvo[obie from Trull Plate Institute. 218 N. Lee Street, Sulfa 312. meeandrio. VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply 13958 GARZP, T77044633 75990 KJ7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) ran nerce, , a.zvu s uec o zu1 o run ex mausmes, me. coon N1av 13 1 z:ez:u3 zu19 Scale =1:21.2 2x3 II 3x4 = NAILED NAILED NAILED 5 5-E11 4-3-6 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Ved(CT) -0.06 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 4=111/Mechanical, 2=501/0-10-15, 5=362IMechanical Max Horz 2=161(LC 21) Max Uplift 4=-117(LC 8), 2=-574(LC 8), 5=-443(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1031/1087 BOT CHORD 2-7— 1148/990, 6-7=-1148/990 WEBS 3-7=298/284, 3-6=-1D44/1211 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 117 Its uplift at joint 4, 5741b uplift at joint 2 and 443 Ile uplift at joint 5. 6) "NAILED" indicates 3-10d (0.148°x3') or 2-12d (0.148'x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4= 54, 5-8=-20 Concentrated Loads (lb) Vert: 11=3(F=1, B=-1) 12=-76(F=-38, B=-38) 13= 7(F=-3, B=-3) 14=-20(F>70, B_ 10) 15= 69(F= 34, B=-34) Thomas A Aibanl PE No.39380 MTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 13,2019 AWARNING. VedrydeslgnparametemandREADNOTESONTHISANDINCLWEDMI KREFERANCEPAGEMaH7Mrv.teNYa1SBEFOREUSE -Design valid for use only wlm Mmek® connectors. lints design Is based only upon parameters shown, and Is for an Individual bulding component, not a truss system. Before use, me building designer must verify the appllcablllly of design parameters and property Incorporate mis design Into the overall bulldingdeslgn. Bracing Indicated Istoprevent bucklhgofIndlvWualhum web and/or chord members only. AddMonaltempararyondpermanentbrocing MiTek' Is always required for stability and to prevent collopse wlm possible pomanol Injury and property damage. For general guidance regarding Me fabrication storage. delivery, erection and bracing of trusses and buss systems. seeANSVTP1f Quality CMorO, 039-09 and SCSI Building Component 69M Parke East BNd. Safety mformatbrevolable from Tnrss Rate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 13 /" Center plate on joint unless x y -01 14-4 offsets are Indicated. 6-4-8 dimensions shown in ft-In-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stabllity, bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing, is always required. see BCSI. 1 0'/ld' CT-2 a2J 2. Truss bracing must be designed by an engineer. For 0 WEBS Cry 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I T 3 O bracing should be considered. 00 U U py 0 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 0- yv O 0- 4. Provide copies of this truss design to the building For 4 X 2 orientation, locate cia cat cse BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties, plates 0-'ad' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERSAERERS. 8. unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311,ESR-135ZESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 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 Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 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 section 6.3 These truss designs rely on lumber values 14 Bottom chords require eral bracing at 10 H. spacing. ilateral or less, if no ceiling fat Installed, unless otherwise noted. BEARING established by others. 15. Connections not shown ore the responsibility of others. Indicates location where bearings '��no (supports) occur. Icons vary but © 2012 MITek@ All Rights Reserved 16. Do not cut or alter truss member or plate without prior 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. e 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards:project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. a Is not sufficient. BCSI: Building Component Safety Information, M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITV ANSI/rPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015