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HomeMy WebLinkAboutTRUSS PAPERWORKamber design values are in accordant ith ANSI/TPI 1 section 6.3 oese truss designs rely on lumber values established by others. MiTek® RE: 75750 - Retherford Addition / 057322 Site Information: Customer Info: DANIEL & MELISSA RETHERFORD Project Name: ADDITION Lot/Block: Subdivision: Address: 1402 HARTMAN ROAD City: FORT PIERCE State: FL MiTek USA, Inc. 6904 Parke East Blvd. 0m a, FL 33610-4115 oae1: Name Address and License # of Structural Engineer of Record, If there is one, for the building. SCANNED Name: JAVIER CISNEROS, PE License #: 70844 Address: 806 DELAWARE AVE BY City: FORT PIERCE State: FL St. Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design, Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 28 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. ISeal# I Truss Name I Date 1 T16026524 1 A 1/15/19 118 IT160265411VA I 1/15/19 I2 IT760265251At 11/15/19 119 IT160265421VB 11/15/19 1 3 T16026526IA2 11/15/19 120 IT160265431VC 11/15/19 1 I4 IT160265271A3 11/15/19 I21 IT160265441VD I1/15/19 1 I5 T1 6026528 1 A4 11/15/19 I22 T16026545 I VE 1/15/19 IT16026529IA5 I1/15/19 I23 1T160265461VF 1/15/19 1 L 1T160265301A6 11/15/19 124 1T160265471VG I1/15/1: 1 18 1 T1 6026531 1 A7 11/15/19 125 1T160265481VH 11/15/19 1 9 1 T1 6026532 1 As 11/15/19 126 IT160265491VJ 11/15/19 1 I10 1 T1 6026533 1 AA 11/15/19 127 [160265501VK 11/15/19 I 111 IT16026534 GRA 1/15/19 128 T1 60265511 VI- 11/15/19 1 12 IT16026535 J1 11/15/19 I I I I 13 IT16026536 J3 11/15/19 14 IT16026537 J5 11/15/19 15 I T16026538 I J6 11/15/19 16 IT160265391J6A 11/15/19 117 IT16026540 I KJ6 11/15/19 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: Albanj, Thomas My license renewal date for the state of Florida is February 28, 2019 IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shownle.g-loads supports, -dimensions, shapes and design codes), which were given to MiTek. Any project specific information Included is for MiTek's customers file reference purpose only, and was not taken Into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIfTPI 1, Chapter 2. ,`',. E N,g 39380 53: S TE OF Thomas A Albani PE Ne.39360 Mrrek USA, Inc. FL cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Albani, Thomas 1 of 1 Job Truss Truss Teo--. , Cry Ply Reth_' ' Addigon/C57322 T16026524 75750 A Roof.;. 4 1 Job Reference (optional) russ, inc., Pon Pierce, PL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 1512:31:58 2019 Page 1 ID:rHOW 5f1tZfEdR7mvO5zTlyOsa=RZpZb2Vlug6MdtMaVcOzRO)(oTE3WJVvSa757v6zv6NV -2-0-0 3- A 9.5-5 15-2-10 21-0-0 24.0-0 2 -5 8 2-0.0 3.7-15 5-9.6 5-9-fi 5-9--6 3-0-0 -S 6x8 = 4.00 12 89 ]d �. 2x3 11 2x3 11 3x4 11 6x8 = 2.81 12 3x4 = 3-7-15 12-4-0 21-0-0 24-SB 3-]-15 8-8-0 A-fl-e 3.Sfl Scale=1:52.7 Plate Offsets(XY)-- f2:0-4-0Edgel IB:0-2-0Edce7 f8:0-0-00-1-141 f15:0-6-80-2-121 fl5:O-1£0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ld PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.32 14-15 >926 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.6714-15 >433 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES WB 0.88 HOre(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.42 14-15 >692 240 Weight: 153 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 'Except' 7-11: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3'ExcepV WEBS 9-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0, 10=89510-5-8 Max Ho¢ 2=547(LC 11) Max Uplift 2=-621(LC 12), 10=-483(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4342/2527, 3-4=-4263/2580,4-6=-1745/984, 6-7=-531/388, 7-8=-530/439, 8-9=-487/425, 9-10=-864/686 BOT CHORD 2-15=-3104/4129, 14-15=-1622/2126, 12-14=.953/l204, 7-12=-255/343 WEBS 4-15= 1570/2086, 4-14=-684/588, 6-14=-400/793, 6-12=-947/645, 10-12=-256/356, 9-12=-740/999 Structural wood sheathing directly applied or 2-9-1 oc puriins, except end verticals. Rigid ceiling directly applied or 5-7-13 oc bracing. 1 Row at midpt 4-15, 6-12, 9-10 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B--45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Eldedor(2) -2-0-9 to 1-2-1, Inte6or(1) 1-2-1 to 24-0-0, Extedor(2) 24-M to 24-3-12 zone; cantilever left and dght exposed ; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 joint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 621 Ib uplift at joint 2 and 483 lb uplift at joint 10. -- — — —Thomas A -Alban! PENo.39380-- — MTek USA, Inc. FL Cert 86M 69114 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Job Truss Truss T•-- Dry Ply Rath ' Addition / 057322 ' T16026525 75750 Al Half f I_ 1 1 - - Job Reference (optional) I runs, Inc., ran Fierce, rL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:31:58 2019 Page 1 ID:rHOW 5fit7JEdR7mvOSzTlyOsa_-RZpZb2Vtug6MdtMaVcOzROXoOE3UJW_Sa75?v6zv6NV -2-0-0 &7-15 9-5.5 1%10 21-0-0 22-6-0 24.5.8 1 2-0-0 1 3-7-15 1 5-9-B I 5-&fi 1 5-9-8 1 1-6.0 1 1-11-8 4.00 5-2 3x8 = M- 3x4 II to on 2x3 2x3 II ..._ 3x4 3x4 II fine = = 2.67 12 3-7-15 12.4-0 21-0.0 22-6.0 24-5-8 I 34-15 1 8.8-0 1 R.R-n 1 t-e-n 1 tm-n Scale=1:51.7 Plate Offsets (X Y)- [2:04-0Edgel [8:0-3-00-2-81 [12:0-2-8 0-2-121 [15:Od-6 0-0-121 [15'0-6-8 0-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) -0.32 14-15 >919 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 VerdCT) -0.68 14-15 >430 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WS 0.81 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2017rTPI2014 Matrix -MS Wind(LL) 0.43 14-15 >686 240 Weight: .1521Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 7-11:2x4 SP.No.3 BOT CHORD WEBS 2x4 SP No.3"Except' WEBS 9-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (IWsize) 10=895/0-5-8, 2=1015/0-8-0 Max Hom 2=519(LC 11) Max Uplift 10=482(LC 12). 2=-622(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2.3=-4345/2618, 34=4269/2672, 4-6=-1747/987, 6-7=-517/387, 7-8=-490/414, 8-9=499/424, 9-10=-863r720 BOT CHORD 2-15=-3169/4132, 14-15=-1657/2114, 12-14=-999/1201, 7-12=-210/365 WEBS 4-15=-1602/2100,4-14=-674/579, 6-14=-402l796, 6-12=-952/668, 10-12=-243/338, 9-12=-786/941 Structural wood sheathing directly applied or 2-8-14 oc pudins, except end verticals. Rigid ceiling directly applied or 5-7-0 oc bracing. 1 Row at midpt 9-10, 4-15, 6-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15h; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 1-2-1, Interior(l) 1-2-1 to 22-6-0. Extedor(2) 22-6-0 to 24-3-12 zone; cantilever left and right exposed; end vertical left and right ellposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI I 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 4821b uplift at joint 10 and 622 lb uplift at joint 2. Thomas AAibani PE No.39383- -- 61Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Q WARNING-Iredfydeargnptnurefers and REAONOTES ON MMAnDMCLUOEOMOEKREFERANCEPAGEM9747Jmx Iaa3V2015 BEFORE USE. volld for use only with MSels9conneators. This design Is based only upon parameters shown, and Is for an Individual building component, not a trwa system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated a to prevent bucking of individual truss web and/or chord members only. Additional temporary and pennonent bracing is always required for Stability and to prevent collapse Will possible personal injury and property damage. For general guidance regarding the fobricafiorr, storage, delNery, erection and bracing of trusses and truss systems seeANSUIPIt Quo 0y greeds. 093419 and SCSI Building Component Safety lnformaWravaiobiefrom Truss Plate Instltute.218 N. We Sheet antltlo. Suite 312, NexVA 22314. patDesign MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Lu Truss ^^ Old Ply Red, Addition / 057322 ' T76026526 75750 A2 Half I 1 1 - Job Reference (optional) I russ, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:31:59 2019 Page 1 ID:rHOW_SfltZfEdR7mvOSzTlyOsa--vAMypOWVf EDE1xm3KvCzE4zRePo2zhbomrZRZzv6NU -2-0-0 3-7-15 &3.5 14-10-10 go N 2 -0 0 24-5-8 3-7-15 5.7-6 5-7.6 67-6 6- 3-68 4.00 FIT Scale = 1:50.3 3x4 II 45 = 4x5 = 7 8 9 0 ld ux 2x3 II 2x3 3x4 = 3x4 11 6. _ 2.67 F12 &7-15 124-0 21-0-0 24-5-8 &745 8-M l 8.8.0 &5-B Plate Offsets (X Y)- [2:04-0Edge] rl2:0-4-8 0-2-41. [15:0-1-6 0-0-121 [15:0-6-8 0-2-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.31 14-15 >945 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.6614-15 >440 240 MTI8HS 244/190 SCLL 0.0 ' Rep Stress Incr YES WE 0.78 HOrt(CT) 0.19 10 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.41 14-15 >708 240 Weight: 1581b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 8-11: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 9-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=895/0-5-8, 2=1015/0-8-0 Max Holz 2=474(LC 11) Max Uplift 10=480(LC 12), 2=-624(LC 12) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4340/2713, 34=4257/2758, 4-6=-1744/993, 6-7=-506(404, 7-8= 483/412, 8-9=480/412, 9-10=-869/723 BOT CHORD 2-15- 3198/4127, 14-15=-1717/2152, 12-14>1066/1235 WEBS 4-15=-1566/2053, 4-14=-695/586, 6-14=-368f756, 6-12=-971/717, 10-12=-173/270, 9-12=-742/885 Structural wood sheathing directly applied or 2-9-7 oc pudins, except end verticals. Rigid ceiling directly applied or 5-5-13 oc bracing. 1 Row at midpt 4-15, 6-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extener(2) -2-0-9 to 1-2-1, Interior(1) 1-2-1 to 20-6-0, Extedor(2) 20-6-0 to 24-3-12 zone; cantilever left and right exposed ; end vertical left and fight exposed;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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard 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-M wide will fit between the bottom chord and any other members. 7) Bearing at joints) 2 considers parallel to gmin value using ANSVTPI I 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 480 Ib uplift at joint 10 and 624 lb uplift at joint 2. -- - - - - - --- -- -Thomas A-Albanl PENo.39380 MiTek USA, Inc. FL Cert 6634 69M Parka East Blvd. Tampa FL 33610 Date: January 15,2019 Q WARNING -VeNly design perametereend READ NOTES ON THIS AND INCLUDED MTEK REFEMNCE PAGE M674"rev. I11012015 BEFORE USE Design valid for use only withM ode connectors. rots design Is based any upon parameters shaven, and Is for an Individual building component, not ��- a truss system. Before use, the bracing deslgmust ner muverify tine applicability of design parameters and properly Incorporate the design Into the overall building design. Bracing indicated Is to prevent bucWing of Individual truss web and/or chord members only. Ad Ittonal temporary and permanent bracing MOW is always required for stabilly and to prevent collapse witty possible personal blury and property damage. For generol guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANSVrPII Qualify Cresrrks, DSB419 and Best Building Component 6904 Parke East Blvd. Safety Mlonnnllonavolloble from Truss Plate Institute, 218 N. Lee Street, Sure 31Z Alexandria, VA 22314, Tampa, FL 33610 Job Tr Truss ;Tws�s�-��Otvply�Reth7Ad'i"on7322Tifi026527 75750 N d nue,e 1 rues, in.., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Tue Jan 1512:32:00 2019 Page 1 ID:rHOW_5fltZfEdR7mvOSzTlyOsa_-O=KOkX701M4sBWzdI ORWR 12221FmPhI1Qa6_7rv6NT -2-0.0 3.7-15 11-1-0 18-6-0 21-0-0 24-5.8 2-0-0 &7-15 7-5-0 7-&0 2.6.0 3-FLB Scale=1:44.9 4.5 = 3x4 = 45 = 4.00 12 5 6 22 7 2x3 11 zx4 11 3.4 II 6x8 = 2.6] F,2 3-4-7 3- 5 11-7-0 18-6-0 21-0.0 24-5.8 3-4-] P&8 7-5-0 7-5-0 26-n A-S-A 1 Plate Offsets (X Y)- 12:0-4-0Edgel I10:0-5-8 0-4-01 t14:0-7-4 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.37 13-14 >792 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.73 13-14 >401 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [net YES WB 0.86 Horz(CT) 0.22 8 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.49 13-14 >590 240 Weight: 157 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except- 6-9:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=895/0-5-8, 2=1015/0-8-0 Max Horz 2=430(LC 11) Max Uplift 8=478(LC 12), 2=-626(LC 12) FORCES. (lb) - Max, CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4315/2790, 3-4=-4282/2871, 4-5=$40/569, 5-fi=-723/588, 6-7=-494/440, 7-8=-8551723 BOT CHORD 2-14=-3212/4105, 13-14=.1576/1952, 11-13= 1576/1961, 10-11=-494/548, 6-113-711/606 WEBS 4-14=-1738/2260, 4-13=0/363, 4-11=-1329/945,6-11=-486/629,7-10= 752/897 Structural wood sheathing directly applied or 2-6-11 oc pudins, except end verticals. Rigid ceiling directly applied or 5-8-2 oc bracing. 1 Row at midpt 4-14, 4-11 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 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) -2-0-9 to 1-2-1, Intertor(1) 1-2-1 to 18-6-0, Extedor(2) 18-6-0 to 22-8-15, Intedor(1) 22-8-15 to 24-3-12 zone; cantilever left and fight exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478lb uplift at joint 8 and 6261b uplift at joint 2. Thomas A: Albanl PE No.39380-- - - - MTok USA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 QWARNWG-Vedyvdesf9npNameters.ad REAONOTES ON THI MDMCLUDWMREKNEFERANCEPAGEMO-]4n.re.. taU12015BEFOBENSE Design valid for use only with MBek® connectors, this design Is based only upon parameters shown, and is for an individual building component, not a huss system. Before use. the building designer must verity the applicablilry of design parameters and properly Incorporate this design Into the overall buidIngdesIgn. Bracing Indicated istoprevent buckling ofIndividual truss web and/or chord members only. Additional temporary and permanentbrocing MiTek' Is always required for stability and to prevent collapse with possible personal Yriury and property damage. For general guidance regarding me fabrication, storage. delivery. erection and bracing of trusses and huss systems seeAN37rPff Cual fy Gretna, DS549 and SCSI SuSding Compon�m 69N Parke East Blvd. Saf9ty Informa8mpvollobie from ➢uss Rote Institute. 218 N. We Stmet, Suite 312. Alexandria, VA 22314. Tamp., FL 33610 Job Truss Truss T•-- Oty Ply Rath. - 'I Addition/057322 T76026528 75750 A4 Half Y. 1 1 - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:01 2019 Page 1 ID:rHOW_5fitZfEdR7mvOSzTlyOsa_ s8UiE4YIBbUxUL59BIyg3t9GmS5dWt?uG4Kf W Rzv6N5 -2-0-0 3-7-15 1b1-0 16.6.0 21-0-0 24-68 2-0-0 3-7-15 I fi-5.0 6-5.0 4-8-0 F 3-&8 4.00 12 Scale=1:44.8 Us = 3x4 = 4x4 = 6 23 247 8 2x3 II 2x3 II 3x4 II 6xe = 2.67 12 3-7-15 10-1-0 16.6-0 21-0-0 24-5-8 3-7-15 6.5-0 6-5.0 4-1i-0 3-5-8 Plate Offsets (X,Y)- 12:0-4-0,Edgel [4i0-3-0Edge],[11:0-5-e 0-4-0] 115:0-6-12 0-0-0] LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.33 14-15 >888 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Be 0.81 Vert(CT) -0.6314-15 >460 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.21 9 n/a nra - BCDL 10.0 Code FBC2017/TPI2014 Mahlx-MS Wind(LL) 0.4414-15 >665 240 Weight:.150 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' 7-10:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=895/0-5-8, 2=1015/0-8-0 Max Horz 2=3B6(LC 11) Max Uplift 9=-476(LC 12). 2=-628(1_13 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4272/2846, 3-5=-4225/2906, 5-6=-1097f727, 6-7=-9801731, 7-B=-538/476, 8-9=-857/705 BOT CHORD 2-15=-3203/4062, 14-15=-1681/2074, 12-14=-1681/2070, 11-12=-534/592, 7-11=-705/631 WEBS 5-15=-1612/2082, 5-14=0/319, 5-12_ 1186/872, 7-12=504/638, 8-11=472/954 Structural wood sheathing directly applied or2-8-10 oc pudins, except end verticals. Rigid ceiling directly applied or 5-5-4 oc bracing. 1 Row at midpt 5-15, 5-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 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) -2-0-9 to 1-2-1, Interfor(1) 1-2-1 to 16-6-0, Exterior(2) 16-6-0 to 20-8-15, Interior(l) 20-8-15 to 24-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nunconcurent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 4761b uplift at joint 9 and 628 lb uplift at Joint 2. - - - -- - -- - -- -- - - - -Thomas ArAlbani PENo.39380- - - MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Job Truss Truss T; Oly Ply Reth! Addition I Q57322 ' T76026529 75750 A5. Half 1 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:02 2019 Page i 4.00 12 Scale=1:44.8 4.5 - 3x4 - 30 = 6 23 24 7 8 O Ib 2x3 II 2x3 3x4 11 Sze = 2.67 12 3-7-15 9.1-0 14-6-0 21-0.0 2458 3-7-15 51-0 5.5-0 6-6-0 3-5-e Plate Offsets (X Y)- (2:0-4-0,Edgel (4:0-3-0Edne] rl l:0-5-12 0-0-01 (15:0-6-00-3-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.29 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Veri(CT) -0.5514-15 >529 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WE 0.88 Horc(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(ILL) 0.3814-15 >762 240 Weight:. 144 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' 7-10:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=895/0-5-8, 2=1015/0-8-0 Max Horz 2=342(LC 11) Max Uplift 9=-475(LC 12), 2=-629(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4236/2898, 3-5=-0167/2931,5-6---1380/900, 6-7=-12621907, 7-8=-648/533, 8-9=-859/685 BOT CHORD 2-15=-3190/4025, 14-15=-1817/2233, 12-14- 1817/2229, 11-12=-607/675, 7-11=-711/653 WEBS 5-15=-1446/1869, 5-14=-3/262, 5-12=-1062/814,7-12=-5527701, 8-11=819/1044 Structural wood sheathing directly applied or 2-10-13 oc pudlns, except end verticals. Rigid ceiling directly applied or 5-3-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-9 to 1-2-1, Interior(1) 1-2-1 to 14-6-0, Exterior(2) 14-6-0 to 18-8-15, Intedor(1) 18-8-15 to 24-3-12 zone; cantilever left and right exposed.; end vertical left and right exposecil 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 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 475 lb uplift at joint 9 and 629 Its uplift at joint 2. -- ----- - - ---- Thomas A. Albanii'E-No.39380 kliTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 AWARNWO- Verify desr9nP.M. and READ NOTES ON THIS AND INCLUDED NfOl RETEFIANCE PAGE 140-74M mv. 1012312015 BEFORE USE Design void for use only with Mire G) connectors. This design Is based only upon parameters shown. and Is for an Individual bulltling component, not �� a truss system. Before use, Me building designer must verity me cppllcabWty of design parameters end properly Incorporate this design Into Me overall building dedgn. Bracing Indicated 6 to prevent buckling of Individual puss web and/or chard members only. AddlMonol 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 Me foadcation, storage, delivery, erection and bracing of trusses antl mums systems. seeANSWIpil crealmNyy 6)dfe&l, DSS-89 and SCSI Spading Component 6904 Puke East Blvd. EastB Safety mformationwolloble from Truss Plate Institute, 218 M Lee street, suite 312. New antlrla. VA 22314.33610 Tampa,rk Job Truss Truss Ty- City Ply Rath. '.. Addition/057322 T16026530 75750 A6 Half F 1 1 -- Job Reference o tonal nears I runs, Inc., h011 Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:03 2019 Page 1 ID:rHOW 5fltZfEdR7mvOSzTlyOsa_-oWcSemZOjDkfjeEXIA_884FfHFn3yxBjOpmaKzv6NQ -2-0.0I 3-7]15 I 12.6.0 16.9.0 0 -0-0 3-5 4-5-0 4-3-0 4$02 NO i 24-5-8 4x4 = 5 20 kR r9WA 3x4 = 3.4 II 3A = ]d V�V 2.3 II 2x3 II 3.4 II 6,rB = 2.6] 12 3-]-15 12.60 21-0.0 24-5-8 3-]-15 9-10.t I N-a-O 3.E-N Plate Offsets(X,Y)- r2:0-4-0,Edge] r11:0-2-80-2-121 r12:0-4-4,0-3.01 r13:0-6-00-2-121 - - LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (]cc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.29 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.67 12-13 >437 240 MT18HS 2441190 SCLL 0.0 Rep Stress Incr YES WB 0.70 Hm z(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.3612-13 >799 240 Weight 140 lb FT=20% LUMBER- .BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' 7-10:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 9=895/0-5-8, 2=1015/0-B-0 Max Harz 2=297(LC 11) Max Uplift 9=-474(LC 12), 2=-630(LC 12) FORCES. (Ib) - Mac Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4352/3019, 3-4=d234/3008, 4-5=-1661/1110, 5-6---1574/1114, 6-7= 727/557, 7-8=-713/551, 8-9=-861/670 BOT CHORD 2-13=-3246/4137, 12-13=-2003/2350, 11-12=-1093/1327 WEBS 4-13=-1291/1840, 4-12=-887/826, 5-12=-122/358, 6-12=-221/378, 6-11=-770/616, 8-11=-799/1059 Structural wood sheathing directly applied or 2-10-13 oc puffins, except end verticals. Rigid ceiling directly applied or 5-0-14 cc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst; h=15f ; B=45ft; L=24ft; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 1-2-1, Intedor(1) 1-2-1 to 12-6-0, Extedor(2) 12-6-0 to 16-9-0, Interior(1) 16-9-0 to 24-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1'.60 plate grip D0L--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 chord live load nonconcunent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 474'lb uplift at joint 9 and 630 lb uplift at joint 2. - - - ----- - - Thomn A.Albani PENc.39388 MiTek USA, Inc; FL 18634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 O WARNING -Verity de519n peramefersenO NERD NOES ON TN/SAND INCLUDEDMns(REFEBANCEPAGEM6]4TJ rev. 141112015BEFOBEUSE Design valld for use only with MTek®connectors. lNs design b based only upon parameters shown, and Is for an Indlvidual building component, not o huss system. Before use. the building designer mustverify the appllcabllliy of design parameters and properly Incorporate this design Info the overoll building design. Bracing Indicated is to prevent buciring of lntlNlducl truss web and/or chord members only. AddlHonal temporary and bracing permanent 8 always required for stability and to prevent collapse with possible personal hlury and property damage. For general guldonce regarding the MiTek' fabrication, storage; dellvery, erection and bracing of trusses and tors systems. seeAN9UlPll Quality Cri DSBd9 and BCSI Mading Component ON Parke East BNd. Babry InlplTaNplWolloble hem Truss Plate Institute, 218 N. Lee Sheet, Suf a 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Oly Ply Reth,% IAddition/057322 ' T16026531 75750 A7 Half I 1 1 - Job Reference (opllona8 Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Inc. Tue Jan 15 12:32:04 2019 61 MT18HS = 2x9 II 22 23 5 24 Scale=1:45.2 3x4 = 3x4 = to 3x8 2x3 II _.._ 2x3 3.4 11 6x8 = 2.67 12 &7-15 10-6-0 15- N." 8-10.1 I 5.39-0.0 521--300-0 I 3-5245-8.8 Plate Offsets OQ0-- [2:0-4-0Edae] [4:0-64 0-2-41 {10:0-5-B 0-4-01 [14:0-7-8 0-3-01 LOADING (psg SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(L-) -0.34 13-14 >866 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Ven(CT) -0.66 13-14 >442 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.21 8 rJa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.4513-14 >647 240 Weight: 1371b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 4-7: 2x4 SP M 30 BOTCHORD 2x4 SP M 30'Except' BOTCHORD 6-9:2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=895/0-5-8, 2=1015/0-8-0 Max Ho¢ 2=253(LC 11) Max Uplift 8=478(LC 9). 2=-631(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=4355/3192, 34=4343/3323, 4-5=-1764/1227, 5.6=-1764/1227, 6-7=-93B/674, 7-8=-856/659 BOTCHORD 2-14=3360/4146, 13-14- 1555/1947, 11-13=-1555/1956, 10-11=-778/974, 6-lD=-676/581 WEBS 4-14=-1953/2324, 4-13=-5/307,4-11=-250/238, 5-11=-297/304, 6-11=-644/897, 7-10=-909/1222 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end ver8cals. Rigid ceiling directly applied or 5-74 oc bracing. 1 Row at midpt 4-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=151 B=45ft; L=24ft; eave=41t Cat. II; Eli C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 1-2-1, Interior(1) 1-2-1 to 101 Extedor(2) 10-6-0 to 14-8-15, Interior(1) 14-8-15 to 24-3-12 zone; cantilever left and right exposed; end vertical left and right elposed;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) 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) 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 478 Ib uplift at joint 8 and 631 lb uplift at joint 2. Thomas A. Albani PE-No.3938D -- MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; January 15,2019 Q WARNING- Verify dii pere.iifir nd READ NOTES ON MIS AND INCLUDED MIEK REFERANCE PAGE all mv. IGN32pi6 BEFORE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown. and Is for an IndNidual buidi ng component, not a hum system. Before use. fire building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building tlesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and peaaanent bracing MiTek' is always real far stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage. delivery. erection and bracing of trusses and hum systems seeANSVIPI I Quo CrIti DS!-09 and SCSI BuildingCempant 6904 Parke East Blvd. 21 brn Safety Infaanatvallable from Truss Plate Institute, 218 N. lee Sheaf, Suite 312. Alexantlda. VA 22 14, Tampa, FL 33610 Job Truss Truss T'•r• any Ply Fett,' - Addition / 057322 ` T16026532 75750 All Half 1,. 1 1 Job Reference (optional) nbers Trusts, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:05 2019 Page 1 ID:rHOW_511tZfEDR7mvOSzTlyOsa= kvkD3RbGEq7MyyOwObOcDVK7C35cShuUBiltfCzv6NO -0 I 77 8-10-0t 164-39-0 21-0-0 24-SB2-0.0 15 I2 3 6.3-0 3.5.8 4.00 12 6,8 = 4 22 23 24 Scale = 1:45.2 kM1�hB R 2x3 II exs II 3x4 11 6x8 = 2.67 12 -149-0 i3 Ra.n e5 800 .-20 245.8 9s.a Plate Offsets (X Y)-- [2:0-4-0 Edgel [4:0-5-12 0-2-121 [10:0-5-12 0-4.O1 [14:0-6-0 0-3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 VerI -0.28 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.54 13-14 >543 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.20 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.3713-14 >779 240 Weight: 131 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 -Except' 6-9: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb(size) 8=895/0-5-8,2=1015/0-8-0 Max Horz 2=209(LC 11) Max Uplift 8=-478(LC 9), 2=-632(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-4233/3147, 3-4=-4166/3216, 4-5=-2437/1679, 5-0=-2437/1679, 6-7=-1244/852, 7-8=-850/640 BOT CHORD 2-14=-3249/4023, 13-14=-1803/2318, 11-13=-1804/2330, 10-11=-997/1321, 6-10=-667/570 WEBS 4-14- 1554/1785,4-13=-14/275,4-11= 135/312,5-11=-358/371, 6-11=-824/1183, 7-10=-1061/1465 Structural wood sheathing directly applied or 2-10-9 oc pudins, except end verticals. Rigid ceiling directly applied or 5-3-3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ff; B=45tt; L=241t eave=oft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) -2-0-9 to 1-2-1, Interior(1) 1-2-1 to 8-6-0, Exterior(2) 8-6-0 to 12-8-15, Interior(1) 12-8-15 to 24-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI I 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 478 lb uplift at joint 8 and 632 lb uplift at joint 2. Thomas X-Mbani PE No.39380 - - - -- IllTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Q WARNNG-Ver/rydeslgnparemetersend READNOT ON MS AND NCL1VEOMREKNEFENANCEPAGEMW4TJrev. lo=015BEPOHE USE Design valid for use only with MRel,Ta1 connectors. This design Is based only upon parameters shown, and Is for an Individual bu iding component not a hose system. Before use. the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated 6 to prevent bucking of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse writ passible personal Injury and property damage. For general guldcnce regarding the fabrication. storage, delN6ry, erection and bracing of trusses and truss systems seeARSUiPD Quality CmuO, DSII-89 and 0=1 lultlhD CompOnmt Sahty Wormpibnwollobletrom truss %ate Ins11Me, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33810 Job Taus ThusI < City Ply Reth. • ' Addition / Q57322 ' T76026533 75750 AA Comt4. 1 1 - _ Jab Reference o banal Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:06 2019 Page 1 ID:rHOW-511tZf EdR7mvOSzTlyOsa_-05lbHncu787Da6z6zlXnnisBGTt2BB4dPM1 OBfzv6NN -2-0-0 8-6-e 16.3-424-a0 2 -s 6 2-0-0 8-G8 7-8-12 7-8.12 -5- N d1 5,02 = 4.00 12 87 3x4 = 2x3 II 3x6 = 4x8 = 46 II 8-6-8 16-3-4 245.8 8-6-8 7-8-12 a-26 Scale = 1:51.4 Plate Offsets(X1)- [2:0-3-20-0-4116:Edoe0-1-8](7:0-1-120-0-9118:Edae03-81 LOADING (psQ SPACING- 2-M CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.14 8-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(CT) -0.3011-14 >979 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.55 Hom(CT) 0.04 a n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.17 11-14 >999 240 Weight:. 1291b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 7-8: 2x4 SP M 30 WEBS REACTIONS. (IWsize) 2=1015/0-8-0, 8=895/0-5-8 Max Horz 2=547(LC 11) Max Uplift 2=-622(LC 12). 8=-482(LC 12) Max Grav 2=1015(LC 1), 8=962(LC 17) FORCES. (Ib) - Max. Comp./Maz. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2013/1075, 3-5=-1074/670, 5-6=-1092/830, 6-7=-034/409, 7-8=317/689 BOT CHORD 2-11=-1341/1855, 9-11=-1341/1855 WEBS 3-11=0/335,3-9=-957/610,5-9=-47PJ502, 6-9=-875/1332 Structural wood sheathing directly applied or 4-7-1 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-10 oc bracing. 1 Row at midpt 3-9, 6-9, 7-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl.. GCpI=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 24-0-0, Exterior(2) 24-" to 24-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 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, with BCDL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 622 It, uplift at joint 2 and 482 Ill, uplift at joint 8. -- -- — ------ - - —Thomas A Alban[ PE No.39380 - — h1Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 ,O WARNING- Verflydesrgnperemefersantl READ NOTES ON MIS AND INCLUUEDMREKREFEMNCE PAGE eUP7Mn y. Iad320rSBEFORE USE • Design valid for use only with MTek® connectors. Phis design Is based only upon parameters shown and Is for an individual building component, not Dal 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 muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required far stability and to prevent collapse wilh possble personal Injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of fusses and taus systems seeANSVrPII CuatBy Cr9ule, PS549 and 6C31 Building Component 6904 Parke East Blvd. Sably b/olma8pnovolloble ham Tnus Plate InStiMe. 218 N. Lee Sheet. Sub. 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Trus=T�+- Qty Ply Fell,- ` ��` Addition/057322 T7602fi534 75750 GRA HALF- iIRDER 1 2 " Job Reference (optional) i russ, inc., ran Fierce, FL 8.240 s Dec 6 2018 MiTek Industries. Inc. Tue Jan 15 12:32:08 2019 Scale = 1:45.2 NAILED NAILED 3x4 = NAILED 4.00 12 4xS = NAILED NAILED 2x3 II NAILED NAILED 3x6 = NAILED 3.5 = 4x5 = NAILED 4 22 23 5 24 25 67 26 27 2B B 29 9 3 2 12 d1 1630 31 15 14 32 13 33 34 flLIAI _ 3x4 II 8xl4 MT18HS= 4x4 = NAILED 3x8 - 4x6 = NAILED 3x5 - NAILED 11 BE 35 10 3x8 = Special NAILED NAILED NAILED 3x4 11 6x8 = NAILED 2x3 , II 26712 NAILED NAILED 3-7-15 6.6-011-4.0 16.2.0 21-PO 24-5-8 3-7-15 2.10-1 4-10-0 4.10-0 d-10.0 3-4P O b Plate Oftsets(XY)-- (2:0-4-0Edgel 14:0-540-2-07 rl2:0-5-1204-01I1T0-7-120-3-01 I1T0-1-20-1-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC .0.50 Vert(LL) -0.33 15 >880 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.62 15 >469 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WS 0.74 HOR(CT) 0.24 10 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wind(LL) 0.45 15 >646 240 Weight:.255 Do FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' 8-11: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORDStructural wood sheathing directly applied or 4-9-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing. REACTIONS. (Ib/size) 10=1821/0-5-8, 2=1785/0-8-0 Max Horz 2=165(LC 20) Max Uplift 10=-952(LC 5). 2- 1057(LC 8) FORCES. (Ib) -Max. CompufMax. Ten. -All forces 250,(lb) or less except when shown. TOP CHORD 2-3=-8547/4458, 34=-6367/3395, 4-5=-7466/4021, 5.6=-7466/4021, 6-8=-6633/3561, 8-9=-3635/1950, 9-10=-1699/944 BOT CHORD 2-17=-4234/8128, 16-17=-3997/7659, 15-16=-3254/6192, 13-15=-3538/6633, 12-13=-2129/3929,8-12=-12427783 WEBS 3-17=-722/1448,3-16=-1608/823,4-16=-511/1090,4-15=-740/1337, 5-15=-418/327, 6-15=490/875, 6-13=-684/469, e-13=-1530/2837, 9-12=-2094/3905 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 NT) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-15 2x4 - 1 row at 0-8-0 do. 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=151t; B--45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of treating surface. ----Thomas -9) - Provide mechanical -connection Wyothers) of truss to beating plate capable of withstanding 9521to uplift at joint 10 and 10571to uplift A -Alban! PE No.39380 - - at joint 2. Nil USA, Inc. FL Cat 6634 10) NAILED' indicates 3-10d (0:148'x3') or3-12d (0:148°x3.25') toe -nails per NOS guidlines. 6904 Parke East Blvd. Tampa FL 33610 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3761b down and 233 lb up at Dale: 6-6-0 on bottom chord. The desigr/selection of, such connection device(s) is the responsibility of others. January 15,2019 Q WARNWG-Verlfydagnparamete..dREADNOTESONMISANDWCLUDEDMREKREFEWNCEPAGEMX74TJmv. 10113R015BEPOREUSE valid for use orrywlth MifelO Connectors. Thb design Is based only upon parametersshown, and is for on Individual building component, not Nil' a truss system. Before use. Me building designer must verify. me applicablaty of design parameters and properly Incorporate ma design Into me overall builtling tleslgn. Brachia indicated is to prevent buckling of hdMduol truss web and/or chord members only. Addnlonal temporary and permanent bracing MiTek' Is always required for stablllly and to prevent collapse Wth possible personal Injury and property damage. For general guidance regarding the tabdeaflom storage, delNery, erection and bracing of busses end truss system& seeANSXMII Quality Cmedo, D31419 and IICSI lukdhD Component 6904 Parka East Blvd. Safely m/pmrolbiCvollo0le from Truss Rate Institute. 218 N. Lee Street Suite 312. Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss T•. t Oly Ply Retk .'--' Addition/O57322 !f T76026534 75750 GRA ' HALF ,.IRDER 1 2 Job Reference (optiona1) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:08 2019 Page 2 ID:rHOW_5fltZfEGR7mvOSZTlyOsa_ 9UPUTdBYJNxp07V5jaJr7yXgGTDf2WwtgWXGXzv6NL LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-4=-54,4-9=-54, 17-19=-20, 12-17=-20, 10-11=-20 Concentrated Loads (lb) Vert: 14=-78(F) 8=-96(F) 16=-376(F) 15=-78(F) 5=-69(F) 12=-51(F) 22= 69(F) 23=-69(F) 24=-69(F) 25=-69(F) 27=69(F) 28_ 69(F).29_ 96(F) 30=-78(F) 31=-78fl 32=-78(F) 33= 78(F)34=-78(F)35=-51 fl - ,&WARNING-Vedtydsslgnparametersend REAONOTES ON MOANOINCLUDMuffEKBEFEBANCEVAGEM 7MC v. 1a=2016BEFONEUSE Design valid for use only with MRaM connectors, ihls design Is based only upon parameters shown and k for an Individual building component, not a truss system. Before use, the bullding designer must verlfy me applicability of design parameters and properly Incorporate this design Into the overall building design. &acing indicated 6 to prevent bucking of indMtlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reaulred for stabillry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobticofion, storage, delivery. erection and bracing of trusses and truss systems SeeliNSI/1PI1 QUW�tt1yy Cbtrb. DSSd9 an0 SCSI SuldNp Component Sorry Informal onovallable from Truss Plate Institute, 218 N. Lee street. Sidle 312. Alexandria, VA 2231A. Tampa. East p , sto Blvd. Job Truss Trus^T•^^, Oly Ply Retl Addition/057322 r ` T76026535 75750 J1 Jack., 2 1 Job Reference o tional unamoeni I cuss, mc., tort HOMO, rL a.24u s Uec b zma mn ex maustnes. me. Ius aan 1n iz:az:uu zula Ib Scale =1:6.7 Plate Offsets (X Y)— (2:0-1-6 0-0-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ven(LL) 0.00 5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-92/1vechanical, 2=26910-8-0 Max Horz 2=72(LC 12) Max Uplift 3=-92(LC 1), 2=356(LC 12) Max Grav 3=170(LC 12), 2=269(LC 1) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 lost 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 92 lb uplift at joint 3 and 356 lb uplift at joint 2. --- — —Thomas A. AlbaniPENo.39386 MiTek USA, Inc. FL Carl 6634 6994 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Job Truss Trucem Oty Ply =22T76026536 76750 J3 Jeck; 21 Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:09 2019 Page 1 ID:rHOW_5fitZfEdR7mvOSzTlyQsa_dgzkvpeml3VoRaihtQ5YNLUeUgzdOgN36KG4o zv6NK 3-0-0 ao-D Scale=1:10.2 Plate Offsets (X,Y)— I2:0-1-10 Edge] LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 HOm(CT) 0.00 2 Na n/a BCDL 10.0 Code FSC2017/TPI2014 Matrix -MP WMd(LL) -0.01 4-7 >999 240 Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=49/Mechanical, 2=258/0-8-0, 4=21/Mechanical Max Ham 2=108(LC 12) Max Uplift 3=-29(LC 9), 2=-257(LC 12) Max Grant 3=49(LC 1), 2=258(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ila) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-0 oc puniins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=158; B=45ft; L=24ft; eave=4ft; Cat. It: Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 2-11-4 zone; cantilever left and right exposed ; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chard 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 291to uplift at joint 3 and 257 lb uplift at joint 2. Thomas A. Albans PE-No.39380 -- — MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Q WARNING-wdfydeslenyemm hvsenCREADNOTES ON MMANDMCLUDFDMREKREFERANCEPAGEMX74T3mx. l2113201SBEFOREUSE Deslgn valid for use only with Mgek® connectors. The design Is based only upon parameters shown. and Is for an Individual building component not �t- a hum system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate the design Into the overall bustling design, Bracing Indicated is to prevent bucMing of Individual buss web and/or chord members only. AddlBonol temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobdcatlon storage, delivery, erection and bracing of trusses and buss systems. seeAN gnPiI Quo" yy CrI DSB49 and BCM building Companont Sabty mtonnotiond,allable from Truss Plate Imhlute, 218 69o4 Palle East Blvd. Tampa, FL 33610 N. We Sheet, Suite 312. Alexantldo. VA 22314. Job True Trus,=T_•cp Oly Ply Ret(',m'^,. Atldition/057322 ' T16026537 75750 J5 Jack', 2 1 Job Reference (optional) Truss, Inc., Fart Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:10 2019 Page 1 ID:rHOW 5fitZfEdR7mvOSzTIyOsa.-SsX66gfP3Mdf3jH0C8mwY1 pE4FJ77dD)L?eKOzv6NJ 2--2.00-0-0 3.8.0 1;12-15.15 3-8-0 - Scale =1:13.7 p Plate Offsets(XY)-- f2:0-1-10,Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC .0.75 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.01 7 >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 FBC2017/TP12014 Matrix -MR Wind(LL) 0.02 7 >999 240 Weight: 201b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (IWsize) 4=73/Mechanical, 2=313/0-8-0, 5=83/Mechanical Max Horz 2=143(LC 12) Max Uplift 4=-47(LC 12), 2=-266(LC 12), 5=-27(LC 12) FORCES. (Its) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Stmctuml wood sheathing directly applied or4-10-16 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 4-10-3 zone; cantilever left and fight exposed ; end vertical 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 471b uplift at joint 4, 2661b uplift at joint 2 and 27 lb uplift at joint 5. ---Thomas A: Alban! PE No.39380- MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Q WARNNG-Vedfx deslge seramereerand READNOTES ON WISAND INCLUDED MIFEKREFERANCEPAOEMd-74>arev. IUMBOISREFOREUSE Design volld for use only with Maeklaconnectors. ThIs design Is based only upon parameters snows, and Is for on IndlWdual bulltling component, not a truss system. Before use; fine building designer must verlfy the applicability of design parameters and properly Incorporate this design Into the overall bulldhgdesign. Bracing Indicated Is to prevent buckilnggoflndIvdualhussweband/or chord members an Additionoltemporary and permanent bracing Is always required for stability and to prevent collapse wlin possible personal hlury and proper damage. For general guidance regarding the fabrication. storage, delivery. erection end bracing of tosses and hus systems seeAN31/IP11 pUaOmtsV. prRnks. DS349 and SCSI OukdhD Component Safety Inlenno8oryrvaYabte from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Nexandda VA 22314. MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss TruwT- Cly Ply Addition/057322 T16026538, 75750 J6 Jack, 2 1 _ Job Reference (optional) Ghambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:10 2019 Page 1 ID:rHOW _5f I12fEdR7mvOSzTlyOsa_-5sX669fP3Mdf3jHuC8cnwY1 vl4A_77dDK_?eKOzv6NJ -2-0-0 6.6-0 2-0-0 6-60 Scale = 1:16.6 LOADING (psf) SPACING- 21" CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOIL 1.25 TC 0,36 Vert(LL) -0.O6 4-7 >999 360 Mi20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.15 4-7 >533 240 BCLL 0.0 ' Rep Stress 1, cr YES WS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.11 4-7 >679 240 Weight: 23 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=150/Mechanical, 2=366/0-8-0, 4=71/Mechanical Max Horz 2=171(LC 12) Max Uplift 3=-122(LC 12). 2=-284(LC 12) Max Grav 3=150(LC 1), 2=366(LC 1), 4=109(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - 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. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opst h=15ft; B=45tb L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlerior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 6-5-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pet bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3 and 284 lb uplift at joint 2. Thomas A. Alban! PE No.39390 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Job Truss Truce. T• t City Ply Retl-, .: Addition/057322 T76026539 75750 J6A Jack-�, 7 1 Job Reference (optional) runs, Inc., fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:112019 Page 1 ID:rHOW_511tZfEdR7mvOSzTWsa_-Z35UKVf1 gglWgts4mr7OTma_UUHswMZelBsszv6Nl -2-0-0 3-8-0 6.&0 2-0.0 3-8-0 2.10.0 Scale=1:16.8 LOADING lips, 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 Inor YES Code FBC2017/TPI2014 CSI. TC 0.75 BC 0.86 WB 0.00 Matrix -MR DEFL. in Vert(LL) -0.05 Ved(CT) -0.10 Horz(CT) -0.02 Wind(LL) 0.10 (loc) I/defl Ud 5-6 >999 360 5-6 >773 240 5 n/a r✓a 5-6 >755 240 PLATES MT20 MT18HS Weight: 251b GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. REACTIONS. (lb/size) 4=123/Mechanical, 2=36WO-8-0, 5=98/Mechanical Max Hom 2=171(LC 12) Max Uplift 4=-89(LC 12), 2=-284(LC 12), 5=-30(LC 12) Max Gmv 4=123(LC 1), 2=366(LC 1), 5=105(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-374/262 BOTCHORD 2-7=-381/404 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 6-5-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate. grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 294111 uplift at joint 2 and 30 Ib uplift at joint 5. - -Thomas A:Afbani PE-No.39380- - MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Q WARNING -VeUlydoslgnparameleraend READNOMS ON MISAND INCLUDED MREKREFERANCEPAGEUO-14".m.. 101VO1015BEFORE USE Design valid for use only with MreM connectors. This design Is based only upon parameters shown, and Is for on individual bulltling component, not �'• a huss 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 buss web and/or chord members only. Additional temporary and permanent bracing MiTek- u always mWired for stability and to prevent collapse with possible personal mury and property damage. For general guidance regarding the fc brCQKon, storage, delNery, erection and bracing of busses and truss systems. seaANSi/IPI1 Gagllly Cri DSB49 and NCSI Mading Component 6904 Papa East Bind. Sobfy In/ormafbrxrvolloble ham buss %ate InsHMe. 218 N. We Sheet Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Tn1ss Truss OJy pty Relh-T- Addition/ Q57322 T16026540 75750 KJe Diagl. , n Girder 1 2 Job Feierence o OanM -•••-•••••-•� ••••••. •••-. � • • •o••o. • •- 8.24r s Dec o bmo ini i ez mausmes, am. me uan m ¢:32J2 zorn raga , ID:rHOW_5fitZfEdR7mvOSZTIyOsa= 1Ffs%rgfb_tNIIQGKZeF4z6HHttkbODWolUIPJzv6NH -2-9-15 4.17-0 9-0-13 2-9-15 4.114 4-1-9 Scale =1:22.8 3.4 II NAILED 4 5 NAILED 2.83 FIT 14 NAILED 3x4 NAILED 3 13 2 3z8 = 16 7 NAILED 4x5 = NAILED 15 9 NAILED NAILED 3x4 II Us NAILEDNAILED 4-11.4 9.0.13 4114 4-1-9 -'T LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.03 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.06 8 >999 240 BCLL 0.0 ' Rep Stress [nor NO we 0.12 Hoa CT) 0.01 7 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matdx-MS Wind(LL) 0.04 8 >999 240 Weight: 81111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 `Except- except end verticals. 3-9:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 7=405/Mechanical, 2=478/0-11-5 Max Horz 2=134(LC 21) Max Uplift 7=-205(LC 8). 2=-441(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-688/247 BOT CHORD 2-9= 268/666, 7-8=-576/1298 WEBS 3-7- 1156/539 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to glyder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205111 uplift at joint 7 and 441 Ib uplift at joint 2. 8) "NAILED" indicates 3-10d (0.148'x9°) or 2-12d (0.148'x3.25') toe -nails per NOS guidlines. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-4=54, 4-5= 14, 9-10=-20, 6-8=-20 --Concentrated Loads(Ib) - - - - Vert: 12=60(F=30, 8=30) 14=-20(F= 10, B=-10) 15=2(F=1, 0=1) 16=-109(F=-55, B_ 55) Thomas A Albani PE No.39380 - MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 ,&WARNING- Vedlydpaf9nparsmetersand READ NOTES ON TNISANDWCLUDWMREKBEFEBANCEPAGEMX74n.re. 10,0320156EF0aE USE Design valid for use only with Ml connectors. This design Is based only upon parameters shown and a for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parometers and propedy Incorporate this design Into the overall bulltling design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required for stab) ity 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, seeANSVMII QualaSyy Generic, PSS-0m 9 and SCSI Sall Cepon,nt Beef Parke East Blvd. SafNy Inloanatbnwoliobla Hom Truss Picts ImH1We. 218 N. Ise Street. Suite 312 Alexandra, VA 22314. Tampa, FL 33810 Job Truss Truss Tvae i Qty Ply Reth--^- Addition/057322 T16026541 75750 VA Valley 1 1 Job Fererence ogonal inuma , uoa, iuc., ,vu new, r� 0.24e s uec 0 Lela MI I ex Inausmes, ma. 1 ue Jan lb 12:32:12 2U19 Page] ID:rHOW_5fItZfEdR7mvOSzTlyOsa_-1 FfsXrgfb_tN11 OGKZeF7z6CStMbOYWolUIPJzv6NH 4.9-0 22-0-0 23-10.8 4-&0 17-3-0 1-10-8 4.00 12 3x6 - 2.3 II 2x3 II 3x6 = 2x3 II 14 2 3 15 16 4 5 1718 6 i Scale=1:39.4 3x6 = 7 �7 3x4 13 12 11 10 9 2x3 II 3x6 = 2.3 II as II 3x4 II 23-10-8 Plate Offsets(XY)-- 12:0-3-00-2-81 (7:0-3-00-2-81-- -- LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lfd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Veri We - n/a 999 MT20 2441190' TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) We - rda 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Hoa(CT) 0.01 9 Na nfa BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight:. 751b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.3 `Except - except end verticals. 9-12: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-10-8. (Ils)= Max Hoa 1=61(LC 11) Max Uplift All uplift 1001b or less atjoint(s) except 1= 109(LC 12), 9=-122(LC 12). 11=-238(LC 12), 10=-241(LC 9), 13=-205(LC 12) Max Gmv All reactions 250 Its or less at joint(s) 1, 9 except 11=457(LC 22). 10=441(LC 22), 13=113(LC 21) FORCES. (M) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-11=-0401327, 6-10=,314/339, 3-13=-286/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Ops1; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10.13 to 3-10-13, Interior(1) 3-10-13 to 4-9-0, Exterior(2) 4-9-0 to 8-11-15, Interior(1) 8-11-15 to 22-0-0, Exterior(2) 22-0-0 to 23-8-12 zone; cantilever left and right exposed.; end vertical left and right exposed;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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 1, 1221b uplift at joint 9, 2381b uplift at joint 11, 241 Ib uplift atjoint 10 and 2051b uplift atjoint 13. MiTek USA, Inc. FL Cert 6634�� 6904 Parka East Blvd. Tampa FL 33610 Date: January 15,2019 O WARNING -V dfydesl9nparametementl RFADNOTES ON TNLSAND INCLUDED MGEKREFERANCEPAGEM67473rev. 10aJAII15BEFORE USE Design valid for use only Win MBek0 connectors. Thisdesign Is based only upon parameters shown, and Is for an Individual bu0ding component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate Ins design Into the overall building design. Bracing lndlooted is to prevent bucNing of Individual truss web anafor 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 trusses and truss systems, seeANSVIPII QUIT�1II11yy CMrrda, DSB49 and BCSI Bultlh SafNy NlTanatbrlwalloble from Truss Rota Institute, 218 N. Lee Street, Suite 312, Alexandrlo. VA 22314. Q Component �� MiTek' 69M Parke East Bid. Tampa, FL 33610 Job Truss Truss T•^^ pty Ply Rethe?^+' ltldiiion/057322 T76026542 75750 VB Valley 1 1 .loh Reference lnnyonall uue.e ... n�., rvn nerve, r� a.Z4V S uec b ZUla MI I eK maUS1AeS, Inc. I Ile Jan lb 12:32:13 Lulu Paget ID:rHOW_5fitZfEdR7mvOSzTlyOsa_-VRD EIBhHMH?EwB?SuG9UYBfM7HG5KTWfOyEllazv6NG 8-9-0 22-0.0 23-10.8 8-9-0 I 13-3.0 1-10.8 4GO 12 3 4 15 as II 1617 5 Scale = 1:39.4 axs = 6 3x4 II �Y 3x4 12 11 10 9 8 2x3 II 2x3 II 3x6= 2x3 II 3.4 II Plate Offsets (X,Y)- f3:0-3-0 0-2-81 16:0-3-00-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(ILL) n/a - Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight:.82 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD 3-6: 2x4 SP M 30 BOT CHORD 2x4 SP No.3 *Except* BOT CHORD 1-10: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-10-8. (Ib) - Max Horz 1=149(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8=-116(LC 12), 11=-214(LC 12), 9=-250(LC 9), 12=-251(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 8 except 11--429(LC 21), 9=455(LC 22), 12=445(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-11=-313/323,.5-9= 332/355, 2-12=314/399 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigidceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdl24mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpil8; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 8-9-0, Extedor(2) 8-9-0 to 12-11-15, Intedor(1) 12-11-15 to 22-0-0, Extedor(2) 22-0-0 to 23-8-12 zone; cantilever left and right exposed ; end vertical left and fight exposed;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) Gable requires continuous bottom chord beating. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift, at joint(s) 1 except (jt=lb) 8=116, 11=214, 9=250, 12=251. MTek USA, Inc. FL Cart 6634-V 6904 Parke East Blvd. Tampa FL 33810 Date: January 15,2019 A WARNING- Vedfydarrilnhaner fveivdREAD Names ON THISAND INCLUDED Mp KREFERANCEPAGEM&7473 ree 112N.2¢015BEFOREUSE �■�- Design valid for use only with Ml connectors. Ittls design B based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use; the building designer must vor the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporory and permanent bracing +.i1�,■fa MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of busses and truss systems, seeANSVrptt Quality Crl DSB49 and BCSI Bulding Component 63M Parke East BNE. SaINy NfomsaBonov ,liable from Truss Rote Instil0le. 218 N. Lee Street Suite 312, Alan ta. VA 22314. Tampa, FL 33610 Job Truss Truss Tvaw Cry Ply Retlww Addition/057322 - T16026543 75750 VC Valley 1 1 Job Reference (optional) i�w>, r,'., Farr, rieme, rL a.241) a UOC 5 LUl a MI I as Industries, Inc. rue Jan 15 12:32:14 2019 Page Scale = 1:39.4 2x3 II 3x6.— 2x3 11 axis =- 3 4 1516 17 5 6 3x4 II 3x4 12 1118 10 9 19 a 2x3 II 2x3 II 3x6 = 2.3 II 3x4 II LOADING (psl TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.61 BC 0.70 WB 0.12 Matrix-S DEFL in (loc) Vdefl Ud Vert(LL) n/a - We 999 VerI CT) n/a - n/a 999 Horz(CT) -0.00 8 n/a Na PLATES GRIP MT20 2441190 Weight: 88 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 1-4: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-10: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-10-8. (Ils)- Max Horz 1=238(LC 11) Max Uplift All uplift 1001b or less at joint(s) 1 except 8=-116(LC 12), 11=-207(LC 12), 9=-262(LC 9), 12=-289(LC 12) Max Grav All reactions 2501b or less atjoint(s) 1, 8 except 11=463(LC 17), 9=605(LC 19), 12=462(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (I s) or less except when shown. WEBS 3-11=-304/376, 5-9=345/369, 2-12=-333/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to12-9-0, Exterior(2) 12-9-0 to 16-11-15, Interior(l) 16-11-15 to 22-0-0, Extenor(2) 22-0-0 to 23-8-12 zone; cantilever left and right exposed ; end vertical left and Fight exposed;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 pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcu Front with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 10D lb uplift at joint(s) 1 except Qt=lb) 8=116, 11=207, 9=262, 12=289. MTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Q WARNING- Verity design persmelersaOd READ NOTES ON WISAND INCLUDED MREKREFERANCEPAGEMp7473ray.. JaV300156EFONE USE Design valid for use only with MToM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��' a buss system. Before use. The building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall balding design. BraGng indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal lnfury and property damage. For general guidance regarding the fabrication. storage, delNery, erection and bracing of trusses antl buss systems. meANSVIPII Ouarly Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safely Infommrlonovciloble from Truss Plote Institute. 218 N. Lae Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Rett --!--r1. Addition/057322 T16026544 75750 VD ]Qty Valle' 1 1 ' Job Reference (optional) I ruse, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:15 2019 ID:diOW_SfitZfEdR7mvOSZTIy(3sa--SqK?AsjXwFy9V9r?hGydckig5tloMOyUGjP( Scale=1:40.2 3x6 3.5 11 34 = 4.0o c2 3.4 11 5 6 16 ] B 3x4 G 13 1217 11 10 9 2x3 11 2.3 11 3x6 = 24 11 3x4 11 Plate Offsets (X Y)-- 15:0-3-00-2-e1 17i0-3-00-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vart(CT) n/a - n/a 999 BCLL 0.0. ` Rep Stress [nor YES WB 0.18 HOR(CT) -0.00 9 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 93 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.3 `Except' except end verticals. 1-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-10-8. (lb)- Max Horz 1=326(LC 11) Max Uplift All. uplift 1001b or less at joint(s) 1 except 9=-120(LC 12),12=-260(LC 12). 10=-249(LC 9), 13=-280(LC 12) Max Grav All reactions 250lb or less atjoint(s) 1 except 9=267(LC 18), 12=478(LC 17), 10=618(LC 17), 13=458(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-318/206 WEBS 4.12=-317/371,. 6-10=-329/443, 2-13=-328/349 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 16-9-0, Extedor(2) 16-9-0 to 20-11-15, Intedor(1) 20-11-15 to 22-0-0, Exterior(2) 22-0-0 to 23-8-12 zone; cantilever left and fight exposed; end vertical left and right exposed;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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1 except (jt=lb) 9=120, 12=260, 10=249, 13=280. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Job Truss Thus Ttm^ OIY Ply RetMd^" Addition / 057322 T16026545 75750 VE Valle 7 7 ,i Job Reference o tional Cnambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:16 2019 Page 1 ID:rHOW_5fitZfEdR7mvOSzTlyOsa: wOuNNCjAfCNpneklZOjBApHg2VI/XooSjwSyY4zv6ND 20-9-0 22-0-0 23-10.8 20.9.0 1-3-0 1-10-8 l y8 = Scale=1:43.8 4.00 12 3a6 = 3.4 11 3z4 13 12 1116 10 9 2x3 11 3x6 = 2x3 11 2x3 It 3z4 11 23-10-B 23-10-8 Plate Offsets (X Y)-- 16:0-0-0 0-2-81 P:0-3-00-2-81 LOADING (psf) SPACING- 2-0-0 CSI. .DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) Na - n/a 999 MT20 2441190 TCDL 7..0 Lumber DOL 1.25 BC 0.40 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) -0.01 9 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matll Weight:. 951to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except` TOP CHORD 14: 2x4 SP M 30 BOT CHORD 2x4 SP No.3 *Except` BOT CHORD 9-12: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-10-8. (lb) - Max Hom 1=415(LC 11) Max Uplift All uplift 100 lb or less at joints) 9.1 except l l=-278(LC 12), 10=-227(LC 12),13=-274(LC 12) Max Gmv All reactions 2501b or less at joint(s) 9, 1 except 11=473(LC 17), 10=643(LC 17), 13=456(LC 1) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-421/272, 2-3=-304/212 WEBS 3-11=-317/329, 5-10=-340/478, 2-13=-329/342 Structural wood sheathing directly applied or 6-0-0 cc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops( h=1511; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 20-9-0, Extedor(2) 20-9-0 to 23-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord beading. 5) This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 1 except (jt=lb) 11=278, 10=227, 13=274. MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: January 15,2019 O WARNING -Vwllydesignpalamelersend READ NOTES ON MMAND INCLUDED MRT:KREFERANCEPAGEMLL74Y3ree. 14N32p159EFGREUSE Design valid for use only with MiTek%, 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 Me applicability of all parameters and properly Incorporate Me design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcoiton storage, delivery, erection and bracing of trusses and buss systems, seeAN3Urvl1 Cual2y CrIll OS049 and SCSI Building Component y14. 6904 Parke East Blvd. Solely tnfoenalbn waflable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexontlria VA 22 Tampa, FL 33610 Job Truss T,^4 Oily Ply Reth.-'-,' Addition/ 057322 7FUS8 T16026546 75750 Valley 1 i Job Reference o tional C.24U a UeC b ZU1b MI IeK Inqualne5, mC. UB Jan 1512:3'4:182U19 ID:rHOW_5fitZfEdR7mvOSzTlyOsa_ wOuNNCjAtCNpneklZOjBApHsPVlgXol5jwSy` 2;1-1g 8 4.00 12 6x10 = Scale: lW=1' 67 3x4 4 12 11 10 13 9 8 2x3 II 3x6 — 2x3 11 2x3 11 3.4 11 Plate Offsets (KY)-- - [6:0-0-0 0-1-147 [7:0-1-12 0-0-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) n/a - rt/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) -0.01 8 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Marini Weight: 98 lb FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP No.3 *Except* TOP CHORD 1-4: 2x4 SP M 30 BOT CHORD 2x4 SP No.3 *Except* BOT CHORD 8-11: 2x4 SP M 30 WEBS 2x4 SP M30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-10-8. fib) - Max Horz 1=492(LC 11) Max Uplift All uplift 10016 or less at joint(s) 1 except 8=-101(LC 9), 10=-264(LC 12), 9=-283(LC 12),12=-279(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1 except 8=254(LC 19), 10=474(LC 17), 9=645(LC 17), 12=457(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-534/346, 23=417/286, 3-5=-307/233 WEBS 3-10=-314/316, 5-9= 343/390, 2-12=-330/347 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdi 24mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-10-13 to 3-10-13, Intedor(1) 3-10-13 to 23-4-8. Extedor(2) 23-4-8 to 23-8-12 zone; cantilever left and fight exposed ; end vertical left and right eirposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) i except (jt=lb) 8=101, 10=264, 9=283, 12=279. MiTek USA, Inc. FL Cert 6634�� 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 lit A& WARNING -Verity daVa.Is...fem end READ NOTES ON TN/SAND INCLUDEDMDEKREFERANCEPAGEMM17473.10713ae15BEFORE USE Design valid for use only with MlTeks connectors. This design Is based only upon parameters shown and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicabli8y of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporory and permanent bracing Welk' Is always required for stability end to prevent collapse with possible personal hlury and property damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSVIPIt Qua pQyy Cfi DSS-59 and SCSI Building Component 6904 Parke East Blvd. Sabp InfoenalbrlovoilobleInam Truss Plate Insmute. 218 N. We Sheet Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Tmsr T„tee Oly Ply RetF---� Addition/057322T16026547 173: 75750 Valle. 1 1 _ Job Reference (optional) Cnnmuariscuss, mc., ron ranee, rL 4GO 12 3x6 = 2 3 3x4 17 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Jan 15 12:32:17 2019 Page 1 ID:rHOW_5flt2fEdR7mvOSzTlyOsa_-ODSlaVkoOW VfOoJE76E0itg6?uifGHcFmCW 4Wzv6NC 3xG = 18 4 19 5 20 6 7 16 15 14 13 3x6 = 12 3x6 = 8 11 Scale=1:56.1 3x4 II 21 22 9 10 3x4 II Plate Offsets (X Y)-- 12:0-3-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a - rda 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) rJa - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 10 rVa file BCDL 10.0 'Code FBC2017/TPI2014 Matrix-S Weight: 106 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 33-10-8. (Ils)- Max Horz 1=69(LC 9) Max Uplift All uplift 100 Its or less at joints) 1 except 10=-102(LC 12), 14=-182(LC 12). 11=-253(LC 9). 13=-214(LC 12),17=-237(LC 12),15=-225(LC 8) Max Gmv All reactions 250lb or less atjoint(s) 1, 10 except 14=342(LC 1), 11=484(LC 22), 13--404(LC 1). 17--445(LC 1), 15=423(LC 22) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 8-11=-352/354,7-13=-295/289, 3-17=-314/379, 4-15=312/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf: BCDL=3.Opst h=15ft; B145ft; L=34ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) 0-10-13 to 8-9-8, Interior(1) 8-9-8 to 33-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 10=102, 14=182, 11=253, 13=214, 17=237, 15=225. - --- - Thomas A Albanl PE No.3938D MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Q WARNING -Vorlrydesign pmamefersanEREAD NOTES ON rNISAND INCLUDED MOEKREFERANCEPAGEM➢-7473 rev. 1e132015BEFOREDSE DIagn volld for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an IntlNldual bulltling component, not a truss system. Before use. the building designer must verity. the oppllcablllty, of design parameters and property Incorporate mis design Into the overall bulding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlred for stability and to prevent collapse wl}h possible personal injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of 1nRSes and trues systems, seeANSI/IPN CYaIm1Iyy Cal DS949 and SCSI Building Campprunf 6904 Parke East Blvd. Sabfy N/arma8onwaloble from Truss Rafe InstiNte. 218 N. lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Thus : Trus:..'I— q1 ty Ply 7322 T16026548 75750 VH Valle unamoers I rues, Inc., tort rlerce, rL 4.OD r12 3x6 = 8.240 s Dec 6 2018 Ni rek Industries, Inc. Tue Jan 15 12:32:18 2019 Page I ID:rHOW_5fitZ1EGR7mvOSzTlyOsa_-sPO7oulOBgdW OyuOgplfFEMFYIzu71YOAEY3cyzv6NB 3x6 = Scale=1:56.1 3x4 II 3x4 S 17 16 15 14 13 12 11 10 34 = 3x6 = 3.4 II Plate Offsets (X,Y)- (3:0-3-0.0-2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 HOrz(CT) -0.00 10 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 118 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 3-6: 2x4 SP No.3 BOT CHORD 2x4 SP No.3 *Except* BOT CHORD 12-16: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 33-10-B. (Ib) - Max Hom 1=157(LC 9) Max Uplift All uplift 100 Ito or less at joint(s) 1 except 10=-100(LC 12), 14=-185(LC 12), 11=-254(LC 9), 13=-214(LC 12), 17=-262(LC 12), 15=-212(LC 8) Max Gmv All reactions 250 lb or less at joint(s) 1, 10 except 14=342(LC 1), 11=478(LC 1), 13=406(LC 22), 17=461(LC 1), 15=405(LC 22) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-14=-251/244, 8-11=-351/358,7-13=-295/289,2-17-332/443, 4-15=-293/317 Structural wood sheathing directly applied or 6-" oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; save=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-10-13 to 4-3-7, Interior(1) 4-3-7 to 8-0-0, Extenor(2) B-0-0 to 12-9-8, Interior(l) 12-9-8 to 33-8-12 zone; cantilever left and right exposed ; end vertical left and right e)rposed;C-C for members and forces B MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) 1 except (It=lb) 10=100, 14=185, 11=254, 13=214, 17=262, 15=212. Thomas A. Albanl PE No.39380-- - - - - MTek USA, Inc. FL Carl 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 15,2019 QWARNING- Verity design parameters end READ NOTES ON THIS AND INCLUDED Mn K RUERANCE PAGE MD-7473 rev. loozz 15 SURE USE Design volid for use only with Warts connectors. This design Is based only upon parameters snows, and Is for an InclMdual building component, not a hues system. Before use, the bulltling designer must verify the oppllcabO9y, of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of lndlNdual buss web and/or chord members only. Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collcpse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, dervery. erection and bracing of husses and truss systems, seeANST/IPII puppy Cali D3549 and SCSI Building Component Deal Parka East BNd. Safety Nforma8om tillable from Truss Plate Insh"9.218 N. Lea Street. Sulte312. Alexandria. VA 22314. Tampa, FL 33810 Job - Tnus Trusi Oty Ply Ret�^'^�, Addition/057322 T16026549 75750 VJ Valli, 1 1 - Job Reference (optional) unamuers i nxss, ma, ran rieme, rL 8.240 a Uec 6 2018 Milek Industries, Inc. Tue Jan 15 12:32:19 2019 Page 1 Scale=1:56.1 Ski ads = 3x4 II a one ., 3x4' 16 15 14 13 12 11 10 9 3.6 = 3x6 = 3x4 II 33-/0-B 33-10.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Onto DOL 1.25 TC 0.28 Vert(LL) n/a - n1a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Hoa(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mami Weight: 128 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 33-10-8. (lb) - Max Hors 1=245(LC 9) Max Uplift All uplift 100 Its or less at joint(s) 1, 9 except 13=-198(LC 12), 10=-258(LC 12), 12=-210(LC 9). 16= 302(LC 12),14=-177(LC 12) Mali All reactions 250 Ib or less atjoint(s) 1, 9 except 13=365(LC 1), 10=486(LC 1). 12=396(LC 1). 16=483(LC 1), 14=372(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-270/159 WEBS 4-13=-271/300, 7-10=-356/367, 5-12=-288/279,2-16=-352/407, 3-14=-263/355 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.0psf; h=15ft; B=45ft; L=34111; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 4-3-7, Interior(1) 4-3-7 to 12-0-0. Extenor(2) 12-M to 16-11-4, Interior(1) 16-11-4 to 33-8-12 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 2x3 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nunconcument 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-M 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 100 So uplift at joint(s) 1, 9 except Qt=lb) 13=198, 10=258, 12=210, 16=302, 14=177. -- Thomas A. Alban! PE No.3938D - MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; January 15,2019 AWARNING -VeNlydasignparimnah send READ NOTES ON MIS ANDINCLUDEDMITEKREFERANCEPAGEM6T4M.v? 0RD1SREFOREUSE Design valid for use only with MTelssillconnectors. this design Is based any upon parameters shown. and Is for an indlviduol bullding component, not o truss system. Before use, me building designer mustverlfy the applicability, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only, Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabtication, storage, delivery. erection and bracing of busses and truss systems seeANSUIPtt Qua Criteria, DS349 and SCSI Budding Component 69M Park East en Safety Infoatbr cua0abie from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alexcntlria VA 22 14. 33a10Ntl Job Truss Tms-T-^- Ply ReA`,='—' Addition / Q57322 T76026550 75750 VK 10ty, Job Reference (optional) o,z u s Vec o zu la mu eK unawares, Inc. I us dan 1 a I z:jz;;Zv Lu n rage 1 Scale = 1:56.1 -- 3x6-= 3z6 = 3x4 ll 4 5 20 21 6 7 B 2223 9 3x4 17 16 15 14 13 12 11 10 3.6 = 3x6 = 3x4 II Plate Offsets(XY)-- f4:0-3-00-2-81 - -' LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Verri We - n/a 999 BCLL 0.0 ' Rep Stress ]nor YES WB 0.18 Horz(CT) -0.01 10 n/a rJa BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 1361b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All beadngs 33-10-8. (lb) - Max Horz 1=333(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) 1, 10 except 14=-152(LC 12), 11=-259(LC 9), 13=-216(LC 12), 17=-286(LC 12),15=-244(LC 12) Max Grav All reactions 250 lb or less atjoim(s) 1, 10 except 14=472(LC 17), 11=628(LC 17), 13=520(LC 18), 17=466(LC 1). 15=471(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-370/226, 23=-255/166 WEBS 5-14=-247/319, 8-11=356/374,6-13=-303/315, 2-17=-335/365, 3-15=-298/384 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 4-3-7, Intedor(1) 4-3-7 to 16-0-0, Exterior(2) 16-0-0 to 20-9-8, Werior(1) 20-9-8 to 33-8-12 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord beading. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10 except 61=lb) 14=152, 11=259, 13=216, 17=286, 15=244. -- — --- - -- - - Thomas A. Alban! PE No.39390 - hlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 Q WARNMO-Venlydeslgnparemereraend READNOMS ON TNLSANDINCLUDED NNEKREFERANCEPAGE1100.74TdmV. la Mt,2015BEFOREUSE. Design valid for use only with Mirekas connectors. This design 6 based only upon parameters shown, and is for an Individual building component, not ��- a two system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to pleyent buckling of lndvIducl truss web and/or chord members only. Additional temporary and permanent bracing WGIC Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobdcatior storage: delivery, erection and bracing of husses and two systems. seeANSUfPII Quality Criteria. DS349 and SCSI Buildhp Component 6904 Parke East Blvd. Safety Inbnnatbnavallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss T-- Ply Re'r 'z� I Addition I Q57322 � T16D26551- 75750 VL �Qtyr Valh'. 7 1 Job Reference (optional) n uae, nu., run rienz, rL a.G4usuec bzuIBMIIexlnausmes.mc. Iue Jan1b12:32:2u2ula meal 4.00 12 3x6 6 7 Scale = 1:56.1 3.4 II 20 B 21 22 9 3x4 i 17 16 15 14 13 12 11 10 3x6 = 3x6 = 30 II LOADING (ps' SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 Be 0.23 Ven(CT) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.29 Hord CT) -0.01 10 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-S LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 143 lb FT=20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. Allbeaffngs33-10-8. (lb) - Max Horz 1=421(LC 9) Max Uplift All uplift 100 Ito or less at joint(s) 10, 1 except 14=-189(LC 12), 11=-263(LC 12), 13=-227(LC 9), 17=-284(LC 12), 15=253(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 10, 1 except 14=494(LC 17), 11=637(LC 18). 13=525(LC 19), 17=466(LC 1), 15=467(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-473(293, 2-3=-355/232 WEBS 5-14=-250/365, e-11=-363/367, 7-13= 292/329, 2-17=-335/361, 3-15=-298/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=34ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) 0-10-13 to 4-3-7, Interior(1) 4-3-7 to 20-0-0, Exterior(2) 20-0-0 to 24-9-8. Intedor(1) 24-9-8 to 33-8-12 zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurl with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opst. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 10, 1 except Qt=lb) 14=189, 11=263, 13=227, 17=284, 15=253. - -Thomas AAlbanl PE No.39380 - - - MTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 15,2019 QWARNWG-Ver/rxda gnpmametem=dREADN07ESOUTU/SAND&CLUOEDMREKREFERANCEPAGEM674YJrev.f�OfSBEFOREUSE Design valid for use only with Mge'xte connectors. This desgn Is based only upon parameters shown, and Is for on Inc lOdual buiding component, not a truss system. Before use, the balding designer must verify the applicability of design parameters and propeey lncoporote this design Into the overall building design. Bracing Indicated is to prevent buckling of lndvldual buss web and/or chord members only. Additional temporary and permanent bracing s�Lnn8k• IVI�1 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gull regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANS9'll Qualfly Carlotta. DS349 Ono 001 building Component Sably InfOen0lbrxrvollable from Truss Plate InstlNte. 218 N. Street. Suite 69M Palle East Blvd. Tampa, FL 33610 Lee 312. Alexonddo. VA 22314. Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. AF For 4 x 2 orientation, locate plates 0-'49' 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 reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSVI-Pll: 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 tlimeionsshown sixteenths (D III (Drawawt scaings not to scale) JOINTS ARE GENERALLY NUMBEREDAETIERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved mm W1 e MiTek6 M(rek Engineering Reference Sheet: MII-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 SCSI. 2. Truss bracing must be designedby c wide truss spacing, Indlvidual lateral may require bracing, or alternative I bracing should be considered. 3. Never exceed the design loading st stack materials on Inadequately brc 4. Provide copies of this truss design to designer, erection supervisor, prope all other Interested parties. 5. Cut members to bear tightly againsl 6. Place plates on each face of truss c joint and embed fully. Knots and wo locations are regulated by ANSI/rPl 7. Design assumes trusses will be sultab the environment in accord with AN: 8. Unless otherwise noted, moisture coi shall not exceed 19%at time of fabr 9. Unless expressly noted, this design Is use with fire retardant, preservative' engineer. For ices themselves n and never J trusses. building )wnerand ch other. )ch at joint rotected from 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. 1 16. Do not cut or alter truss member or plate without prior approval of an engineer. . 17. Install and load vertically unless Indic 18. Use of green or treated lumber may ppse 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. I 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria.