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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. MiTek® ,RE: 76098 - CLYDE MITCHELL +Site Information: Customer Info: MAURICE SHAZIER Project Name: CLYDE MITCHELL Model: Lot/Block: Subdivision: Address: UNKNOWN MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 BY City: FORT PIERCE State: FL �F. LUCK Cdlll'1'ty Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: WAYNE GANDY PE License #: 33134 Address: 5923 FOREST CITY RD City: ORLANDO State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017fTP12014 Design Program: MiTek 20120 8'.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 35 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. Seal# Truss Name Date No. Seal# Truss Name Date 1 T17430633 A 6/25/19 23 T17430655 J5 6/25/19 2 T17430634 Al 6/25/19 24 T17430656 J7 6/25/19 3 T17430635 C 6/25/19 25 T17430657 JC3 6/25/19 4 T17430636 C1 6/25/19 26 T17430658 JC5 6/25119 5 T17430637 D 6/25/19 27 T17430659 JE1 6/25/19 6 T17430638 D1 6/25/19 28 T17430660 JE3 6/25/19 7 T17430639 E 6/25/19 29 T17430661 KJ2 6/25/19 8 T17430640 G 6/25/19 30 T17430662 KJ3 6/25/19 9 T17430641 Gt 6/25/19 31 T17430663 KJ7 6/25/19 10 T17430642 G2 6/25/19 32 T17430664 KJC5 6/25/19 11 T17430643 G3 6/25/19 33 T17430665 MV2 6/25/19 12 T17430644 G4 6/25/19 34 T17430666 MV4 6/25/19 13 T17430645 G5 6/25/19 35 T17430667 MV6 6/25/19 14 T17430646 GRA 6/25/19 15 T17430647 GRB 6/25/19 16 T17430648 GRC 6/25/19 17 T17430649 GRID 6/25/19 18 T17430650 GRE 6/25/19 19 T17430651 GRG 6/25/19 20 T17430652 A 6/25/19 21 T17430653 J2 6/25/19 22 T17430654 J3 6/25/19 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 jurisdiction(s) identified and that the ' designs comply with ANSI/rPI 1. These designs are based upon parameters ,1 shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the r�'preparation of these designs. MiTek cr TRENCO has not independently verified the ,A, applicability of the design parameters or the designs for any particular building. Before use, - the building designer should verify applicability of design parameters and properly ` incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC FIDE COPY G E N & *-. 0%%: No 22839 9• STATE OF '44/% it Wetter P. Finn PE No.22839 Mnek USA, Inc. Fl. red 6634 6904 Parke East Blvd. Tampa R.33610 Date: June 25,2019 Finn, Walter 1 of 1 Job Truss Tuns Type City Ply CLYDE MITCHELL T17430633 76098 A Hip 1 1 Job Reference (DiDtionall Chambers Truss, Inc., Fort Pierce, FL 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jun 2b 01:58:" kUl a rages ID:L6aW jTvGv5749tOgzicvz5z35yN.ZfEkDXpeSroSm8AGOI E9teg4jlaUXZrz7j FCRcz2onv -1-4-0 &S-12 9-0-0 12.2.0 15-5.4 21.2-0 22-6-0 1-4-0 5-8-12 3-3-4 F 3-2-0 3-&4 5.8-12 1 1-4-0 scale =1:38.8 4x4 = 4x4 = 3x6 = 3x5 = 1 3x4 = 3x4 = 3x5 = Plate Offsets (X Y)— f2:0-0-6 Edges (7:0-0-6 Edges LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.13 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.28 11-14 >900 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.11 9-17 >999 240 Weight: 921b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=855/0-8-0, 7=855/0-8-0 Max Horz 2— 154(LC 10) Max Uplift 2=-601(LC 12), 7=-601(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1496/1259,3-4=-1218/1027,4-5=-1090/991, 5-6=-1218/1028, 6-7=-1496/1259 BOT CHORD 2-11=-1029/1406, 9-11=-681/1102, 7-9— 1050/1356 WEBS 3-11=-379/452,4-11=-191/337, 5-9=-190/338, 6-9=-380/452 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=4.2pst BCDL=3.Opsf; h=15ft; 13=4511; L=24ft; eave=oft; Cat. II; E1p C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 16-4-15, Interior(i) 16-4-15 to 22-6-0 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) This truss has been designed for a 10.0 pet 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 fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 601 lb uplift at Joint 2 and 601 lb uplift at joint 7. Walter P. Finn PE No.22839 MiTek USq Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 Q WARNWO-VeK/ydes/gnpemmetemand READNOTES ON TFIIBANDMCLUDEOM? KREF£RANCEPAGEM67Ml a 16,11312015BEFORE USE valid for use cNywlm MRel0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Nil'Design a truss system. Before use, the building designer must verify the applicability of design parameters and property r iporafe this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual nuns web and/or chord members only. Addiflonol temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems. weANSWPiI Quality Crtledo. OSS49 and BCSI Building Component Safety hnfemtation rvailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply CLYDE MITCHELL T17430634 76098 Al Common 7 7 Job Reference (optional ularnuers I cuss, Inc., ran rieme, rL 6.24U s Jun 6 ZU19 MI I eK Inallames, Inc. I ue Jun ea vl:oe:ao zu Is rage I w 44 = Scale = 1:38.2 Ig 30 = 3x6 = 30 = 3x4 = 3x4 = LOADING (PSO TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2110 CS'. DEFL. In (loc) Vdefl L/d Plate Grip DOL 1.25 TC 0.26 V. f(ILL) -0.0610-13 >999 360 Lumber DOL 1.25 BC 0.31 VerI CT) -0.13 10-13 >999 240 Rep Stress Incr YES WB 0.20 Hom(CT) 0.03 6 n/a n/a Code FBC20171TP12014 Matni Wind(LL) 0.08 10 >999 240 BRACING - TOP CHORD BOTCHORD PLATES GRIP MT20 244/190 Weight: 94 lb FT=20% Structural wood sheathing directly applied or 5-9-8 oc pudins. Rigid ceiling directly applied or 7-6-14 oc bracing. REACTIONS. (lb/size) 2=85510-8-0, 6=855/0-8-0 Max Hom 2=-178(LC 10) Max Uplift 2=-601(LC 12). 6=-601(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1541/1130, 3-4=-1376/1054, 4-5=-1376/1054, 5-6=-1541/1130 BOT CHORD 2-10— 900/1396, 8-10=-512/929, 6-8=-936/1396 WEBS 4-8=-333/509, 5-8=-323/375,4-10=-333/508, 3-10=-323/375 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE.7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; B=45ft; L=24fV, eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-7-0. Exteriar(2) 10-7-0 to 13-7-0, Interior(1) 13-7-0 to 22-6-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chard 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 601 lb uplift at joint 2 and 601 Ib uplift at Joint 6. A Vialter P. Finn PE No.22839 III elt USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 Q WARNING -Verily design perameten antl READNOTES ON TN/SAND INCLUDED MNEKREFERANCEPAGEMIL7473mv. la,21420159£FORE USE Design valid for use onlyw8h MIrea connectors. This design h based only upon parameters shown and b for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual than web and/or chord members only. Additional temperory and permanent bracing Is always required for stoblllty and to prevent collapse wills posslole personal Injury and property damage. For general guidance regarding the rubricator, storage, delivery, erection and bracing of trusses and truss systems seeANSUD'll Gu0I61�lss�. Cdferb, DS549 and 6CSi Building Component Safely Nm14. formatbvallabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandra VA 223 MiTek' 69M Parke East Blvd. Tempe, FL 3381a r Job Truss Truss Type pry Ply CLYDE MITCHELL T77430635 76098 C Roof Special 1 1 Job Reference (optional) �namoers I FUSS, MC., ran rierce. M 6.240 s Jun 8 2019 Mi l ek Indualnes, InC. I Ue Jen 25 0/:b6:4] 2U19 Fagot 0EU ID:L6aW1TvGv5749tpgzicvz5z35yN.zEvssZrWlmAl dbvr3tosVHRWIyZ_kIAOp9Ut2xY2ons -tda 28-0 SSe 4S0 tp" 6.1" 10-03 2553 3340 1-0-0 20-0 19E 340 �&k�61 663 1 o-eo n Scale = 1:59.8 r J 6xe = 4x8 5x6 = 2x3 11 3x4 = 4x6 = 4xl2 = 3.4 II 5.00 12 4 6 7 25 26 8 9 10 27 28 11 ^1 ii-asm. E - iSE! 21 6x10 = 22 US = 3.00 12 20 19 �- 2x3 II 3x4 = 17 16 fine = 2x3 II 1160 15 14 13 7xS = 06 = 2.3 11 12 6x8 = Ig LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.27 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.55 Vert(CT) -0.5415-16 >710 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.41 15-16 >948 240 Weight: 181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-8oc pudins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 2-21:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-11 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 15-18, 10-12 8-15,10-13,7-16: 2x4 SP M 30 REACTIONS. (lb/size) 12=1186/Mechanical, 2=1351/0-8-0 Max Horz 2=240(LC 12) Max Uplift 12=-736(LC 12). 2=-910(LC 12) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2815/2055, 3-4=-2738/2111, 4-5=-0173/2462, 5.6=-3193/2476, 6-7- 3451/2691, 7-8=3322/2596, 8-10=-3264/2481 BOT CHORD 20-21=-2051/2524, 19-20=-2058/2538, 18-19=-2512/3211, 15-16=-518/692, 13-15=-1831/2398,12-13=-1831/2398,2-21=-2032/2534 WEBS 4-20=-103/264,. 4-19= 691/843, 5-19=-5B2/519, 6-18=-412/603, 15-18=-2000/2607, 845=-398/463,10-15=-711/936,10-13=0/309,10-12=-2523/1923,16-18_ 127/287 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=15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exit C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1.11-10, Interior(1) 1-11-10 to 6-5-8, Extecor(2) 6-5-8 to 9-5-8, Intedor(1) 9-5-8 to 10-0-0, Ededor(2) 10-0-0to 13-3-10, Interior(1) 13-0-10 to 32.10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live Iliad of 20.0psf on the bottom chard 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 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 7361b uplift at joint 12 and 910 lb uplift at joint 2. 0 Walter P. Finn PE No.22639 MTek USA, Inc. FL Cart 6634 6904 Parke East BNB Tampa FL 33910 Date: June 25,2019 OWARNiNG-Ver/lydeelgpp4mmerereend READNOTESON TNLSANDWCLUDEDMITEKREFERANCEPAGEM47473rev laVS&915BEFOREUSE valid for use only with Mtrek® connectors. This design Is based only upon parameters shown, and Is for an Indlvlduol building component, not Wit a buss system. Before use, the building designer must verity the appllcablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buciling of Individual tNss web and/or chord members only. Additional temporary and permanent broth MfTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVrPII dually Cdferla, DSSd9 and 6CSI Building Component Safety Informatianovailable from Truss Rate Insole, 218 N. Lee Sheer, Suite 31Z Alexondda. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 76098 C1 Roof Special �QtyPly�CLYRDeETCHELLT17430636 nw o tional uramains I ruse, Imc., ran rrerae, IL 5.240 s Jun 5 ZU19 MI I eK industries. Inc. I UB Jun 2b UCb0:4B ZU19 rage T ID:L6aWjTvGv5y49tOgziovz5z35yN-SRTE3vs9W 3luFIT1 db151 U_gUMICTCyZ2KDOaNz2onr I1-4-0 2.8.0 1 4-Sit 7-Sit 10-8-0 12-0.0 18-10-13 2E7-3 33-0.0 1-4.0 2.8.0 h9-B &0.0 3.2-8 1-4.0 6-10.13 _i 7-2-fi 6-10-73 r 5x6 = SO II 6 7 26 27 Scale = 1:59.8 3x4 = 4x6 = 3x4 = 05 = 28 8 9 10 29 30 11 Ib 6xIO = 22 2x3 II 4x4 = 17 16 15 14 13 12 6x8 = 7x10 = 3x4 = 3x6 = 4x5 = 3x6 11 3x4 II 3.00 12 4.10 = 2-R 1-9-8 I 3V 3-2-8 1-4-0 6.10-13 7-2-6 6-70.13 Plate Offsets (X,Y)-- 12:0-9-8,0-0-21,14:0-6-4,0-2-121 17:0-0-0 0-2-41 19:0-3-0 Edgel 118:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) -0.24 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.4515-16 >861 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.10 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.3618-19 >999 240 Weight: 185 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' 6-17:2x4 SP No.3, 2-21: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 12=1181/Mechanical, 2=1341/0-8-0 Max Hom 2=290(LC 12) Max uplift 12=d42(LC 12), 2=-908(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2967/2290, 3-4=-2899/2311, 4-5=-421813346, 5E=-3155/2507, 6-7=-3044/2503, 7-8=-2304/1890.8-10=-2523/2005,10-11=-1741/1367,11-12=-1120/961 BOT CHORD 20.21=-2339/2683, 19-20=-2349/2700, 18-19=-0567/4296, 16-17=-360/362, 15-16=-2005/2523,13-15=-1367/1741, 2-21=-2332/2693 WEBS 4-19=-1331/1692,5-19=-748/646,5-18=-1516/1239,16-18=-1659/2095,7-18=-1320/1491, 7-16= 513/583, 8-16=405/229, 8-15=-276/382, 10-15=-721/883, 10-13=-814/803, 11-13=-1538/1963 Structural wood sheathing directly applied or 3-5-7 oc pudins, except end verticals. Rigid ceiling directly applied or 3-9-14 oc bracing. 1 Row at midpt 11-13 NOTES- 1) Unbalanced root 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=15ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-11-10, Interior(1) 1-11-10 to 4-5-8, Extedor(2) 4-5-8 to 7-5-8, Interior(1) 7-5-8 to 12-0-0, Extedar(2) 12-0-0 to 15-3-10, Interior(1) 15-3-10 to 32-10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 20.0psf 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. 6) Refer to girder(s) for truss to truss connections. 7) Bearing aljoint(s) 2 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 742lb Uplift at joint 12 and 908lb uplift at joint 2. I Walter P. Finn PE No22839 MTek USA, Inc. FL Cart 6834 $904 Parke East Blvd. Tampa FL 33810 Date: June 25,2019 QWARNING-VeNlydesfg,;1x..e1ersend READNOTES ON TNI9ANDWCLUDEDMITEKREFERANCEPAGEM674M.re.. total BEFORE USE valid for use only with Mnek® connectors. lies desgn is based only upon parameters shown, and a for an Indvidual bu0ding component not Nil' a truss system. Before use, Me building designer must verity Me applicabOiN of design parameters and properly Incorporate this design Into Me overall bulging design. Bracing indicated Is to prevent buckling of Individual thuss web and/or chord members only. AddlHonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wlin possible personal injury and property damage. For general guldonce regarding the fabrication storage. delivery, erection and bracing of trusses and buss systems seeANSUIPII CuatJ. Criteria, DSB-89 and SCSI BuildingComponent 69N Pada East Blvd. Safety Infomrationavoilable from Truse Pate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CLYDE MITCHELL T17430637 76098 D Hip 1 1 Job Reference (optional) B.z4u S Jlnl azula Nil lax ID:L6aWjTvGv574gtCigzicvz5z35yN-wc 19-3-0 F 24-5-12 6.3.0 5-2-12 45 = 5x6 = 3 18 19 4 mc. i us Jun za ut:=49 2uTv page l Scale=1:50.8 I6 12 11 " 9 8 7 3.4 2x3 II 4,6 = 3z4 = 4z4 = 3x6 II = 3z4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.54 Ved(LL) -0.48 11-12 >752 360 MT20 244/190 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.7011-12 >513 240 Rep Stress Incr YES WB 0.78 HO2(CT) 0.06 7 n/a n/a Code FBC2017/tP12014 Matrix -MS Wind(LL) 0.39 11-12 >926 240 Weight: 144 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc puriins, except end vedicals. BOT CHORD Rigid ceiling directly applied or 5-3-4 oc bracing. REACTIONS. (lb/size) 1=1105/0-8-0, 7=1105/Mechanical Max Harz 1=191(LC 11) Max Uplift 1=-688(LC 12), 7=-690(LC 12) Max Grav 1=1129(LC 17), 7=1110(LC 18) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2423/1846, 2-3=-1678/1392, 3-4=-1501/1363, 4-5=-1655/1404, 5-6= 1707/1349, 6-7=-1049/887 BOT CHORD 1-12=-1686/2321, 11-12=-1686/2321, 9-11— 1053/1550, 8-9=-1175/1524 WEBS 2-12— 32/307, 2-11=-858/700, 3-11= 174/396, 4-9=-142/331, 5-9=-271/238, 5-8=-263/300, 6-8=-110111419 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=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-M to 3-0-0, Interiar(l) 3-0-0 to 13-0-0, Extedor(2) 13-0-0 to 17-2-15, Intedor(1) 17-2-15 to 19-3-0, Extedor(2) 19.9-0 to 23-5-15, Interior(1) 23-5-15 to 29-10-4 zone;C-C for members and forces & MW FRS 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 fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 688 lb uplift at joint 1 and 690111, uplift at joint 7. Walter P. Finn PE No.22639 MTek USA, Inc. FL Ced 6634 6996 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 Q WARNING- Vedllydeslgn Pammefersand READ NOTES ON THISANO/NCLUGEGMIIEKREFERANCEPAGEMa.74TJ rev. 1411320156EFGREUSE Design valid for use only witty MOek®connectors. Ws design Is based only upon parameters shown, and Is for an Individual building component, not o truss system. Before use. the building designer must verity }he applicability of design parometers and property Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Individual tuns web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required far stability and to prevent collapse with possble personal injury and property damage, For general guidance regamingthe fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSXMll Gualtly CMnW, DSB49 and SCSI BWdhg Component 6904 Parke East Blvd. Safety NformadonwaYabte from Truss Plate Institute. 218 N. Lee Street Who 312 Alexantlrla, VA 22314. Tampa, FL 33610 Job Truss Tnss Type Ply CLYDE MITCHELL T77430638 7609E D1 Hip JQty 7 7 Job Reference (optional) lAarnuers I rues, Inc., ran race, rL 6.240 s Jun 8 2019 MI I ex moustnes, mo. I ue dun zb ul:b6:bu zu1a Paae 1 a d 5.00 12 5x6 = 4x5 = 6 7 Scale = 1:54.4 6x10 = 6x6 = 2x3 II If, 14 1a 11 10 4x12 = 4x4 = 3x4 = 3x5 44 = ax6 II 3x4 II 3.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.12. 17-18 >999 360 TCDL 7.0 Lumber DOL 1.25 SC 0.51 Vert(CT) -0.2417-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.17 17-18 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except' 5-15: 2x4 SP No.3, 2-18: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/Size) 2=1231/0-8-0, 10=1070/Mechanical Max Hom 2=245(LC 11) Max Uplift 2=-850(LC 12), 10= 661(LC 12) FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23--240a/1680, 3-4=-2333/1738, 4-5=-1745/1419, 5-6=-1693/1541, 6-7=-1230/1165, 7-8=-1400/1192,8-9=-1700/1286,9-10=-1006/853 BOT CHORD 17-18— 1560/2145, 16-17— 1559/2140, 5-16=-212/336, 13-14=-803/1230, 11-13=-1086/1514, 2-18=-1541/2153 WEBS 4-17=-17/287, 14-16=-662/1060, 6-16=-760/912, 6-14=-315/208, 7-13=-184/319, 8-13=-438/373,9-11=-996/1382,4-16=-714/521 PLATES GRIP MT20 244/190 Weight: 176 lb FT=20% Structural wood sheathing directly applied or 4-2-6 oc puriins, except end verticals. Rigid ceiling directly applied or 5-8-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considere! for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--3.2psf; BCDL=3.Opst h=15ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-0-0, Exterior(2) 15-0-0 to 21-5-15, Intedor(1) 21-5-15 to 29-10-4 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 pelf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing atjoint(s) 2 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 8501b uplift at joint 2 and 661 lb uplift at joint 10. .6 Walter P. Finn PE No.22039 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: June 25,2019 O WARNING- Vedfydeslgn Paremeferzead BEAONOTES ON IN/5AN0/NCLUO£OMREKBEFEMNCEPAGEMLL743Re fn91YI015BEFOBEUSE Design valid for use only with MrekO connectors. This design Is based only upon parameters shown, and is for on Individual bustling component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thb design Into Me overall butting design. Bracing lndicoted is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcatlon, storage, delivery, erection and bracing of trusses and huss systems seeMSUITP11 Quo" Criteria. DS549 and SCSI Building Component 69N Parke East Blvd. Safety Informations Noble from Truss Plate Institute, 218 N. Lee Sheet, State 312. Alexontlrl¢ VA 22314. Tampa. FL 33610 Job Truss Thus Type Oty Ply CLYDE MITCHELL T17430fi39 76098 E COMMON 1 7 Job Reference (ofAtonaft Unamners 1 russ, Inc., Von Pierae. VL 8.240 s Jun 8 2019 MiTek Industries, Inc. I ue Jun 25 u/:b8:b2 2019 Page 1 Scale=1:19.0 4x4 = 3 Ig 3x4 = 3z4 = 0-Q 10 3-9-10 ]-6-10 7-7.4 dj. Plate Offsets (X Y)-- f4:0-0-0 0-0-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.24 Vert(LL) 0.03 6-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 6-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Hoa(CT) -0.00 4 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 301b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (IWsize) 2=353/0-8-0, 4=353/0-8-0 Max Horz 2— T7(LC 10) Max Uplift 2=-453(LC 12), 4=-453(LC 12) FORCES. (lb) - Mac CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-391/983, 3-4=-391/983 BOT CHORD 2-6=-755/328, 4-6=-755/328 WEBS 3-6=-480/168 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 ad puffins. BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. 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=15ft; 8=45ft; L=24f ; eave=4f ; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 3-9-10, Exterior(2) 3-9-10 to 6-11-7, Intedor(1) 6-11-7 to 8-11-4 zone; porch left and right exposed;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 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 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 453 lb uplift at joint 2 and 453 lb uplift at joint 4. V Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 25,2019 A WARNING-VerKy Ceslgnperemetersend REABNOTES ON TNISAND NCLUUEOUBEKREFERANCEGAGERtr74 env. 10,100V2015BEFORE USE valid for use any with Mgek9 connectors. This designis based only upon porametersshown. and Is for an individual buading aomponot not Nit a muss system. Before use. the building designer must verify me oppllcobillN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buokling of indMtlual fins web and/or chord members only. Addltlonal temporary and permanent bracing 6 always required for stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of hums and truss systems weANSVMIJ Cua1My Cmr do, DSB419 and BCSI auldhB Component Sol InfotmotWMvollabia from Truss Plate Institute. 218 N. Lee Street, Sulte 312, Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa. FL East B P33610 Job Truss Thus Type Cry Ply CLYDE MITCHELL T17430640 76098 G Hip 1 1 Job Reference (optional) ^•-- ..... .=•w••� o.c4usaurs oems moan nmusmns,ina rueaun Aa ur:aa:a4 cola rages ID:L6aWjTvGvS?49tOgzicvz5z35yN-GarVKyxv5v22zgxBzrOW HIEICnzItzRROGgko1 Y2onl 5-8-12 9-0-0 16-1-8 23.3-0 2fi-fi4 32-&0 33-7-0 14-0 5-8-12 3-34 7-1-8 7-1-8 3-3-0 5-8-12 1-4-0 Scale = 1:56.9 4A = ' 2xil 11 4x8 = 5.00112 4 23 5 24 6 14 12 10 aim &B 3a4 = 3x5 = 3x5 = 3x4 = 3x6 = 9-0-0 23-3-0 32-3-0 un-n ze.annn Plate Offsets (X Y)— [2:0-1-14 0-0-81 [4:0-5-4 0-2-01 [6:0-54 0-2-01 [8:0-1-14 0-0-e1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ven(LL) -0.17 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ven(CT) -0.32 10-20 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.09 8 1 n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.25 12 >999 240 Weight: 153 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1265/0-8-0, 8=1265/0-e-0 Max Horz 2=170(LC 11) Max Uplift 2=-856(LC 12), 8=-856(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or4-1-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. FORCES. (Ila) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2539/2087, 34=-2285/1870, 4-5=-2607/2199, 5-6=-2607/2199, 6-7=-2285/1870, 7-8=-2539/2086 BOT CHORD 2-14=-1787/2314, 12-14=-1453/2085, 10.12=-1474/2085, 8-10=-1808/2314 WEBS 3-14=.936/409, 4-14=-188/418, 4-12=-541/701, 5-12=-443/518, 6-12=-S41/701, 6-10=-188/418, 7-10=-337/409 NOTES- 1) Unbalanced root 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=15ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-4-0 to 1-10-11, Interior(1) 1-10-11 to 9-0-0, Exterior(2) 9-0-0 to 13-6-12, Interior(i) 13-6-12 to 23-3-0, Extedor(2) 23-3-0 to 27-9-12. Interior(1) 27-9-12 to 33-7-0 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 pending. 4) This truss has been designed fora 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8561b uplift at joint 2 and 856lb uplift at joint 8. I 4 Walter P. Finn PE No12839 NRek USA, Inc. FL Cart ll 6904 Parke East Blvd. Tampa FL 33810 Data: June 25,2019 ,&WARNING-VerlrydsrF9epemmefera end REAON07E60N TNAMDWCLUDEDMR REFERANCEPAGEMIP74nO v. faT12015BEFOREVSE Design valid for use only with MITecer connectors. This design Is owed only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate the design Into the overall building design, Bracing Indicated Is 10 prevent buckling of hdMdual tnus web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of fusses and toss systems, seeANSVTPIT Quo' yCreeM, DSS-09 and SCSI Building Component Safety InfonmNoncrvallabie from Truss Plate Irutitute, 218 N. Lee Street Suite 312 Alexandria. VA 22314. �'- MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type OIy Ply CLYDE MITCHELL. T77430641 76098 G1 Hip 1 1 Job Reference (optional) a^1 ...... 0,44" s dun c au1 a Mn ex mupsmes, mc. rue dun zo uroo:ou zuiu rages ID:L6aW1TVGV5749tOgzicvz5z35yN-knOuXlyYsDAubgWNXZApznw4AK4cUhbfwQIKTx2onk -1.41 5.9-14 11-0.0 1fi1-8 21-3.0 2fi-5.2 32-3-0 33-7-0 1-4-0 69-14 5.2-2 5-1-8 5-1-8 5-2-2 5.9.14 14-0 Scale=1:56.9 4x8 = 2x3 11 4x8 = 3x4 = 2.3 11 3x6 - 3x8 = 3x4 = 2x3 11 3.4 = 3x4 = 3.6 = 5-9-14 11 I i9A -0-0 1fi-1-8 26-5.2 32.3-0 Spdd I I.1120I 1 ]o Plate Offsets tX.Y)- f4:0-54 0-2-01 16:0-54 0-2-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ved(LL) -0.14 13 >999 360 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.41 Vert(CT) -0.2612-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Hom(CT) 0.09 8 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wmd(LL) 0.21 13 >999 240 Weight: 165 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1265/0-8-0, 8=1265/0-8-0 Max Horz 2=203(LC 11) .Max Uplift 2= 856(LC 12), 8=-856(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 2-3=-2604/2051, 34=-2089/1726, 4-5=-2103/1830, 5-6=-2103/1830, 6-7=-2089/1726, 7-8=-2604/2051 BOT CHORD 2-16=-1761/2360, 14-16=-1761/2360, 13-14=-1291/1883, 12-13= 1312/1883, 10-12=-1782/2360, 8-10= 1782/2360 WEBS 3-14=-595/524, 4-14=-195/374, 4-13=-289/415, 5-13=-311/365, 6-13=-289/415, 6-12=-195/374, 7-12=-596/524 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=4.2psh BCDL=3.Opst hot5ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18: MW FRS (directional) and C-C Exledor(2) -14-0 to 1-10-11, Interior(1) 1-10-11 to 11-0-0. Extedor(2) 11-0-0 to 15-6-12, Intedor(1) 15-6-12 to 21-3-0, Extenor(2) 21-3-0 to 25-9 12, Interior(1) 25-9-12 to 33-7-0 zone;C-C for members and tomes 8. MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 4) This truss has been designed fora 10.0 part bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 856 lb uplift at joint 2 and 856 lb uplift at joint B. a Walter P. Finn PE No22839 t,1Tek USA, Inc. FL Cad 6834 8904 Parke East Blvd. Tampa FL 33810 Date: June 25,2019 ®WARNING -Vedrydesl9nparematereand READ NOTES ON MMANDNCLUDEDMREKREFERANCEPAGEM67m.v. RIVI2075BEFORE USE for use only with M9ekleconnectors, IDW ceslgn Is based only upon parametersshown, and Is for on Individual building component not Wit a Muss system. Before use, the building designer must verity the appllcabll9y, of design parameters and properly Incorporate thus design Into the overall 7 bulldhg design, Bracing Indicated is to prevent bucking of IndNltlual Muss web and/or chord members only. Additional temporary and permanent bracing MOW 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcaliom storage, delivery. erection and bracing of hussar and truss systems, saeANSUIPII Cun Celeste, VS349 and SCSI Holding Component Sahli Infarmallonovallcbie from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandda, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Oty Ply CLYDE MITCHELL T77430642 76098 ]TI113SType G2 Half Hip 1 7 Job Reference o floral ..nanunrs r russ, mc.. Fort rrmw, r, 5.240 S Jun 8 2019 MI I eK Industries, Inc. I us Jun 2b U/:ba:bb 2019 Page 1 Scale = 1:44.1 5x12 MT18HS= texts = 1Ox14 = t0x10 = 4 19 5 20 21 6 22 7 3x4 = W II 6x8 = 3x4 II fi-10-14 13-2-0 15.11-0 19.9-14 L-1-5 2p-O-A ena.la I aao l o.o-n I yen -,a I a�� Plate Offsets (X Y)-- r4:0-8-12 0.2-01 r5:0-1-12 0-0-01 U:0-1-12 0-Ml [7•Edge 0.3.8] LOADING (pst) SPACING- 2-0-0 CST. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.59 11 >483 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.10 11 >261 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Hom(CT) 0.41 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.96 11 >298 240 Weight: 1281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except` BOT CHORD 4-10: 2x4 SP M 30 WEBS REACTIONS. (lb/size) 8=881/0-7-4,2=957/0-8-0 Max Horz 2=384(LC 12) Max Uplift 8=-586(LC 12), 2=-628(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1758/1229, 3-4=-1106/833, 4-5=-6235/5452, 5-6= 6653/5822, 6-7=-415/359 BOT CHORD 2-13=-1429/1585, 12-13= 1429/1585, 9-10=-3665/4258, 8-9= 3665/4258 WEBS 3-13=0/288,3-12=-726/623,4-12=-1329/1325,6-8=-3894/3349,6-10=-2185/2426, 4-10=-4770/5483,10-12=-1699/1886 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 3-7-12 oc bracing. 1 Row at midpt 6-8 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=151t; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-2-0, Extedor(2) 13-2-0 to 17-4-15, Interior(1) 17-4-15 to 23-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 586 Ib uplift at joint 8 and 628 Ib uplift at joint 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 25,2019 Q WARNING -Verily design pammets. end READ NOTES ON THIS ANDINCLUDED M/IEKREFERANCEPAGE MIP74M mv, raTY10r5 BEFORE USE Deslgn valid for use only with MBek® connectors. ID& design Is based only upon parameters shown, and a for an individual buading component, not a truss system. Before use. Me building designer must verity Me appllcoblllty of design parameters and properly Incorporate this design Into the overall building design.&acing intllcated is to prevent bucMing of Individual truss web and/or chord members only. Additional temporary and permanent bracing b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricator, storage, delivery. erection and bracing of fusses and hum systems, weANSUIPII Quality Cdtoda, OSO-89 and SCSI bultlkrp Component Safety Informatbrmalloble from Taus Plate Institute, 218 N. We Street. Suite 312 Alexandria VA 22314. �I MiTek' 6904 Parke East Blvd. Tamps, FL 33610 Jab Truss Truss Type City Ply CLYDE MITCHELL T77430fi43 76098 G3 Hall Hip 1 1 Job Reference (optional) s dun a 2m is No ex mousmes, me. I ue dun zb ut:=ot zm e 5.co 12 4x5 = 3x8 = 3x4 11 6 20 7 21 8 6x10 = 5.6 = 2x3 II 1a 12 3.4 II 4x4 = 3.00 12 7xB — 2-6-0 7-&0 12-7.0 15-2-0 1$-11-p 23-5-0 2p-Of 2-e-g I sn-o atn-n P-z�1n .air za.n -7, Scale =1:46.2 Plate Offsets (X Y)— 12:0-9-8 0-0-2] 14:0-3-0 0-3-01 110:0-2-8 0-2-121 114:0-2-8 0-2-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ved(LL) -0.23 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.49 9-10 >568 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Hom(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Mardi Wind(L-) 0.28 11 >985 240 Weight: 1401b Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' 5-13:2x4 SP No.3, 2-16: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=854/0-7-4, 2=1014/0-8-0 Max Horz 2=446(LC 12) Max Uplift 9=-566(LC 12), 2=-667(LC 12) FORCES. (lb) - Mac Comp./Max. Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD 2-3=-1794/1087, 3-4=-1731/1151, 4-5=-1168/847, 5-6=-3085/2710, 6-7=-3048/2726 BOT CHORD 15-16=-1382/1609, 14-15=-1382/1603, 5-14= 1235/1262, 9-10=-1834/1958, 2-16=-1361/1612 WEBS 4-15=-14/281, 10-14=-1737/1892,7-10=-949/1192,7-9=-1971/1915, 5-10=-1625/1831, 6-10=-880/1050, 4-14=-680/516 Structural wood sheathing directly applied or 4-0-4 oc purfins, except and verticals. Rigid ceiling directly applied or 5-4-5 on bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opst h=15ft; B=45ft; L=24f ; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interfor(1) 1-8-0 to 15-2-0, Exterior(2) 15-2-0 to 19-7-2. Interfor(1) 19-7-2 to 23-10-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 566 lb uplift at joint 9 and 667 lb uplift at joint 2. Walter P. Finn PE No.22039 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 25,2019 O WANNNG-Vedlyaeslanpemmetenana NEAPNOTES ON MSANDINCLUOEOMREKNEFEBANCEPAGEMX74Mmv. 109Y1a15aEF0rHE USE. Designvolld for use only with M6ek0 connectors. This design Is based only upon parameters shown. and is form Individual building component, not a truss system. Before use, the building designer must verify the applicobelty of design parameters and propeey Incomorote this design Into me overall building design. Bracing Indicated is to prevent buckling of individual Miss web and/or chord members any. Additmal tern and permanent bracing a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems. seeANSUIPII Cuoppryry CdFrda, a3S-09 and SCSI eultlYlp Component69o4 InlOrmatbinvolloble from Truss Plate IretlNte, 218 N. Lee Sheet Suite 312. Alexandria. VA 22314. ��- M!Tek' Parke East Steel. Tampa, FL 33610 Jab Truss Tnus Type City Ply CLVDE MITCHELL T17430644 76098 G4 Roof Special 1 1 Job Reference (optional) russ, Inc., Von Verde, VL 8.240 a Jun 8 2019 MiTek Induslnes, Inc. Tue Jun 25 07:58:58 2019 Page 1 ID:L6aWjTvGv5749t0g7jcvz5z35yN-9M409J 098YTSIEyChUSRbPRLOILph21 Lueyxoz2onh -t-4-0 2-&0 7-9-0 12-7-D 15-11.0 16 -8 78-fi-8 24-0.4 1-40 2-&0 8-1-0 4-10.0 3-4.0 0- -8 NN 5-5-12 4.5 II 5.00 12 6x10 = 5z6 2z3 11 14 16 = 3.4 11 4z4 = 3.00 12 6.8 _ Scale = 1:49.7 LOADING (psQ 'SPACING- 2-" CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.29 11-12 >938 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Ved(CT) -0.5511-12 >500 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.16 10 Na n/a BCDL 10.0 Code FBC2017TFP12014 Matrix -MS Wind(LL) 0.4711-12 >585 240 Weight: 145 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc puffins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 6-14: 2x4 SP No.3, 6-10:24 SP 240OF 2.OE, 2-17:2x6 SP No.2 BOT CHORD Rigid ceiling directlyapplied or6-2-15 oc bracing. WEBS 2x4 SP No.3 *Except* 9-10: 2x4 SP M 30 REACTIONS. (lb/size) 10=948/0-7-4, 2=1010/0-8-0 Max Hom 2=409(LC 12) Max Uplift 10=-558(LC 12), 2=-677(LC 12) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1794/1049, 3-4=-1728/1113, 4-6=-1157/808, 6-7=-3317/2728, 7-8=-2825/2369, 8-9=-638/545 BOT CHORD 16-17=-1296/1594, 15-16=-1296/1594, 6-15=-1060/1008, 6-12=-1684/2050, 11-12=-2179/2621,10-11=-2031/2462, 2-17=-1275/1598 WEBS 4-16=-12/279,12-15=-1466/1735,8-11=-886/827,8-10=-1845/1502, 4-15- 692/509, 7-12= 1722/2123 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=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 16-1-8, Exterior(2) 16-1-8 to 18-6-8, Interior(1) 18-6-8 to 23-10-e 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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joinf(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Pravda mechanical connection (by others) of truss to bearing plate capable of withstanding 558 lb uplift at joint 10 and 677 lb uplift at joint 2. Visitor P. Finn PE NoI2839 M7ek USA, Inc, FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 25,2019 ,&WARNING - VerffydeslDnaaramerenand NEADNOTES ON Thin AND INCLUDED MREKBEFENANCEPAGEMIP7473rev. fa914?015 BEFORE USE valid for use only with MGekiD connectors. This design Is based only upon parameters shown, and 6 for on indMtlual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Ncolporate this design Into the overall building design. Bracing indicated is to prevent bu fling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general gddance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANBUIPl1 Quality Criteria. DSB-89 and BCSI Building Component Safety Infersationevcllcble from Time Plate Institute, 218 N. Lee sheet Suite 312, Alexandria, VA 22314, MR MOW 6904 PeMe East Blvd. Tampa, FL 33610 Tnus Truss Type Oty Ply CLYDE MITCHELL �ab T77430645 76098 G5 Roof Special 3 i Job Reference (optional) cuss, Inc., ran nerve, 11 B.24U S JUn a 2U1B MI I an mauSinee, Inc. r Us Jun Zb UI:aa:bV Zulu fins = 5.00 f12 Scale = 1:52.4 b M = __ .. 6xB = 4xS =. 3x6 — 4x4 = 3x6 II 3x4 II 3.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.64 BC 0.51 WB 0.83 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (lac) Well Ud -0.12 16-17 >999 360 -0.24 16-17 >999 240 0.07 10 n/a n/a 0.1716-17 >999 240 PLATES GRIP MT20 2441190 Weight: 173 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-7 oc pudins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 6-14: 2x4 SP No.3, 2-17: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1231/0-8-0, 10=1070/Mechanical Max Horz 2=263(LC 11) Max Uplift 2=-850(LC 12). 10=-661(LC 12) FORCES. (lb) -Max. COmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2410/1563, SA---2333/1623, 4-6=-1746/1312, 6-7=-1694/1421, 7-8=-1347/1086, 8-9=-1712/1234, 9-10=-1001/824 BOT CHORD 16-17=-1440/2147, 15-16=-1440/2147, 6-15= 213/283, 11.13=-1022/1521, 2-17=-1420/2155 WEBS 4-16=-15/287, 13-15=-534/986, 7-13=-100/255, 8-13=-491/402,4-15=-718/506, 7-15=-641/827, 9-11=-886/1365 " 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=151t; B=45f; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 16-1-8, Extedor(2) 16-1-8 to 19-1-8, Interior(1) 19-1-8 to 29-10-4 zone;C-C for members and forces & MW FRS for reactions shaven; 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 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to gmin value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 860 lb uplift at joint 2 and 661 lb uplift at joint 10. f Waller P. Finn PE No22839 M7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 0 WARNING -Verity daalgnpsmrhatan and BEAD NOTES ON THISANDMCLUDED MREKBEF£BANCEPAGE N&74mmx. mussG015BEFOREUSE. • Design valid for use only win Mgek®connector$, This design is based only upon parameters shown and is for on individual bull6ing component, not a truss system. Before use, the building designer must verify the appiicclatity of design parameters and properly Incorporate Me design Into the overall bulltling design, Bracing Indicated is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing Is always re9ulreal for stability and to prevent collapse with possible personal kgrey and properly damage. For general guidance regarding the fabricodom storage, delivery. erection and bracing of trusses and buss systems seeANSVIPil Qua ply Criteria,-DS549 antl BCSI Building Component Sabfy mloenotterxrvolloble ham Truss Rota InsnMe, 213 N. Lee Sheet, Suite 31Z Alexandria. VA 22314. M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CLYDE MITCHELL T77430646 76098 GRA Hip Girder 1 1 Job Reference foot onall Chambers Thus, Inc., Fort Pierce, FL SA = 3 18 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jun 25 07:59:01 2019 Page 1 ID:L6aWITvGv5749tOgzicvz5z35yN-Zxrn9oL01S3x2JIzXug293Etu3bKu0C7P1stcX7z2one '-0 14-21 17-42 21-2-0 22-6.0 .0 I 3-7-0 I 3-2-2 F 3-9-14 1-4.0 Scale=1:38.8 3x8 = Sx_6 = 19 4 20 21 5 4x5 = 3x4 = 4xB = 30 = 45 = 2.3 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (foe) /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 VS]1(LL) 0.22 9 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.25 9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.32 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 94 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-10-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1629/0-8-0, 6=1629/0-8-0 Max Horz 2=-125(LC 6) Max Uplift 2=-1191(LC 8), 6=-1191(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3438/2382, 3-4=-3152/2286, 4-5=-3152/2286, 5-6=-3438/2382 BOT CHORD 2-11=-2036/3111, 9-11=2313/3482, 8-9=-2313/3482, 6-8=-2036/3111 WEBS 3-11=-434/846, 4-11=-539/464, 4-8=-539/463, 5-8=A34/846 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=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of Muss to bearing plate capable of withstanding 1191 Ib uplift at joint 2 and 1191 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 367 Ill up at 7-0-0, 152 Its down and 189 Its up at 9-0-12, 152 lb down and 189 lb up at 10-7-0, and 152 lb down and 189 lb up at 12-1-4. and 223 lb down and 367 Ib up at 14-2-0 on top chord, and 3581b down and 229 Ib up at 7-0-0, 85 lb down and 32lb up at 9-0-12, 85 lb down and 32 lb up at 10-7-0, and 85 Its down and 321to up at 12-1-4, and 358 lb down and 229 It, up at 14-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 (pIQ Vert: 1-3=.54, 3-5=.54, 5-7=-54, 12-15= 20 Concentrated Loads (lb) Walter P. Finn PE No.22839 Vert: 3=-162(B) 5=-162(B) 11=-348(B) 9=-66(B)8_ 348(B) 4=-110(B) 19=-110(B)20=-11 O(B)22=-66(B)23=-66(B) MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Dale: June 25,2019 O WARNING- Verifydeslgnpammelemond BEADNOTESOMMSANDWCLUDEDMREKNEFEAANCEFAGEM/L74nmr .. saNYfG1SBEFOBEUSE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a Muss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of lndMdual Muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stebalN and to prevent collapse with possible personal Wary and property damage. For general guidance regarding Me fobric flon, storage, delNery, erection and bracing of Musses and Muss systems seeAN3VIP11 CuallBlyy Celesta, OSB-89 and SCSI Building Component Safety erforma8arnvailabie from Truss Plate Institute. 218 N. Lee Street ame 312. Alexand4o. VA 22314. MiTek' 6904 Parise East Blvd. Tampa, FL 33610 Truss Type Qty Pty CLYDE MITCHELL T77430847 7Truss =76 GRB Common Girder 1 Jab Reference (optiona)i Chambers Truss, Inc., Fan Pierce, FL 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jun 25 07:59:12 2019 Page 1 ID:L6aWjTvGv57491Qgzicvz5z35yN.12wJ569CsRJU7RJeldlk4Y_kj11 v53d5Z3lhQ_z2onT -1.4-0 5-0.12 10.7-0 1fi-1-4 21-2-0 22.6.0 1.4-0 5-0-12 5-6-4 5-6-4 5.0-12 1-4.0 JA 4xe II 3x10 1 n..��u .,.a �.���an�- .,w", ����� ^v.` 3x1U 11 HUS26 HUS26 HUS26 toxic = HUS26 5-0-12 10-7-0 16.1-4 F- 21-2-0 SO-12 66-0 5-64 SA-t2 Scale = 1:311.8 Plate Offsets (X Y)-- f2:0-2-15 Edgel f6:0-2-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L-) 0.37 9-11 >689 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.44 9-11 >576 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(CT) 0.11 6 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 231 Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP.240OF 2.0E WEBS 2x4 SP No.3 *Except* 4-9: 2x4 SP M 30 REACTIONS. (Ib/size) 2=5440/0-8-0, 6=700510-8-0 Max Horz 2=-178(LC 23) Max Uplift 2=3606(LC 8). 6=-4543(LC 8) BRACING - TOP CHORD Structural wood sheathing directlyapplied or 3-2-4 cc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-5 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13737/8920, 3-4=-9533/6172, 4-5=-9552/6177, 5-6=-14451/9226 BOT CHORD 2-11=-8102/12648, 9-11=-8102/12648, 8-9=-8411/13341, 6-8= 8411/13341 WEBS 4-9=-4440/6967,5-8=-1972/3255,3-9=-4158/2835,3-11=-1814/2842,5-9=-4898/3165 NOTES- 1) 2-plytruss to be connected together with 10d (0.131°x3') nails as follows: Top chords connected as follows: 2x4 - 1 row, at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 do, Except member 5-8 2x4 -1 row at 0-4-0 oc, member 3-11 2x4 - 1 row at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcunant with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" 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 3606 Ib uplift at joint 2 and 4543 Ib uplift at Joint 6. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 5-0-12 from the left end to 20-4-4 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ ' Vert: 1-4- 54, 4-7=-54, 2-6=-20 Walter P. Finn PE No.22839 Mt ek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 A WARNING- Ved1ydes1snparemefersand READ NOTES ON THIS AND WCLUDEDMREKREFERANCEPAGEMO-74YJrev, 1N 0159EFOREUSE. Design valid for use only with Meek® connectors. This design 6 based only upon parameters shown, and Is for on Individual bullGing component, not ��- a truss system. Before use, me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall buliding design. Bracing Indicated is to prevent bucklhg of Inc Mdual truss web and/or chord members only. Additional tomporary and permanent bracing Is always required for staleffly antl to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and truss systems, seeANSIAP1t Quality Citlnia, DSO-89 and SCSI Building Component Safely Nfonnotbnwvlloble from Truss Rote Institute. 218 N. Lee Shoat. Suite 31Z Alexandria, VA 22314, M)Tek' 690d Parks East BNd. Tampa, FL 33610 Job Truss Truss Type OtY Ply CLYDE MITCHELL. T77430847 76098 GRB Cammon Girder 1 2 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jun 25 07:59:12 2019 Page 2 ID:L6aWjTVGv5749tOgricvr5T35yN-12WJ569C5RJU7RJe1dlk7Y_kj11v53d5Z31 hQY2onT LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-1161(F) 11=-1928(F) 15=-1052(F)16=-1166(F) 17=-1194(F) 18=-1085(F) 19=-1050(F)20= 1050(F) 21=-1050(F) ,&WARNING- Verity design paramere esnd READ NOTES ON THIS AND 01CLUOEDMITEKRE19ERANCEPAGEMIL747arev. 10Na101SBEFOHE USE Design valid for use only with MBek® connectors. This design is based only upon parameters shown, antl is for an he Niducl building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Brocing Indicated is to prevent buckling of lndlAduai truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' 4 always required for stability and to prevent collapse with possible personal ln)sry and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVrPl1 Gual Criteria, DS049 and SCSI Building Component NleeneBorravailoble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexantlrla. VA 22314. 69M Parke East Blvd.Safety Tampa, FL 33610 Truss Type rDty Ply CLYDE MITCHELLT17430648 =JobTruss GRC Half Hip Girder 1 1 Job Reference (optional) russ, Inc., OR nerve, r� 8.240s Jun 82019 Inc. 1 ue Jun Zb Ogb3:14 2019 Pagel 5x12 MT18HS= 5.co FIT 4 3xd 4 3 2 1 � 23 22 7x10 = 24 4x4 = 6x10 MT18HS = 3.00 12 44 = US = 20 II 5x8 MT18HS WB= dx12 = 25 5 26 27 6 2829 30 7- 8 31 32 9 1 ^ 3B 2139 18 3x10 = 20 17 40 41 42 16 43 15 44 14 7x14 MT18HS= 6xlOMTIBHS=5xl2MT18HS=2x3 II 7x8 = Scale = 1:58.8 2x3 II 3x12 = 33 34 10 35 36 37 11 0 Ib 45 46 13 47 48 12 5x14 = 3x6 11 120 2 a0 5-0a 8ti 14 10-8010.1" 17-8D 22.1192 a7-11-0 33 0-0 z-a-0 I 2e-0 3 14 -i 2-1-2 o- se-0 I salz I b11.4 I s4-0 Plate Offsets(XY)-- [2:0-9-120-0-21 [4:0-9-00-2-41 [7:0-4-OEdgel [76:0-1-BO-2dl [1T0-1-120-0-01 f18.0-5-00-3-41 f19:Od-120-0-01 [19�0-1-1203-8] [21:0-3-80-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.72 16-17 >530 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.4416-17 >266 240 MT1BHS 2441190 13CLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(CT) 0.23 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 1.19 16-17 >322 240 Weight: 181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except' TOP CHORD 4-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 *Except- BOT CHORD 2-24: 2x4 SP M 30, 2-23: 2x6 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* JOINTS 4-21,5-18,9-13,11-13: 2x4 SP M 30, 16-18: 2x4 SP M 31 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=1948/Mechanical, 2=2127/0-8-0 Max Hom 2=190(LC 25) Max Uplift 12- 1327(LC 8), 2=1516(LC 8) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5114/3212, 3A= 5011/3338, 4-5=-7255/4903, 5-6i--8870/6092, 6-8=-8903/6127, Structural wood sheathing directly applied or 1-10-9 oc pudins, except end verticals. Rigid ceiling directly applied or 3-5-14 oc bracing. 1 Row at midpt 16-18 1 Brace at Jqs): 18 e-9=-7597/5145, 9-10= 3990/2721, 10-11=-3990/2721, 11-12=-1860/1317 BOT CHORD 22-23=-3015/4634, 21-22=-3137/4661, 19-21=-4903/7255, 18-19=-490317255, 14-16=-4413/6458,13-14=-0413/6458, 2-23=-3001/4659 WEBS 4-22=-127/298, 4-21- 1941/2860,5-21=-1030/810,5-18= 1328/1806,8-18=-971/1270, 6-18= 375/385, 16-18=-5238i7707,8-16=-843!/56,9-16=-793/1234, 9-14=-9/272, 9-13=-2688/1843,10-13=-428/438,11-13=-2908/4265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girders) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of Wihstanding 1327 lb uplift at joint 12 and 1516 Its uplift at joint 2. Walter P. Finn PE No.22939 MITek USA, Inc. FL Cent 6634 • 6904 Parke East Blvd. Tampa FL 33610 Dale: June 25,2019 ©WARNING - Verflydesfgn parame(ersend READNO7ES ON MIS AND INCLUDEOMNEKBEFEBANCEPAGE MD74Mne, I&VQaV15 BEFORE USE valid for use only with MOekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bustling designer must verity the appllcobllity of design parameters and properly incorporate this design Into the overall building tlesign.&acing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse win possible personal Injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPIf CualdIryy Caloric, Dell and SCSI Building Component Safety Informatlbrlovasoble from Truss Rate Institute, 218 N. Lee Street Suite 31Z Nexcmulo, VA 22314. Nil' M!Tek' 6904 Parke East Bryn. Tampa, FL 33610 Job Truss Truss Type City Ply CLYDE MITCHELL T17430648 76098 GRC Half Hip Girder 1 1 Job Reference (optional) unamoers Truss, Inc., Fort Fierce, FL 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jun 25 07:59:14 2019 Page 2 NOTES- D:LBaW 1TvGv5749t0gzi=5YJ5yN-hR23 W oAS03ZCNIT182nC5z319rhAZx300N W oVtz2onR 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3581b down and 323 lb up at 5-0-0, 115 lb down and 107 Ib up at 7-0-12, 115lb down and 107 Ib up at 9-0-12, 122 lb down and 133 He up at 11-0-12, 122 lb down and 133 lb up at 13-0-12, 122 lb down and 1331b up at 15-0-12, 122 lb down and 133 Ib up at 17-0-12, 122 lb down and 133 Ile up at 19-0-12. 122 lb dawn and 133 lb up at 21-0-12, 122 lb down and 133 Ib up at 23-0-12, 122 Ib down and 133 Ib up at 25-0-12, 122 lb down and 133 Ib up at 27-0-12, and 122 Ib down and 133 he up at 29-0-12, and 122 lb down and 133 lb up at 31-0-12 on top chord, and 92 Ito down and 72 lb up at 5-0-0, 56 lb down and 49 lb up at 7-0-12. 56 lb down and 49 Ib up at 9-0-12, 47 Ib down and 21 It, up at 11-0-12, 47 lb down and 21 lb up at 13-0-12, 47 lb down and 21 lb up at 15-0-12, 47 Ito down and 21 lb up at 17-0-12, 47 lb down and 21 lb up at 19-0-12, 47 lb down and 21 Ile up at 21-0-12, 47 He down and 21 lb up at 23-0-12, 47 It, down and 21 lb up at 25-0-12, 47 lb down and 21 Ile up at 27-0-12, and 47 lb down and 21 lb up at 29-0-12, and 47 lb dawn and 21 lb up - at 31-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (tilt) Vert: 1-2- 54, 2-4=-54, 4-11=-54, 2-24=-20, 19-23=-20, 12-20= 20, 2-23=-20 Concentrated Loads (lb) Vert: 4=-183(S) 7=-59(B) 22=-80(B) 14=40(B) 9=-59(B) 19=-00(B) 25=-43(B) 26=-43(B) 27=-59(B) 28=-59(B) 30=-59(B) 31=-59(B) 32=-59(B) 33=-59(B) 34=-59(B) 36=59(B) 37=-59(8) 38=-56(B) 39=-56(B) 40=40(13) 41=40(B) 42=40(8) 43=40(B) 44=-40(13) 45=-40(B) 46=40(B) 47=40(B) 48=-40(B) Q WARNING -Verhy design paremeMns and READ NOTES ON MIS ANOWCLUDWAUTEKREFERANCEPAGEMLL7479 rev. 10=?015 BEFORE USE us Design valid for e only witn Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual bul ding component, not a truss system. Before use. Me building de9gner most verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members Only. Addifloncl temporary and permanent bracing Is always required for stab0lty, and to prevent collapse with possible personal Injury end property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of husses and lass systems seeANSVWII Quality CdleM, DSM-69 and IICSI Building Comtpamint Safety Informotbmvolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, MiTek' 69N Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CLYDE MITCHELL T17430649 76098 GRD Roof Special Girder 1 1 Job Reference o tional lmamoers I russ, Inc., rot, nerca, rL 8.24U S Jan 52U19 MI I all lnaustnes. Inc. I us JIID zb u/:ba:Ta zu19 16 4x4 = 6 3xB = 4x4 = 25 7 8 Scale =1:58.8 20 19 18 '" 16 15 '" 13 12 11 3x4 = 2x3 II 4x10 = 4x6 = 3x8 = 2x3 II SIR = 5x6 = 3x6 II 4x6 = 3x6 = 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 [nor NO Code FBC20177TP12014 CSI. TC 0.41 BC 0.92 WB 0.92 Matdx-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl LTG -0.26 18-19 >999 360 -0.50 18-19 >793 240 0.10 11 n/a n/a 0.4018-19 >974 240 PLATES GRIP MT20 244/190 Weight: 1831la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-15 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-1-1 oc bracing. REACTIONS. (Ib/size) 2=1283/0-8-0, 11=1214/Mechanical Max Horz 2=182(LC 7) Max Uplift 2=-879(LC 8). 11=-757(LC 8) Max Grav 2=1310(LC 29), 11=1214(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2858/1718, 3-4=-4824/3004, 4-5=-3238/2034, 5-6=-2327/1517, 6-7=-2122/1452, 7-8= 1699/1189, 8-9=-1872/1233, 9-10— 1821/1142, 10-11=-11611860 BOT CHORD 2-20=-1594/2725, 19-20=-1597/2747, 18-19=-3085/4944, 16-18=-1828/2972, 15-16= 1246/2129, 13-15=-1246/2129,12-13= 996/1640 WEBS 3-19=-1549/2408,4-19=-884/634,4-18=-2071/1296,5-18=-317/638, 5-16=-1083f720, 6-16=-368/656, 7-13= 659/375,e-13=-256/474,9-12=-2921260,10-12=-954/1582 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=4.2pst BCDL=3.Opsf; h=15ft; B=451t; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 fit between the bottom chard and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 879 lb uplift at joint 2 and 7571b uplift at joint 11. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1461b down and 41 to up at 2-5-8, and 83 Ib down and 54 Ib up at 2-10-12 on top chord, and 90 in down and 13 Its up at 2-5-8, and 26 Ib down and 7 It, up at 2-10-12 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 from (F) or back (B). LOAD CASE(S) Standard 1) Des; +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0=.54, 3.4=-54, 4-6=-54, 6-8=-54, 8-10=-54, 11-21=-20 Concentrated Loads (Ib) • Vert: 3— 2(F) 20=10(F) 24=-2(F) Walter P. Finn PE No.22839 MITek USA, Inc. FL Cod 6634 6904 Parke East BNB Tampa FL 33810 Date: June 25,2019 ,&WARNING-Vetlytleslgnparomate..dREAD NOTES ON Thus AND WCLUDWMREKREFERANCEPAGEMh74TJree latilm 158EFORE USE Design valid for use only with Mifek® connectors, The design Is based only upon parameters shown. and Is for an Individual building component, not a tnm system. Before use, the building designer must verify the opplicablllN of design parameters and properly Incorporate this design Into the overall bullding design. Wocing Indicated is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing Is always requiretl for stability and to prevent collapse with Pamela personal Injury and property damage. For general guidance regarding the fobrlcatlon storage, delivery, erection and bracing of eases and truss systems, seeANSVIPll QualMy CdNda, DSE49 and SCSI louldhp Component Safety Informationavalloble from truss Plate InstlMontlrlo. e. 218 N. tee Street, Suite 312, NexVA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type Oty Piy CLYDE MITCHELL E6098 T17430650 GRE HIP GIRDER 1 1 Job Reference o tional I cuss, Inc., ran rnni IL 8.240 s Jun 8 2019 MITek Industries, Inc. l ue Jun 25 12019 Page 1 ID:L6aWjTvGv5749tOgzicvz5z35yN-SOjC8pDLh-W EDBcgBKvichli2w5mW RgjUS6Cz2onO -1-40 3-0.0 4-7-4 7-7-4 8-11-4 1-4-0 3-0.0 1.7-4 3-0.0 1-4.0 Scale=1:19.4 4x4 = 40 = 3x4 = 3x4 = C-Q110 3.0-0 4-7-4 I 7-6-10 7-7.4 0-0'10 211-6 1-]d 2-11-e a- 10 Plate Offsets (XY)-- f5:0-0-0 0-0-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.02 7-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(GT) -0.01 7-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 HOR(CT) -0.01 5 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 31 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=37510-8-0, 5=376/0-8-0 Max Horz 2=-65(LC 6) Max Uplift 2=-501(LC 8). 5=-5018) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-471/584, 3-4=-417/576, 4-5=-467/5B5 BOT CHORD 2-8=-461/410, 7-8=-475f417, 5-7=-464/411 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4N; Cat. II; Exp C; Encl., GCpi=0.1B; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501111 uplift at joint 2 and 502 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 88 lb up at 3-0-0, and 184 lb down and 167 It, up at 4-7-4 on top chord, and 128 lb down and 31111 up at 3-0-0, and 128 lb down and 31 No up at 4-6-8 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 8) 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: 1-3=-54, 3-4=-54, 4-6=-54, 9-12=-20 Concentrated Loads (Ib) Vert: 3= 7(B) 4=-15(B) 8=11(B) 7— 11(B) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 QWARNWG-Velaydeelgnperemetea READ NOTES ON TN/SANDMCLUDEDMREKREFENANCEGAGEMO7M.v. fa,04I0156EFORE USE Design valid for use only with Mnek® connectors. This design B based only upon parameters shown and Is for an Individual building component, not a truss system, Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stab011y and to prevent collapse with possible personal kyury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of husses and truss systems seeANSVIPII Ouollly CmoM, OSS49 and BCSI Building Component Sai mfoimotionavoilable from Tuns Plate Institute, 218 N. Lee Sheet Suite 312 Alexpntlrio. VA 22314. MiTek' 69N Parke East Blvd, Tampa, FL 33610 Truss Truss Type Oty ply CLVDE MITCHELL [76,398 T17430651 GRG Hip Girder 7 7 Job Reference (optional , uas, Inc., run riarcn, r� 5.00 12 5x8 MT18HS = 4 26 a.24USJUn a2U1a MIIeKInaUSmeS,IOC. ue JUn40U1;0V:1aaU1e roger ID:L6aWjTvGv5?49tOgzievz5z35yN-1OryZVEbDhCVTW L?xbNNolmvUsPPEE97AfEZA4z2onM 20-6 0 71-100( &0 3/&-O7148fi1-4 IN-0— I -44 Scale =1:56.9 343 = 5x8 MT18H5 = 2x3 11 5z8 MT18HS = 2x3 II 275 28 29 30 6 7 31 32 8 33 34 9 zi9 19 35 18 36 17 37 313 16 39 40 1541 14 42 13 4z8 = 3A = 5x8 MT18HS = 2x3 11 4x10 = 3x4 = 4x8 = 4x10 = 5x8 MT18HS = 4a-0d00 72--08--00 1d1--77--1100 d16.4-1-n8 2d.4-71-n1 i d.z31-n 7 30 n Plate Offsets (X Y)-- I2:0.0-0 0-0-41 14:0-5-8 0-2-41 (7:0-4-0 Edgel (9:0-5-8 0-2-41 (11'Edge 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in goc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grits DOL 1.25 TC 0.86 Vert(LL) 0.82 16 >472 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Ved(CT) -0.9116-17 >423 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor NO WB 0.80 Hoa(CT) 0.23 11 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matri Weight: 1611b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 GOT CHORD 2x4 SP M 30 -Except' 14-18: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2479/0-8-0, 11=247810-8-0 Max Hom 2=138(LC 7) Max Uplift 2=-1794(LC 8), l l=-1793(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. FORCES. gla) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5684/3993, 3A=-5534/3926, 4-5=-6854/4932, 5.6=-6854/4932, 6-8=-6848/4925, 8-9=-6848/4925, 9-10_ 5531/3923, 10-11=-5681/3990 BOTCHORD 2-19=-3551/5199, 17-19=-3448/5126, 16-17=-5079/7388, 15-16=-5079/7388, 13-15=-3445/5124,11-13= 3547/5196 WEBS 3.19=-314/302,4-19= 246/648,4-17=-1490/2090,5-17=-519/640,6-17=-673/450, 6-16=-11/368, 6-15=-681/458, 8-15=-513/532, 9-15=-1485/2086, 9-13=-245/648, 10-13=-315/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=32ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17941b uplift at joint 2 and 17931b uplift at joint 11. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 371 Ib up at 7-0-0, 152 Its down and 189 Its up at 9-0-12, 152 lb down and 189 lb up at 11-0-12, 152 lb down and 189 lb up at 13-0-12, 1521b down and 189 Ib up at 15-0-12, 152 fib down and 189 Ib up at 17-2.4, 152 Ib down and 189 Its up at 19-2-4, 152 Its dawn and 189 Its up at 21-2-4, and 152 Ib down and 189 Its up at 23-2-0, and 223 He down and 371 Its up at 25-3-0 on top chord, and 358 lb down and 229 Its up at 7-0-0, 85 lb down and 32 Its up at 9-0-12, 85 Its down and 32 lb up at 11-0-12, 85 Its down and 32 lb up at 13-0-12, 85 l6down and 32 Its up at 15-0-12, 85 Ib down and 32 lb up at 17-2-4, 85 Ib down and 32 Its up at 19-2-4, 85 lb down and 32 Ib up at 21-2-4, and 85 old down and 32 Ib up at 23-2-4. and 358lb down and 229 Ib up at 25-2-4 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 9) A 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 Walter P. Finn PE No.27839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 25,2019 Q WARNWG- Vedlydsaildcammafersand READNOTES ON MSANDWCLUDEDMREKREPEFANCEPAGEM&7413r v. 10,011015HEFOREUSE Design valid for use only with Mrolde connectors. fits design 6 based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the budding designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall bulldhg design. Brochg Indicated is to prevent buckling of Individual ass web andter chord members only. Additional temporary and permanent brocing M1Tek' a always required for stability and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of frusses antl huss systems seeANSIHPII Quality Cifforla. DSB-89 and BCSI Building Compontot Safety Infoonationavoiloble from Truss Plate 218 6904 Parke East BNd. Tampa, FL Institute, N. We Sheet, Suite 312. Alexandria, VA 22314. 33610 Job Truss Truss Type City Ply CLYDE MITCHELL T77430651 76098 GRG Hip Girder. 1 1 Join Reference factional) Chambers Thus, Inc., Fort Pierce, FL 8.240 a Jun 82019 MiTek Industries, Inc. Tue Jun 25 07:59:19 2019 Page ID:L6aWIj7vGv5?49tOgacvz5z35yN-1 OryZVEbDbCVTWL?sd)NNot mVUSPPEE97AlEZA4z20nM LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 LINform Loads (plf) Vert: 1-4=-54, 4-9= 54, 9-12=-54, 20-23=-20 Concentrated Loads (Ib) Vert: 4=-162(F) 7=110(F) 9=-162(F) 19=-348(F) 13=-348(F) 26=-110(F) 27=-110(l 28=110(F) 30=-110(F) 32=-110(F) 33=-110(F) 34=-110(F) 35=-66(F) 36=-66(F) 37=-66(F)38=-66(F)39=-66(F)40=-66(F)41=-66(F)42=-66(F) Q WARNNG-VsWydssl9npemms!w,,.d READ NOTES ON THIS AND INCLUDEDMREKREFERANCEPAGEMX7473ree. VICSoOls BEFORE USE. Design valid for use onlywith MRek® connectors. This design b loosed orry upon parametersshown, and Is for an individual burdIng component, not a truss system. Before use. the building designer must verity the appllcobirty of tleslgn parameters and property Incorporate this design Into the overall bulldIng tleslgn. Bracing Indicated is to prevent bucWing of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of frums and truss systems seeANSVTPII Gua[BByy Criteria. DSB-89 and BCSI Building Component Safety InlarmatbmvoJoble hom Truss Plate Institute, 218 N. LBe Stoat. Suite 312 Me.ndrla, VA 22314. MiTek' 69N Paft East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply CLYDE MITCHELL T17430652 76098 J1 JACK -OPEN 12 1 Job Reference o lional u,'. mers cuss, Inc., ran rler0e, rL Jun 8 2U19 MI IeK IndustneS, IBC. I ue Jun 2b Vt:b9:2u 2u19 rage 1 3x4 = Scale =1:6.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.36 Vorl 0.00 5 >999 3160 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matdx-MP Wind(LL) -0.00 5 >999 240 Weight: 5 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=-0/Mechanical, 2=157/0-8-0, 4=-12/Mechanical Max Horz 2=76(LC 12) Max Uplift 3=-2(LC 9). 2=-217(LC 12), 4=-12(LC 1) Max Graff 3=18(LC 12). 2=157(LC 1), 4=42(LC 12) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (I o) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; hl5ft; B=45ft; L=2411; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;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 pet bottom chord live load nonconcurrent with anyother 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-" tall by 2-" 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 2lb uplift at joint 3, 2171b uplift at joint 2 and 12 Ib uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634. 6904 Parke East Blvd. Tampa FL 33810 Data: June 25,2019 A WANNING-Vedydeslgn Perameferaend FEADNOTES ON TNISANDINCLUDEDMIIEKRE RANCEPAGEMb7M.3 . 1WD.Y1015HEFOFEUSE Design valid for use only with MnekS connectors. This design Is based only upon parameters shown. and Is for on Individual building comical not a truss system. Before use, the bullding designer must verify the applicablllty of design parameters and property Incorporate this design into the overall buOding desgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members ony. Additional temporary and permanent bracing Is olways required for stag and to prevent collapse with possible personal lnlury and property damage, For general gdc once regarding the fobricotlon storage, delivery, erection and bracing of trusses and truss systems seeANSl QualH8yy Cm moral DSO-89 and 2CSI aulding Component Safety tnformationavalloble from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. ��- pA M!Tek- 69M Parke East BNd. Tampa, FL 33610 Job Truss Truss Typo Oty Ply CLYDE MITCHELL T17430653 76098 J2 Jack -Open 7 1 Job Reference o ticnal Ghambers Truss, Inc., Fort Pierce, FL 6.240 s Jun 8 2019 MiTek Industnes, Inc. Tue Jun 25 07:59:20 2019 Page 1 ID:L6aWjTvGv5?49tOgzicvz5z35yN.WbPLnrFD vKL5gwBVJucKEJC?FxRzisGPJz61Wz2onL V-0 2-5.8 ' 1-4-0 2 5.8 Scale = 1:9.8 3x4 = 2-5-8 LOADING (lost) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.12 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC2017/FP12014 Matnx-MP Wind(LL) -0.00 7 >999 240 Weight: 101b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=46/Mechanical, 2=181/0-8-0, 4=23/Mechanical Max Harz 2=112(LC 12) Max Uplift 3=-40(LC 12), 2= 191(LC 12), 4=-1(LC 9) Max Grav 3=50(LC 17), 2=181(LC 1), 4=39(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-4-12 zone;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 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 401le uplift at joint 3, 191 lb uplift at joint 2 and 1 lb uplift at joint 4. Walter P. Finn PE Nc.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 3381D Date: June 25,2019 Truss Truss Type Oty Ply F76 98 03 J Jack-OpenT17430654pen 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jun 25 07:59:21 2019 Page 1 ID:L6aWjTvGvS?49IQgzicvz5z35yN-_n4-BGdCSCIgVN3OPrt5sMkfGWK60dzjgFzz2onK 3-0.0 1-4.0 3-0.0 Scale=1:10.9 3.4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 VerUCT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) .0.00 3 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matdx-MP Wind(LL) 0.01 4-7 >999 240 Weight: 12 It, FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=61/Mechanical, 2=197/0-8-0, 4=32/Mechanical Max Horz 2=126(LC 12) Max Uplift 3_ 57(LC 12), 2=-193(LC 12), 4=-2(LC 9) Max Grav 3=65(LC 17). 2=197(LC 1). 4=49(LC 3) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=3.Opsf; h=15ft; B=45N; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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 57111 uplift at joint 3, 193111 uplift at joint 2 and 2 Ib uplift at joint 4. Walter P. Fnn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 ,&WARMING -Verndestgh avemetenemfREAD NOTES ON TN/SANDINCLUDWMITEKREFERANCEPAGEM674mmr . 1011Y1015e£FONE USE. Design yard for use only with Mlrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, me building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent budding of lndMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wlm possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, emailon and bracing of trusses and truss systems, seeANSVTP1f QuafflmyCMeria. DSB439 and BCS1 Building Component 6904 Parke East Blvd. Safety Informnw atbollable from Truss Plate Institute. 218 N. Lee Street Suite 312 AlexantlAo. VA 2Ms. Tampa, FL 33610 Job Truss -7 Truss Type OfY Ply CLYD=MITCHELL T17430655 76098 J5 Jack -Open 19 1Job Re r.uaeuers i russ, inc., run race, rL a.zrusaun omra run an. nmwurcs, mc. iuc wu ca u..aa.cc cum rayc i 3x4 = Scale=1:15.0 5-0-0 LOADING (psQ SPACING- 2-0-0 CS1. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Willi 0.07 4-7 >855 240 Weight: 18 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 3=113/Mechanical, 2=264/0-8-0, 4=60/Mechanical Max Hom 2=176(LC 12) Max Uplift 3= 117(LC 12), 2= 217(LC 12), 4=-6(LC 12) Max Gray 3=120(LC 17), 2=264(LC 1), 4=87(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-"to 4-11-4 zone;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 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 117 lb uplift at joint 3, 217 lb uplift at joint 2 and 6 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 O WARNWG-VedrydeslgmpmrnerersanJREAONOTES ON PHSANO WCLUOEDMREKHEFERANCEFAGEM674TJ rev. iGDY1015BEFOBE USE Design valid for use only with NI connectors. This design k based only upon parameters shown, and is for on Individual building component, not �� a Tuss system. Before use, me building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design Brcchg Indicated b to prevent buckling of lndNldual Tuss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requires for stoblllty annh possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery. erection and bracing of pusses and Tuss systems, seeANSI/iPn Quality Cr6erla. 039-89 and BC51 building Component 69M Parke East Blvd. Safety lnformationavolloble from Truss Plate Institute. 218 N. Lea Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss ype Qty Ply CLYDE MITCHELL T17430656 76098 J7 FJ,,ksOpen 15 1 Job Reference (optional) unamoers I cuss, Inc., Yen vierce, FL Jun u zunuMIIeKmDusines.IDc. IUeJunZ3V1:aU:ZZZU1e rage 1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 d 3x4 = 4 SPACING- 2-0-0 CSI. DEFL. in (lac) Vasil I Plate Grip DOL 1.25 TC 0.53 Ved(LL) -0.08 4-7 >999 360 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.18 4-7 >468 240 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n/a Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.17 4-7 >503 240 BRACING - Scale = 1:19.8 PLATES GRIP MT20 244/190 Weight: 241b FT=20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=336/0-8-0, 4=86/Mechanical Max Horz 2=226(LC 12) Max Uplift 3=-173(LC 12), 2=-24B(LC 12), 4=-12(LC 12) Max Grav 3=173(LC 17). 2=336(LC 1), 4=125(LC 3) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 6-114 zone;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 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-M 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 1731b uplift at joint 3, 248 lb uplift at joint 2 and 12 Ib uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 0904 Parke East Blvd. Tampa FL 33BI0 Date: June 25,2019 ®WARNING -Vedry designP...Ianr.d RE4DN0TES ON TH/SAND INCLUDED MI/ECREFERANCEPAGEMP-7479rev. 104032015aEFORE USE Design valld for use only with MGelde connectors, Ws design Is based only upon parameters shown. and is for on IndNidual building component, not a muss system. Before use, the building designer must verify the applicability of design parcmeters and properly Incorporote the design Into the overall bdidIngdedgn. Brocing indicated 6to buckling ofincMdual husswebond/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability, and to prevent collapse with postible personal Injury and properly damage. For general guldonce regarding the storage, delivery. erection and bracing of busses and truss systems, WeANSVMll Cual"I Criteria, DSB-89 and 801 Building Component 6904 Parke East Blvd.fobrlcaflon, Sooty Informallonavcaable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexondric, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply CLYDE MITCHELL T77430657 76098 JC3 Jack -Open 2 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jun 25 07:59:23 2019 Page 1 ID:L6aWjTvGv5?4910gzicvz5z35yN-w95TPtH6Gc iwy8fmARRJytxiETz?AEcj5HCmJrz2onl -1-4-0 2-8-0 &0.0 1.10 i 2-8-0 FO.4.0 Scale=1:10.9 3x4 = 2-8-0 LOADING (psQ SPACING- 2-" CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(L-) -0.00 10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MR Wind(LL) -0.00 10 >999 240 Weight: 131b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 4=23/Mechanical, 2=197/0-8-0, 5=69/Mechanical Max Horz 2=126(LC 12) Max Uplift 4=-18(LC 12). 2= 193(LC 12), 5=36(LC 12) Max Gray 4=24(LC 17), 2=197(LC 1). 5=75(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-11-4 zone;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 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0ps1 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 18lb uplift at joint 4, 1931b uplift at joint 2 and 36 lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Bind. Tampa FL 33810 Dale: June 25,2019 Q WANNING-Vedtydeslgnpersmefemand/eEAONOTES ON MSANDNCLUDWMBEKBEPENANCEPAGEMb1473rev. 1Na1aelSBEFONE USE pesign valid for use only with MOeM connectors. This design 6 owed only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, the building designer must verify the applaalselty, of design parameters and properly Incorporate this design into the overall building design. &acing indicated is to buckling of indlAdual frust web and/or chord members only., Additionol temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible perwnol injury and property damage. For general guidance regarding Me fabrication, storage. delNery, erection and bracing of trusses and hs, uss systemseeANStMit Cualky Creedal. DSt4B9 and IICSI Building Component 6904 Parke East Blvd. Safety Informallonavoilable, from Truss Plate Iralltute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL W610 Teas Trots Type OtY Ply MITCHELL T17430658 760 76098 JC5 Jack -Open 3 1 �CLYDE Job Reference (optional) Utrambers Truss, Inc., Fart Pierce, FL 8.240 s Jun 8 2019 MiTek Industries, Inc. TUB Jun 25 07:59:24 2019 Page 1 ID:L6aWjTvGv5749tOgzjcvz5z35yN-OMfrdClkl7gnZHEyk9yYV4UrKt9yvhssKO Kriz2onH -1-4-0 2-8-0 5.0-0 ~ 1-4.0 2.8.0 I 2.4-0 Scale =1:15.0 3x4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.D ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber IDOL1.25 Rep Stress Incr YES Code FBC2017ITP12014 CS1. TC 0.46 BC 0.72 WB 0.00 Matrix -MR DEFL. in Vert(LL) -0.02 Vert(CT) -0.04 Horz(CT) -0.01 Wind(ILL) 0.05 floc) Udell L/d 5-6 >999 360 5-6 >999 240 5 n/a n/a 5-6 >999 240 PLATES GRIP MT20 244/190 Weight: 19 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. REACTIONS. (Ib/size) 4=97/Mechanical, 2=264/0-8-0, 5=76/Mechanical Max Ham 2=176(LC 12) Max Uplift 4=-91(LC 12), 2_ 217(LC 12), 5= 32(LC 12) Max Grav 4=102(LC 17), 2=264(LC 1). 5=82(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-252/230 BOT CHORD 2-7=-376/292 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.Opsh h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-e-0 to 4-11-4 zone;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 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 91 It, uplift at joint 4, 2171b uplift at joint 2 and 321b uplift at joint 5. V/alter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6964 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 QWAAN/NG-VedIydesl9epemmehm.dBEAD NOTES ON THIS AND INCLUDED MmEKREFERANCEPAGEMO.747ame.. fefflU 5BEFORE USE Design valid for use only with Mifekla connectors. This design Is based only upon parameters shown, and b for an Irdivldual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate the design Into the overall bulldingdeslgn. Bracing Indicated Is to prevent buckling ofindividual trussweband/or chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of }asses and hum systems seeANSURIt Quoltly Crttub, DSB-09 and BCSI Balding Component Sabfy hrlDrrrlalbrxNolloble ham Truss pate Ins9iWe. 218 N. Lee Sheet, Suite 312. Nexantltla. VA 22314 69o4 Parke East Blvd. Tampa, FL 33610 Truss Type Cry Ply CLYDE MITCHELLT17430659 LJ706098��Jrl JACK -OPEN 4 1 Job Reference (ootionall unamoors I was, Inc., hart Pierce. FL l LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0. Plate Grip DOL 1.25 TC 0.36 TCDL 7.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Mari% -MP LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SP No.3 REACTIONS. (Ib/size) 3= O/Mechanical, 4=-12IMechanical, 2=157/0-8-0 Max Horz 2=76(LC 12) Max Uplift 3=-2(LC 9), 4=-12(LC 1), 2=-217(LC 12) Max Grav 3=18(LC 12), 4=42(LC 12), 2=157(LC 1) FORCES. (Ib) - Max. Comp./Marc. Ten. -All forces 250 (Ib) or less except when shown 8.240 s Jun 8 2019 MITek IndustneS, Inc. IUe Jun 25 07:59:25 2019 Fagot 3x4 = DEFL. in (loc) Vdefl L/d Ven(LL) 0.00 5 >999 360 Vert(CT) 0.00 5 >999 240 Hom(CT) 0.00 4 n/a n/a Wind(LL) -0.00 5 >999 240 BRACING - Scale =1:6.7 PLATES GRIP MT20 244/190 Weight: 5 Its FT=20% TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 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 nonconcurrem 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-" 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 21b uplift at joint 3, 12 go uplift at joint 4 and 2171b uplift at joint 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 Q WARNING- Vadfydesfgoparameterserd READNO7ES ON MMANDWCLUDEDM?KNEFENANCEPAGEM&74"Jre. 101),12D158EFOREDSE. Deslgn void for use only with MSekO connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use. Me bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buHdhg design. Bracing Indicated is to prevent buckling of IndMtlual tmssweb and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal nury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and taro systems seeANSIM11 QualiIt1yy Criteria, DSO-89 and SCSI Ouading Component Safety Infonnatione able from Truss note Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ��- MOW 69M Parke East Blvd. Tampa, FL 33610 IS Cry Ply�J,byReferenca ITCHELL [768 T77430fi60 �JE3�JACK-OPEN 2 o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 a Jun 8 2019 MiTek Industries, Inc. Tue Jun 25 07:59:26 2019 Page 1 I0:L6aW1TvGv5?49tOgzicvz5z35yN-Kkmc1 uK ZI4VpbNLra?OaVZDUgx2NhL9nFORwAz2onF Scale = 1:10.9 Plate Offsets (X,Y)-- (2:0-1-2 Edgel LOADING (psf) SPACING- 2-041 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert 0.02 4-7 >999 240 W20 244/190 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 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=61/Mechanical, 2=197/0-8-0, 4=32/Mechanical Max Harz 2=126(LC 12) Max Uplift 3=-70(LC 12), 2=-257(LC 12), 4= 54(LC 9) .Max Gran, 3=61(LC 1), 2=191 1), 4=49(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0to 1-8-0, Interior(l) 1-8-0 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 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 70 lb uplift at joint 3, 257 lb uplift at joint 2 and 54 lb uplift at joint 4. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 663E 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 AWARNWG-VedlydesignparametemanOREC)NOTESONTRISANDWCLUDWRaEKREFERANCEPAGEMX74m3m..v=mISBEFOREUSE Design valld for use only with MRekw connectors. rr design Is based only upon parameters shown. and Is for an Individual bullding component, not a hums system. Before use, the bustling designer must verify the opal coolly of design parameters and properly Incorporate this design into the overell bulldingdesign. Bracing Indicated is to prevent buckling of Individual hums web and/or chord members only. Additional temporary and permonentbracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hansom antl hums systems, seeANSUIPII QuaII1y CM�rb, D33419 and BCSI Building Compononl y m Safellonnolbrxrvciloble from Truss Plate InMtute. 218 N. Lee Sheet. Suite 312 Alexontldo. VA 22314. Tama Palle East Bala. Tampa, FL 33810 Job Truss Truss Type Dry Ply CLYDE MITCHELL T77430661 78098 KJ2 Diagonal Hip Girder 1 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 8.2405 JIM 62019 MIIex Industries, Inc. TUe Jun zo 07a9:2, 2019 ax4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (toe) I/defl Ud TCLL 20.0 Plate G I DOL 1.25 TC 0.16 Vart (L) -0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 SC 0.14 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(CT) 0.00 2 nfa We BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Scale=1:10.4 PLATES GRIP MT20 244/190 Weight: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 3=32/Mechanical, 2=190/0-10-15, 4=11/Mechanical Max Horz 2=111(LC 24) Max Uplift 3=-19(LC 5), 2= 205(LC 8) Max Grav 3--122), 2=213(LC 28), 4=78(LC 23) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-sewnd gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eavai Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19lb uplift at joint 3 and 205 lb uplift at joint 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 59111 up at 1-6-1, and 112 Ib down and 59 Ib up at 1-6-1 on top chord, and 48111 down and 36 It, up at 1-6-1, and 48 lb down and 36 lb up at 1-6-1 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads i Vert: 1-3=-54, 4-5=-20 Concentrated Loads (Ib) Vert: 8=117(F=59, B=59) Walter P. Finn PE 11012939 MTek USA, Inc. FL Cart 6634 6994 Parke East Blvd. Tampa FL 33610 Dale: June 25,2019 ®WMMWG- wersydesfgn Peremefel4and NEAO NOTES ON THISAND INCLUDED M?EKREFENANCEPAGEMM1)4)arev. rMl1,2015GEFOHEUSE Design valid for use only with M6e& connectors. This design a based only Won 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 antl properly Incorporate miss design into the overall buckling Individual truss members only. Additional temporary and permanent bracing MiTek' bulldingdeslgn. Bracing Indicated is to prevent of web and/or chord Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the 69D4 Par" East Blvd. fabrication storage, delivery, erection and bracing of trusses and huss systems. seeANSVTPIl Qua ft CMeria. D3949 and BC91 Balding Component Tampa, FL 33610 Safoty Inlonnatblgvoilable ham truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. r • ! Job Truss Type pry Ply CLYDE JTruss 7fi098 KJ3 DIAGONAL HIP GIRDER 2 iJob M�ITCHELtLT17430662 Refe unam hers truss, Inc., Fort Memo. FL 8.240SJM 5zonu MllexlnauSmes,mc. Iueiune*u/:aB:4azul9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.26 TC 0.16 Vert(LL) -0.04 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress [net NO WB 0.00 Hall 0.00 2 rVa Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD REACTIONS. (Ib/size) 3=55/Mechanical, 2=20910-11-5, 4=25/Mechanical Max Ho¢ 2=125(LC 24) Max Uplift 3=-56(LC 8), 2=-296(LC 8), 4=-62(LC 5) Max Grav 3=77(LC 28), 2=222(LC 28), 4=70(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.5 PLATES GRIP MT20 244/190 Weight: 161b Ff=20% Structural wood sheathing directly applied or 4-2-3 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 pal 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 girdeKs) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 Ile uplift at joint 3, 2961b uplift at joint 2 and 62 Ito uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 591b up at 1-6-1, and 112 Ile down and 591b up at 1-11-2 on top chord, and 109 lb down and 351b up at 1-6-1, and 109 Ito down and 35 lb up at 1-11-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 lncraase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=59(B) 9=59(F) Walter P. Finn PE N13.22939 MRek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 25,2019 AWARN/NG-Vedrydas/gaparametersandRE4DN0TESONMISIANDPICLUDEOMREKREPERANCEPAGEMX74A e1WD1Y015BEFOREUSE Design volld for use orty with MRek® connectors. This all a based only upon parameters Shown, and Is for on Individual building component, not a truss system. Before use, the bWtling designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. 9mcing indlctetl B to prevent buckling of Individual Mass web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricallon storage. delivery, erection and bracing of masses and hum systems seeANSVIPII CualDy Cdledo. USB69 and I1CM Building Component Sobp mlomratbrrrvailable ham Truss Rate InsXMe. 218 N. Lee Sheet Suite 312. Alexontldo. VA 22314. WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply CLVDE MITCHELL T17430fi63 76098 KJ7 Diagonal Hip Girder 4 1 Job Reference a tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Jun B 2019 MiTek Industries, Inc. Tue Jun 25 07:59:30 2019 Page 1 ID:L6aWjTvGv574gtOgacvz5235yN-DW06tGNVdzaxHCh64P3ykLjxPHJGJJZIitOe3xx2onB 4-10-10 5.2-9 9-10-1 r 1-10-70 5-2-9 I 4-7-10 Scale =1:22.1 la 3x4 = C1 ° 5 3x4 = 5.2-9 9.10-1 5.2-9 4-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.05 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matril Weight: 41 Ib 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 REACTIONS. (lb/size) 4=129/Mechanical, 2=417/0-10-15, 5=310/Mechanical Max Horz 2=226(LC 24) Max Uplift 4=-140(LC 8). 2=-310(LC 8), 5=-169(LC 8) Max Gmv 4=129(LC 1), 2=481(LC 28), 5=334(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-893/398 BOTCHORD 2-7=-479/814, 6-7=-479/814 WEBS 3-7=5/283, 3-6=-866/509 Structural wood sheathing directly applied or 6-0-0 cc pudins. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1401b uplift at joint 4, 3101b uplift at joint 2 and 169111 uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 112 lb down and 59 lb up at 1-6-1, 112 Ib down and 59 Ib up at 1-6-1, 113 lb down and 73 It, up at 4-4-0, 113 lb down and 73 lb up at 4-4-0, and 144 Ib down and 141 lb up at 7-1-15, and 144 It, down and 141 lb up at 7-1-15 on top chord, and 48 lb down and 36 lb up at 1-6-1, 48 lb down and 36 lb up at 1-6-1, 27 lb down and 10 lb up at 4-4-0, 27 lb down and 10 It, up at 4-4-0, and 45 lb down and 21 lb up at 7-1-15, and 45 Ib down and 21 Ib up at 7-1-15 on bottom chord. The designIselection of such connection device(s) is the responsibility of others. 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 (pIf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=117(F=59, B=59) 12=-O(F= 0, B_ 0) 13=-74(F=-37, B=-37) 15=-12(F=-6, B=-6) 16=-63(F=-32, B=-32) Walter P. Finn PE No.22839 MiTek USA Ina FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 ©WARNING - Vedfydes/Snpvemerers endRE4D NOTES ON TN/SANDINCLUDED Mn'EKREFERANCEPAGEM67473 rev. 10,03IG015BEFOREUSE. Design valid for use only with Mi connectors. This design Is based only upon parameters shown and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design into the overall buildingdedgn. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek- S always required for stability and to prevent collapse with possible personol injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. soeANSVIPII Quality CMoM. DSO-89 and SCSI building Component 69M Parke East Blvd. Safety N/armatbMvailable from Truss Plate Institute, 218 N. We Street Suite 312. Aloxandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply CLYDE MITCHELL.T77430664 76098 KJC5 Diagonal Hip Girder r 1 Job Reference o tional chambers Truss, Inc., Fort Pierce, FL 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jun 25 07:59:31 2019 3.4 = Scale =1:17.4 LOADING (psf) TCLL 2% TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC20171FP12014 CSI. TC 0.59 BIG 0.27 WB 0.05 Matdx-MP DEFL. in Veri -0.16 Vert(CT) -0.31 Hom(CT) 0.05 Wind(LL) 0.25 (roc) 11defl L/d 8 >535 360 8 >266 240 6 n/a Na 8 >331 240 PLATES GRIP MT20 244/190 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oat pudins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oat bracing. 4-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=216/Mechanical, 2=311/0-10-15, 6=52/Mechanical Max Horz 2=175(LC 8) Max Uplift 5=-174(LC 8), 2=-258(LC 8), 6=-10(LC 4) Max Gmv 5=237(LC 28), 2=364(LC 28), 6=71(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 4-7=-134/330 WEBS 3-9=-320/178 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsp h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 5, 258 lb uplift at joint 2 and 10 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 59 Ib up at 1-6-1, 112 Ill, down and 59 Ib up at 1-6-1, and 91 lb down and 28 Ib up at 4-4-0, and 91 lb down and 28 Ito up at 4-0-0 on top chord, and 48 Ib down and 36 lb up at 1-6-1, 48 lb down and 36 lb up at 1-6-1, and 46 lb down and 50 lb up at 4-4-0, and 46 lb down and 50 Ib up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-54, 8-10= 20, 6-7=-20 Concentrated Loads (lb) Vert: 13=117(F=59, B=59) 16=-81(F=-41, 2=41) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33BID Date: June 25,2019 AWARNING-Vedf desI.Peremere..dREAONOTESONMZANDINCLUDWMNEKBEFE CEPAGEW74nmKlGTsa2015BEFOBEUSE Design volld for use only with Micah) connectors, this design is based only upon parameters shown, and Is for an Individual building component. not "use system. Before use, the building designer must verity me appllcarblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and creating of trusses and hum systems seeANSVrPII Quart M6yy CGhGa, DSB-89 and BC9 Buldklp Cemponant 69�M Parke East Blvd. Sabh mformationworobie from Truss Plate hentme. 218 N. Lee Sheet. Suite 312 Alexantlrlo. VA 22314, Tampa, FL 33610 Job Truss Tru�cy��l City Ply CHELL T77430665 �J7,bReference 76096 MV2 Va o tionaI ",..am i Was, Inc., ran Made. rc 3x4 a.zau s dun a zeta ran ex MUI.KMas, Inc. I me dun zo urav:az cuiv rage I ID:L6aWjTvGv5749tOgzicvz5z35yN-9u7tly019brD(WrVCg60pmpJV52enlgl 9BU7gz2on9 s nnR 5- 2 3 Scale =1:6.9 I LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (too) Valet Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) We - r/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0 Max Horz 1=32(LC 12) Max Uplift 1=-23(LC 12), 2=-40(LC 12) Max Gmv 1=47(LC 1). 2=36(LC 17), 3=25(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsh, h=151t; B=45ft; L=24ft; eave=41C Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 1 and 40 lb uplift at joint 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 25,2019 AWANNING-Vs'a desfmpera.hveendREADNOTESONTNISANDWCLUDEOMR KH£FERANCEPAGEMR)4Tarev.faUYaISBEFOREUSE Devgn valid for use only with MTek® connectors. This deslgn Is based only upon parameters shown, and Is for on Individual building component, not �■ ■` a toss system. Before use. the building designer must verify me applicability of design parompters and properly Incorporate this design Into me overall building design. Bracing indicated Is to prevent buckling of Individual toss web and/or chord members only. Additional temporary and permanent bracing Is always required for stalorty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ire fabrication. storage. delivery. erection antl bracing of trusses and Wei system% seeANSViPII Quality CM9du. DS669 and SCSI Building Component Safety tiformalbncycilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 69M Parke East BNd. Tampa, FL 33610 Job Truss Thus Type OIY Ply CLYDE MITCHELL T17430666 11 76098 MV4 Valley 1 1 Job Reference o Iiona1 unartmers 1 mss, Inc., FUIt Marco, rL U.24USJM n ZUIV MI I eN mILIM11 s, Inc. I UUJun 20 U1:*U:JJ 2UIU rage] ID:L6aWjTvGv574910gzicv 5z35yN-d5hFVHPNv V8gOhmYdfM LOgVMKW14BOgdlgGz2on8 3x4 -- 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ve t LL) n/a - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=116/4-0-0, 3=116/4-0-0 Max Horz 1=79(LC 12) Max Uplift 1=-56(LC 12), 3— 89(LC 12) Max Grav 1=116(LC 1), 3=120(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2 3 Scala = 1:11.1 PLATES GRIP MT20 244/190 Weight: 13lb FT=20% Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst I1--1 Sit; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 4) ' 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. 5) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 56 lb uplift at joint 1 and 89 It, uplift at joint 3. Walter P. Finn PE No22839 MTekUSA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 25,2019 r P Job Oty Ply CLYDE MITCHELL T17430667 ::�T�!�Tm�-Tpe 76098 1 1 Job Reference(optional) unamoers I russ, Inc., ran rarce, rL a.L4u s Jun a 4u r e ml l erc mausmes, ma r ae aun Z0 U oU:JJ ZU1 U regal ID:L6aWjTvGv5?49t0g7icvz5z35yN-d5hFVHPNwuzVBgOhmydfM_LRAVNV W kCBOgdIgGz2onB 3.4 II 3 5 4 3x4 i 2.3 11 3.4 II Scale = 1:15.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vol Ud PLATES GRIP TCLL 20.0 Plate Grip DOLL 1.25 TC 0.27 Ven(LL) n/a - rVa 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Ven(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Hoa(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=56/6-0-0,4=B4/6-0-0,5=239/6-0-0 Max Horz 1=129(LC 12) Max Uplift 4=-64(LC 12), 5=-183(LC 12) Max Gray 1=56(LC 1).4=87(LC 17), 5=249(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-207/406 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=45tt; L=24ft; eave—1 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641b uplift at joint 4 and 183 Ito uplift at joint 5. Walter P. Finn PE No711139 MTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 25,2019 Q WARNING- Vedydeslgnpammeters and RE40NOTES ON THIS AND INCLUDED MBEKBEFEBANCEPAGEM11a473ree. 10402015BEFOREUSE - Design valid for use only with Mli connectors. this design a based only upon parameters showr% and is for an individual building component not a ni system. Before use. the buildiing designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. BralIndicated Istoprevent buckling ofind'Nldualtrussweband/or chord members only. Additional temporary and permanent bracing M!Tek' a always required for stability and to prevent collapse with passible personal injury and property damage. For general guldonce regardiing the I fabrication storage, delivery, erection and bracing of trusses and truss systems. s aANSVIPtt Quality Cri DR-119 and BC61 WIdhD Component 6904 Parke East Blvd. ei lnformatlona mllable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Nexandrla, VA 22314. Tampa, 1 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. L7��Forlat;4 x 2 orientation, locate pes 0-149' 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 The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but dle� reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing-& Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4_8 I dimensions shown In sixteenths scale) ItII (Drawings not To scale) 1 2 3 TOP CHORDS Q Of O S U a- O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrl-PI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved mm W1 6 MiTek6 MfTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/1PI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer, 17. Install and load vertically unless indicoted otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/rPI 1 Quality Criteria. o Load Short Form Job: Mitchell Jr. Residence L wrightsofi• Date: Jun 03, 2019 Entire House By: Kenneth D. Ptn:inas WebREPS, LLC 188082nd Aeue Suite 203,Vere Beach, FL 32966 Phone:800-810.3280 Fax888-971-2999 Emil: manualJ@mbrepshvac.mm N2b:w .aoducldesign.mm License: CAC054709 el-roject Intormation For. Maurice E., Sha2ier 800 VirginiaAvenue Suite 59-B, Fort Pierce, FL34982 Phone: 954-649-7269 Email: maudce@repshvac oom Design Htg Clg Infiltration Outside db(°F) 43 91 Method Simplified Inside db (°F) 70 75 Construction quality Tight Design TO (°F) 27 16 Fireplaces 0 Daily range - L Inside humidity (%) 30 50 Moisture difference (gr4b) 0 59 HEATING EQUIPMENT COOLING EQUIPMENT Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ160421B Cond GSZ160421B AHRlref 201675992 Coil ASPT49D14A AHRI ref 201675992 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 28400 Btuh Heating output 41000 Btuh @ 47°F Latent cooling 11600 Btuh Temperature rise 28 OF Total cooling 40000 Btuh Actual airflow 1333 cfin Actual airflow 1333 cfm Airflowfactor 0.067 cfmBtuh Air flow factor 0.059 cfmBtuh Staticpressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.71 Capacity balance point = 27 OF Backup: Input = 7 kW. Outout = 24274 Btuh. 100 AFUE ROOM NAME Area (ft2) Htg load (Btuh) Clg load (Btuh) HtgAVF (cfin) CIgAVF (Cfm) DINING 86 2411 3772 161 221 KITCHEN 142 1404 3260 94 191 GREAT ROOM 201 1952 3062 131 180 WICa 18 21 105 1 6 MAST BEDROOM 188 3883 3755 260 220 W I C b 27 484 195 32 11 MAST BATH 96 906 895 61 53 BATH 41 61 115 4 7 CL .4 0 0 0 0 HALL 31 0 0 0 0 FOYER 56 1675 1279 112 75 BEDROOM 2 149 1635 2331 109 137 CL2 23 0 0 0 0 An 1n n n n n Calculations approved byACCA to meet all requirements of Manual J 8th Ed. -P7F wrightscift" 2019-Jun-03112820 Right-Suite®Unisersa1201919.0.06 RSU16998 Page 1 C:UUsers\ken-pkCneDnw%De9 p\Mtcheg Jr.mp Calc=WS Front Doortaces: S L UINUMT CL3 BEDROOM 3 DI 17 154 IDSy 0 3843 101y 0 2372 HU 0 257 `J.S 0 139 Entire House 1293 19915 22721 1333 1333 Other equip loads 2041 2878 Equip. @ 1.00 RSM 25598 Latent cooling 10475 Tr)TCI C 1crn1 11a1 I111 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. '= wrightsofY Rghl-SuiteOUniv rsa1201919.0.08RSU16998 J4a to C:\Urem\ken.p\OneDdiu Desktop\MtdlellJrnp Calc=MJ8 FrontDoorfaces: S 2019Jun-0311:2820 Page 2 - l- wrightsofr Project Summary Job: Jun 03, 20 Residence 1 '1 Date: Jun 03, 2019 Entire House By: Kenneth D. Pminas WebREPS,LLC 188082nd Mue Suite 203, Vero Beach, FL 32956 Phone:800-810-3280 Fax 888-971-2999 Email: manualJ( vmbrepshvdcmm PBb:w ...aMuddesign.mm License: GC054709 Project Informati= For: Maurice E., Shazier 800 VirginiaAvenue Suite 59-13, Fort Pierce, FL34982 Phone:954-649-7269 Email: maudce@repshvac.com Notes: Clyde Mitchell Jr. Residence, Ft Pierce, Florida Design . Weather. Ft Pierce, FL, US Winter Design Conditions Summer Design Conditions Outside db 43 OF Outside db 91 OF Inside db 70 OF Inside db 75 OF Design TO 27 OF Design TO 16 OF Daily range L Relative humidity 50 % Moisture difference 59 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 14885 Btuh Structure 17272 Btuh Ducts 5031 Btuh Duds 5448 Btuh Central vent (69 cfm) 2041 Btuh Central vent (69 cfm) 1171 Btuh Outside air Outside air Humidification 0 Btuh Blower 1707 Btuh Piping 0 Btuh Equipmentload 21956 Btuh .Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipmentsensibleload 25598 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Tight Fireplaces 0 Structure 5739 Btuh Duds 1962 Btuh Central vent (69cfm) 2773 Btuh Heatingg Coolingg Outside air Area(ft') 1293 1293 Equipment latent load 10475 Btuh Volume (fP) 11496 11496 Air changes/hour 0.16 0.08 Equipment Total Load (Sen+Lat) 36073 Btuh Equiv AVF (clim) 31 15 Req. total capacity at 0.71 SHR 3.0 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN Trade GOODMAN Model GSZ160421B Cond GSZ160421B AHRI ref 201675992 Coil ASPT49D14A AHRI ref 201675992 Effidency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensibleceoling 28400 Btuh Heating output 41000 Btuh @ 47-F Latent cooling 11600 Btuh Temperature rise 28 OF Total cooling 40000 Btuh Actual air flow 1333 cirri Actual air flow 1333 dm Airflowfador 0.067 cfmBtuh Airflowfador 0.059 cfnBtuh Static pressure 0 in H2O Statcpressure 0 in H2O Space themlostat Load sensible heat ratio 0.71 Capacity balance point = 27 OF Backup: Input=7kW,, Output= 24274 Btuh, 100AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. _ wrighisoTC 2019-Jun-031128:20 •- —..gym...-, Right-Suite®Univeml 201919.0.08 RSU16998 Pagel C:Wsers*en-p1OneDdwUesldopMttliell Jraup Calc=MJe Front Doorlaces:S M Sheet 1 DINING MAST BEDROOM 221 c8n t 260 cfm GREAT ROOM ®.180 cfrn KITCHEN W I C a, WIC b ®.191 cim 6 cfm .- 32 cfm BATH MAST BATH �7cfrn 1o1.61cfin 112 CL° HALL { ®1333 ch I� CL 3 B BEDROOM J FOYER C�>:CC3� Job #: Clyde Mitchell Jr. Residence Scale: 1 : S4 WebREPS, LLC Performed by Kenneth D. Pu2inas for. Page 1 MaudoeE 188082ndAveue Suite 203 Right -Suite® Univewl 2019 800 Virginia Avenue Suite 5943 Mero Beach, FL32966 19.0.08 RSIJ16998 Fort Re=, FL 34982 Phone: 800-8103280 Fax: 888-971-2999 20194un-0311:30:08 Phone: 954-6497269 maudoe@2pshvac.00m www.acductlesign.com manualJ@webrepshvac.com ...OieDdve\DesktDpWlitchell Jrup