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HomeMy WebLinkAboutTRUSS PAPERWORKA Lumber design values are in accordance with ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 1788692 -LOT 1/5/34 SLC/WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 1788692 Model: 1820 B Tampa, FL3361o•4115 Lot/Block: 1/5/34 Subdivision: ST LUCIE COUNTY / WA Address: 5301 SAN BENDETTO PLACE,. City: FORT PIERCE State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, Name: License #: Address: City: State: the bdrlloling$ '919 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): �+nA�� Design Code: FBC2017/rP12014 Design Program: MiTek 20/20 8.2 SCANNED EJ Wind Code: ASCE 7-10 Wind Speed: 160 mph or Roof Load: 37.0 psf Floor Load: N/A psf St. tocipcolintV This package includes 31 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 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# Truss Name Date T17280979 A01 6/7/1 E T17280980 A02 61711 E No. Seal# Truss Name Date 23 T17281001 C5V 617/19 24 T17281002 D02 6/7/19 25 T17281003 E3 6/7/19 26 T17281004 E7 6/7/19 27 T17281005 EN 617/19 28 T17281006 E7VP 6/7/19 29 T17281007 H3 60119 30 T17281008 H7 6/7/19 31 T17281009 HN 6/7/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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 property incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. -III— ' ;NA;'�`�%%' Walter P. Rnn PE No.22839 ®� MiTek USP, Inc. FL Ced 6634 P'_ 6904 Parka East Blvd. Tampa FL 33610 C; Date: �I� .T�ni32019 Finn, Walter 1 of 1 Jab , Truss Truss Type Ory Ply=RSTONET17280979 178B692 A01 SPECIAL 8 11 ders rlrstsource (darn clty, I-L), warn Uny, rL-33557. 6.Z4U G May 13 ZU16 MI I eK Inc. r0 Jun / ll:uz:b4 zUle rape 1 2x4 3 1.5x8 STP= 21 2 4x10 MT20HS3.001E 5.5 = 6.00 F12 5 5x8 i 4 14 13 12 25 26 it 6x12 MT20HS = 4x6 = 3x4 = 3x4 = 23 5x6 6 10 6x12 MT20HS = LOADING (psQ SPACING- 2-" CSI. DEFL. In (roc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(LL) 0.60 12-14 >798 240 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.00 10-11 >475 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.6E Horz(CT) 0.56 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.1 'Except' BOT CHORD 2-14,8-10:2x4 SP M 31 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 8=1540/0-" Max Horz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5015/2708, 3-4=-4724/2545, 4-5=-2447/1526, 5-6=-2447/1526, 6-7=-4632/2545, 7-8=-4908/2708 BOT CHORD 2-14=-2261/4944, 12-14=-1480/3327, 11-12=-656/1914, 10-11=-1480/3087, 8-10=-2261/4433 WEBS 5-11=-450/970,6-11=-1297/858,6-10=-708/1631,7-10=-271/284,5-12=-450/1024, 4-12=-1385/858, 4-14=-708/1789, 3-14---257/284 2x4 7 Scale =1:72.4 i.SxB STP = 24 mIN I0 4x10 MT20HS PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 1971b FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-1-0 cc bracing. 1 Row at micipt 6-11, 4-12 NOTES - I) 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=5.Opsh h=15ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6. Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 8=797. Walter P. Finn PE No22839 fATek USA, Inc. FL Can 6634 6934 Parke East Blvd. Tampa FL 33610. Date: June 7,2019 Q WABNWG- Verlrydrdars Perametersend NERD NOTES ONMISAND INCLUDED MmEKNEFEBANCEPAGEMO-1473rev. iNA'YleISBEFONEUSE Deslgn valid for use only calm Mirek® connectors. This design Is based only upon parameters shown and Is for an havIducl building component not ��- a truss system. Before use, the building designer must verify the applicability of deslgn parameters and property Incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to prevent buckling ofindMduolhues web and/or chord members only. Additional temporary and permanent bracing MiTek' h always featured for stability and to prevent collapse WM possible personal Injury and properly damage. For general guidance regarding the fabticanon storage. delivery, erection and bracing of musses and truss systems. seeANSVNII Quest MMyy Criteria. DSB-69 and BCSI Bull Component 6904 Parke East Blvtl. WetlyMformptionavaYable from Truss Rate Immune, 218 N. Lee street State 312, Alexandria. VA 22314. Tampa, FL 33610 Job I Truss Truss Type City Ply LOT 115134 SLCAVATERSTONE T17280980 1788692 A02 SPECIAL 2 1 Jab Reference (optional) Builders FiMtSource (Plant City, FL), Plant City, FL-33567, 8.240 s May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:02:55 2019 6.00 12 5x8 zc 3.00 12 3.4 = 5x6 = Sx6 = 8-8-0 15-7-7 19-10.0 24-0.9 31-20 3&&0 e-6-O &11-7 d-2-9 6.2-9 6-11J R-R-n 5x8 Scale a 1:72.2 Plate Offsets (X,Y)-- [2:0-2-7,Edge], [4:0-4-0,0-3-01 [5:0-4-0,0-2-8] [6:0-4-0,0-2-81 [7:0-4-0 0-3-01 [9:0-2-7 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 VaR(CT) -0.9111-12 >522 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Hoa(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 Matrix-MSH Weight: 21811b FF.=20% LUMBER - TOP CHORD 2x4 SP No.2 'Except* 1-4,7-10:2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except' 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or4-8-14 oc bracing. REACTIONS. (I i/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4905/2771,3-4=-4621/2604,4-5=-2726/1736,5-6=-1932/1427, 6-7=-2726/1736, 7-8=A621/2604, 8-9=-4905/2771 BOT CHORD 2-16=-2318/4717, 15-16=-1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11-12=-1510/3090, 9-11=-2318/4431 WEBS 3-16=-282/293, 4-16=-739/1735, 4-15=-1216/789, 5-15=-569/1133, 5-13=-269/321, 6-13=-265/321, 6-12=.571/1066, 7-12=-1138(789, 7-11=-740/1605, 8-11=-296/294 NOTES- 1) Unbalanced roof live (cads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2) 37-0.6 to 41-" zone;C-C for members and tames & 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=797, 9=797. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 Q WARNING-VedrydeslSnyerametemead READNOTES ON WISANDWCLUDEOMRKR£FERANCEPAGEMX74TJrev. 10111Y2015BEFORE USE. valid for use only with MUelde connectors. Als design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of tleslgn parameters antl properly Incorporate this tleslgn Into the overall bulldingdesign.&acing Indicated Is to prevent bul of individual M=web and/or chord members only. Additional tompomay and permanent bracing Is always required for stcbillty, end to prevent collapse with possble personal injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fuss systems sodANBUmII DualdyCmnh, DSB-89 and BC51 lfull Component Serial Infoenahmavallable from Truss Rate Insill 218 N. Lee Sheet. Bugs 312, Alexandria. VA 22314. Nil'Design MiTek' 69M Parke East Bind. Tampa, FL 33610 Job I Truss Truss Type Oty Ply LOT 1/5134 SLCAVATERSTONE T17280987 1788692 A03 SPECIAL 2 1 Job Reference (optional) BI IdeM FInAbOurce (I'lam Illy, FL), Flam City, FL- 33567. 6.24U S May 13 2U19 MI I ek Fn Jun 7 11:02:55 -2U19 6.00 12 5x6 = 5 Sx8 = 6 Scale = 1:74.8 4x10 MT20HS cc 340 12 5x8 a LOADING (pst) 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 lncr YES Code FBC20177TPI2014 CSI. TC 0.90 BC 0.73 WB 0.96 Matrix-MSH DEFL. in (loc) Udefl Ud Ven(LL) 0.60 11-12 >789 240 Ver(CT) -0.98 11-12 >485 180 Horz(CT) 0.56 9 n/a n/a PLATES MT20 MT20HS Weight: 204 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 cc purfins. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-2 cc bracing. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpt 4-14, 6-14 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9= 797(LC 10) FORCES. (ID) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-501212919, 3-4=-4688/2731, 4-5=-2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=-4623/2731, 8-9=-4924/2919 BOT CHORD 2.15=-2454/4800, 14-15=-1588/3237, 12-14= 968/2197, 11-12=-1588/3060, 9-11- 2454/4450 WEBS 3-15=-307/324, 4-15=-783/1792, 4-14=-12411791, 5-14=-415/824, 6-14=-251/253, 6-12=-415/915, 7-12=-1168/791, 7-11= 783/1646, & 11=-319/324 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=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=401t; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -"-0 to 2-7-10, Intedor(1) 2-7-10 to 13-0-6, Extedor(2) 1M-6 to 26-7-10. Interior(1) 26-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi 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= IO.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Wafter P. Finn PE No22839 2=797, 9=797. BTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 7,2019 OwARN49G-wdfydesi9nprametenenCREADNOTE50NTNISANDWCLUDEDMIFEKREFERANCEPAGEMIP7MJ v.iDAYt015BEFOREUSE Design valid for use only with MBea connectors. this design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the cpplicablllty of design parameters and properly Incorporate this design Into the overall bu0dingdesign, Bracingindicated! utoprevent buckling ofIndividual truss web and/or chord members only. Additional temporary and permanent bracing MITOW Is always required for stability and to prevent collapse with poZbie personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seaMfunpIt Qualiltyy CMr da, DSS419 and SCSI Building Component' Safety Informallonavalloble from Truss Plate Inmate. 218 N. Lee Street. Suite 312. Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 City5134 SLCANATERSTONE T17280982 ;���������JL,OTReferonce ence o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Industries, Fn Jun 711:02:58.2019 6.00 12 5x6 = 3x4 = 5x8 = 25 6 26 7 10 5x8 1\ Sx8 3.00 F,2 5x8 5xii LMO8-8.0 160.0 24-8-0 31-0.0 39-8-0 6.4-0 9.8.0 fi-4.0 8.8-0 Scale=1:73.4 3g1� Plate Offsets (X Y)— (2.0-2-3 Edoel 12.0-2-7 Edge? (4.0-3-00-3-01 15.0-3-0 0-2-01 17:0-3-0 0-2-01.18:0-3-0 0-3-0] 110:0-2-7 Edge7 110:0-2-3 Edge1 LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.57 13 >B41 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.98 13-15 >484 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.47 Horz(CT) 0.56 10 rJa rate BCDL 10.0 Code FBC2017[TP12014 Matrix-MSH Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structure] wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 1Row at midpt 4-15,8-13 REACTIONS. (IWsize) 2=154010-8-0, 10=1540/0-8-0 Max Harz 2=-335(LC 8) Matt Uplift 2=-797(LC 10), 10= 797(LC 10) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4956/2969, 3-4=4745/2875, 4-5= 2838/1878, 5.6=-2498/1782, 6-7=-2498/1782, 7-8=-2838/1878, 8-9=4672/2875, 9-10=4858/2969 BOT CHORD 2-16=-2491/4734, 15-16— 2098/4048, 13-15=-1332/2614, 12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16=-598/1328,4-15=-1646/1009,5-15=-513/980,7-13=-513/980, 8-13= 1538/1009, 8-12= 598/1238,6-15=-339/196, 6-13=-339/196 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=5.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6. Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 chard and any other members, with BCDL = 1 O.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ut=lb) 2=797, 10=797. Walter P. Finn PE No.22839 MIRA USA, Inc. FL Cud 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 Q WARNING - Verhydee/gnpersmefers end REAO NOTES ON MS ANDINCLUOEO MITEKREFERANCEPAGEM674M3 y.. 10tulcrO1SBEFORE USE Oesign valid for use only with MOek® connectors. This design Is based only upon parameters shown, and h for an Indlvdual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing MlTek' Is always reculred for stablllty, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Parke East Blvd. fobricallon, storage, delivery, erection and bracing of busses and hors systems, se0ANSVrpII Gual"8Ty Cdfedo, DR-89 and SCSI Building Component 6904 m Safety Infowfbrnvalloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply LOT 1/5/34 SLC/WATERSTONE T77280983 1788692 A05 SPECIAL 1 1 Job Reference (optional) &dlders FirslSourOe (Plant City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Inc. Fri Jun 7 11:02:59 2019 Scale = 1:73.4 5x8 = 6.00 12 4 23 24 3x4 = 5xB = 5 2S 266 5xB 3.00 F12 5.8 8-&0 15.7-5 24.0.11 31-0-0 348-0 8-8-0 I All 5 8-5-6 6-11-5 I 8-8-0 Plate Offsets (X Y)-- 12:0-2-7 Edael 13:0-3-0 0-3-01 14:0-5-0 0-2-01 16:0-5-0 0-2-01 17:0-3-0 0-3-0] ]8:0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.62 10-11 >762 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 11-13 >498 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Herz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 MetriX-MSH Weight: 1901b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 *Except' 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.t BOT CHORD 2x4 SP M 31 'Except' 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (lb) - Max. ComplMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3081,3-4=-4613/2900,4-5=-3036/2066,5-6=-3036/2066, 6-7=-4613/2900, 7-8=-4919/3081 BOT CHORD 2-14=-2601/4556, 13-14=-1468/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-14=-371/405,4-14=-1034/1926. 4-13=-156/535, 5-13=-399/285, 5-11=-399/285, 6-11=-156/535,6-10=-1034/1815, 7-10=-378/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdi 24mph; TCDL=4.2psf; BCDL=5.Opsh h=151t; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpIi18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Extedor(2) 9-0-6 to 16-11-10. Intedo41) 16-11-10 to 22-8-6, Extedor(2) 22-M to 30.7-10. Intedor(1) 30-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) except jt=1b) 2=797, 8=797. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cod 6634 8904 Parke East Blvd. Tampa FL 33810 Date: June 7,2019 O WARNMG-Vedydealgnparsmete..Od READNOTESONTNLSANDOlLLUDEDM/FEKREFEBANCEPAGEMI474Mmm 1411132015BEFOREUSE Design valid for use only with MneltO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndividuol Into web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity, and to prevent collapse with possible personal injury and pmpady damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Citadel. 03949 and SCSI Building Component 6904 Perks East Blvd. Safety infoonalloncovalIcble from Truss Plate Institute. 218 N. Lee Street Sate 312. Alexandria VA 22314. Tampa. FL 33610 Job I Truss Truss Type City Ply LOT 1/5/34 SLC/WATERSTONE T77280984 1768692 A06 SPECIAL 1 1 Job Reference (optional) B-Imers russource triam uny, ry, 6.00 12 1.5xa STP = 22 2 01 2x4 3 ream ury, rL - udabl, 11-0_ 0 s-o-1s 5xe = 4 15 Bx14 MT20HS = u.44u s may ld ems mi iex mausmes, mc. rn sun 111:ud:uu ems roger iR187zeOm7kz5?ad-7Na1B2XMY_?_1JwCPpcC82g6wNT_TKUI0yugXzBhn9 Scale =1:72.0 2X4 II 5,,6 = 5X6 = 24 25 5 6 26 27 7 28 20 B m 29 1.SxB STP = 14 13 12 11 v�N 910 1 5XB = Sx8 = 4x6 = 1x14 MT20HS = 5x8 % 3.OD 12 SX8 8-8-0 7fi-10-11 22-9-5 31-0-2 39-8-0 a-a-D I a9-tt { 5-1a.11 ~ R9.11 &R-b Plate Offsets (X,Y)-- 12:0-2-7,Edge) 14:0-0-8 0-2-41 16:0-3-0 0-3-01 17:0-3-8 0-2-41 19:0-2-7 Edoe1 fl l:0-7-0 0-3-91 115:0-7-0 0-3-91 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) 0.73 12-14 >656 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1.03 14-15 >464 180 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.56 Horz(CT) 0.58 9 r✓a hire BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 209 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-6,6-7:2x4 SP No.2 BOT CHORD 2x4 SP M 31 -Except' 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (fib/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2= 253(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3132, 3-4=-4608/2864, 4-5=-4142/2720, 5-6=-4142/2720, 6-7=-4145/2722, 7-8=-4608/2863, 8-9=-4916/3132 BOTCHORD 2-15=-2653/4483, 14-15= 1780/3279, 12-14=-2270/4158, ll-12=-1781/3281, 9-11=-2652/4442 WEBS 3-15=-333/396, 4-15=-752/1516, 4-14=-550/1116, 5-14=-021/319, 6-12=-381/321, 7-12=-550/1117,7-11= 749/1461, 8-11=-342/396 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(2) 7-0-6 to 14-11-10, Intedor(1) 14-11-10 to 24-8-6, Extedor(2) 24-8-6 to 32-7.10, Intedar(1) 32-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2, 9 considers parallel to grain value using ANSVTPi 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) 2=797, 9=797. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: June 7,2019 QWARN/NG-Vedfy des19Rpsmrnaeemerd READ NOTES ON TNISAND RlCLUDEO MnEKREFERANCEPAGEMIL7473n,v 10T3,2015BEFOREUSE valid for use only with Meek® connectors. this design 6 based only upon parameters shown, and 6 for on IndNidual building component, not Rot o truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' 6 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. seeANSVIPI I Shot Ny Chula, DSB49 and BCSI Building Component SafetyN/oenolbrrwoiloble from Truss Plate Institute, 218 N. We Street Suite 312, Alexandria. VA 222114. 69M Parka East Bind. Tampa, FL 33610 Job r Truss Truss Type City Ply LOT 1/5/34 SLCIWATERSTONE T17280985 1788692 A07 SPECIAL 1 1 Job Reference o tional t4iaem PnelaoUlae hunt Idly, rL1, 6.00 12 3x4 i 1.5xS STP= 326 25 2 0 11, 2x4 II 3x6 3.00 12 rus. Idly, IL - JJJOI, 5x6 = 3x4 = 4 27 2829 5 17 16 5x6 = 3x4 = O.CYV OIVIUyi CV IJ IVII ItlM1 111UWrr1 r u. r u,,,.r ..ur Scale=1:72.0 5,8 = 5x6 = 6 3031 32 7 3x4 C d 633 N 34 1.5x8 STP= c 15 14 13 12 6 910 l 3x6 = 5x6 = 5x6 = to 11 3x4 = 2.4 11 3x6 LOADING (ps1) SPACING- 2-0-0 CSI. DEFL in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0' Rep Stress incr NO WB 0.59 Hom(CT) 0.03 9 We Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 1871b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jl=length) 16=0-4-0, 13=0-4-0. (lb) - Max Herz 2=212(LC 9) Max Uplift All uplift 100 Ito or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10). 13=-715(LC 10) Max Grav All reactions 250 Ib or less at joint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (I s) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=-338/121, 4-5=-318/669, 5-6=-58/715, 6-7=-340/707, 7-8=.471/203, 8-9= 1083/577 BOT CHORD 2-18=280/979, 17-18=-284/986, 16-17= 23/293, 15-16=-328/159, 13-15=-426/281, 12-13=0/332,11-12=-351/945, 9-11=-346/937 WEBS 3-17=-599/493,4-17=-50/419,4-16=-986/605,5-16=-792/733, 5-15=-520/206, 6-15=489/297, 7d2= 70/39T, 8-12=-58Br485, 6-13=-7737717, 7-13=-997/675 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=4.2psY BCDL=5.Opsf; h=15ft; B=45ft; L=401t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2) 5-0-6 to 12-11-10, Intedor(l) 12-11-10 to 26-8-6, Extedor(2) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP ND.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should ven(y capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2881b uplift at joint 2, 3021b uplift at joint 9, 686Ib uplift at joint 16 and 7151b uplift at joint 13. 9) Load case(s) 15, 16. 17, 18 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard Except: Walter P. Finn PE No.22839 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 A WARNING- Venlydeslgnpsrsmeters and BEAD NOTES ON 7NLSANOINCLUOEO MmEKREFERANCEPAGEMIP7=mv.. 10012015 BEFOREUSE Design valid for use only with Maeda connectors. This deggn Is based only upon parameters shown, and Is for on Individual building component, not a puss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buiidingdeslgn. BracingIndicated ntobuclANgofIndividual trim web and/or chord members only. Additional tempororyondpermanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcatert storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Cuallry Cm«n. OSed9 and BCSI Building Component 6904 Palle East Blvd. Safely Informatbravallable ute. from Truss Plate Insfit218 N. Lee Street, Sulfe 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Type Cry Ply LOT 1/5/34 SLC/WATERSTONET77280985 1788692 TAO�7 SPECIAL 1 1 Job Reference (oo8onall B,,njldjem Firstsource (vim City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 Mil Industries, Inc. Fri Jun 7 11:133:01 2019 Page 2 ID:193OGWBBpX3jR187z Om7kz57ad-bZBPOOY_I06scAu616KAMbtDKmYjv5e__2hSC_zBhn8 LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54,4-7=-54, 7-10=-54, 17-19=-20, 12-17=-20, 12-22=-20 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=.53, 2-4= 61, 4-7=45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17= 20, 1346=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=30, 4-7=45, 7-9=-61, 9-10=-53, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22= 20 Horz: 1-2=-22, 2-4=-14, 7-9- 17, 9-10=-9 17) Dead+0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads.(plf) Vert: 1-2= 37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22= 20 Horz: 1-2=-7, 2-4=1, 7-9- 1, 9-10=7 18) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 ,&WARNING- Vedydeslgn paramefessmi READNOTES ON MIS AND INCLUDED MREx REFERANCE PAGE M67473rev. 140341015 BEFORE USE. Design valid for use only with MTeM connectors. This design 8 based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verity, the applicability of design parameters and propery Incorporate this design Into the overall bulldingdesign. BrocingIndicated itoprevent buckling ofIndividual truss web and/or chord members only. AddlXanaltemporary and permanent bracing MiTek' Is olways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabricatibn storage, denvery, erection and bracing of tresses and truss systems, seeANS"It Quality Cdfeda, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informatiorlovollo ele from Thus Rate Irel 218 N. Ise Street, Suite 312 Alexand0a, VA 22314, Tampa, FL 33610 Y. Job ru Truss Type Oty Ply LOT 115134 SLO/WATERSTONE T77280906 1788692 ]�AOR`s SPECIAL 1 1 Job Reference (optional) B-flders FIMISaurce (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Inc. Fri Jun 7 11:03:03 2019 Scale=1:72.0 5x6 3x8 = 2x4 II 5x6 = 5x12 = 6.00 12 3x6 = 5x6 = 3 24 25 4 2627 2B 5 29 30 6 31 7 32 833 34 35 9 5x8 STP = 125 157 36 37 38 39 40 15 14 41 42 43 44 45 46 12 = 5.12 3xB = 3x6 % 3.00 12 3x6 LOADING (psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [nor NO BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.93 BC 0.90 WB 0.95 Matrix-MSH OEFL. in (loc) Vital L/d Ven(CL) 0.2414-16 >696 240 Ven(CT) -0.27 14-16 >630 180 Hoa(CT) 0.06 10 n/a Na PLATES GRIP MT20 244/190 Weight: 177 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP I *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5A oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0.4-0. (lb) - -Max Hom 2=-171(LC 6) Max Uplift All. uplift 100 lb or less atjoint(s) except 2=-356(LC 8). 10=-429(LC 8), 16=-1695(LC 8). 13=-1859(LC 8) Max Grav All reactions 2501b or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (Ito) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=573/923, 5-6=-856/1302, 6-7=-856/1302, 7-8— 866/1022, 8-9=-1360f7O8. 9-10=-1598/729 BOT CHORD 2-17=-263/1089, 16-17=923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17— 102/288,4-16=-1311/939,5-16=-1398/1438,5-14=-602/680, 6-14=-421/437, 7-14=-775/753,7-13=-1427/1490,8-13=-1441/1137,9-12=-14/366,4-17=-1017/2098, 8-12=-1419/2494 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=S.Opsh I5ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 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 356lb uplift at joint 2, 429 lb uplift at Walter P. nnn PE No.22639 joint 10, 1695 lb uplift at joint 16 and 1859 It, uplift at joint 13. 1,1111ek USA, Inc. FL Cad 6634 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they 6904 Parke East Blvd. Tampa FL 33910 are correct for the intended use of this truss. Date: June 7,2019 ®WARNING- Veley Cadge pammerersand BEAD NOTES ON WISAND INCLUDED MMEKBEFERANCEPAGEMIA74M rev. 10=015 BEFORE USE. Design valid for use only with MII connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldingaesign. Brocingindicated Istoprevent bucklingofIndividual Masweb and/or chord members only. Additional temporary and permanembrocing MOW Is always required for stability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and buss Mtem& seeANSVrPll CuolBy Criteria. 116B-09 and BCSI Building Component Safety Informallonovailable from Tress Plate Institute. 218 N. Lee Sheet Suite 312, Alexcnddo. VA 22314. 69" Parke East Blvd. Tampa, FL 33610 I Jab Truss Truss Type 0ty Ply LOT 1/5/34�SLCIMIVATIRSTONE T17280986 1788692 A08 SPECIAL1Job Refere Bidders rlrstaourae triern city, FL.), Plant City, FL- 33567, 8.240 s May 13 2019 Mil Industries, Inc. Fit Jun 711:03:03 2019 Page 2 ID:1930GW BBpX3jR187ze0m7kz5?ad-XyG9p3aFgeMarU2VtXMJgngD?7MnBkywSMAVGsz8hn6 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 Ib down and 159 Ile up at 7-0-0, 111 Ile down and 197 Ib up at 9-0-12, 111 Ile down and 197 Ile up at 11-0-12, 111 Ib down and 197 lb up at 13-0-12, 111 Ib down and 197 Ib up at 15-0-12, 111 Ib down and 197 lb up at 17-0-12, 111 - He down and 197 Ile up at 19-0-12, 111 Ib down and 197 lb up at 20-7-4, 111 He down and 197 He up at 22-74, 111 Its down and 197 He up at 24-7-4, 111 He down and 197 Ib up at 26-7-4, 111 Ile down and 197 lb up at 28-74, and 111 lb down and 197 He up at 30-7-4, and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 He down and 1281b up at 7-1-8, 92 Ib down at 9-0-12, 92 He down at 11-0-12, 92 He down at 13-0-12, 92 lb down at 15-0-12, 92 He down at 17-0-12, 92 Ile down at 19-0-12, 92 Ile down at 20-74, 92 Ib down at 22-7-4, 92 He down at 24-74, 92 It, down at 26-7-4, 92 Ile down at 28-74, and 921b down at 30-7-4. and 353 Ile down and 128 Ib up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform -Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11 =-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(8)7= 111(13)9=-175(B)17=-330(B) 15=-46(B)12=330(B) 24=-111(B)25=-111(B) 26=-111(B)28l 11(13) 29=-111(B) 30=-111(13)31=-111(B) 32=-111(B) 33=-111(B) 34=-111(B) 35=-111(B) 36=-46(B) 37=46(B) 38=46(B) 39=-46(B) 40=-46(B) 41=46(B) 42=46(B) 43=-46(B) 44=46(B) 45=46(B) 46=46(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=l.fi0, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42,2-3=13,3-27=45,27-34=26,9-34=16,9-10=31,10-11=21,17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2= 50, 23=-22, 9-10=39, 10-11=29 Concentrated Loads (Ib) Vert: 3=130(B) 7=1 56(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B)24=136(B) 25=136(B) 26=136(B) 28= 1 56(B) 29=1 56(B) 30=156(B)31=156(B)32=156(13) 33=156(B)34=156(B)35=165(B)36=-23(B) 37=-23(B)38=-23(B) 39=-23(B) 40=-23(B) 41 =-23(B) 42=-23(B)43=-23(B)44=-23(8)45=-23(B)46=-23(B) 5) Dead+ 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (fill) Vert: 1-2=21,2-3-31,3-25=16,8-25=26,8-9l 9-10=13, 10-11=42,, 17-18=-10, 16-17= 10,13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3=39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B)7=156(8) 9=246(8) 17=108(8)15=-23(B)12=108(B)24=165(B) 25=156(B) 26=156(B) 28=156(B) 29=156(B) 30=156(B) 31=156(B) 32=156(B) 33=136(B) 34=136(8) 35=136(B) 36=-23(B) 37=-23(B)38=-23(B) 39=-23(B)40=-23(B)41=-23(B) 42=-23(B)43=-23(B) 44=-23(B)45=-23(B) 46=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pli Vert: 1-2= 26,2-3=-36,3-9=-16,9-10l 10-11=15,17-18=-20,16-17=-20,13-16=39(F=59), 12-13=-20,12-21=-20 Harz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B)7=197(B) 9=315(B) 17=128(B)15=-13(B) 12=128(B)24=197(B) 25=197(B) 26=197(B)28=197(B) 29=197(B) 30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B) 35=197(B) 36=-13(B)37=-13(B) 38= 13(B) 39=-13(B) 40=-13(B)41=-13(B) 42=-13(B)43=-13(B)44=-13(B) 45=-13(B) 46=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=36, 10-11=-26, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-29, 23= 19, 9-10=-22, 10-11=-12 Concentrated Loads (Ile) Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B)15=-13(B) 12=128(B)24=197(B) 25=197(B)26=197(B)28=197(B) 29=197(B) 30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B) 35=197(B) 36=-13(B)37=-13(B)38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (plf) Vert: 1-2=74,2-3=45,3-9=45,9-1D=45, 10-11=74,17-18=-10, 16-17=-10, 13-16=49(F=59),12-13=-10, 12-21=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (Ib) Vert: 3=130(B) 7=136(B) 9=214(B)17=108(B) 15=-23(B)12=108(B)24=136(B) 25=136(8) 26=136(B)28=136(B) 29=136(B) 30=136(B) 31=136(B)32=136(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=-23(B)39= 23(B)40= 23(B) 41=-23(B)42= 23(B)43=-23(B)44=-23(B)45=-23(B) 46=-23(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45,17-18=-10, 16-17=-10, 13-16=49(F=59),12-13= 10, 12-21=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15= 23(B) 12=108(B) 24=165(B) 25=165(B) 26=165(B) 28=165(B) 29=165(B) 30=165(B)31=165(B)32=165(B)33=165(B)34=165(B) 35=165(B)36=-23(B) 37=-23(B)38=-23(B) 39=-23(B) 40=-23(B) 41= 23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B)46=-23(B) 10) Dead+ 0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 5, 23=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10l 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(B) 9=335(B) 17=128(8)15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B)32=197(B) 33=197(B)34=197(B)35=197(B) 36=-13(B)37- 13(B)38= 13(B)39- 13(B)40=-13(B) 41=-13(B)42=-13(B) 43=-13(B)44=-13(B)45= 13(B)46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3= 16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10= 2, 10-11=9 Q WARNING-Vimlyaeslgnpelametansamd BEAU NOTES ON TNISANO INCLUDED MREKREFERANCE PAGEMO-74T4rey. fa=sol5aEFOHE USE valid for use only with Mrek$� connectors, This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, Me building designer must verify Me appllcabi ty of design parameters and properly Incorporate this design Into fine overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary antl permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding the fobrlcaAon, storage, delivery, erecflan and bracing of trusses and buss systems. seeANSU1Pl1 DuoltlyCiBerio, DS049 and BCSI Bull Component' Safety Infamrallonavailable from Truss Plate Insfitute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. IN MiTek' fi904 Palle East Bald. Tampa, FL East B P Job Truss Truss Type Oty Ply LOT 1/5/34 SLC/WATERSTONE T77280986 1788692 A08 SPECIAL 1 1 Job Reference o tional BVilders 1-I1St9DUfae (Plant Ulty, FL), Plant City, FL-33567, 8.240 a May 13 2019 MiTek Industries, Inc. Fri Jun 711:03:03 2019 Page 3 ID:193OG W BBp%3jRIB7zeOm7kz57ad-XyG9p3aFgeMarU2VU(MJgngD77MnBkywSMAVGsz8hn6 LOAD CASE(S) Standard Concentrated Loads (lb) • Vert: 3=72(B) 7=197(B) 9=335(3) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B)29=197(B) 30=197(B) 31=197(B)32=197(B) 33=197(B) 34=197(B)35=197(B) 36=-13(8)37=-13(B)38= 13(B) 39=-13(B) 40=-13(B) 41=-13(B)42=-13(B) 43=-13(B) 44=-13(B)45=-13(B)46=-13(B) 13) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2= 53, 2-3=-61, 3-9=45, 9-10=-30, 10-11= 22, 17-18=-20, 16-17= 20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=9, 2-3=17. 9-10=14, 10-11=22 Concentrated Loads (Ib) Vert: 3= 19(B) 7=145(B) 9=232(B) 17=76(B)15=-13(B) 12=76(B) 24=145(B)25=145(B) 26=145(B) 28=145(3)29=145(B) 30=145(B) 31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B)38=-13(B) 39= 13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B)45=-13(B) 46=-13(B) 14) Dead +0.75 Root Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-22, 23=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20,12-21=-20 Horz: 1-2= 22, 2-3=-14, 9-10= 17, 10-11=-9 - - - - - - Concentrated Loads (Ib) Vert: 3=-19(B)7=145(B) 9=262(B) 17=76(B) 15=-13(B)12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B)29=145(B) 30=145(B) 31=145(B)32=145(B) 33=145(B)34=145(3)35=145(B)36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40= 13(B)41=-13(B)42=-13(B) 43=-13(B)44=-13(8)45=-13(B) 46=-13(B) 15) Dead +0.75 Roof Live (bal.)+ 0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=-37, 2-3=45, 3-9=45, 9-10=-45, 10-11=-37, 17-18= 20, 16-17= 20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B) 9=247(8) 17=76(B) 15=-13(B) 12=76(B) 24=145(B)25=145(B)28=145(B) 28=145(B) 29=145(B)30=145(B) 31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B)37=-13(B)38=-13(B) 39=-13(B) 40=-13(8)41=-13(B)42=-13(B) 43=-13(B) 44=-13(B)45=-13(B)46=-13(B) 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumberincrease=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=37, 2-3=-45, 3-9=45, 9-10=45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B)26=145(B) 28=145(B) 29=145(B)30=145(6) 31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36= 13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B) 42=-13(B) 43=-13(B) 44=-13(8)45=-13(B) 46=-13(13) Q WARNING-Ver1fydesl9npsr4meteraenCBEAD NOTES ON TNISANDINCLUD£DMNEKREFERANCEPAGEMIF74n.. laUbt?0ISBEFORE USE 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 truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall buildingdesign. BmcingIndicated Ntoprevent bucWingofindividual tmssweb and/or chord members only. Additional temporary and permanent bracing Is always required for stablliN and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Qua118 C1yy Cdfeda, DSBd9 and SCSI Building Component Safety Informations clabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 6904 Palle East BW. Tampa, FL 33610 Job Truss Truss Type OtY Ply LOT 1/5/34 6LD/WATERSTONE T17280987 1788692 11 SPECIAL 1 1 Job Reference o tional v ,a n..ny, 711, . F1a1.1 CRY, IL - aaaor, 6.24U s May 132U19 MI leK IndustneS, Inc. "Jun y 11:03:U42U19 Fogel ID:193OGW BBpX3jR187mDm7kz57ad-OBgX1 PbtbxURTedhRFtYN_DMm%hOwDO4gOw6pJzBhn5 EB0 13-0.0 -12--0--0 3--8-1-0.0.- 0&0 96- 000.:00 223110.002fi0 VA 698-00 Scale=1:73.5 3z6 = 6x12 MT20HS C 5.13 = 6.00 12 4 5 26 5x6 i 24 3 1.51 STP= -- 2 16 5 6z12 MT20H5- 3x4 = Sz8 c 3.00 12 5x6 i �77 3x4 = /l 14 13 4x6 = 3x4 = 5x6 9 27 0 12 b 101. G 6z12 MT20HS = 5,01 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrPI2014 CSI. TC 0.95 BC 0.94 WE 0.81 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud 0.63 12-13 >757 240 -0.96 13-15 >497 180 0.60 10 n/a n/a PLATES MT20 MT20HS Weight: 1991b GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD. Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1,3,9-11: 2x4 SP No.1 1 Row at mil 6-8 BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=154010-8-0, 10=1540/0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2= 797(LC 10), 10=-79110) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2>3=-4917/3074, 3-4=-4613/2894, 4-5=-3032/2041, 5.6=-3037/1996, 6-8=-2899/1874, 8-9=-4664/2799, 9-10=-4929/2938 BOT CHORD 2-16=2641/4620, 15-16=-1500/2827, 13-15=-1739/3209, 12-13=-1439/2856, 10-12= 2470/4456 WEBS 3-16=-368/403,4-16=-1046/1945, 4-15=-132/484, 5-15=-339/256, 5-13=-415/322, 8-13=-181/531, 8-12=-962/1816, 9-12=-298/322 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=5.Opst h=1 Sit; B=45ft; L=40ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Extenor(2) 21-0-7 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MINERS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 7971b uplift at Walter P. Finn PE N9.22839 joint 10. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. MTek USA Inc. FL Carl 6634 FL CBlvd. rl 6SUampa 6904PaS East FL 33810 Data: June 7,2019 Q WARNING -Vdllydesf9nperemeterssnd READNOTES ON TN/SAND INCLUDED MITEKREFERANCE PAGEMIP74 ev. I"21015R£FORE USE Design valid for use only Win Mlreld9connecto¢. Ns design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer mustveri/y the appllcabllry of design porometere and prope0y Incorporate this design Into the overall buatlingdeslgn. Bracing indicated is to prevent buckling of individual fuss web and/or chord members only. Additional temporary and penncnent bracing MfTek' Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fobticofion, storage, delivery, erection and bracing of fusses and fuss sysfemz seeANSU1P11 CualMMyy Cetera, DS349 and BCSI Building Component 69N Parke East Blvd. Safety Informafimtovailable from Truss Plate Institute, 218 M Lee Street Suite 312, Alexontlda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 1/5/34 SLCANATERSTONE T1728098B 1788692 AID SPECIAL 1 1 Job Reference (optional) Brildem FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 132019 MiTek Industries, Inc. Fri Jun 711:03:05 Scale=1:74.5 Safi = 6x12 MT20HS 31 Barg 5xB 3.00 12 i i 22-9-5 31-0.0 39-8-0 8.8-0 B-2-11 5.10-11 B-2-11 I B-B-O � Plate Offsets (X,Y)- [2:0-2-7,Edgel, [4:03-8,0-2-41. [7:0-3-0,0-3-01. [12:0-2-7,Edge1 [14:0-7-0A-3-91 [18:0-7-0,03-91 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ved(LL) 0.68 15-17 >704 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.95 17 >499 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WS 0.56 Horz(CT) 0.55 12 n1a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 228 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD 1-4,10-13: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' 16-18,14-16: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 JOINTS WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Iolsize) 2=1540/0-8-0,12=1540/0-8-0 Max Holz 2=-351(LC 6) Max Uplift 2=-797(LC 10). 12=-797(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4912/3208, 3-4=-0607/2944; 4-5=-4155/2812, 5-6=-4155/2812, 6-7=-3887/2669, 7-9=-3697/2514, 9-10=-3697/2514,10-11=-4713/2877,11-12=-4921/3038,6-8=-336/255, 8-10=-359/263 BOTCHORD 2-18=-2764/4606, 17-18=-1875/3299, 15-17=-2246/3973, 14-15=-1827/3338, 12-14=-2564/4446 WEBS 3-18=326/390, 4-18= 786/1550, 4-17=599/1023, 5-17=-457/448, 7-17=1671405, 7-15=-293/300,10-15=-480/888,10-14=-707/1474,11-14= 229/273 Structural wood sheathing directly applied or 2-2-0 oc puriins. Except: 1 Row at midpt -6-7, 7-10 Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Brace at Jt(8): 7 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=5.Opsf; h=1Sit; B=45N; L=40ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 7-0-6. Exterior(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exterior(2) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-", Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Waiter P. Finn PE No.22839 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797-lb uplift at joint 2 and 797 lb uplift at MiTek USA, Inc. FL Cad 6634 joint 12. 10) Graphical pudin representation does not depict the size 9r the orientation of the puriin along the top and/or bottom chord. 6904 Parke Fast Blvd. Tampa FL 33610 Date: June 7,2019 Q WARNING-Verffydslgnparemetem=dREADNOMS ON TNISAND INCLUDED MREKHEFENANCEPAGEMIF7473rev. 100.32015eEFORE USE Design valid for use only with Mlrekb connectors. This design Is based only upon parameters shown. and Is for an Inc Mducl building component not �� a hues system. Before use, me building designer must verify the Oppllcablllty, of design parameters cnd properly Incorporate this dedgn Into the overall building design. Bracing indicated is to prevent buckling of lntlMdual truss web and/or chord members only. Addlflonal temporary and permanent bracing pI1 MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general Guidance regarding the fabricatlon, storage. delivery, erection and bracing of trusses and truss systems SeeANSVIPII Quality Cdbda, DS349 and BCSI Su9ding Component Safety Infomratbnovallable from Thus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 1/5/34 SLCANATERSTONE T17280989 1788692 All SPECIAL 1 1 Job Reference o tional ,o,,,..,,y, , y, r,mIt x.ay, r auaor. 0.z4u s may 14 Lala ran ex matnmes, Inc. rn dun r , rwluo 4U I raga, , Sx6 = 6.00 12 4 2x4 3 25 1.5x8 STP = 24 17 y 2 Sx6 = 8 3x6 � 3.00 12 5x6 = 7 2x4 II 6xB = 6i 30 16 46 - \ 3x4 = 13 32 12 33 11 14 46 = 3x6 = 6x8 = LOADING (psq SPACING- 2-0-0 C31. DEFL in Voc) VdeB Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.29 11-13 '792 240 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT)-0.4411-13 '528 180 SCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) -0.02 13 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 6-13:2x4 SP No.3 WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 2=794/0-8-0, 13=1530/0-4-0, 9=760/0-8-0 Max Hom 2=351(LC 9) Max Uplift 2=-495(LC 10). 13=-614(LC 10), 9=-482(LC 10) Max Grav 2=796(LC 19), 13=1539(LC 15). 9=881(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-2041/1512, 3-4=-1729/1312, 4-5=-1085/947, 5-6=-247/299, 6-7=-207/436, 7-8=-1115/803, 8-9= 123at763 BOT CHORD 2-17=-1218/2080, 16-17=-829/1621, 15-16=-485/692, 13-15=-8671730, 9-11=-452/1032 WEBS 3-17= 307/321,4-17=-356/738, 4-16=-490/284,5-16=-120/622, 5-15=-961/841, 7-13=-685/224, 7-11=-473/971, 8-11=-525/508 Scale = 1:73.9 5x8 8 1.Sx8 STP= d 31 910 I< 6 3x6 = 39.8-0 10.1-12 PLATES GRIP MT20 244/190 Weight: 198 lb FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 Go bracing. Except: 4-5-0 oc bracing: 13-15 1 Row at midpt 7-13 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=5.Opsh h=15ft; B=45ft; L=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6. Exlerior(2) 5-0-6 to 12-11-10, Interior(1) 12-11.10 to 19-10-6, Exterior(2) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 part bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 2, 614 lb uplift at joint 13 and 482 lb uplift at joint 9. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33910 Data: June 7,2019 ,&WARNING-VaIUydes/anperametemend READ NOTES ON MIS AND INCLUDED AVFEKREFENANCE PAGE M0.7473rev. 1BUGGOIS BEFORE USE Deslgn valld for use only with M6ekV connectors, lhls design is based any upon parameters shown and a for an IndNltlual building component, not a }mss system. Before use. me building designer must verify me appllcabalty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lodNldual hua web and/Or chord members only. Additional temporary and permanent bracing Is always requlred for stability and to prevent collapse with possible personal Injury and property damage: For general guldonce regarding the fcbricaflon storage, delivery. erection and bracing oftrusses and truss systems saeANSVIP[I CuolNSyy Criteria. USO-89 and BCSI Building Component Safety Nformalbrn talcble from Truss Plate Institute, 218 N. Ise Street. Suite 312, Alexandria VA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oy Ply LOT 1/5/34 SLC/WATERSTONE T17280990 1788692 Al2 SPECIAL 1 1 Jab Reference o [lanai 3.8 \\ 8,02 = 5x6 � 3.00 FI2 true may arms MI I ex ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-uv32E 8 22.4-D 25.43-0 31-0-2 11 2-2-e I .0-0 68-2 5xe = 5x8 = 3.4 II 9 10 79 IB 6x12 MT20HS = 17 3x4 = usmes,mc. rnuun I n:ua:uazuie rage I Vf"FwTg4yUXgN5G83Bs35gbe W y4zBhn1 5-42 39-8-0 p1-aD 3-15 4.3-14 1- O Scale=1:73.4 2x4 12 � 1.Sx8 STP = 4q 13 r+ N 4 10 15 3.6 = 3x8 = 71 1 I Mn 1111-01 15-9-41 20-1T W--0 251.01 -11 i39-8.0 Plate OHsets_(XY)— f2:0-1-151-2-13112:0-4-6Edae1 f3:0-6-00-2-8119:0-3-00-2-01 f10:0-6-00-2-81 f11:0-3-00-3-01 I78:0-0-80-3-01122:0-3-00-4-01 f25:04-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.73 Vert(LL) 0.25 24 >981 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.33 24 >751 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(CT) -0.03 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 237 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD 5-23: 2x8 SP 240OF 2.OE, 20-22: 2x6 SP M 26, 8-18: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1187/0-8-0, 18=2161/04-0, 13=605/0-8-0 Max Horz 2=321(LC 7) Max Uplift 2=-691(LC 8), 18=-932(LC 8). 13=406(LC 8) Max Grav 2=1187(LC 1). 18=2161(LC 1), 13=787(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3450/1751, 34=-3077/1697, 4-5=-2993/1733, 5-6=-0360/1924, 6-7=-1098/877, 7-8=-223r736, 8-9=-192/586, 9-10=-137/471, 10-11=422/262, 11-12= 1076/465, 12-13=-1222J516 ROT CHORD 2-25=-1429/3117, 24-25=-1405/3091, 23-24=-847/1665, 21-22=-938/1657, 18-20— 11961748, 8-20=-307/255, 15-17=-164r714,13-15=-336/1048 WEBS 3-25=424/1159,3-24=-321/23,4-24=-176/251, 22-24=-632/1451, 6-22=-801/1838, 6-21=-1505/917,7-21= 797/1542,7-20=-1074/642,9-18=-290/80,10-18=-901/343, 10-17=-188/531,11-17=616/383,11-15=-64/397 Structural wood sheathing directly applied or 2-6-6 oc purfins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-10-8 oc bracing: 2-25 5-04 oc bracing: 24-25 6-5-10 oc bracing: 23-24. 5-10-0 oc bracing: 18-20 1 Row at mldpt 10-18 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=5.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Fxp C; Encl., GCpi=0:18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 18 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 691 lb uplift at joint 2, 932 lb uplift at joint 18 and 406 lb uplift at joint 13. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 164 Ib up at 7-M, and 1151b down and 182 Ib up at 9-0-12, and 1151b down and 182lb up at 11-0-12 on top chord, and 343 lb down and 129 Ib up at 7-16, and 81 Ib down at 9-0-12, and 81 Ib down at 11-0-12 on bottom chord. The desigr✓selection of such connection device(s) is the responsibility of others. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 7,2019 Q WARNWG-Vedfydeslgnparemet.,..dREADNOTES ON THISAND/NCLUDED M17EKR£FERANCEPAGEMI474mm.. 140.i2015HEFORE USE Design vollc for use only with Mrex® Connectors, ina design Is based omy upon parameters shown, and b for on IndMCual building Component, not a buss system. Befara use, the bulltling designer must veafy the opplicobllny of design parameters and propetly Incorporate iNs design Into the overall building design,8.. gIndicalad 41.prevent bu.HI.g of lndivldualmav-.'mrrsband/or chord members only. Addinonal temporaryano pe0nanembraoing Is always requlred(or stability antl to prevent collapse with possible personal lnNry antl_CANS property daMSymyage. For general gultlance regarding me rrp�saa 11a.11, M9 and aCYI luldir Componml Sooty loonarlbnwallable harm Truss pot.lrnstiMe, 218, Lee Shea. Suite32 Al angtlrl. VV-2I IF ��- MiTek' 69MPaFLe Fast B d. Job Truss Truss Type Cry Ply LOT 115134 SLG/WATERSTONE .1788692 T77280990 Al2 SPECIAL 1 1 Job Reference (optional) Builders hnsisoume tMent crry, FL), Plant City, FL - 33557, 8.240 5 May 13 2019 MITek Industries, Inc. Fin Jun 711:03:08 2019 Page 2 ID:3sd7Yd6RbYnX016Sf6ghhz4cnz-w32sneNfs_tyFwTg4yUXgN5G83Bs35gbe W y4z8hnl LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 � Jnifamr Loads (p11) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-10=-54, 11 25-26=-20, 23-25=-20, 20-22=-20, 18-19=-20, 18-29_ 20 Concentrated Loads (lb) Vert: 3=-179(F) 25=-343(F) 24=-59(F) 4=-115(F) 32=-115(F) 34=-59(F) ,OWARNING-V4AIy Cestgnperemetersend READ NOTES ON MIS ANDMCLUDEDMR KREFERANCERAGEM&74Tarev. 111021015 BEFORE USE. Design valid for use only with MlrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the buJGing 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 truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Balmy lnformartionwoilable from Truss Plate IInstitute.2 B N. Lee Sheet, Suite 312, Alexandria, VA 22314�a� O5114i9 and SCSI Eultltr0 Gmiwnonf MiTek' T9yrnpa, FL133610Nd 7 Job Truss Truss Type Oty Ply LOT 115/34 SLCAVATERSTONE T77280991 1788692 B02 SPECIAL 1 1 Jab Reference (optional) 1,1u11UM nrsrao.as 4nam ury, ri.l, VIM Illy, VL- ddaol, rd Zutumliexmausmes,mc. rn Jun r rr:ud:Vueulu Scale - 1:49.9 3x4 = 3x6 is' 5x8 = 3 4 23 5 ]g 13 3x4 = y 3x4 = 6x12 k4T20H8= 3x4 = 2x4 11 8-0-0 8-t-8 14.8-0 21.1-2 27-8-0 d Plate Offsets (X Y)-- [1:0-0-4 Edae] [4:0-2-0 0-2-8] [5:0-6-0 0-2-81 16:0-3-0 0-3-0] [12:0-3-8 0-3-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.74 Ved(LL) 0.10 10-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -0.16 10-12 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP NO.2'Except' BOT CHORD 3-12:2x4 SP No.1 WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 12=146310-4-0, 7=662/0-8-0 Max Horz 12=-242(LC 8) Max Uplift 12=-694(LC 10), 7=-376(LC 10) Max Grav 12=1463(LC 1). 7=739(LC 16) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 222/444, 2-3=-369/658, 3-4=0/272, 4-5=-75/385, 5-6=-497/294, 6-7=-1061/511 BOT CHORD 1-14=-364/290, 12-14=841/698, 3-14= 567/515, 10-12=0/378, 9-10=-250/891, 7-9= 248/895 WEBS 2-14=-295/331, 5-10=-199/544,5-12=-952/632,6-9=0/267, 6-10=676/460 Structural wood sheathing directly applied or 5-3-3 cc pudins. Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 6-0-0 cc bracing: 1-14. 2-2-0 cc bracing: 12-14 1 Row at midpt 5-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-11-10, Interior()) 3-11-10 to 5-0-6, Exterior(2) 5-0-6 to 18-7-10, Interior()) 18-7-10 to 25-0-6, Exterior(2) 25-0-6 to 29-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 694 Ile uplift at joint 12 and 376 lb uplift at joint 7. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Padre East Blvd. Tampa FL 33610 Date: June 7,2019 Q WARNING -Verlydealga paromelers and BEAD NOTES ON TN/SAND INCLUDEDM?EKBEFEBANCEPAGEM/479Tl rev. rBT32015BEFORE USE. Design volld for use only witn Mill connectors. This design Is based only upon parameters shown. and Is for an Individual bulic ing component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate MIS design into the overall Wising design. Bracing hdilcofed is to prevent buckling of intllAcual huss web and/or chord members only. Addinonal temporary and permanent b.chg M!Tek' Is always required for stpbllity, and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the Storage, tlelNery, enec9on and bracing of t usses and truss systems SeeANSU4Pll QualX8yy Cmoda. DSe-09 and SCS@uSdY1g ComponionF Safety Infomlatbmvaliabie from truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexontlrlo. VA 22314. fi9D4 Peaks East Blvd. Tampa, FL M610 Job Truss Type City Ply LOT 115134 SLC/WATERSTONET77280992 ]SO3SS 1788692 SPECIAL 1 1 Job Reference (optional) Ely,WOM 1-11"atn0urce tVialll Lilly, FL), Plant City, FL-33567, 8.240 a May 132019 MTek Industries. Inc. Fri Jun 711 Scale=1:48.7 3.4 % 3.4 11 4x6 = 3x4 = 6.00 F,2 2 3 23 4 24 25 26 5 11 3xB = 3xB = 2xd 3x4 = 1.SxB STP = Bx8 = 1-1-2 1-0e dd-0 7-e-0 )-1po taeU 21-36 27.9,0 noo 8 z-to-t4 I aea a enao a7a "-to --- o-1-2 _ Plate Offsets(XY)-- [1:0-0-4Edge] [1:0-1-40-0-21 [12:0-3-80-3-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.21 14-22 >448 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.18 14-22 >541 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) -0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 138 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except- 3-12: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 12=950/0-8-0,7=812/0-8-0,1=364/0-4-0 Max Horz 1=-201(LC 8) Max Uplift 12=-435(LC 10), 7=-498(LC 10), 1=-444(LC 10) Max Grav 12=950(LC 1), 7=874(LC 16), 1=370(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. Except: 6-0-0 oc bracing: 12-14 FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-239/471, 2.3= 220/531, 3A=-197/457, 4-5=-7801768, 5-6=-9071'778, 6-7=-1324/947 BOT CHORD 12-14=349/441, 3.14=-276/204, 10-12=-251/463, 9-10=-636/1108, 7-9=-636/1108 WEBS 4-10=-S4/380,4-12=-666/425, 6-10=-522/406 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exter or(2) 0-0-0 to 10-11-10, Interior(1) 10-11-10 to 12-8-6. Extedor(2) 12-8-6 to 20-7-10, Interior(1) 20-7-10 to 25-M, Exteriar(2) 25-0-6 to 29-0-0 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C far members and forces & MWFRS far 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, with BCDL= 10.Opsf. 7) Bearings are assumed to be: Joint 1 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 12, 498 lb uplift at joint 7 and 4441b uplift at joint 1. Walter P. Finn PE No.22839 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 ®WARNING- VeriYdsign paremetemanl READ NOTES ONTNISAND DICLUDEU M/TEKREFEIiANCEPAGEMO-T4T3mx. 1DA112015BEFOREUSE Design valid for use only wBh M6ek® connectors, This design Is based only upon parameters shown and Is for an IndMdual building component, not a truss system. Before use, Me building designer must verity Me applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeAN6U1Plt Quai0lts. Cdbde, 068419 and aC31 Bu1dY1p Componrrnt 5eb}y Nbnnafbrpvoilable from Truss Plate Institute, 218 N. Lee 5hee1, Suite 312, Alexandria. VA 22314. ��- MiTek' 69M Parke East Blvd. Tampa, FL 33610 Jab Truss Thus Type City Ply LOT 115/34 SLO/WATERSTONE T7728D993 1788692 B04 SPECIAL 1 1 Job Reference (optional) buiaers ruslsource Plant ury, FL), Plant City, FL-33557, 8.240 a May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:11 2019 Scale = 1:50.7 3x4 = 2.4 11 3x4 = 4x6 = 1.5x8 STP= 11 12 4x6 = 3xiS = 3x4 = 61= ua .101 Sao I 7-ea We is -10. z7-en bto-a e-oa 2e-0 o- u to-to0 I ado r o-t-tz Plate Offsets (X Y)-- [2:0-0-B 0-11-51 12:0-1-0Edge] 13:0-2-0 0-2-81 18:0-0-4 Edger rl2:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.29 10-12 >804 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.59 10-12 >403 180 BCLL 0.0 Rep Stress liter YES WB 0.71 Horz(CT) -0.05 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 130 lb PT =. 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 4-12: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 12=934/0-8-0, 8=810/0-8-0, 2=448/0-4-0 Max Hom 2=175(LC 9) Max Uplift 12=-492(LC 10). 8=-477(LC 10), 2=-510(LC 10) Max Gmv 12=934(LC 1). 8=831(LC 16). 2=450(LC 19) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-225/393, 3-4=-197/411, 4-5=-168/366, 5-6=-864/777, 6-7=-997/824, 7-8=-1195/917 BOT CHORD 12-13= 3521466, 4-13=-287/269, 10-12=-354/642, 8-10=-609/1027 WEBS 5-10=-17/328, 6-10- 148/313, 7-10=-340/357, 5-12=-756/526 BRACING - TOP CHORD Structural wood sheathing directly applied or4-8-4 oc puffins. BOT CHORD Rigid ceiling already applied or 2-2-0 oc bracing. Except: 6-0-0 oc bracing: 12-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=1 Sit; B=45ft; L=40ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to e-11-10, Interior(1) 8-11-10 to 14-8-6, Exterior(2) 14-8-6 to 22-7-10, Interior(l) 22-7-10 to 25-0-6, Exterior(2) 25-M to 29-0-0 zone; cantilever left exposed; porch left 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) 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. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4921b uplift at joint 12, 477 He uplift at joint 8 and 510 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33810 Date: June 7,2019 Q WARNING- Veritytleslgn peremerersendilF DNOTESON TNISANDINCLUDEOMr KREFEMNCEPAGEMR74"Jr .. 1000,20150EFOHEUSE Design volid for use only with MRek® connectors. This design Is based only upon parameters shown and a for an Individual building component, riot a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate Mis design Into the overall building design. &ochg Indicated b to prevent buckling of individual truss web and/or chord members only. Additional temporary end permanent bracing Is always required for stability and to prevent collapse with posdble personal nury and property damage. For general guidance regarding Me fobricotlon, storage, delivery, erection and bracing of busses and truss Mtems seeANSUIPl1 Qua II1N1yy Critelli DSB49 and SCSI Building Component Safety mformatbmvoliabie from Titus Plate Institute. 218 N. Lee Sheet, Sulto 312. Alexontlrlo. VA 22314. ��- MiTek' 69N Parka East Blvd. Tampa, FL 338t0 Job Truss Truss Type City Ply LOT 1/5134 SLCAVATERSTONE T77280994 1788692 BOS SPECIAL 1 1 Jab Reference o tiered Bwlders FIMISDarce (Plant City, FL), Plant City, FL- 33567, 8.240 s May 132019 MTek Industries, Inc. Fit Jun 711:03:12 2019 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-nglZi8hujPUIQ1EEmGQhgYnqlUOoy3FW G5X4rzBhmz 7-10-0 14-3-0 20-8-0 27-8-0 29-0-0 r 1<-0 a-o-o a-1aO 1 aso 6.5.0 7-0-0 1.4-01 Scale=1:50.7 6.00 12 4x6 = Sx6 = 2x4 11 3 21 22 4 23 5 5x8 = 1.5xB 5TP= 11 '- 12 3x4 = 3xB = 2x4 11 3x4 = 3x6 11 LOADING (Ps TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.69 BC 0.67 WB 0.38 Matdx-MSH DEFL Vart(LL) Vert(CT) Horz(CT) in (too) Vdefl L/d 0.18 13-14 >529 240 0.1513-14 >650 180 -0.07 7 n/a Na PLATES GRIP MT20 244/190 Weight: 126 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. Except: WEBS 2x4 SP No.3 5-8-0 oc bracing: 12-13 REACTIONS. (fib/size) 2=405/0-4-0, 12=1002/0-8-0, 7=810/0-8-0 Max Horz 2=134(LC 7) Max Uplift 2=-563(LC 8), 12=-655(LC 8), 7=-485(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-400/657, 3-4=-344/626, 4-5= 966/668, 5-6--966/668, 6-7=-1186/614 BOT CHORD 2-14=-480/332, 13-14=-498/344, 12-13=-936/673, 4-13=-847/502, 9-10_ 377/1000, 7-9=-379/993 WEBS 6-9=0/288, 5-10=-373/303, 4-10= 386/1001 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=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcum nt with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2, 655 lb uplift at joint 12 and 485 lb uplift at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 Ito down and 60 lb up at 3-M. and 62 Ib up at 5-0-12, and 62 Ib up at 7-0-12 on top chord, and 40lb down and 139 Ib up at 3-0-0, and 15 lb down and 601b up at 5-0-12, and 151b down and 601b up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veit: 1-3=.54, 3.6- 54, 6-8=-54, 13-15=-20, 12-18= 20 Concentrated Loads (lb) Vert: 3=2(F) 14=-20(F) 21=4(F) 22=4(F) 24- 8(F) 25=-e(F) Walter P. Finn PE No.22639 MTek USA, Inc. FL Cent 6634 6904 Parke East Bind. Tampa FL 33610 Data: June 7,2019 O WARNBIG-Vefltydeslgn"MMOMM=dREADNOTES ON THIS AND INCLUDWMffEKREFERANCEPAGEMIF7473-K 1641.32015BEFOREUSE Design valid for use only with Mffek® connectors. This design Is based only upon parameters shown, and a for an individual building component, not a hum system. Before use, the bulldrig designer must verity the applicability of design parameters and properly Incorporate this design Into the overall budding design. Brocing indicated is to prevent buckling of mdivdual buss web and/or chord members only. AddlHonal temporary and permanent brocng MiTek' Is always required for stability and to prevent collapse with pomble personal injury and property damage. For general guidance regarding the fabrication storage. delivery. erection and bracing of busses and trus systems seelfisvi PIt Cuoltly Criteria. OS349 and 6CSI 6Wdhp Component Safety mfomlatbrpvollable from Tres Institute, 69M Parke East BN4. Tampa, FL 33610 Plate 218 N. Lee Streat. Suite 312. Alexandria, VA 22314. Job Truss Truss Type City Ply LOT 1/5/34 SLCANATERSTONE T77280995 1788692 C1 JACK 4 1 Job Reference (orritionall Builders Fns=urce (ream Lily, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:12 2019 Page 1 ID:3>i7Yd6RbYnXO16Sf6ghjjz4cnz-nglZi8hujPUIQtEEV WOQhgYuXleJo10FWGsX4m8hmz -1-4-0 0.11-4 1-4-0 0.11-4 r Scale =1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber I OL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Inc, YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-MP Weight: 5lIs FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or0-11-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Hors: 2=79(LC 10) Max Uplift 3= 3(LC 1). 2= 195(LC 10). 4=-15(LC 1) Max Grav 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (Ib) - Malt Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10;Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extericl zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pall 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) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3lb uplift at joint 3, 195 lb uplift at joint 2 and 151b uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 7,2019 Q WARNWG-Verif ded riparamelersend READNOTES ON MSANDINCLUDEDMmEKREFERANCEPAGEM674".r .. faT001SBEFORE USE Design valid for use only with Mi connectors. This design is based only upon parameters shown, and Is for on indNltlual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall buading design, Bracing Indicated b to prevent bucking of lndNltlual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is olwoys required for stability and to prevent collapse will possible personal Injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Fuss systems. seeANSVTP11 Quin" mt CMUW, OSed9 and BCSI Building Gmpon Safety Inlormalbrsovcllobletrom truss Institute. 6904 Parke East Blvd. Tampa, FL 33610 Plate eet. Suite 312. Alexantlric. VA 22N14. 218 N. Lea Street. Job Truss Thus Type City Ply LOT 1/5/34 SLC/WATERSTONE T772B0996 1788692 C1P Jack -Open 2 1 Job Reference (optional) Builders FirstSource(Plam City, FL), Plant City, FL-33567, 8.240 a May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:13 2019 Page 1 ID:193OGW BBpX3jR187zeOm7kz5?ad-Fts=UhWUid92OpOSeXfEu53H9zYXUGPIwb4cHz8hmy Scale =1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ver(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 Na No BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 5111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-3/Mechanical, 2=158/0-3-8, 4— 16/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-6(LC 7), 2= 213(LC 10), 4=-23(LC 15) Max Gmv 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61b uplift at joint 3, 2131Is uplift at joint 2 and 23 Ib uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 AWARNING -VerllydesignperemefersandREAD NOTES ONTNISANDMCLUDEDMITEKREFERANCEPAGEAVP74TaroK14AXY2D15eEFOREUSE. Design valid for use only with MlrekO connectors, this design Is based only upon parameters shown. and Is for an Individual building component, not �� a muss system, Before use, the building designer must verify the oppllcoblllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hues web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal hJury and property damage. For general guidance regarding the fobrlcation storage, delivery, erection and bracing of theses and truss systems seeANSVO'I I Quality CdMdo, D5049 and IICSI Building Component 6904 Parke East Blvd. Sooty N/ormolbnavotable ham TMs mare InstinRe, 21 B N. Lee Sheet Suite 312 Alexandria, VA 22314, Tampa, FL WB10 Job Truss Truss Type Cry Ply LOT 1/5/34 SLCAVATERSTONE T17280997 1788692 C1V SPECIAL 6 1 J b Reference (ptionall Builders Fri alS0erae (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:13 2019 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vart (CL) 0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD DOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=4/Mechanical, 2=158/0-8-0, 4=-14/Mechanical Max Holz 2=79(LC 10) Max Uplift 3=4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.6 n .I6 ea PLATES GRIP MT20 244/190 Weight: 5lb FT=20% Structural wood sheathing directly applied or 0-114 oc purfins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.I S; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41b uplift at joint 3, 181 Its uplift at joint 2 and 14 lb uplift at joint 4. Walter P. Finn PE No32839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 O WABNNG-Vedyydeslgnperametem.dNEAONOMS ON 7NISANDINCLUOEBMNEKBEFEBANCEPAGEM6747Smv. 101110YlO1SBEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown and is for on Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lntllcated is to prevent buckling of Individual huss web and/or chord members any. 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 regording the fabrlcaflon, storage, delivery, erection and bracing of trusses and buss systems smsANSVrPI I GualMy Criteria, DSB49 and SCSI Building Companonf Safety lr fomlONmwailable from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexontlrlo. VA 22314. 6904 Parke East Bind. Tampa, FL 33610 Job - Truss Truss Type Cry Ply LOT 1/5/34 SLC/WATERSTONE T17280998 1788692 C3 JACK 4 1 Job Reference o tonal Builders RrsiSource (Plant City, FL), Plant City, FL- 33567, 8.240 a May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:14 2019 Page 1 ID:3xt7Yd6RbYnxOI6St6ghjjz4cnz-j3GJ7gi8F010gAOcOL31m5dE1Zl GxWY aLeBjz8hmx -1.4-0 2-11.4 1-4-0 2-114 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lac)/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 VeR(LL) -0.00 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/FPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. fib/size) 3=60/Mechanical, 2=195/O-B-0, 4=30/Mechanical Max Hom 2=132(LC 10) Max Uplift 3=-52(LC 10). 2= 157(LC 10) Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (lb) - Max. Comp.(Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 12 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52lb uplift at joint 3 and 157 lb uplift at joint 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 69U Parke East Blvd. Tampa FL 33610 Date: June 7,2019 ,& WARNING- VerRydesigOParometere end READ NOTES ON TNLSAND INCLUDED MGEKREFERANCEPAGEM67473 my 141012015BEFORE USE. • Design valid for use only with MOek®connectors. This design a based only upon parameters shown, and Is for an Individual building component,not a hws system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of indh4dual truss web and/or chord members only. Additional temporcry and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fobrlcotIOR storage, delivery. erection and bracing of trusses antl truss systems seeANS91Pit QualMy Croatia, DSB-89 and SCSI Building Component Safety Infrm oatbrnvoiloble from Truss Fla s Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ■■ MiTek' 69M Parke East Blvd. Tel FL 33610 Jdb Truss Truss Type City Ply LOT 1/5/34 SLCMATERSTONE T77280999 1788692 C3V SPECIAL 6 1 Jab Reference (optional) Builders r-metboerce (Plant (;ity, FL), Plant City, FL- 33557, 8.240 s May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:14 2019 Page 1 ID:1930GW BBPX3jR187mOm7kzS7ad-j30J7gieF0lOgAOcOL3un5dElZlzGxWY__aLeBjz8hmx Scale=1:12.7 Plate Offsets (X,Y)- (2:0-0-15 Edge] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-114 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. REACTIONS. (Ib/size) 3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10). 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) 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=4.2pst BCDL=5.Opst h=15h; B=45f ; L=40N; eave=5N; Cat. II; E>ia C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nunconcument 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint 2. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33BIO Date: June 7,2019 O WARNHVG- Ved/ydedenperametersand READNOTES ON MMANDMCLUDEDMaEKREFERANCEPAGEMIP74mmre.. 10=2015 BEFORE USE. Decgn valid for use only with MRedleconnectors. This tleslgn Is based only upon parameters shown, and b for on Individual building component, not ��- a truss system. Before use, the building designer must verity the applicablllty, of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated is o prevent buckling of Individual truss web and/or chord members aNy. Additional temporary and permanent bracNg MiTek- Isalwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVVII QuoBDryry Cetera, DSad9 and SCSI Building Componentfi904 SafetyInlgrmgtbnavoiloble Parka East BNd. Tempe, 33610 from Truss Plate Institute, 218 N. lee Street. Suite 312. Alexantlrla. VA 22314 FL Jdb Truss Truss Type Ory Ply LOT 1/5134 SLCANATERSTONE T77281000 1788692 C5 JACK 4 1 Job Reference (optional) Builders RiStSource (Plant City, FL), Plant City, FL- 33567. 3x4 = 8.240 s May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:15 2019 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjlz4cnz-BF iKAjm?KDHKzpa3a7JJAM2z N?NmhCD5BhAzehmw Scale = 1:17.6 Plate Offsets (X,Y)-- [2:0-1-0 0-0-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(L-) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10). 2=-167(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 off bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1071b uplift at joint 3 and 167 Ill uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 QWARNING-Vedrydesf rcammetersend READ NOTES ON T nMDWCLUDEUMfrEKREFERANCEPAGEMI74M.. 101173Qa1SBEFORE USE Design valid for use only WM MBeksS connectors. This design b based only upon parameters shown, and is for on Individual building component. not a truss system. Before use, the building deslgner must verity the appllcobility, of design parameters and properly Incorporate this design Into the overall budding design. Bracing Indicated is to prevent bucNhg of lndMdual truss web and/or chord members only. Addltlonal 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 fobAcation, storage, delivery. erection and bracing of Trusses and ruts systems seeANSVWJI Quolpy Criteria, D69-69 and EC61 Building Component Safe Nfemletbrnvollabie from Truss Plate Institute, 21 B N. Lee Street Sulto 312. Alexandda VA 22314. MiTek' 69M Parke East BNd. Tampa, FL 33610 Jdb Truss Truss Type OtY Ply LOT 1/5/34 SLC/WATERSTONE T77281001 1788692 C5V SPECIAL 6 1 Job Reference (optioned) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:16 2019 Page 1 Scale =1:17.6 Plate Offsets (X,Y)-- f2:0-0-15,Edgel LOADING (psp SPACING- 2-0-0 CSI. DEFIL in (fee) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 4.7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 'BC 0.37 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=113/Mechanioal, 2=262/0-8-0, 4=58MIechanical Max Ho¢ 2=185(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Gmv 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 0o pudins. BOT CHORD Rigid ceiling directly applied or 6-" be bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40h; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112lb uplift at joint 3 and 161 lb uplift at joint 2. Walter P. Finn PE No.22839 61iTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Data: June 7,2019 ,&WARNING-Verl/yCesl9nperamehv,.dREAONOTES ON MIS AND INCLUDED MBEKREFERANCEPAGEMIP7473mv. iNA'Y1016BEFORE USE. Design valid for use only with Mgekla connectors. this design 6 based only upon parameters shown, and Is for an Individual building component, not ��- a truss system.. Before use, the building designer must verity the applicability of tlesign parameters and property incorporate this design Into the overall bustling 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 for stobllry and to prevent collapse wuh possible personal Injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of musses and truss systems. weANSVIPIt Quality C619,10. DSB•119 and BCSI Building Component Sabty InfOnnallonOv011able from Taus Plate Institute. 218 N. Lee Skeet. Suite 312. Alexan ido. VA 22314. 69N Palle East Blvd. Tampa. FL 33610 Jdb Truss Thus Type Oty pl=Refemnw ERSTONE T17281002 1788692 D02 HIP 1 CWlaers rinnaoures }riam uny, rL), riam Olty, I-L-JJba/, 8.240 S May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:16 2019 a 5x8 = 16 17 06 = 3x9 = 2x4 11 br6 — 3x4 = 3x6 Scale = 1:36.8 �o Plate Offsets (X Y)-- 13:0-6-00-2-81 14:0-3-4 0-2-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.19 9-12 >999 180 BCLL 0.0 ' Rep Stress ]nor NO We 0.26 HOa(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 - Matrix-MSH Weight: 861b FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1422/0-8-0, 5=1426/0-8-0 Mesa Horz 2=-171(LC 6) Max Uplift 2= 784(LC 8), 5=-804(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2542/1275, 3-4=-2217/1247, 4-5=-2531/1309 BOT CHORD 2-9=-974/2206, 7-9=-977/2229, 5-7=.1003/2193 WEBS 3-9=-80/686, 3-7=-298/60,4-7=-56/694 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psi 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7841b uplift at joint 2 and 804 lb uplift at joint S. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 87 lb up at 7-0-0, 86 Ib down and 162 Ib up at 9-0-12, and 861b down and 1621b up at 10-11-4, and 1161b down and 2901b spat 13-Mon top chord, and 3741b down and 163 Ib up at 7-0-0, 651b down at 9-0-12, and 65 Ib down at 10-11-4, and 374 lb down and 163lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-4=-54, 4-6=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-116(B) 4— 116(B) 9=-374(B) 7=-374(8) 16=-86(B) 17=-86(B) 18=40(B) 19=-40(B) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 Q WARNING - Veda Ce.Ugn Parameters end READ NOTES ON TN6AND WCLUDEDWEKNEFENANCEPAGEM674 mv. ]h IIIBEFOFIE Ui Design valid for use only with Mira& connectors. This design b based only upon parameters shown and a for an Individual building component not a truss system. Before use, the building designer must verify Me oppllcabllity of design Parameters and properly incorporate this design Into Me overall building design. Bracing Indicated a to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection cod bracing of trusses and muss systems seeANSVrPII Cualtly Cmodo, DS849 =d BCSI l lding Comlwnent Say Informallarpva0abie from muss Plate Institute, 218 N. Log Street. Suite 31Z Alexandria. VA 22314 ��• MiTek• 6904 Parke East Blvd.fel Tampa, FL 33610 Jab Truss Truss Type City Ply LOT i/5/34 SLCANATERSTONE T77281003 1788692 E3 JACK 3 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s May 132019 MiTek Industries, Inc. Fri Jun 7 11:03:17 2019 Page 1 I D:3xt7Yd6RbYnX016Sf6ghjjz4cnz-7e6Slsll Xx7b%e6BhTcbOkFIGmJsTHF_gXall2zBhmu Scale=1:12.8 3.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=61/Mechanical, 2=197/0-4-0, 4=31/Mechanical Max Horz 2=133(LC 10) Max Uplift 3=-64(LC 10), 2=-213(LC 10), 4=-42(LC 7) Max Grav 3=66(LC 15), 2=197(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 3=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3, 213 lb uplift at joint 2 and 42lb uplift at joint 4. Walter P. Finn PE NoIN39 - MTek USA, Inc. FL Cart 6634 6904 Parke East EMd. Tampa FL 33610 Date: June 7,2019 O WARNING - Vetllydeslenperemeferaend NEADNOTES ON TNWANDWCLUDEDMRKBEFEBANCEPAGEM674a.Y. 10,1131ho15BEFOBE USE Design valid for use only with Mpelsw connectors. This design Is based only upon parameters shown. and Is for On Individual bullding component, not �■ a truss system. Before use, the building designer must verity the applicobllity, of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Indidual two web and/or chord members only. Addltlonal temporary and permanent bracing ■O 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 trusses and buss systems seeANSV1P11 Quality CMnla, DSB439 and BCSI Building Component 6904 Parke East Blvd. Safety krformatbrlavallobie from I= Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jdb Truss Truss Type Oty Ply LOT 1/5/34 SLCNVATERSTONE T77281004 1788692 E7 JACK 4 1 Job Reference (optional) Builders FimtSource (Plant City, FL), Plant City, FL- 33567, 2 8.240 s May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:17 2019 Page 1 I D:3td7Yd6RbYnXO16Sf6ghjjz4cnz-7e6SIsiI Xx7b%e6BhTcbOkFcymArTHFy%all2z8hmu Scale=1:23.7 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.19 4-7 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Ven(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.01 3 n/a We BCDL 10.0 Code FBC2017/TP12014 Manx -MP Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.i BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Nlechanical Max Horz 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Gray 3=198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (lb) - Mate CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 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=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 3 and 1841b uplift at joint 2. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 AWARNING -VentytleslgnparameteremaIREADNOTES ONTHISANO/NCLUOEOMITEKREFERANCEPAGEMM1T4T9nv.1aT32015BEFOREUSE Design valid for use only with Mileedeconnectors. This design Is based only upon parameters shown. and Is for an Individual building component not a Muss system. Before use, the building designer must verity the appllcoblllN of design parameters and properly Incorporate this design Into me overall building design, Bracing Indicated is to prevent bucNing of IndNidual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require for 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 truss systems weANSIAP]l Quality Criteria, DS6d9 and BCSI Building Component Safely Infomsatbravoilobie from Truss Rate Insfifute, 218 N. Lee Street Suite 312 Alexand6o. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type LOT 1/5/34 SLCANATERSTONE T172811X15 1788fi92 SPECIAL 7:10F 1 Job Reference (optional) Builders FlmtSou= (Plant City, FL), Plant City, FL-33567. 3x4 = 8.240 s May 13 2019 MiTek Industries, Inc. Fri Jun 7 11:03:18 2019 Page 1 ID:1930GW BBpX3jRl87zeOm7kz5?ad-bgggzClfIFFSBohOFB7gmomzAVHCkV8uBJhNzBhml Scale-1:23.4 Plate Offsets (X Y)— f2:0-2-11 0-0-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ved(LL) 0.21 4-7 >405 240 MT20 244/190, TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(CT) -0.21 4-7 >388 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 251b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=167/Mechanical, 2=336/0-8-0, 4=82/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Gray 3=200(LC 15). 2=341(LC 15). 4=124(LC 3) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0.oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph: TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45tt; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 vide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 179 lb uplift at joint 2. Walter P. Finn PE NoIU39 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 ,&WARNING-Verifydrsignpammetemand READNOM ON TN/SANDINCLUDEDM/TEKREFERANCEPAGEM1474MJ v. 1D2142015BEPDRE USE Design valid for use only with MSek® connectors. Ns design Is based only upon parameters shown. and Is for an Individual budding component, not �'• a hum system. Before use, the building designer must verify the appllcabliny of design parameter and properly Incorporate tins dostgn Into the overall building design. Bracing Indicated is to prevent buolding of Indidual hum web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with pos4ble personal ntury and property damage. For general guidance regarding the fabilcation, storage, delivery, erection and bracing of trusses and huss systems seeANSIMI1 Quality Crill 05349 and SCSI Building Component Safety Inforriatbmvaiiable from Truss Plate Institute, 218 N, Lee Sheet, Suite 312, Alexcndria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Jdb Truss Truss Type city Ply LOT 1/5/34 $LCANATERSTONE T17281006 1788692 E7VP SPECIAL 7 1 Job Reference (olnionall Builders FlrslSource (Plant City, FL), Plant City, FL - 33567, 8.240 a May 13 2019 MiTek Industries, Inc. Fri Jun 711:03:19 2019 Page 1 ID:3xt4Yd6RbYnXC16Sf6ghjlz4cnz-31 ECAYmH3YNJmxGapue3T9Lw8apkxi3lH7r3PgaBhms -1-4-0 7.0-0 F— 1-4-0 ~ 7.0.0 Scale=1:22.6 2 Plate Offsets (X,Y)-- 12:0-6-7,0-0-51 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ved(LL) 0.24 4-7 >347 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.22 4-7 >387 180 BCLL 0.0 Rep Stress ]nor YES WE 0.00 Horz(CT) -0.01 3 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 31 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=136/Mechanical, 2=336/0-8-0, 4=113IMechanical Max Horz 2=308(LC 10) Max Uplift 3=-150(LC 10), 2=-307(LC 10), 4=-153(LC 10) Max Gray 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40N; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left 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 psi 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1501b uplift at joint 3, 3071b uplift at joint 2 and 153 It, uplift at joint 4. Walter P. Finn PE No.22839 MITek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 7,2019 Q WARNING -VeHfydsrfgnperemefersaad READ NOTES ON TNISANDMCLUOEGMI KREFERANCEPAGEMX74"3 V. InIaGGa159EFORE USE Design volitl for use only with M9ek® connectors. This design Is based any upon parameters shown, and Is for an individual building component, not ��• a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent bucNing of Individual truss, web and/or chord members only. Additional temporary end 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 busses and Buss systems. seeANSUB'il Quar0ths. CModa, DSB.89 and SCSI Building Camponont Satiety Informallanavailoble from Truss Rate Institute, 218 N. Lee sheet Suite 312. Alexantltla. VA22314. M!Tek• 69M Pella East Blvd. Tampa, FL 33610 Tnus Truss TypePly LOT 1/5/34 SLCIWATERSTONE �17B(392 T772B7007 H3 JACK 1 1 Job Reference (Optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s May 13 2019 MiTek Industries, Inc. Fri Jun 711:03:19 2019 Scale =1:12.6 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc), VdeB L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.27 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress 1, or NO WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 16 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 3=73/Mechanical, 2=234104-8. 4=31/Mechanical Max Horz 2=133(LC 8) Max Uplift 3=58(LC 8). 2=246(LC 8), 4=-48(LC 5) Max Grav 3=73(LC 1). 2=234(LC 1), 4=54(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-2-3 oc puffins. 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=5.Opsf; h=15ft; B=45ft; L=40tt eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pelf 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) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint S. 246 lb uplift at joint 2 and 48 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56lb down and 62 lb up at 1-5-12, and 56 lb down and 62 Ib up at 1-5-12 on top chord, and 22111 up at 1-5-12, and 22 IS, up at 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 4-5=-20 Concentrated Loads (lb) Veil: 8=46(F=23, 8=23) 9=22(F=11, B=11) Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: June 7,2019 QWARNING-Vedfydesf90pammdreaad READNOIES ON TNISAND INCLUDED MREKREFERANCEPAGEMib74 mv. VY022015BEFOREUSE. Design void for use orrywith Mnek®connectors. This design Is based only upon pommoters shown, and a for on Individual building component, not ��• a buss system. Before use, the building designer must verity the cppliccblllty, of design parameters and properly Incorporate this design Into the overall bulling design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary antl permanent bracing WOW is always required for stability and to prevent collapse with possble personal hlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSI/rPII pualoByy Cmeno, OS949 and WAI Building Component Safety Informallonavallable from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. 69 W Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 115/34 SLCANATERSTONE T77281008 1788692 H7 MONO TRUSS 2 1 Jab Reference (optional) Quilders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s May 132019 MiTek Industries, Inc. Id Jun 711:03:20 2019 Page 1 ID:3xt?Yd6RbYnXOI6Sf6ghjjz4cnz-YDnbOtnVgSVA05=NcAlOMt9L_B7gYwRMVoyMNZBhmr -1-10-10 4.6-7 9.10.1 1.10-16 ~ 4.6-7 5-3-10 Scale = 1:23.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ve art -0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 1 BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.39 Horz(CT) 0.01 5 rtla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. - WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=159/Mechanica1, 2=443/0-8-0, 5=280/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-166(LC B), 2= 226(LC 8), 5=-78(LC 8) Max Gmv 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=734/233 BOT CHORD 2-7=-330/681, 6-7=-330/681 WEBS 3-7=0/322, 3-6=-719/349 NOTES- 1) Wind: ASCE 7-10: VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 4, 2261b uplift at joint 2 and 78 He uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 561b down and 62111 up at 1-5-12, 56 Ib down and 621b up at 1-5-12, 5 Ib down and 68 Ito up at 4-3-11, 5 Ito down and 68 lb up at 4-3-11. and 50 lb down and 1381b up at 7-1-10, and 50lb down and 138 lb up at 7-1-10 on top chord, and 22 Ib up at 1-5-12, 22111 up at 1-5-12, 11 Ib down and 7lb up at 4-3-11, 11 Its down and 7 Ib up at 4-3-11. and 51 It, dawn at 7-1-10, and 51 Ib down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Walter P. Finn PE No.22839 Vert: 3=36(F=18, B=18) 7= 11(F=-5, B=-5) 11=46(F=23, B=23) 12=-99(F=-50, B=-50) 13=22(F=11. B=11) 14=-51(F=-25, MiTek USA, Inc. FL Ced 6634 B— 25) 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2019 O WARNING -VeNryde5lgnperemetexsend READNOTES ON 7WISAND INCLUDED MDEKREFERANCE PAGE MIF74"nn, IceaQ015BEFORE USE Design vasd for use only with MiTek® connectors. This design Is based only upon parameters mown, and Is for an IndMtlual building component, not ��• a buss 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 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 pos Ibie personal Injury and property damage. For general guidance regarding the fabacatlon storage, delivery, erection and bracing of trusses antl truss systems. seeANSVrp0 QualSy Cdbrto, DSO-89 and SCSI Building Component Safety Srformalbmvallable hom Truss Plate Institute. 218 N. tee Street Suite 312, Alexoncirlo. VA 22314 69N Parke East Blvd. Tampa, FL W610 Jdb Truss Truss Type OIy Ply NJATERSTONE T17281009 �Referanw 1788692 H7V SPECIAL 3 1 Jbanal Builders RrstSource (PIam City, FL), Plant City, FL-33567, 8.240 s May 13 2019 MITek Industries, Inc. Fri Jun 7 11:03:21 2019 Page 1 3x4 Scale = 1:23.2 LOADING fps, SPACING- 2-" C51. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ve art 0.09 -7 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO We 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 41 Ile FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=141/Mechanical, 2=439/0-8-0, 5=298/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8). 2= 248(LC 8), 5=-163(LC 5) Max Gmv 4=141(LC 1). 2=439(LC 1). 5=300(LC 3) FORCES. (I s) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293, 3-6=-918/685 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap 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) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to groin value using ANSVTPI 1 angle to groin formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1701b uplift at joint 4, 2481b uplift at joint 2 and 1631b uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 671b down and 52 lb up at 1-5-12, 80 Ib up at 4-3-11, 80 Ito up at 4-3-11, and 501b down and 174 lb up at 7-1-10, and 50 lb down and 174lb up at 7.1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 Ib up at 4-3-11, 11 Ile down and 71b up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: IA=-54, 5-8=-20 Walter P. Finn PE No.22839 MI ek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 7,2019 Q WARNING -VedrydmJ9.pammeremand READNDTES ON TN4SAND MCLUDED MREKREFERANCEPAGEM674TJmx. IGIZIT015BEFORE USE �■ Design valid for use only with MBekOconnectors. This design a based ohiy upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabdity of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MTek* Is always requited for stability and to prevent collapse with possible personallNury and property damage. For general guidance regarding me fabrication. storage, delivery, erection and bracing of trusses and }nos systems saeµSVIPII duality CMedo. DSB-09 and Best Balding Component 69U Perks East BNJ. Safety Informationavallabie from Truss Plate Imchurte, 218 N. Lee Street, Suite 312. Alexcii VA 22314. Tampa, FL 33610 Jdb Truss Truss Type Oty Ply LOT 1/6/34 SLC/WATERSTONE n7zeloos 1788692 117V SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 a May 132019 MiTek Industries, Inc. Fri Jun 711:03:21 2019 Page 2 ID:193OGWBBpX3jR187ze0m7kz5?ad-OPLzbDoXbAdl?FOywJhXZaOL3NZ5POwab9YVugz8hmq LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=49(F=24, 3=24) 12=36(F=18, 13=18) 13=-99(F=-50, B— 50) 14=23(F=11, B=11) 15— 11(F= 5, B=-5) 16— 51(F=-25, 8=-25) O WARNWG-Ved/ydesg POremeten.dREADNOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMO-74TJrev. 101032015DEFORE USE Design volld for use qNy with Mlfekar connectors. IDls design Is based only upon parameters shown. and Is for an Individual building component not a hum system. Before use, the building designer must verity the appllcablllty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buc;ing of Individual hum web and/or chord members only. Additional temporary and permanent bracing M)T®k' b always required for stability and to prevent collapse witn possible personal "ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems seeANSUIPlI Quality CrSrdo, DS549 and SCSI Building Component 6904aR East Blvd. Safety Informutionavoiloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314.Tamps, t B Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. �/tar For 4 x 2 orientation, locate plates 0-'/0 from outside edge of truss. This symbol indicates the required direction of slots In connector plates. Plate location details available In Miiek20/20 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 BEARING Indicated by symbol shown and/or by text in the bracing section of The output. Use T or I bracing If indicated, Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ,Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown in sixteenths scale) (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: 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 ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPll. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria.