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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED MiTek® St LucleYGano RE: J37743-J37743A - LEATHERWOOD MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Dave Golden Homes Project Name: Leatherwood Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: �o �p Address: 908Throwbridge Rd FILE COPY City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017[TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 41 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date No. I Seal# I Truss Name Date 1 I T16926142 1 A01 5/1/19 118 1 T16926159 1 B05G 5/1/19 12 I T16926143 I A02 5/1/19 119 I T16926160 I C01 G 15/1 /19 I 13 I T16926144 I A02A 5/1/19 120 I T16926161 I CO2 5/1/19 14 I T16926145 I A03 15/1119 121 I T16926162 I CO3G 5/1/19 5 1 T16926146 1 A04 5/1/19 122 1 T16926163 1 V4 5/1/19 6 T16926147 I A05 5/1/19 123 I T16926164 I V8 5/1/19- jT16926148A06 15/1/19 124 1T169261651V11 5/1/19 18 T16926149 I A07 5/1/19 125 I T16926166 I V12 5/1/19 19 1T169261501A08 5/1/19 126 1T169261671V16 5/1/19 110 I T16926151 I A09G 5/1/19 127 I T16926168 I V20 5/1/19 Ill IT169261521Al0 5/1/19 128 1T169261691V24 5/1/19 112 IT16926153 I Al l 5/1/19 129 . I T16926170 I V28 5/1/19 113 1T169261541At2G I5/1/19 130 1T169261711ZCJ1 5/1/19 114 1 T16926155 I B01 1 5/1 /19 131 I T16926172 I ZCJ3 { 5/1/19 115 I T16926156 I B02 15/1 /19 132 1 T16926173 I ZCJ5 5/1/19 116 1T169261571B03 5/1/19 133 1T169261741ZCJ5B .. 5/1/19 {17 I T16926158 I B04 1 5/1 /19 134 I T16926175 I ZEJ5 5/1/19 I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. RECEIVED JUN 2 4 2019 ST. Lucie County, Permitting SR P .G.E.Ng'F No 22839 Ut 2` 9O: STATE OF :�l/ Witter P. Fine PE 1,16.22939 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 1,2019 Finn, Walter 1 of 2 RE: J37743-J37743A - LEATHERWOOD Site Information: Customer Info: Dave Golden Homes Project Name: Leatherwood Model: Lot/Block: Subdivision: Address: 908 Throwbridge Rd City: Fort Pierce State: FL No. I Seal# Truss Name Date 35 1 T16926176 1 ZEJ7 5/1/19 136 1T169261771ZEJ7A 5/1/19 �37 IT16926178IZEJ7B �5/1/19 �38 IT1692:179IZEJ7C �5/1/19 139 1T169261801ZHJ7 5/1/19 140 IT16926181IZHJ10 5/1/19 141 IT16926182IZHJ10A 5/1/19 2of2 y Job Truss Truss Type Oty Ply LEATHERWOOD T16926142 J37743-J3]]43A A01 ROOF TRUSS 2 1 Job Reference (optional) Last coast l russ, FL Vierce, Fi_ a4dAU 5 d 5.00 12 5x5 = 5 SUB s Nov 16 2018 MTek Industnes, Inc. Tue Apr 3014:25:25 2010 Scale=1:73.9 3x4 = " 4x6 — a. 3x4 = ao ae 3x4 = cr 4x6 —a= Li &A — 3x6 = 3x6 TRUSS DESIGNED FOR MWFRS ONLY, PER BUILDING DESIGNER REQUEST. TYPICAL IN THIS JOB. s-1oa { 111-12 zfi-11-0 34s1z I 43R0 old Plate Offsets (X,Y)— ry:G-M,0-0-71, [7:0-3-0Edcel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.35 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(CT) -0.64 13-14 >816 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.97 Horz(CT) 0.16 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matfix-MS Wind(LL) 0.41 13-14 >999 240 Weight: 2221to FT=DA LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SIP No.3 REACTIONS. (lb/size) 1=1615/0-4-0,9=168910-8-0 Max Horz 1=413(LC 6) Max Uplift 1=874(LC 8).9=991(LC 8) Max Grad 1=1718(LC 14). 9=1791(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-7 cc bracing. FORCES. (III) - Max. Camp,/Max. Ten. -All forces 250 (I e) or less except when shown. TOP CHORD 1-2=-3638/1881, 2-4=-3505/1891, 4-5=2693/1585, 5-6=2706/1589, 6-8=3635/1940, 8-9=-3770/1931 BOT CHORD 1-16=-1567/3581, 14-16=1172/2923, 13-14=727/2129, 11-13=1182/2643, 9-11=-1619/3402 WEBS 5-13=488/1148, 613=-811/602, G11=390/861, 8-11=443/419, 5-14=-479/1126, 4-14=771/586, 4-16=3401733, 2-16=31?Wgll NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf fret 5ft; B=45ft; L=44ft; eave=5ft; Cat. II; ESP C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable ofwithstanding 1001b uplift at joint(s) except T=1b) 1=874. 9=991. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Waller P. Finn PE Ne.22839 MTek USA, Inc. FL Cad 66M 6904 Parka East Blvd. Tampa FL 33610 Dale: May 1,2019 WARNING - Verity dimmn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1611-7473 rev, IOM312015 BEFORE USE. Design valid for use only with MTeMotemeends. This design is based only upon Parameters shorem, and Is for an Individual building component. net ��• a truss system. seems use, Me building desgnermust veriltme applicability of deep parameters and properly incorporate Nis design into me overall �-�•YY building design. Bracegindlooled is to preventbucell of msivdualmuss web andlorchommembersony. AiltlNanaltemparan, and permaneNbrecing MiTeW s always requited far stabilty and to prevent collapse with possible persmul Injury and propeM damage. For general guidance regmeng the fabrication. sumige.delivery. erection and bracing oftessses and truss systems, see ANSVTPIr Cuddly Cdreda, DSS419 and SCSI Building Component Sees Parke East Evd. Safeginfarmalion available from Truss Plate Institute, 218 N. Lee Street. Aube 312, Alexandria, VA22314 Tampa, FL 36810 Job Truss Truss Type Qty Ply LEATHERWOOD Ti6926143 J37743-J37743A A02 Hip 1 1 Job Reference (optional) oemwmr.mcs, n. ne.o=, rL aro.o b.zzoslvov aoemomnB"mcusmes,lnc. lu"m.uwR:o:m zmro wager IDid8LbweHSzWxBCs5m9E7c zyRrlr-mbKW DlyfmnQeOd2 k5cgDThcp4tr4DeOo6dgzLVfN 13fi-1904-370 I 2-93-0 122-8-0 I 29Lz 332-13 -8-0 648 2-06-9-0 596 75373 45-0-0, -0-0 vZ d 5.so 12 Sx5 = Sx5 = 5 6 Scale=176.3 17 16 15 14 13 12 3x8 i 2.4 II 5x5 = 3x4 = 3x4 = 6x6 = 2.4 II 3xfi ]-1-3 1310-10 20.8-0 2241-0 2&543 36-2-13 43-8-0 ]-7-3 I M 6-94i 2-0-0 I A. Plate Offsets (X,Y)- (1:0-0-13,0-1-81, 116:0-2-0,0-3-41 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.31 13-14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ved(CT) -0.6013A4 >868 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.20 10 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wnd(LL) 0.43 13-14 >999 240 Weight: 236 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1615/0.4-0, 10=1689/0.8-0 Max Horz 1=-329(LC6) Max Uplift 1=874(LC 8). 10=991(1-C 8) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 4-15.7-14 with 2x4 SP No.3 with 2 -10d (0.131NW) nails and cross brace spacing of 20-D-0 Go. FORCES. (Ib) - Max. Comp./Max. Ten. -AM forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3454/1871, 24=-2907/1656, 4-5=2253A389, 5-6=2015/1353, 6-7=2252/1389, 7-9=-2949/1674, 9-10=-3596/1931 BOT CHORD 1-17=1561/3179, 16-17=-1561/3179, 15-16=-11972666, 14-15=771/2015, 13-14=-1208/2643, 12-13=1623/3262, 10-12=1623/3262 WEBS 2-16=-562/401,4-16=.86/481,4-15=946/568,5-15=-325/621, 6-14=-325/627, 7-14=967/583,7-13=-108/520, 9-13=681/455,9.12=0/282 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; 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 podding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcorrent 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 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=lb) 1=874.10=991. 8) Warding: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Walter P. Finn PE No.22839 fir rok USA, Ina FL Cod 6634 ON Parke East Blvd Tampa FL 33610 Date: May 1,2019 ®WARNING- Verily a.1ignparamelers and READ NOTES ON THIS ANOINCLUDED AVIEN REFERENCE PAGE M111 Tale-1 IpV3a0r5 BEFORE USE. ' Design valitl (cruse onlywith MBek® cmmec(ors.This design Is based only upon parameters shown, and is loran Individual building component, not a truss system. Before use, the building designer mustvedy me appewbbyof design parameters and properly inmspmate this design Ntome overall buildingdesign. Bracing indicated is to provent buckling of Ndividual toss web andi nod members only. Addtlional temporary and permanem bracing M!Tek' is always required for stability and to provent collapse with possible personal iInq and properly damage. For general guidance regarding Me fatimaddon, storage, def y, erection and loading oftmiees and muss systems. one ANSUT%10ualrty Crirerta, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safeylnfa mation evadable Wm Truss Plate Institute, 216 N. Lee Weet, Suce 312, Alexandria, VA 22314. Tampa, FL 36610 t Job Truss Truss Type City Ply LEATHERW000 T16926144 J37743-J37743A A02A Hip 7 1 Job Reference (optional) 5 d son, 12 Us = Sx5 = 5 6 o.LzuS NOViozutOmuerc l rwuscnes, Ire, IueM rJu l4:zxu Lum rage, S.I. =1:80A 3x4 i Us i Sx8 4 7 5x6 WB 3 8 Usi 2x4 II 2 - g 5x6 bx10 10 it 71� 2 12 131� J 19 &10M18SHS b2dd 24 23 31 22 21 32 20 18 15 14 3x6 I—2x411 5x8 = 3x4 = 3x4 = 7.6 = 2x4 II2x4 II 3x6 6M3 377-0 ]-1J 1i10.10 ]0.80 ]-13 1 F98 1 i 1 345G 1 351-0 3a6t: sae Yba7-10 a333C39O I asa 1-03 Plate Offsets (X Y)— fl:0.0.13 0-1-81 17:0-2-14 0-2-01 (8:03-0 Edge) N6:0-6-4 0-4-121 119:0-0-0 0-1-12) 123:0-30 03-4) LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (lot) Ddefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) -0.54 17 >972 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC a95 Vert(CT) -101 18-20 >516 240 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES NB 0.98 Horz(CT) 0.42 12 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.80 17 >655 240 Weight: 261 IS FT=0% LUMBER - TOP CHORD 2x4 SP No.i'Except• 3-5,5-6: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except' 16-17: 2x6 SP SS WEBS 2x4 SP No.3 •Excal 9-18,14-16.7-17: 2x4 SP No.2, 10-15: 2x4 SP 285OF 1.8E 11-16: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=161410-4-0, 12=168610-8-0 Max Horz 1=329(LC 6) Max Uplift 1=-875(LC 8), 12=992(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 ac bracing. WEBS 1 Raw at midpl 4-22, 7-21, 7-17 with 2x4 SP No.3 with 2 - 10d (0.1319c3l nails and cross brace spacing of 20-" oc. FORCES. (Ib)-Max.Comp./Mac. Ten. -All forces 250(I1S) or less except when shown. TOP CHORD 1-2=3454/1871, 2-4=289611653, 4.5=225011390, 5-6=2012/1354, 6.7=2252/1392, 7-9=-5998/3342, 9-10=-6104/3267, 10-11=8738/4547, 11-12=-3704/1982 BOT CHORD 1-24=1561/3174, 23-24=1561/3174, 22-23=-1196/2663, 21-22=772/2012, 20.21=-1212/2652, 18-20-128/251, 12-14=-170513379, 16-17=-4204/8443 WEBS 2-24=0/251,2-23=571/403,4-23=84/477,4-22=-948/566,5-22=-320/617, 6-21=-336/637, 7-21=993/588, 7-20=356/325, 17-20=1107/2454, 9-17=259/315, 10-16=1487/2980, 10-17=3291/1626, 11-14=2973/1576, 14-16=2184/4333, 11-16=2308/4692, 7-17=1875/'3450 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsl; h=15ft; B=45ft; L=24ft; eave=5ft; Cal. tt; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water cording. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 241-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Walter P. Finn FE No.22839 INTO USA, Ina FL Cad 6834 UN Parke East Blvd. Tampa FL 33878 Data: May 1,2019 ®WARNING Verity design paia,neters antl READ NOTES ON THIS ANDINCLUDED MITEx REFERENCE PAGE M147473 re¢ 10/034015 BEFORE USE. Design valid (cruse onynD MTeleIDwnnedors. This design is based ony upon pamm seu shown, and Is loran indiNdual building component, net ��• atmas sy4em.Befixeuse. Me building designermustvenytheappflabiliyofdesign pammetemand propedyincoryorrate Nis design inlothe overall ��-��•YYY building design. among indicated is to prevent bu&ilng of indmdual mass web Waver clON members only. Additional temporary and peananent bating MiTek' is allays requPed forsUbility and to prevent Wraps¢ with possible personal inluyand pmpeity damage. Forgeneal guidance regardingthe fabriaton, stoage,degvey, erection and baring oftassesemWwssaystems,see ANSU lOusliy Crr da,DSBAsand SCSIBultding Component 6904 Palle East Blvd. Sareylnrmmation available from Truss Plate Institute.218 N. Lee Sbeel.Suae312.A1mGmdna,VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LEATHERWOOD T76926149 J37743-J37743A A02A Hip 1 1 Job Reference o tional flues, Ft. Pierce, FL 34946 8,220 s Nov 16 201 B MiTek Industries, Inc. Tue Apr 30 14.25:27 2019 Page 2 IDx8[JSweHSZWxBCs5m9E7c6zyRr1 r-EnuvBZJaQ4vHGABIYRcrN Q?rJDQiaTNndSsOH6zLVTM NOTES- 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7673,ev. 1WO312015 BEFORE USE. �e Design valid for use only with M lroM connediars. TIIis design is based only upon parameters shown, and is Sir an LWINdual building component, not pp a truss System. Before use, the building designer must ver" appkabiGly of design parameters and pmpedy Incorporate Nis design Into Me overall �-�•YY building design. BSeing Indicated is to prevent buckling of individual truss web andlar chord members only. Additional temporsry add pennanem bracing MiTek' IS always required for stabilfty and to prevent collapse wim possible personal injuryand property damage. Far general pidanoe regamirg the fabrication, atorsge, delivery, erection and bidding ofbusses and buss systems, see ANSU7P11 Duality Groan, DSB49 and SCSI Building Component 6904 Padua East Blvd. Saferylnlarmatlon available rmm Tmss Plate In9 Oe.218 R Lea S md. Suge 312, Aleaandda, VA 22314. Tampa. FL 36610 Job Truss Truss Type pry Ply LEATHERWOOD T16926745 J37743J37743A 03 Hip 2 1 Job Reference p lional test uoast I was, Ft. Fierce, FL 34945 5.rx 12 5x5 = 5x8 = 6 8.220 s Nov 16 2018 MITek IndulneS. Inc. Tue Apr 3014:25:28 2019 Scale= 175.5 11 ea 10 15 Aa 14 is --u i4 3x4 = 5x6 WE = 3x8 = 3x4 = 4x6 = 3x4 = 3x6 = 3x8 = 9-5-1d 1841-0 I 2"1 i 33-10-2 1 4344-0 9514 9-2-2 64)-0 9-2-2 9-9-14 Plate Offsets (X Y)- j1:0-0-0 0-0-71 13:0-3-0 Edgel 16:0.5.12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.35 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -06815-17 >768 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FBC20177fP12014 Matrix -MS Wnd(LL) 0.41 15-17 >999 240 Weight: 2281b FT=0 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. lb/size) 1=1615/0-4.0, 10=168910-8-0 Max Hoa 1=-300(LC 6) Max Uplift 1=-874(LC 8), 10=991(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purling. BOTCHORD Rigid ceiling directly applied or 4-9-11 oc bracing. WEBS 1Row at midpt 4-15. 6-15. 7-14 with 2x4 SP No.3 with 2 -1 Od (0.131"xY j nails and cross brace spacing of 20-0-0 Go. FORCES. Ilia) -Max. Comp./Max. Ten. -All farces 250 ([b) or less except when shown. TOP CHORD 1-2=3462/1918, 2-4=3206/1779, 4-5=2436/1466, 5-6=2194/1418, 6-7=2440/1468, 7-9=3306/1821,9-10=-3580/1973 BOT CHORD 1-17=1612/3285, 15-17=-1278/2802, 14-15=-8892199, 12-14=-1295/2733, 10-12=1670/3269 WEBS 2-17=315/362, 4-17=125/500, 4-15=745/523, 5-15=264/639, 6-14=-2661752, 7-14=-793/542, 7-12=-165/597, 9-12=385/392 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD1_=6.0psf; h=15ft; B=45111; L=24ft; eave=5ft; Cal. 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) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) except Ut=lb) 1=874,10=991. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 all USA, Inc. FL Cod 8634 6904 Parke East Blvd. Tampa FL 33610 Oats: May 1,2019 WARNING VerifyCesign Parameters and READ NOTES ON THIS AND INCLUDED ATITEK REFERENCE PAGE M114473 rev. 1a/03/2015 BEFORE USE. Design valid roc use only with Mrek®connectors. This design is based ony upon parameters shown, and Is for an individual building component, not a Muss system. Before use, the building designer must very Me applicability of design Parameters and property incorporate this design into me overall 7 builiingdesign. Bracing indiwled is to prevent budding MindMdualbuss web andlor chord members only. Mcionaltempararyandpeimaneatbmung WOW Is always re,urldfor stability and to prevent collapse with passible personal Injury and property damage. Forgenerdlgulameregardingthe fabdmbon,momge,delivery,emdionmdbmdngoftmssesaW Wsssystems,see ANSVIPll Qualify Creada, DS"9 and BCSl Building Component Basel Parke East BM1d. Sa ogrinro madan available rrom Truss Pile Institute, 218 N. Lee Great, Suite 31Z Moseadna VA22314. Tampa, FL 36510 Job Truss Truss Type Oty Ply LEATHERWOOD T16926146 J37743J37743A A04 Hip 2 t Job Reference (optional) I uss, rL rieme, r 1. ded4. 5.Z2u s NOV 1 b ZVI It MI I BIC industries, Inc. Sx5 = 5.00 12 3x4 = Sx5 = 5 6 7 Ju 14:ZZLY ZVI V Scale=175.4 l0 11 16 Lb 16 15 19 13 axis3x4 = 4x6 = 3x8 = 3x8 = 4x6 3x4 3x6 = 8b14 16-8-0 26-8-0 30.10-2 4&&0 &5.14 1 8-2-2 1 f0-0-0 112-2 8-9-14 Plate Offsets (X,Y)- (1:0-04,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) NdeD L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.45 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ved(CT) -0.8015-16 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.17 11 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wmd(LL) 0.41 16-18 >999 240 Weight: 229 Is FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 1=1615/04-0.11=1689/0-8-0 Max Horz 1=-270(LC 6) Max Uplift 1=-874(LC 8), 11=991(LC 8) BRACING- TOPCHORD Structural wood sheathing directly applied or 2-6-7 oc purling. BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 1 Row at midpt 6-16, 6-15 with 2x4 SP No.3 with 2 - IOd (0.131"x3') nails and cross brace spacing of 20-0-0oc. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3477/1927, 2-4=3260/1810, 45=2615/1537, 5-6=2369/1478, 6-7=2382/1484, 7-8=-2628/1542, 8-10=3377/1859, 10-11=3617/1990 BOT CHORD 1-18=-1626/3180, 16-18=1345/2810, 15-16=-1095/2475, 13-15=1366/2846, 11-13=-1694/3306 WEBS 2-18=-270/308,4-18=-104/398, 4-16=601/469, 5-16=346/733, 6-16=-352/175, 6-15=-333/165, 7-15=347f733, 8-15=650/490, 8-13=148/478, 10A3=-346/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuB=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; 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) Plates checked for a plus or minus 0 degree rotation about Bs center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonwncument with any other live loads. 6) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Us uplift atjoinl(s) except (p=lb) 1=874, 11=991. 8) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 MRak USA, Inc. FL Cad 6634 6904 Parke East Blvd Tampa FL 3361D Date: May 1,2019 ®WARNINO -Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10MV2015 BEFORE USE Design Valid foruse only with MITeMoonne tors. This design is based sails Open parameters shmwn, and Is for an Individual bolding component, not a ones system Before Use.Ihe bwiding designer must Veriy the applitoodAiy of deep parameters and propeM Ncory4rate Nis design Into the overall y tildingdesign. Bradogindiwted istopreverc Cusigag ofiralmdualtnssweb aMlorchordmembers only. Additional temporary and permanent bracing M!Tek' is eheays requbed for stato my and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the fabriradon, storage. degvew.erection and bmdng ofbusses and Wes rystems, see ANSI?PII Dualiy Criteria, DSB49 and SCSI Building Component 6904 Padre East Bw. Saretylnformagon available non Trans Plate historic, 218 N. Lee asset. Suite 312. Alexandria, VA MIA. Tampa. FL MID Jab Truss Truss Type pry Ply LEATHERWOOD T16926147 J37743-J37743A A05 Hip 2 1 Jab Reference o tional a.GLV 5 NOVI DLVI omI l On lnousures, Inc. luellprau aa:40:ea zolu rages ID:d8LbweHSzWxBCs5m9E7c8zyRrl r-AA7fcELryh97VTLefseJSr5A905H2No45mLVM_zLVrK 7514 1441-0 21-8-0 264 35-10-2 43A-0 5-0 ]-5-14 7-2-2 7-0-0 7-0-0 7-2-2 7-114 -0-0 Scale=1:74.2 5xB = 2x4 I 5x8 = 3, 4 5 I$ 15 " 13 "' 12 `. 11 1° 9 44 = 2.4 It 44 = 3x8 = 3x4 = 2.4 II axis = 3x4 = 44 = 775-144 -0 z0 I 27W 35022 0 5-i ]7-2-72-2 7a Plate Offsets (X Y)— f3:0-5.12 0-2-81 f5:0.5-12 0-2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.93 Vert(LL) -0.30 12 -999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.56 11-12 >904 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.98 Hom(CT) 0.20 7 me Na BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wnd(LL) DAB 11-12 >999 240 Weight: 221 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No-3 REACTIONS. Qlatsize) 1=1615/0-4-0, 7=1689/0-e-0 Max Ho¢ 1=240(LC 6) Max Uplift 1=874(LC 8), 7=991(LC 8) FORCES. III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3453/1873, 2-3=-2816/1603, 3-4=2849/1734, 4-5=2849/1734, 5-6=2841/1614, 6.7=-3586/1929 BOT CHORD 1-15=-1562/3170, 13-15=1562/3170, 12-13=1123/2560, 11-12=1132/2555, 9-11=1619/3251,7-9=-161913251 WEBS 2-15=0/274, 2-13=682/484, 3.13=118/501, 3-12=242/583, 4-12=-428/399, 5-12=-230/559, 5-11-135/539,6-11=808/537,6-9=0/314 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vuhml70mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent 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-D-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=874, 7=991. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 35 Walter P. Finn PEFL Coot MiTek USA, Inc FL Cad B637 116 6604 Parke East Blvd. Tampa FL 33610 Data: May 1,2019 ®WARNING - Verity design Parameters And READ NOTES ON TMS ANDINGLUDED MITEK REFERENCE PAGEM1fll4473 re. I N2015 BEFORE USE. Design vafd for use onlywrb MreMoonnectors.This design Is based only uponpammeters shown, and is for on INJIV al buildup component, not a truss system. Before use, Me building designer must vedfythe applia Mi@y oldest, parameters and property ImArpordle mit design Into the aWrall baldingdesign. Smeingindiratedlstopmwe buWingdhdMdualtmsswebanNorrdodmembeMwty.MIsaaltempamn,andpemlanerrorecing M!Tek' Is aWays required far stability and to prevent collapse with passible personal injury and property damage, For general guidance regarding lye fabrication, storage. delivery, eredion and bradng of Outset and truss systems,see ANShTP11 Quality CdMda, DS"ut and BCS1 Building Component 6904 Parke East Blvd. Saleyfnlormation avaaabletom Tmss Plalelnsl3ule.218N.Lee Street Sude312.NexandM,VA22314. Tampa. FL 36610 Job Truss Type Div Ply LEATHERWOOD T76926148 J37743.J37743A LA06ss Hip 2 1 Job Reference (optional) �a=••mc=,u rt. riei �u-ro�a e.LeusnoviOzulemueNmausmes,lnc. lue Scale=1:74.2 Sx5 = 3x4 = 3x4 = 5x5 = 5.00 12 3 23 4 5 246 16 15 '. " "' — 11 10 36= 2x4 I 44 = 3x4 = 3x8 = 2x4 II 3x6 = 3x8 = 4x6 = I 12" 18-0 361202 A 58 2G &I -0 Plate Offsets (X,Y)— 11:0-0-00-0-31 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.33 11-13 >999 360 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.77 Ved(CT) -0.68 11-13 1767 240 BCLL 0.0 ' Rep Stress Ina YES WE 0.94 Horz(CT) 0.19 8 n/a CUB BCOL 10.0 Code FBC2017/TP12014 Matrix -MS Wnd(LL) 0.49 13 >999 240 Weight: 219 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=161510-4-0, 8=168910-8-0 Max Horz 1=210(LC 6) Max Uplift 1=874(LC 8), 8=991(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3471/1888, 23=2981/1674, 3d=-2710/1617, 4-5=3233/1878, 5-6=2743/1631, 6-7=3019/1690, 7-8=3632/1955 BOT CHORD 1-16=1587/3159, 15-16=-1587/3159, 13-15=1527/3178, 11-13=1532/3189, 10.11=1655/33DO, 8-1 0=-1 65513300 WEBS 2-15=521/394, 3-15=-349/812, 4-15-7581396, 5-11=734/384, 6-11=-360/838, 7-11=-663/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; 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 Forcing. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift atjoint(s) except Qt=lb) 1=874, 8=991. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Walter P. Finn PE No.22839 MDek USA, Inc. FL can 6934 6904 Parka East Blvd. Tampa FL 33610 Date: May 1,2019 ®WARNING Vofiry designpanmerere antl READ NOITS ON TMS AND INCLUDED Ali REFERENCE PAGE MII-74I3rev. I&OJ/1015 BEFORE USE. Design valid for use ony well, MTeW connectors. This design 13 based any upon parameters shown, and Is for an madVdInd bugling componen4 not a truss system. Before use. Ma bulding designer must wov, the appgabany of design paramelem and Properly Incorporate Ws design "athe overall DWI I' buildingdesignct . Bracing indied is to prevent tualing of individual truss web allNar Nod members only. Addeanal temporary and permanent bracing M!Tek' Is always required for stasilily and to preyed collapse with possible personal injwy and property damage. Forgeneralguidanaregardingthe fabrication, sto2gti. delVery. erection and bredng of W9ses aM truss systems,see ANSUIPlf Duality and., DS"9aad SCSI Building Component 6904 Parke East BNd. Saraylnland an available Wm Tons Plate Institute,218 N. Lee Street, Suite 31Z Nexanddr. VA22314. Tampa. FL 36610 Job Truss Truss Type City Ply LEATHERWOOD T16926749 J37743-J37743A 07 Hip 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 8,220 s Nov 162018 MITek Industries, Inc. Tue Apr 3014'25:322019 Pagel ID:d8Lb.HSzWxBCs5m9E7c8zyRrl rbihoEGNjFcXaMx4jK?CO4UEmE75FRWnkZ9yJzLVTH 3624 MSA-t4 tW 1849 25]-] 3380 30. 4ii 362-2 .00 4 1 12-2 1 ]<s 1 7-2-13 1 ]ea �a4-looT 1-1 1 ss-14 asa Style = 1:74 6 Sx8 = 2.4 II 4x6 = 3x8 = sun F 5x1OM18SHS = 6x8 M18SHS = 2.4 II 4 41 a 24 23 22 21 20 19 18 17 16 15 ass = 2x4 I 3x4 = 4x8 = 3x8 = 2.4 II 3x8M18SHS =5x10 = 2x4 116x8 = 3x6 = 2.4 II 3F24 59-t4 I 11fi9 1BA-9 257-7 3360 34843Seq 3&2-2 4440 sB-14 52-2 I 7-0-s 7-z-13 1 71. 1 1 1L 1-11-14� s&14 asa Plate Offsets(X,Y)- [3:0-5-12,0-2-81,15:0.3-O,Edge] [7:0-0-0,0-1-131 ry0:0-4-80.5-0] [11:0-6-OD-4-0] [150-3-80-3-0] LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.78 Vert(LL) -0.57 20-21 >919 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.02 20-21 >518 240 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.39 13 DID rda BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wnd(LL) 0.80 20-21 >663 240 Weight: 241 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2'Except' 3-5: 2.4 SP 285OF 1.8E, 5-7: 2x4 SP No.l. 10-11: 2x6 SP SS BOT CHORD 2x4 SP No.2 *Except* 17-19: 2x4 SP No.1 WEBS 2x4 SP No.3'Except* 10-18,7-10,11-12,9-16: 2x4 SP No.2, 11-15: 2x4 SP No.1 REACTIONS. (Ib/size) 1=1664/D-8-0, 13=1855/0-8-0 Max Horz 1=-175(LC6) Max Uplift 1=-910(LC 8), 13=1115(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 6-21.6-18 with 2x4 SP No.3 with 2 - 1 Od (0.131"xW) nails and cross brace spacing of 20-0-0 oc. FORCES. (I o) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=.3815/2096, 2-3=-3323/1878, 3-4=3978/2328, 4-6=3978/2328, 6-7=3223/1931, 7-8=-5591/3177, 8-9=5709/3196, 9-12=-7218/3993. 12-13=4087/2279. 10-11=-3508/6748 SOT CHORD 1-24=-1799/3477, 23-24=1799/3477, 21-23=-146013026, 20-21=21340/4029, 18-20=.2040/4029, 13-15=1961/3723 WEBS 2-23=-543/376,3-23=-83/413, 3-21=636/1233, 4-21=421/400, 6-20=0/288, 6-18=-11331521, 7-18=1792/1006, 10-18=1992/4018, 12-15=2919/1636, 7-10=219114092, 11-15=-2472/4698, 11-12=-1652/3242, 9-10=2206/1221, 9-11=-I 155/2130 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (&second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(s) except (jt=lb) 1=910,13=1115, 9) Graphical Pullin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22639 MRek USA, Inc FL Cart 6634 U04 Parka East Blvd. Tampa FL 33610 Date: May 1,2019 ®WARNING - Verify design parameters and READ NOTES ON THISANO INCLUDED NJTEK REFERENCE PAGE MIF7475 rev. 1WO312015 BEFORE USE. Deslgo valid far use onlywdh Meek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not ��• a buss system. Before use, the building designer must velifythe appdtabilryof deign parameters and property interpolate Nis design into the overall ��-��•YYY buildingdesign. BMcgindicatedistoprevxn W&Iing Vhdiwdualtmssweb=Worchordmembersony. Additional temporary, and permanent bracing NOW is always required for stability and to prevent collapse with possible personal lnjwyand property damage. Forgeneadquidancereganlingthe fabrication, storage, delivery, emaden and bracing trustees and truss systems, we ANSOIPI7 Quality Calling, DSB419 end BCSI BuRding Component 6a04 Parka East BNtl. Sefetylnbamadon avaihble horn Truss Plate InsNute, 218 N. Lee Street, Sude312, Alexantlna, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply LEATHERWOOD T16926150 J37743-J37743A 08 Hip 1 1 Job Reference (optional) 5.5 = 4 isC U a NOVI b zUIN MIIeK industries, Inc . Iua Apr ju 19:2S:3z Zu19 HageI ID:d8LbweHSZWxBCs5m9E7oezyRrlr-blhoEGNjFcXaMx4jK?CO4UIk4EAgFsXWnkZ9yJzLVFH 22-0-0 2Mi O 350-0 39-2-2 44-0-0 45-0-q 6b-0 I 664 64i-0 4-2-2 4-9-14 5 Sale=176.2 3x4 = 3x4 = 3x6 - 3x4 = 5x5 = 25 5 6 7 8 26 9 21'1e 18 17 16 15 14 13 3x8 _ 3x8 = 3x8 M18SHS = 3x4 = 3x4 = 3xB M18SHS = 3x8 = 3xfi = LOADING last) TCLL 20.0 TCDL 7.0 SCLL 0.0 ' BCOL 10.0 SPACING- 216O Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rTP12014 CSI. TC 0.76 BC 0.83 WIB 0.47 Matrix -MS DEFL. Ven(LLj Vert(CT) Hoa(CT) Wind LL) in (loc) Vdeft Ud -0.53 15-16 >999 360 -1.0415-16 >506 240 0.24 11 n/a Na 0.79 15-16 -668 240 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 2121la FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied art-2-0 oc purling. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Raw at midpt Sib, 8-13 with 2x4 SP No.3 with 2 -10d (0.131 "x3") nails and Goss brace spacing of 20-0-0 oc. REACTIONS. (Ib/size) 2=1700/0-8-0, 11=1700/0.8-0 Max Horz 2=154(LC7) Max Uplift 2=995(LC 8), 11=995(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-0=3695/2043, 3-4=-3408/1846, 4.5=3143/1771, 5-7=-0531/2514, 7-8=4531/2514, 8-9=-3143/1771, 9-10=3408/1846, 10.11=3695/2043 BOT CHORD 2-18=-1764f3386, 16-18=-22ODf4337, 15-16=2422/4725, 13-15=-2200f4337, 11-13=-1754/3386 WEBS 3-18=-338/304,4-18=-439/1019, 5-18=1468/825,516=71/443,7-16=-311/249, 7-15=-311/249, 8-15=71f443, 8-13=1468/825, 9-13=-039/1019, 10.13=-339/304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=2411; 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 panting. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding IOD Ib uplift atjoint(s) except (j1=lb) 2=995, 11=995. 9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Walter P. Finn PE No.22839 Was USA, Ina FL Cad 6634 li Parka East Blvd Tampa FL 33610 Date: May 1,2019 WARNING - Verily dIti, u-Nn.rersa RREAO NOTES ON THIS ANDINCLUOED NIITEK REFERENCE PAGE M1rlld473 rev. 10/0312015 BEFORE USE. �* Design valid for Use onywn Mrexa connenars. This design is based only upon parameters shaven, and Is for an individual bupgng component, not abuss system. Before use, the bolding designer must verify the appaaDilay cf design parameters and proper domQuite this design We the overall ■I �YY■ buildingdesign. Bracing indicated is to prevent building of Individual truss web sugar chord members any. AddNonaltemporaryand,wroanembracing MiTek' is always requirdfor stabiliyand to prevent aaapse with po alle personal injury and smeary damage. Fbrgenemlguidanaregandingthe fabrication. Storage, delivery, erection and binding ofWases and truss systems,sea ANSVTFN Qualify Grande, DSBA9 and SCSI Building Component 6504 Parke East Blvd. Sahfylnfamagon available from Tmss Plate Ins OWe.218 N. Lee Street. SU4e 312. Alexandda, VA22314. Tampa, FL 35610 Job Truss City Ply LEATHERW000T16926151 7HpGT1dY.18 A09G 1 1 Job Reference (optional) ii 3xB = 5o0 12 Sx8 = 2x4 46 = 3x6 = 4 32 33 5 M35 38 3]6 38 7 8 39 o.LmsnovlomadmueKlnausmes,lnc. me Bprsuwlzo:mmia rage 44 = 2x4 II 5x8 = 40 9 41 42 43" 10 45 46 11 IdM=lg*F 25 24 47 48 23 49 22 50 5121 52 53 2a E4 55 19 E6 57 18 5B 17 59 60 16 15 3x6 = 2x4 It 3x4 = 3x8 = 3x6 = 5x5 = 2x4 II 1 Sx5 = 3x6 = 3xB = 3x4 = 2x4 II 3x6 = 3-9.14 ]-0-0 12-0-0 1]-9-0 22-0-0 2630 32-0-0 3]-0-0 40.2-2 44-0-0 I 1 4 J Plate Offsets (X,Y)— (4:0-5-12 0-2-81 111:0.5-12 0.2-81 119:0.2-4 0.2-121 121:0-2-4 G-2-121 LOADING (psp SPACING. 2-M CST. DEFL. in (Too) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.09 17-19 -999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.0817-19 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.43 HOrz(CT) 0.02 13 We n/a BCDL 10.0 Code FBC20177TPI2014 Matnx-MS Weight: 231 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 *Except* 6-21,9.19: 2x6 SP No.2 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-125(LC 30) Max Uplift All uplift 100 lb or less at joint(s) except 2=405(LC 8). 21=1297(LC 8). 19=1273(LC 8). 13=-389(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=661(LC 36), 21=1172(LC 36), 19=1161(LC 37), 13=668(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1177/522, 3-4=902/429, 4-5=581/258, 5-6=-581/258, 6-8=242/618, 8-9=-229/567,9-10=-617/244, 10-11=617/244, 11-12=934/388, 12-13=1196/483 BOT CHORD 2-25=-370/1152, 24-25=-370/1152, 23-24=208/889, 21-23=-561/471, 20-21=-615/265, 19-20=.615/265, 17-19=-591/457, 16-17=170/835,15-16=-334/1076, 13-15=-334/1076 WEBS 3-24=-352/236,4-24=-139/326,4-23=303/207, 5-23=-293/176, 6-21=907/504, 8-20=-725/489,8-19=-679/895,9-19=895/489,9-07=-532/130B,10-17=-293/176, 11-17=305/179, 11-16=-140/325, 12-16=.357/243, 6.23=563/1334, 8-21=-702/911 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wnd: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 Ill uplift at joint 2, 1297 Ib uplift at joint 21, 1273 Ib uplift at joint 19 and 389 IS uplift at joint 13. 8) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16, 28, 29, 30, 31, 32. 33. 34. 35, 36, 37, 38, 39 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 69H Parka East Blvd. Tampa FL 33610 Date: May 1,2019 a9 AWARNING.Vefifydeaiynpanmelers—dREAONOTES ON THIS ANDINCLUOED MITEKREFERENCE PAGE Ml47473 rev. 10,0L2e15 BEFORE USE. Valid ex use only with MITek® cnnnsimrs. This design is based only upon parameters all and is for an Individual bueding component, not Lai'Design a truss system. Before use, tine building designer must vend applirabilAyof design parameters and propertyinwryonste this design into Me overall buildingdesign. BmeinglMicaledistopmwntbucklingdf dmdualtmsswebandloraodmembemmy. Addeionaltemporaryandpelmanentismong MiTek' is always required for stability and W prevem collapse whin possible personal inluryand property damage. For general guidance regarding the fabdwgon, storage, delivery, eMerlon and bracing oftmsses and buss systems, see ANSPIRII Dually Criteda, DS"9 and SCSI Building Component 6904 Parke East Blvd. Saferylnlormadon availablefmm Tm35PIateingftme218NLea Simet,Sude312,AlexaM ,VA22314. Tampa, Ft- 36610 Job Truss Truss Type Oty Ply LEATHERWOOD T16926151 J37743,137743A A09G Hip Girder 7 1 Job Reference o tional East Coast Truss, FL Pierce, FL 34946 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Apr 3014:25:38 2019 Page 2 ID:d9LbweHSzWxBCs5m9E7c8zyRr1 r-Pv23VJSUrSlj4s%thFJQJIzsgFllfaiP9gOUAULVrB NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 Ib down and 83 Ib up at 7-0-0. 86 Its down and 83 Is up at 9-0-12, 86 Ito down and 831b up at 11-0-12, 86 Its tlown and 83 to up at 13.0-12, 86 Its down and 83 lb up at 15-0-12, 86 Its down and 83 IS up at 17-0-12, 106 IS down and 1081b up at 19-0-12, 106 lb down and 108 Ib up at 21-0-12, 106 Its down and 108 lb up at 22-11-4, 1061b down and 108 Its up at 24-11-4. 86 to dawn and 83 lb up at 26.11-4, 86 Its tlown and 83 to up at 28-11-4. 86 Its down and 8316 up at 30-11-4, 86 Its down and 83 lb up at 32-11-4, and 86 to down and 83 It, up at 34-11-4, and 268 Ib down and 208 lb up at 37-0-0 on top chord, and 142 Ib down and 124 lb up at 7-0-0. 56 lb down and 49 Ib up at 9-0-12, 56 Ib tlown and 49 Ib up at 11-0-12, 56 Ito down and 49 to up at 13-0-12, 56 to down and 49 Ib up at 15.0-12, 561b down and 49 Its up at 17-0-12, 1471b down and 240 to up at 19-0-12, 147 IS down and 2401b up at 21-0-12. 1471b down and 240 Its up at 22-11-4, 147111 down and 240 Its up at 24-114, 56 Ib dawn and 49 Its up at 26-11-4, 56 lb dawn and 49 Is up at 28-11-4, 56 Is down and 49 It, up at 30-11-4, 56 to down and 49 Its up at 32-11-4, and 56 Its dawn and 49 Its up at 34-11-4, and 142 Its down and 1241b up at 36-11-4 an bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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: 1-4=-54, 4-11=54, 11-14=-54, 26-29=20 Concentrated Loads (Ib) Vert: 4=28(F) 7=-29(F) 11=69(F) 24=86(F) 16=86(F) 32=28(F) 33=28(F) 34=28(F) 36=28(F) 37=28(F) 38=29(F) 39=29(F) 40=-29(F) 41=28(F) 42=28(F) 44=28(F) 45=28(F)46=28(F)47=35(F)48=35(F)49=35(F)50=35(F)51=35(F)52=-147(F)53=147(F)54=-147(F)55=147(F)56=35(F)57=35(F)58=35(F)59=35(F) 60=35(F) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=57, 2-0=25, 4-35=49, 35-42=33, 11-42=25, 11-13=36, 13-14=24, 21-26=-12. 19-21=32(F=44), 19-29=12 Hart: 1-2=86, 2-4=34, 11-13=44. 13-14=33 Concentrated Loads (lb) Vert: 4=26(F) 7=62(F) 11=17(1`) 24=68(F) 16=68(F) 32=37(F) 33=37(F) 34=-34(F) 36=21(F) 37=21(F) 38=62(F) 39=62(F) 40=62(F) 41=21(F) 42=16(F) 44=13(F) 45=-13(F) 46=13(F) 47=27(F) 48=27(F) 49=27(F) 50=27(F) 51=27(F) 52=232(F) 53=232(F) 54=232(F) 55=232(F) 56=27(F) 57=27(F) 58=27(F) 59=27(F)60=27(F) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=24,2-4=36,4-36=25,36-43=33,11-43=49,11-13=25,13-14=57,21-26=-12, 19-21=32(F=44),19.29=-12 Harz: 1-2=33, 24=44, 11-13=34. 13-14=66 Concentrated Loads (Ib) Vert: 4=-18(F) 7=62(F) 11=35(F) 24=68(F) 16=68(F) 32=13(F) 33=13(1`) 34=13(1`) 36=-16(F) 37=21(F) 38=62(F) 39=62(F) 40=62(F) 41=21(F) 42=21(F) 44=-34(F) 45=37(F) 46=37(F) 47=27(F) 48=27(F) 49=27(F) 50=27(F) 51=27(F) 52=232(F) 53=232(F) 54=232(F) 55=232(F) 56=27(F) 57=27(F) 58=27(F) 59=27(F)60=27(F) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Unffoml Loads (plp Vert: 1-2=17, 2-4=29, 4-11=16, 11-13=7, 13-14=19, 21-26=20, 19-21=24(F=44), 19-29=-20 Ham 1-2=3, 2.4=15, 11-13=21, 13-14=33 Concentrated Loads (to) Vert: 4=29(F) 7=108(F) 1 1=62(F) 24=87(F) 16=87(F) 32=23(F) 33=23(F) 34=23(F) 36=23(F) 37=23(F) 38=108(F) 39=108(F) 40=108(F) 41=23(F) 42=23(F) 44=23(F) 45=23(F) 46=23(F) 47=35(F) 48=35(F) 49=35(F) 50=35(F) 51 =35(F) 52=240(F) 53=240(F) 54=240(F) 55=240(F) 56=35(F) 57=35(F) 58=35(F) 59=35(F) 60=35(F) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=19, 2-4=7, 4-11=16, 11-13=-29, 13-14=-17, 21-26=20, 19-21=24(F=44), 19.29=20 Hoe: 1-2=33, 2-4=21, 11-13=15, 13-14=-3 Concentrated Loads (Ib) Vert: 4= 1 2(F) 7=1 08(F) 11=104(F)24=87(F)16=87(F)32=23(F)33=23(F)34=23(F)36=23(F)37=23(F)38=108(F) 39=108(F) 40=1 08(F) 41 =23(F) 42=23(F) 44=23(F) 45=23(F) 46=23(F) 47=35(F) 48=35(F) 49=35(F) 50=35(F) 51 =35(F) 52=240(F) 53=240(F) 54=240(F) 55=240(F) 56=35(F) 57=35(F) 58=35(F) 59=35(F) 60=35(F) 8) Dead +0.6 VWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=84, 24=52.4-11=52, 11-13=52, 13-14=84, 21-26=12, 19-21=32(F=44), 19-29=-12 Harz: 1-2=93, 2-4=61, 11-13=61, 13-14=93 Concentrated Loads (lb) Vert: 4=40(F) 7=43(F) 11=70(F) 24=68(F) 16=68(F) 32=-40(F) 33=-40(F) 34=-40(F) 36=-00(F) 37�40(F) 38=43(F) 39=43(F) 40=43(F) 41=40(F) 42=-00(F) 44=-40(F) 45=-40(F) 46=00(F) 47=27(F) 48=27(F) 49=27(F) 50=27(F) 51=27(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=51, 2-4=19, 4-11=19, 11-13=19, 13-14=51, 21-26=12, 19-21=32(F=44), 19-29=-12 Holz: 1-2=60, 2-4=28, 11-13=28. 13-14=60 Concentrated Loads (Ib) Vert: 4=7(F) 7=76(F) 11=9(F) 24=68(F) 16=68(F) 32=7(1`) 33=7(F) 34=7(17) 36=7(F) 37=-7(F) 38=76(F) 39=76(F) 40=76(F) 41=-7(F) 42=7(F) 44=7(F) 45=7(F) 46=7(F) 47=27(F) 48=27(F) 49=27(F) 50=27(F) 51=27(F) 52=232(F) 53=232(F) 54=232(F) 55=232(F) 56=27(F) 57=27(F) 58=27(F) 59=27(F) 60=27(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2�4, 2-4-16, 4-11=16. 11-13=-16. 13-14=-4, 21-26=20, 19-21=24(F=44), 19-29=-20 Ham: 1-2=10, 2-4=2, 11-13=-2, 13-14=10 a WARNING - Verily denyn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMIIJ073rev, 1WO312015 BEFORE USE. Design valid for use Pnywllh Mirada wnnectors. This design is based ony upon parameters shown, and is for an Indivi building wmponenL not PYRE a Gass system. Before use, me building designer must verify Me applicability dread, parameters and prepedy incoryorzte this design imothe overall buildigdesign. Bracing indicated is to prevent budding ofadlNdualbuss web sector chord members only. Adddionaltempomgandpermanertbracing WOW is always required for stability and to preveed wittiest, with possible personal injury and property damage. Forgeneralguidanceregaming Ne fabrication. storage. delivery, erection and bracing ofbusses and buss systems, see ANSImPll county Criteria, DSBA9 and BCS) Building Component 6904 Parke East BIW. Sareylnrorma0on available from Truss Plate lnuMut,218 N. Lee Stmet. Suite 312. Nexamma, VAZE14. Tampa. FL 36610 Job Truss Truss Type Qty ply LEATHERWOOD T76926151 J37743J37743A A09G Hip Girder 1 1 Job Reference o lional I russ, YL FlenCe. 1,1..Wtl4ls 8.220 s Nov 16 2016 MITek Industries, Inc, Tue Apr 3014:25:38 2019 Page 3 ID: d8LbweHSzWxBCs5m9E7c8zyRrlr-Pv23VJSUrS114sXthFJQJlzsgfllfaiP9gOUAzzLVTB LOAD CASE(S) Standard Concentrated Loads (I s) Vert: 4=23(F) 7=108(F) 11=89(F) 24=87(F) 16=87(F) 32=23(F) 33=23(F) 34=23(F) 36=23(F) 37=23(F) 38=108(F) 39=108(F) 40=108(F) 41=23(F) 42=23(F) 44=23(F)45=23(F)46=23(F)47=35(F)48=35(F)49=35(F)50=35(F)51=35(F)52=240(F)53=240(F)54=240(F)55=240(F)56=35(F)57=35(F)58=35(F)59=35(F) 60=35(F) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=4, 2-4-16, 4-11=16, 11-13=16, 13-14=4, 21-26=20, 19-21=24(F=44), 19-29=20 Harz: 1-2=10, 24=2, 11-13=-2, 13-14=10 Concentrated Loads (lb) Veit: 4=23(F)7=108(F)11=89(F)24=87(F)16=87(F)32=23(F)33=23(F)34=23(F)36=23(F)37=23(F)38=108(F)39=108(F)40=108(F)41=23(F)42=23(F) 44=23(F)45=23(F)46=23(F)47=35(F)48=35(F)49=35(F)50=35(F)51=35(F)52=240(F)53=240(F)54=240(F)55=240(F)56=35(F)57=35(F)58=35(F)59=35(F) 60=35(F) 13) Dead +0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Ind) Left): Lumber Increaser: 1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=46, 2-4=55, 4-11=45, 11-13=-28. 13-14=19, 21-26=20, 19-21=13(F=33), 19-29-20 Harz: 1-2=2, 24=11, 11-13=16. 13-14=25 Concentrated Loads (III) Vert: 4=67(F) 7=8 1 (F) 11 =1 56(F) 24=87(F) 16=87(F) 32=63(F) 33=63(F) 34=63(F) 36=63(F) 37=63(F) 38=8 1 (F) 39=81 (F) 40=81 (F) At =63(F) 42=63(F) 44=63(F) 45=63(F) 46=63(F) 47=35(F) 48=35(F) 49=35(F) 50=35(F) 51 =35(F) 52= 131 (F) 53=1 31 (F) 64=1 31 (F) 55= 131 (F) 56=35(F) 57=35(F) 58=35(F) 59=35(F) 60=35(F) 14) Dead +0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pill Vert: 1-2=1% 24=28, 4-11=45, 11-13=-55, 13-14=-46, 21-26=20, 19-21=13(F=33), 19.29=20 Ham 1-2=25, 2-4=16, 11-13=11, 13-14=2 Concentrated Loads (lb) Vert: 4=55(F) 7=81(F) 11=188(F) 24=87(F) 16=87(F) 32=63(F) 33=63(F) 34=63(F) 36=63(F) 37=63(F) 38=81(F) 39=81(F) 40=81(F) 41=63(F) 42=63(F) 44=63(F) 45=63(F)46=63(F)47=35(F)48=35(F)49=35(F)50=35(F)51=35(F)52=131(F)53=131(F)54=131(F)55=131(F)56=35(F)57=35(F)58=35(F)59=35(F)60=35(F) 15) Dead +0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=37, 2-4=45, 4-11=45, 11-13=45, 13-14=-37, 21-26=20, 19-21 = 1 3(F=33), 19-29=-20 Harz: 1-2=7, 2-4=1, 11-13=1, 13-14=7 Concentrated Loads (Ib) Vert: 4=63(F)7=81(F)11=177(F)24=87(F)16=87(F)32=53(F)33=63(F)34=63(F)36=63(F)37=63(F)38=81(F)39=81(F)40=81(F)41=63(F)42=63(F)44=63(F) 45=63(F) 46=63(F) 47=35(F) 48=35(F) 49=35(F) 50=35(F) 51=35(F) 52=131(F) 53=131(F) 54=131(F) 55=131(F) 56=35(F) 57=35(F) 58=351F) 59=35(F) 60=35(F) 16) Dead +0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wntl (Neg. Int)2nd Parallel): Lumber Inaease=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=37, 2-4=45, 4-11=45, 11-13=45, 13-14=37, 21-26=20, 19-21=13(F=33), 19-29=20 Harz: 1-2=7, 2-4=1, 11-13=-1, 13-14=7 Concentrated Loads (Ib) Vert: 4=63(F)7=61(F)11=177(F)24=87(F)16=87(F)32=63(F)33=63(F)34=63(F)36=63(F)37=63(F)38=81(F)39=81(F)40=81(F)41=63(F)42=63(F)44=63(F) 45=63(F) 46=63(F) 47=35(F) 48=35(F) 49=35(F) 50=35(F) 51=35(F) 52=131(F) 53=131(F) 54=131(F) 55=131(F) 56=35(F) 57=35(F) 58=35(F) 59=35(F) 60=35(F) 28) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Inaease=1.60 Uniform Loads (pit) Vert: 1-2=57, 2-4=25, 4-35=49, 3542=33, 1142=25, 11-13=36, 13-14=24, 21-26=-12, 19-21=32(F=44), 19-29=-12 Hart: 1-2=66, 24=34, 11-13=44, 13-14=33 Concentrated Loads (lb) Vert: 4=-72(F) 7=87(F) 11=215(F) 24=142(F) 16=142(F) 32=83(F) 33=83(F) 34=80(F) 36=-67(F) 37=-67(F) 38=87(F) 39=-87(F) 40=87(F) 41=67(F) 42=62(1`) 44=-59(F) 45=59(1`) 46=-59(F) 47=56(F) 48=56(F) 49=-56(F) 50=-56(F) 51=-56(F) 52=10(F) 53=1O(F) 54=10(F) 55=1O(F) 56=56(F) 57=56(F) 58=56(F) 59=56(F) 60=56(F) 29) Reversal: Dead +0.6 lul Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=24, 24=36, 4-36=25, 36.43=33, 1143=49, 11-13=25, 13-14=57, 21-26=12, 19-21=32(F=44), 19-29=-12 Ham: 1-2=33, 2-4=44, 11-13=34, 13-14=66 Concentrated Loads (lb) Vert: 4=64(F) 7=87(F) 11=233(F) 24=142(F) 16=142(F) 32=-59(F) 33=59(F) 34=59(F) 36=62(F) 37=67(F) 38=87(F) 39=-87(F) 40=87(F) 41=67(F) 42=67(F) 44=80(F) 45=83(F) 46=83(F) 47=56(F) 48=56(F) 49=-56(F) 50=56(F) 51=56(F) 52=1O(F) 53=1O(F) 54=1 O(F) 55=1O(F) 56=-56(F) 57=-56(F) 58=56(F) 59=56(F) 60=56(F) 30) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Inaease=1.60 Uniform Loads (pIQ Vert: 1-2=17, 2-4=29, 4-11=16, 11-13=7, 13-14=19, 21-26=20, 19-21=24(F=44), 19-29=-20 Ham: 1-2=3, 2-4=15,11-13=21,13-14=33 Concentrated Loads (lb) Vert: 4=-17(F) 7=38(1`) 11=136(F) 24=122(F) 16=122(F) 32=23(F) 33=23(F) 34=23(F) 36=23(F) 37=23(1`) 38=38(F) 39=38(F) 40=-38(F) 41=23(F) 42=23(F) 44=-23(F) 45=23(F) 46=-23(F) 47=-48(F) 48=48(F) 49=-48(F) 50=48(F) 51=48(F) 52=18(F) 53=18(F) 54=18(F) 55=18(F) 56=48(F) 57=48(F) 58=48(F) 59=48(F) 60=-48(1`) 31) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Inaease=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=19, 24=7, 4-11=16, 11-13=29, 13-14=-17, 21-26=20, 19-21=24(F=44), 19-29=-20 Hoe: 1-2=33, 24=21, 11-13=-15, 13-14=-3 Concentrated Loads (lb) Vert: 4=34(F) 7=38(F) 11=94(F) 24=122(F) 16=122(F) 32=-23(F) 33=23(F) 34=23(F) 36=-23(F) 37=23(F) 38=38(F) 39=38(F) 40=38(F) 41=23(F) 42=23(F) 44=23(1`) 45=23(F) 46=-23(F) 47=48(F) 48=48(F) 49=48(F) 50=-48(F) 51=48(F) 52=18(F) 53=18(F) 54=18(F) 55=18(F) 56=48(F) 57=-48(F) 58-48(F) 59=-48(F) 60=-48(F) 32) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 age A ®WARNING -Verity deslgnpanmeters andREAD NOTES ON THIS AND INCLUDED UTEN REFERENCE PAGEMl47473-110'034015 BEFORE USE. yar- DesIgo valid house onywiN MTek®connectom. This design is based only upon paametea shown, and la for on individual Wilding mmporenL not M a tress system. Before use, Me building designer must very the appgoabigty ddedgn parameters and property blmrporate Nis design into Me overdl Wgdlagdesrgn. Bmeingimicatedistopmwe buc goflndMdual WsswebanNwcoa membeMs y. AdddlonallempomgandpermaneMWacing MiTek' Is always required for stabilby Ornate drevent Collapse with possible personal lnjur and property damage. Forgeneral guidance regaining Ne (abhgl00.storage, carvers, Omicron and hoeing of Wsses and Miss systems. see ANSImall Quality Crltera, DSB49and8CSI BulldrnB Component 6904 Parke East Blvd. SordrylnbrmaGan avagabre Wm Tmss Plate lwartutti N. Lee soared. Sucre 312, AleaendM, VA22314. Tampa. FL 36610 Job Truss Truss Type Qry Ply LEATHERWOOD T76926151 J37743J37743A A09G Hip Girder IQ1 Job Reference (optional) Cast GOast Iwas, YL Fierce, FL J4Y4U 8.220 s Nov 16 2018 MTek Industries, Inc. Tue Apr 3014:25:38 2019 Page 4 ID:dSLbweHSzWxBCs5m9E7c8zyRrl r-Pv23VJSUrSlj4s%mFJQJlzsgfllfaiP9gOUAULV FB LOAD CASE(S) Standard Uniform Loads (pip Vert: 1-2=84, 2-4=52, 4-11=52, 11-13=52, 1314=84, 21-26=12, 19-21=32(F=44), 19.29=12 Harz: 1-2=93, 2-4=61, 11-13=61, 13.14=93 Concentrated Loads (lb) Van: 4=-86(F) 7=106(F) 11=-268(F) 24=-142(F) 16=142(F) 32=-86(F) 33=86(F) 34=-86(F) 36=-86(F) 37=-86(F) 38=106(F) 39=106(F) 40=106(F) 41=86(F) 42=-86(F) 44=86(F) 45=86(F) 46=86(F) 47=56(F) 48=56(F) 49=-56(F) 50=56(F) 51=56(F) 52=10(F) 53=1 O(F) 54=10(F) 55=10(F) 56=56(F) 57=56(F) 58=56(F) 59=56(F) 60=56(F) 33) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert : 1-2=51,2-4=19,4-11=19, 11-13=19, 13-14=51,21-26=12,19-21=32(F=44), 19-29=-12 Harz: 1-2=60, 2-4=28, 11-13=28, 13-14=60 Concentrated Loads (lb) Vert: 4=-54(F) 7=-73(F) 11=189(F) 24=-142(F) 16=-142(F) 32=54(F) 33=54(F) 34=-64(F) 36=54(F) 37=-54(F) 38=73(F) 39=73(F) 40=73(F) 41=-54(F) 42=-54(F) 44=-54(F) 45=54(F) 46=54(1=) 47=56(F) 48=56(F) 49=.56(F) 50=56(F) 51=56(F) 52=10(F) 53=10(F) 54=10(F) 55=10(F) 56=56(F) 57=56(F) 58=-56(F) 59=56(F) 60=56(F) 34) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert : 1-2=4, 2-4=16, 4-11=16, 11-13=16, 13-14=-0, 21-26=20, 19-21=24(F=44), 19-29=-20 Harz: 1-2=-10,2-4=2, 11-13=-2, 13-14=10 Concentrated Loads (lb) Vert : 4=23(F) 7=-38(F) 11=-109(F) 24=-122(F) 16=122(F) 32=23(F) 33=23(F) 34=-23(F) 36=23(F) 37=23(F) 38=38(F) 39=38(F) 40=38(F) 41=-23(F) 42=-23(F) 44=23(F) 45=23(F) 46=23(F) 47=-48(F) 48=48(F) 49=-48(F) 50= 8(F) 51=48(F) 52=18(F) 53=18(F) 54=18(F) 55=18(F) 56=-48(F) 57=-48(F) 58=48(F) 59=48(F) 60=-48(1`) 35) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 24=16, 4-11=16, 11-13=16, 13-14=3, 21-26=20, 19-21=24(F=44), 19-29=20 Ham: 1-2=10, 2-4=2, 11-13=2, 13-14=10 Concentrated Loads (lb) Vert: 4=-23(F) 7=38(F) 11=109(F) 24=-122(F) 16=-122(F) 32=23(F) 33=23(F) 34=-23(F) 36=-23(F) 37=23(F) 38=38(F) 39=38(F) 40=38(F) 41=23(F) 42=-23(F) 44= 23(F) 45=23(F) 46=23(F) 47=48(F) 48=48(F) 49=48(F) 50=48(F) 51=48(F) 52=18(F) 53=18(F) 54=18(F) 55=18(F) 56=-48(F) 57=48(F) 58=-48(F) 59=48(F) 60=48(F) 36) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pltl Vert : 1-2=-46, 2-4=55, 4-11=45, 11-13=28, 13-14=19, 21-26=20, 19-21=13(F=33), 19-29=20 Harz: 1-2=2, 24=11, 11-13=16, 13-14=25 Concentrated Loads (M) Vert: 4=-7(F) 7=36(F) 11=34(F) 24=56(F) 16=56(F) 32=-12(F) 33=12(F) 34=-12(F) 36=12(F) 37=12(F) 38=36(F) 39=-36(F) 40=36(F) 41=12(F) 42=12(1=) 44=-12(F) 45=12(F) 46=12(F) 47=-21(F) 48=21(F) 49=21(F) 50=-21(F) 51=21(F) 52=45(F) 53=45(F) 54=-45(F) 55=45(F) 56=21(F) 57=21(F) 58=21(F) 59=-21IF) 60=21(F) 37) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Inaease=1.60 Uniform Loads (plf) Vert, 1-2=19. 24=-28, 4-11=-45, 11-13=55, 13-14=-46, 21-26=20, 19-21=13(F=33), 19-29=20 Ham: 1-2=-25, 24=16, 11-13=-11, 13-14=-2 Concentrated Loads (lb) Vert: 4=-20(F) 7=36(1`) 11=3(F) 24=56(F) 16=56(F) 32=-12(F) 33=.12(F) 34=12(F) 36=12(F) 37=12(F) 38=-36(F) 39=-36(F) 40=-36(F) 41=12(F) 42=12(F) 44=-12(F) 45=12(F) 46=12(F) 47=21(F) 48=21(F) 49=21(1s) 50=21(F) 51=.21(F) 52=45(F) 53=-45(F) 54=45(F) 55=45(F) 56=21(F) 57=21(F) 58=-21(F) 59=21(F) 60=21(F) 38) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl 1st Parallel): Lumber Increase=1.60, Plate Inaease=1.60 Uniform Loads (plf) Veit : 1-2=37, 24=-45, 4-11=45, 11-13=-45, 13-14=37, 21-26=20, 19-21=13(F=33), 19-29=-20 Harz: 1-2=7, 2-4=1, 11-13=1, 13-14=7 Concentrated Loads (Ib) Vert: 4=12(F) 7=36(F) 11=14(F) 24=56(F) 16=-56(F) 32=-12(F) 33=-12(F) 34=12(F) 36=12(F) 37=12(F) 38=36(F) 39=-36(F) 40=36(F) 41=12(F) 42=12(F) 44=-12(F) 45=12(F) 46=12(F) 47=-21(F) 48=21(F) 49=-21(F) 50=-21(F) 51=21(F) 52=45(F) 53=-45(F) 54= 45(F) 55=45(F) 56=21(F) 57=21(F) 58=21(F) 59=21(F) 60=21(F) 39) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Inaease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=37, 24=45, 4-11=45, 11-13=45, 13-14=37, 21-26=20, 19-21=13(F=33), 19-29=20 Harz: 1-2=7, 2-4=1, 11-13=1, 13-14=7 Concentrated Loads (Ib) Vert: 4=-12(F) 7=36(1`) 11=14(F) 24=56(F) 16=-56(F) 32=-12(F) 33=12(1=) 34=12(1=) 36=12(F) 37=12(F) 38=36(F) 39=36(F) 40=36(F) 41=12(F) 42=12(F) 44=12(F) 45=12(1s) 46=-12(F) 47=21(F) 48=21(F) 49=21(17) 50=21(F) 51=21(F) 52=45(F) 53=45(F) 54=-45(F) 55=45(F) 56=21(F) 57=-21(F) 58=21(F) 59=21(F) 60=-21(F) ®WARNING -Venry designp-meters and READ NOTES ON THIS AND INCLUDED MREX REFERENCE PAGE MI1-7473 rev. 101031015 BEFORE USE. • Deelgo valid for use only won LUTeMconnectors. This design Is based only upon parameters shown, and Is for an IndiNdual bulling mmpsneM not a tress system. Befere use, the building designer must vedyma applicabildy of seem parameters and properly Incorporate sale design home overall bulldingdealgn. Bracing indicated labs prevent buckling of lndMdual Bass web andtorUmre members only. AddNonal temporary and pemeareet bracing M)Tpek Is always recruired for stability and to prevent collapse w4h possible personal Injury and property damage. For general guidance regarding Me labticatlon,storage. detivery,eretlion and brachp ofbussee and trues systems,sea ANSUTPII Dually Cdreda, DSBa9 and SCSI Building CGmponenr Uses Parke East Blvd. Sohylaloneadon availablefrom Tmss Plain InsR e.218N.Lee Street,Sude312,Alexandria,VAU314. Tampa, FL 36810 Jab Truss Truss Type Oty Ply LEATHERWOOO Tt6926752 J37743J37743A A10 Hip 1 1 Job Reference (optional) aLm s NOV 10 zm a mu ex Industries, Inc. I 3x8 = 5.8 = 2x4 II 44 = 5x5 = S.nO 12 _ _ 14:La:9z Lu1V Stale =1:74 2 d 017 18 17 16 15 14 13 12 11 ads = 2x4 11 3x4 = iris = 3x8 = 2x4 II 5x6 W3 = 3x8 = 2.4 II 3x8 = 5515-144 I -0-23 211 I 37521020-0 7499 57-09 I 5439--84 r Plate Offsets (X,Y)— ry:0-0-0 0-031 f3:0-5-12 0-2-8) (5:030 Edael LOADING (psf) SPACING. 2-D-0 CSI. DEFL. in (loc) pdeff Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.39 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.7514-15 >703 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 HoR(CT) 0.21 9 n/a his BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wind(LL) 0.58 14-15 >907 240 Weight: 222 lb FT=0 LUMBER. TOP CHORD 2x4 SP No.2'ExcapP 3-5: 2x4 SP 285OF 1.8E, 5-7: 2x4 SP No.1 BOTCHORD 2x4 SP No.i'Except* 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1615/0-4-0, 9=1689/0-8-0 Max Ho¢ 1=180(LC 6) Max Uplift 1=874(LC 8), 9=991(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Raw at midpt 6-15,6-12 with 2x4 SP No.3 with 2 -10d (0.131'Stil") nails and cross brace spacing of 20-0-0 oc. FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-3475/1889, 2-3=3137/1753, 3-4=3761P2176, 4-6=3761/2176, 6-7=2923/1706, 7-8=-3193/1776, 8-9=3671/1971 BOTCHORD 1-18=-1598/3145, 17-18=-1598/3145, 1&17=134712857, 14-15=1855/3779, 12-14=1855/3779, 11-12=1681/3343, 9-11=1681/3343 WEBS 2-17=-376/278, 3.17=53/373, 3-15=590/1174, 4.15=419/399, 6-14=0/292, 6-12=-11231568, 7-12=-380/892, 8-12=530/348 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=2411; eave=5ft; Cat. 11; Exp 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) Plates checked for a plus or minus 0 degree rotation about its center. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will (d between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 874 Ib uplift at joint 1 and 991111 uplift at joint 9. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Walter P. Finn PE No.22839 MTelt USA, Inc. FL Cart 6834 69M Parke East Blvd. Tampa FL 33810 Date: May 1,2019 &WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0473ne, 10,03n015 BEFORE USE. Design veld for use ony with MReca connectors. This design is based any upon parameters shown, and Is form indivdual puking component, not assess my 21• a muss system. Beliefs use, the building designer must very the appacabiftyoMesign parameters and pmpedy gcoTorate Nis design Into the overall buildingdesign. Bracing Indicated is to prevent tackling of individual truss web andror Nord members only. Addhiniltempara,md perm anent bracing MiTek' is sheave required for stability and to pream Viewed collapse with passible personal injury and property damage. Forgenerequidanceregardingthe fabrication, storage. delivery, erection and bmdng ofbusses and muss systems.see ANSIVIll Quality Cddwl DSB49 and 8=1 Building Campanenr 6904 Parke Fast Bed. Sahy lnbrmafion avaaablemam Truss PlaleIndiana,218N. Lee Slrem. Suu312 Alexandria,VA22314. Tampa, FL 36810 Job Truss Truss Type Oty Ply LEATHERWOOD T16926153 J37743-J37743A All Hip 1 1 Job Reference (optional) 5x5 = 5.00 12 3 aLm s Nov tozinc mlIetc Rwusmes, mc. ue Hprdu14:eoAjeulu 3x4 = 3x4 = 3x8 — 3x4 = 5x5 = 4 5 6 7 24 8 Scale =1:74 2 17 16 15 14 13 12 34 = 3x8 = 3x8M18SHS = 3x4 = 3x4 = 3x8M1aSHS = $ x8 ass = Bb-0 77-0-0 260-0 34-8-0 4341-0 BA-0 8-&0 841-0 . 9-0-0 n Plate Offsets (X Y)— I7:0-0-00471 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(L-) -0.51 14-15 -999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -1.01 14-15 >519 240 M18SHS 244/190 BCLL 0.0 Rep Stress Ina YES WB 0.48 Horz(CT) 0.24 10 Na n/a BCDL 10.0 Code FBC2017/TP12014 MaVix-MS Wtnd(LL) 0.7714-15 >682 240 Weight: 2091b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=161510-4-0, 10=1689/0-8-0 Max Horz 1=-151(LC 6) Max Uplift 1=-874(LC 8), 10=991(LC 8) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 40-5 cc bracing. WEBS 1Row at mdiat 4-17.7-12 with 2x4 SP No.3 with 2 -10d (0.131"x3") nails and cross brace spacing of 20-0-0 cc. FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-3482/1949,2-3=-3272/1793,3-4=3031/1724,4-5=4456/2483, 5-7=-4478/2492, 7-8=-3116/1760, 8-9=-3379/1834, 9-10=3667/2031 BOT CHORD 1-1 7=-1655/3150,15-17=-2164/4252, 14-15=-2396/4661, 12-14=-2181/4291, 10-12=-1743/3360 WEBS 3-17=-410/951, 417=-1495/838, 4-15=79/460, 5-15=324/255, 6-14=297/243, 7-14=-65/433,7-12=-1446/816,8-12=434/1008, 9.12=340/305 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-secand gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf, h=15t; B=45t; L=24R; eave=50; 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 porting. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 874 lb uplift at joint 1 and 991 Ib uplift at joint 10. 9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Walter P. Finn PE No.22839 MTak USA, Inc. FL Cart 6614 ON Parke East Blvd Tampa FL 33610 Date: May 1,2019 WARNING- VeNty design oaamewe and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-1473 re✓. 10/032015 BEFORE USE. Design valid for use only with MRCk®connagors. This design is based only upon pammeters shown, and Is for an individual building component, not a miss system. Before use, the building designer must very me applicability M design parameters and property incoill Nis design mho in. overall buildingdesign. Bracing indicated is to provaM WoomgMintliridual miss web brow chow members only. Additional temporal, antl permanent bracing MiTek' is always requited for sta ilay and ki,oveM.9.,ae with possible personal injuryand rarely damage. For general guidance regamir,, Me fabrication. Momge, delivery, erection and bracing ofbusses and buss systems, see ANSVGPH Closely Criggla, DSB49 and SCSI Bulyding Component Wall Parise East Blvd. Safetylnrwmegen avalable Uom Tsoss Plate Institute, 218 N. Lee StreM, Sude 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oly Ply LEATHERWOOD T16926154 J37743-J37743A Al2G Hip Girder 1 1 Job Reference (optimal) o.ems NOV mmlo MneK industries, Inc. iue Hprsu ra:[a:vozuiv rages _ 3x4 00 1= 5.2 Sx8 3x4 = 2x4 II 3z4 3x6 = 3x4 2x4 II 3x4 = 5x8 = = = 3 32 33 34 4 35 5 36 6 37 7 8 38 39 9 40 10 41 1142 43 44 12 uj _ Scale=1.74.2 151^ d tff Y 25 24 45 23 46 47 224948 So 21 51 52 20 53 54 19 55 18 Ed 57 17 16 _ 34 = 2x4 II 3x4 = 3x4 = 6,12 = 3x4 = 3x4 = BAD = 3x4 = 3x4 = 2x4 II 3x6 = I FE, Rm I MEAMM, i WAA as 19 111 1 Ellbi o a1 24-0-0I 1-0 9-0A 333G2-0-0 39102 4 398-0 34 3d-0 -0 -0-0 I I 3bo 3--2- Plate Offsets(XV)- f3:0.5-120-2-81 f12�0-5-120.2-e1 fl9:08043-0I (22:0-3-8Edo I LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Ndeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.17 20-21 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.09 20-21 >999 240 BCLL 0.0 Rep Stress Incr NO WIB 0.56 Holz(CT) 0.03 14 Na n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 2331b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 2x4 SP No.3 -Except• 5-22,10-19: 2x6 SP No.2 REACTIONS. All bearings D-8-0 except gt=length) 1=0.4-0. Ila)- Max Horz 1=-121(LC23) Max Uplift All uplift 10016 or less at joint(s) except 1=-457(LC 8), 22=3342(LC 8), 19=-3031(LC 8), 14=-570(LC 8) Max Grav All reactions 250 Is or less at joint(s) except 1=595(LC 1), 22=2696(LC 17), 19=2787(LC 18), 14=692(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Ila) or less except when shown. TOP CHORD 1-2=1117/906, 2-3=905/870, 4-5=1272/1155, 5-6=-1285/1166, 6-8=-343/792, 8-9=-379/900, 9-10=1233/1218, 10-11=1233/1218,11-12=-282/0, 12-13=-967/875, 13-14=-1234/922 BOT CHORD 1-25=718/994, 24-25=718/994, 23-24=645/838, 22-23=240/518, 21-22=-267/283, 20-21=817/505, 19-20=303/134, 18-19=337/646,17-18=-667/896, 16-17=-737/1110, 14-16=73711110 WEBS 2-24=348/250, 3.24=-638/605, 3-23=834/907, 4-23=-1041/967, 4-22=1478/1589, 6-22=-1351/1839, 6-21=-1368/926, 8-21=287/331,9-20=1301/914, 9-19=1411/1866, 11-19=-1574/1457, 11-18=839/967, 12-18=-1037/1203, 12-17=-697/647, 13-17=-385/223 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf; h=15ft; B=45ft; L=241t; 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) Plates checked for a plus or minus 0 degree rotation about its center. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 457 lb uplift at joint 1, 3342 lb uplift at joint 22, 3031 lb uplift at joint 19 and 5701b uplift at joint 14. 8) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13.114, 15, 16, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 hasthave been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. Walter P. Finn PE No.22839 IdTele USA, Inc. FL Cad 6634 tal Parke East Blvd. Tampa FL 33610 Date: May 1,2019 ®WARNING -Verify tlealgn paramehu and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIIA7473 rev, ION3/2ef5 BEFORE USE. Design valid for use only was NLTecat connectors. This design is based only C upon parameters shown, and Is for an individual building mponentot n A truss rymem. Before uIe, vie building designer must verify the appheselily of design parmmeters and properly Incorporate this design into vie overall' bulldingde9gn. Bracing Mulched is to prevent bucxWg of hdiVdual thus web andfochord members Only. Addroreatemporaryandpegnanentbracing MiTek' Is allays required for stability and to preveAureate win possible personal injury and property damage, Forgeneralguidancemgarding the fabdraaen,storage, dervery,eirction and bracing oftmsees am was systems. see ANSVTPll Duality Crdeda, DSBd9 and Best Building Component Sarefylnformevon available from Tmss Plate Inatbule, 218 N. Lee Ease, SuEe 31$ Alexandria, VA22314. Dead Parke Fast BNd. Tampa, FL 36610 Job Truss Truss Type ply Piy LEATHERWOOD T16926154 J37743-J37743A 12G Hip Girder 1 1 Job Reference optional) 8.220 s Nov 16 2018 MITek Industnes, Ina Tue Apr 3014:2346 2019 Page 2 ID:d6LbweHSzWxBCs5m9E7c8zyRrlr-ARX4A2Wyvla25BP9xSleRl8nz%XAha4wyvSVzLW3 NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1061to down and 1141b up at 6-8-0, 1061la down and 108 Its up at 8-8-12, 1061b down and 108 lb up at IM-12, 106 Is down and 108 lb up at 12-8-12, 104 lb down and 101 lb up at 14-8-12, 1041b down and 101 lb up at 16.8-12, 104 lb down and 101 Ib up at 18-8-12, 104 Ib down and 101 Ib up at 20.8-12, 1041b down and 101 Ito up at 22-7-4, 1041b down and 101 lb up at 247-4, 1041b dawn and 101 lb up at 26-7-4, 104 lb down and 101 lb up at 28-7-4. 154 to down and 193 lb up at 30-7-4, 154 lb down and 193 lb up at 32-7-4, and 106111 down and 108 Ib up at 34-7-4. and 2361b down and 350 Ito up at 36-8-0 on top chord, and 384 to down and 548 Ib up at 6-8-0, 147 lb down and 240111 up at 8-8-12, 147 lb down and 240111 up at 10-8-12, 147 Its down and 240 lb up at 12-8-12, 1541la down and 255 lb up at 14-8-12, 154 lb down and 255 It, up at 16-8-12. 154111 down and 2551b up at 18-8-12, 154 lb down and 255 Its up at 20-8-12, 1541b down and 2551b up at 22-7-4, 154 lb down and 255111 up at 24-7-4, 154 Is down and 255 lb up at 26-7-4, 154 Ib down and 255 lb up at 28-7-4, 85 lb down at 3D-7-4, 851b down at 32-7-4, and 147 lb down and 2401b up at 34.7-4, and 384 Ib down and 548 lb up at 36-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 (pill) Vert: 1-3=54, 3-12=54, 12-15=-54, 26-29=-20 Concentrated Loads (Ib) Vert: 3=-29(B) 7=24(B) 12=-139(B) 24=384(1]) 6=-24(B) 21=-154(B) 20=154(B) 9=-24(B) 17=384(B) 33=29(13) 34=29(B) 35=29(B) 36=-24(B) 37=24(B) 38=24(B) 39=24(8) 40=24(B) 42=115(B) 43=-115(B) 44=29 f g 45=147(8) 46=-147(B) 47=147(B) 49=154(B) 50=-154(B) 51=154(B) 52=154(B) 53=-154(B) 54=154(B) 55=68(B) 56=68(B) 57=-147(8) 4) Dead +0.6 MWFRS Wnd (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=25, 3-32=58, 32-36=49, 36-41=33, 12-41=25, 12-14=36, 14-15=24, 26-48=12, 19-48=32(F=44), 19-29=12 Hoe: 1-3=34, 12-14=44, 14-15=33 r Concentrated Loads(Ib) Vert: 3=54(B)7=55(B)12=226(B)24=528(B)6=55(B)21=247(B)20=247(B)9=55(B)17=528(B)33=46(B)34=46(B)35=46(B)36=45(B)37=55(B)38=55(B) 39=55(B)40=55(B)42=150(B)43=152(B)44=70(B)45=232(8)46=232(B)47=232(B)49=247(B)50=247(B)51=247(B)52=247(B)53=247(B)54=247(B) 55=-28(B)56=-28(B) 57=232(B) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=36, 3-36=25, 36-41=33, 12-41=49, 12-14=25, 1415=57, 26-48=12, 19-48=32(F=44), 19-29=12 Harz: 1-3=-44, 12-14=34, 1415=66 Concentrated Loads (lb) Vert :3=65(B)7=55(B)12=208(B)24=528(B)6=55(B)21=247(B)20=247(B)9=55(B)17=528(B)33=70(B)34=70(B)35=70(B)36=61(B)37=55(B)38=55(B) 39=55(8)40=55(8)42=131(B)43=128(B)44=46(B)45=232(B)46=232(B)47=232(B)49=247(B)50=247(B)51=247(B)52=247(B)53=247(B)54=247(B) 55=28(B) 56=28(B) 57=232(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=29, 3-12=16, 12-14=7, 14-15=19, 26-48=20, 19-48=24(F=44), 19-29=20 Hoa: 1-3=15, 12-14=21, 14-15=33 Concentrated Loads (Ib) Vert:3=114(B)7=101(B)12=308(6)24=548(B)6=101(B)21=255(B)20=255(B)9=101(B)17=548(B)33=108(B)34=108(B)35=108(B)36=101(B)37=101(B) 38=101(B)39=101(B)40=101(B)42=193(B)43=193(B)44=108(B)45=240(B)46=240(B)47=240(B)49=255(B)50=255(B)51=255(B)52=255(B)53=255(B) 54=255(B) 55=20(B) 56=20(1!) 57=240(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Inuease=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=7, 3-12=16, 12-14=-29, 14AS=-17, 2648=-20,19-48=24(F=44), 19-29=-20 Hoa: 1-3=21, 12-14=-15, 14-15=-3 Concentrated Loads (lb) Vert :3=98(B)7=101(B)12=350(B)24=548(B)6=101(B)21=255(B)20=255(B)9=101(B)17=548(B)33=108(B)34=108(B) 35=108(B)36=101(B)37=101(B)38=101(8)39=101(B)40=101(B)42=193(B)43=193(B)44=108(B)45=240(B)46=240(B) 47=240(B)49=255(B)50=255(B)51=255(8)52=255(B)53=255(B)54=255(B)55=-20(B)56=20(B)57=240(B) 8) Dead+0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plt) Vert: 1-3=52, 3-12=52, 12-14=52, 1415=84, 2648=12, 19-48=32(F=44), 19-29=-12 Hoa: 1-3=61, 12-14=61, 14-15=93 Concentrated Loads (Ib) Vert :3=43(B)7=36(B)12=173(B)24=528(B)6=36(B)21=247(B)20=247(B)9=36(B)17=528(B)33=43(B)34=43(B) 35=43(B)36=36(B)37=36(B)38=36(B)39=36(B)40=36(B)42=125(B)43=125(B)44=43(B)45=232(B)46=232(B) 47=232(B)49=247(B)50=247(B)51=247(B)52=247(B)53=247(B)54=247(B)55=28(B)56=28(1!)57=232(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 , Uniform Loads (plf) Vert: 1-3=19,3-12=19, 12-14=19, 14-15=51. 26-48=12,19-48=32(F=44), 19-29=-12 H=: 1-3=28, 12-14=28, 14-15=60 Concentrated Loads (lb) Vert :3=76(B)7=69(B)12=252(B)24=528(B)6=69(B)21=247(B)20=247(B)9=69(B)17=528(B)33=76(B)34=76(B) 35=76(B)36=69(B)37=69(B)38=69(8)39=69(B)40=69(B)42=157(B)43=157(B)44=76(B)45=232(B)46=232(B) 47=232(8)49=247(B)50=247(B)51=247(B)52=247(B)53=247(B)54=247(B)55=-28(B)56=28(B)57=232(B) 10) Dead +0.6 MWFRS Wnd (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Inuease=1.60 Un'ilonn Loads (pit) Vert: 1-3=16, 3-12=16, 12-14=16, 14-15=4, 26-48=20, 19.48=24(F=44), 19-29=-20 Hoa: 1-3=2, 12-14=2, 14-15=10 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MiTelilr connenars. This design is based only upon parameters shown, antl is for an Indivdual building component. no a tress system. Before use, me building designer must veriythe appreability of design parameters and properly incorporate this design into the overall ■■■��•YYY Wilding design. Bmdng indicated is to prevent Waiting of individual truss web andtor nod members Only. Motional temporary and permanent bracing MiTek' is always required for Stability and to prevent collapse with possible personal injury and property damage. Forgenemlguidanceregardingtha fabrication, storage, delivery, eredion and bidding oftrisses and buss sWems, see ANSpTPll Duality Cdfeda, DS"9 andfBCSIBurldin9 component 6904 Parke East BIW. Sareylnbrmmlon swelabkhom Truss Pletelnstdute,218 N. Lee Street. Suile312. Aleadndria,VA22314. Tampa, FL Santo Job Truss Truss Type Dry Ply LEATHERVJOOD T76926154 J37743J37743A Al2G Hip Girder i 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL U946 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Apr 30 14:25:46 2019 Page 3 ID.d8LbweHSzWxBCs5m9E7cezyRrlr-AR 4A2YVyvla258P9xSleRl8nz%XAha?"vSVzLVr3 LOAD CASE(S) Standard Concentrated Loads (lb) Vert :3=108(B).7=101(B)12=334(B)24=548(B)6=101(B)21=255(B)20=255(B)9=101(B)17=548(B)33=108(B)34=108(B)35=108(B)36=101(B)37=101(B) 38=101(B)39=101(B)40=101(B)42=193(B)43=193(B)44=108(B)45=24D(B)46=240(B)47=240(B)49=255(B)50=255(B)51=255(B)52=255(B)53=255(B) 54=255(B) 55=20(13) 56=20(13) 57=240(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Unllorn Loads (plf) Vert: 1-3=16, 3-12=16, 12-14=16, 14.15=4, 2648=20, 1948=24(F=44), 19-29=20 Horz: 1-3=2, 12-14=2, 14-15=10 Concentrated Loads (Ib) Vert: 3=108(B)7=101(B)12=334(B)24=548(B)6=101(B)21=255(B)20=255(B)9=101(B)17=548(B)33=108(B)34=108(8)35=108(B)36=101(B)37=101(B) 38=101(B)39=101(B)40=101(B)42=193(B)43=193(B)44=108(B)45=240(B)46=240(B)47=240(B)49=255(B)50=255(B)51=255(B)52=255(B)53=255(B) 54=255(B) 55=20(13) 56=20(B) 57=240(B) 13) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Mind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=55, 3-12=45, 12-14=28, 14-15=-19, 2648=20, 19-48=13(F=33), 19-29=20 Horz: 1-3=11, 12-14=16, 14-15=25 Concentrated Loads (lb) Vert 3=86(B)7=75(B)12=218(B)24=281(B)6=75(B)21=181(B)20=181(B)9=75(B)17=281(B)33=81(B)34=81(B)35=81(B)36=75(B)37=75(B)38=75(B) 39=75(B)40=75(B)42=140(B)43=140(B)44=81(B)45=131(B)46=131(B)47=131(B)49=181(B)50=181(B)51=181(B)52=181(B)53=181(B)54=181(B) 55=20(13) 56=20(B) 57=131(B) 14) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Mind (Neg. hit) Right): Lumber Increase=1.60, Plate Increase=1.60 Un'dorn Loads (pit) Vert: 1-3=28, 3-12=45, 12-14=-55, 14-15=46, 2648=20, 19 48=1 3(F=33), 19-29=-20 Horz: 1-3=16, 12-14=11, 14-15=-2 Concentrated Loads (lb) Vert:3=73(B)7=75(B)12=250(B)24=281(B)6=75(B)21=181(B)20=181(B)9=75(B)17=281(B)33=81(B)34=81(B)35=81(B)36=75(B)37=75(B)38=75(B) 39=75(B)40=75(B)42=140(B)43=140(B)44=81(B)45=131(B)46=131(B)47=131(B)49=181(B)50=181(B)51=181(B)52=181(B)53=181(B)54=181(B) 55=20(B) 56=-20(B) 57=131(B) 15) Dead +0.75 Roof Live (bat.)+0.75(0.6 MVVFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=45, 3-12=-45, 12-14=-45, 14-15=-37, 26-48=20, 1948=13(F=33), 19-29=-20 Horz: 1-3=1, 12-14=7, 14-15=7 Concentrated Loads (Ib) Vert: 3=81(B)7=75(B)12=238(B)24=281(B)6=75(B)21=181(B)20=181(B)9=75(B)17=281(B)33=81(B)34=81(B)35=81(B)36=75(B)37=75(B)38=75(B).. 39=75(B)40=75(B)42=140(B)43=140(B)44=81(8)45=131(B)46=131(B)47=131(B)49=181(8)50=181(B)51=181(B)52=181(B)53=181(B).54=181(B) 55=-20(B) 56=20(13) 57=131(B) 16) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=45, 3-12=45, 12-14=45, 14-15=-37, 2648=20, 1948=13(F=33), 19-29=-20 Horz: 1-3=1, 12-14=1, 14-15=7 Concentrated Loads (lb) Vert: 3=81(B)7=75(B)12=238(B)24=281(B)6=75(B)21=181(B)20=181(B)9=75(B)17=281(B)33=81IB)34=81(B)35=81(B)36=75(B)37=75(B)38=75(B) 39=75(B)40=75(B)42=140(B)43=140(B)44=81(B)45=131(B)46=131(B)47=131(B)49=181(B)50=181(B)51=181(B)52=181(B)53=181(B)54=181(B) 55=-20(B) 56=-20(B) 67=1 31 (B) 21) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=25, 3-32=58, 32-36=49, 3641=33, 1241=25, 12-14=36, 14-15=24, 2648=12, 1948=32(F=44), 19-29=12 Horz: 1-3=34, 12-14=44, 14-15=33 Concentrated Loads Ilia) Vert: 3=95(8) 7=-85(B) 12=214(B) 24=-1 l9(B) 6=-85(13) 21=6(B) 20=6(B) 9=-85(B) 17=119(B) 33=-103(B) 34=-103(B) 35=103(13) 36=-95(B) 37=85(8) 38=-85(B) 39=-85(B) 40=-85(B) 42=129(13) 43=-127(B) 44=-79(B) 45=10(B) 46=10(B) 47=10(B) 49=6(B) 50=6(B) 51Y(B) 52=6(B) 53=6(B) 54=6(B) 55=64(B) 56=64(B) 57=10(B) 22) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pip Vert: 1-3=36, 3-36=25. 3641=33, 1241=49, 12-14=25, 14-15=57, 26-48=12, 1948=32(F=44), 191 Horz: 1-3=44, 12-14=34, 14-15=66 Concentrated Loads (lb) Vert: 3=-84(B) 7=-85(B) 12=222(1]1) 24=-119(B) 6=85(B) 21=6(B) 20=6(B) 9=-85(8) 17=119(B) 33=-79(B) 34=79(13) 35=-79(B) 36=-79(8) 37=85(e) 38=85(B) 39=-85(B) 40=85(B) 42=148(13) 43=-151(B) 44=-103(B) 45=10(B) 46=10(B) 47=10(B) 49=6(B) 50=6(B) 51=6(B) 52=6(B) 53=6(8) 54=6(B) 55=64(B) 56=-64(8) 57=10(B) 23) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pli) Vert: 1-3=29, 3-12=16, 12-14=7, 14-15=19, 2648=20, 1948=24(F=44), 19-29=-20 Horz: 1-3=15, 12-14=21, 14-15=33 Concentrated Loads (Ib) Vert: 3=-32(B) 7=36(B) 12=138(8) 24=-100(8) 6=-36(B) 21=14(B) 20=14(B) 9=-36IB) 17=-100(B) 33=38(B) 34=38(B) 35=38(B) 36=-36(B) 37=36(13) 38=36(1]1) 39=36(B) 40=36(B) 42=86(B)43=86(B) 44=-38(B) 45=18(B) 46=18(B) 47=1B(B)49=14(B)50=14(B)51=14(5)52=14(B)53=14(B)54=14(B)55=56(B)56=56(13)57=18(B) 24) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increaee=1.60 Uniform Loads (plf) Vert: 1-3=7, 3-12=16, 12-14=-29, 14-15=-17, 2648=20, 1948=24(F=44), 19-29=-20 Horz: 1-3=21, 12-14=-15, 14-15=3 ®WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGEMII-TJI] mv. 10,V312015 BEFORE USE. Design valid Weise Only with siri connectors. This design is based only upon parameters shown, and is loran Individual belong component, not a truss amount.&fore use, the building designer must yea Oe appllrabirvyoldmli parameters and pmpedyincarmose this design into the owrall buildingdesigo. Brazing indicated is to prevent bui ofmcmdual "as web cover chord members ony. Additional temporary and permanent bracing MiTek' Is ahmays required for stability and to prevent collapse web possible personal injury and property damage. ForgenemlguidanceregardiWits, fabriel storage, deGververetion and beading uftmsses andbusssystems,see ANSMIf Quality CtlMda, DSSi and Bear Building Component 6904 Parke East Mid. Saretylnformadan aw0ablefrom Truss Platelmehme,218 N.Lee SmdiSube312, Alexandria,VA22314. Tampa, FL 36610 Job ss Truss Type Oty Ply LEATHERWOOD T16926154 J37743-J37743A IF'2G Hip Girder 1 1 Job Reference (optional) Deer wew a n. tierce, rt..wnvo 8, 2u 5 Nov 16 2018 MITek Industries, Inc. Tue Apr 3014:25:46 2019 Page 4 ID: EBLbweHSzWxBCs5m9E7m zyRrlr-ARX4A2Wyvia258P9xSleRlerizXXAha4wyvSVzLVi3 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=49(B) 7=-36(8) 12=119(B) 24=-100(B) 6=36(B) 21=14(B) 20=14(B) 9=36(13) 17=-100(B) 33=-38(B) 34=38(13) 35=38(13) 36=36(13) 37=36(13) 38=-36(B) 39=-36(B) 40=36(B) 42=86(13) 43=-86(13) 44=38(13) 45=18(B) 46=18(B) 47=1 B(B) 49=14(B) 50=14(B) 51=14(B) 52=14(B) 53=14(B) 54=14(B) 55=-56(B) 56=-56(B) 57=18(B) 25) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=52, 3-12=62,12-14=52,14-15=84. 26-48=12, 19-48=32(F=44),19-29=12 Ham: 1-3=61, 12-14=61. 14-15=93 Concentrated Loads (Ib) Vert: 3=-106(B) 7=104(13) 12=-236(B) 24=119(B) 6=-104(B) 21=6(B) 20=6(B) 9=104(13) 17=-119(B) 33=-106(B) 34=106(B) 35=106(13) 36=104(13) 37=-104(B) 38=-1 D4(13) 39=104(13) 40=104(13) 42=154(B) 43=154(13) 44=106(B) 45=1 O(B) 46=10(B) 47=10(B) 49=6(B) 50=6(B) 51=6(B) 52=6(B) 53=6(B) 54=6(B) 55=-64(B) 56=64(13) 57=10(B) 26) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-3=19,3-12=19, 12-14=19, 14-15=51, 26-48=12,19-48=32(F=44), 19-29=-12 Holz: 1-3=28, 12-14=28, 14-15=60 Concentrated Loads (Ib) Vert: 3=-73(B) 7=-71(B) 12=203(B) 24=-119(B) 6=-71(B) 21=6(B) 20=6(B) 9=71(B) 17=t19(B) 33=-73(B) 34=-73(B) 35=73(B) 36=71(B) 37=71(B) 38=71(B) 39=-71(B)40=-71(e)42=121(B)43=-121(B)44=-73(B)45=10(B)46=10(B)47=10(B)49=6(B)50=6(B)51=6(B)52=6(B)53=6(B)54=6(B)55=-64(B)56=64(B) 57=10(B) 27) Reversal: Dead+0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(pIQ Vert: 1J=16, 3-12=16, 12-14=-16, 1415=4, 2648=20, 1948=24(F=44), 19-29=-20 Harz: 1-3=2, 12-14=2, 14-15=10 Concentrated Loads (Ib) Vert: 3=38(B) 7=-36(B) 12=128(B) 24=-100(B) 6=36(B) 21=14(B) 20=14(B) 9=36(B) 17=100(B) 33=-38(B) 34=38(13) 35=38(B) 36=-36(B) 37=-36(B) 38=36(13) 39=-36(B) 40=36(B) 42=86(B) 43=-86(B) 44=38(13) 45=18(B) 46=18(B) 47=18(B) 49=14(B) 50=14(B) 51=14(B) 52=14(B) 53=14(B) 54=14(B) 55=56(B) 56=-56(B) 57=18(B) 28) Reversal: Dead +0.6 MVJFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (ph) Vert: 1-3=16, 3-12=16, 12-14=46, 14-15=4, 2648=20, 19-48=24(F=44), 19-29=-20 Holz: 1-3=2, 12-14=2, 14-15=10 Concentrated Loads (lb) Vert: 3=38(8) 7=36(13) 12=128(13) 24=-100(B) 6�36(13) 21=14(B) 20=14(B) 9=36(B) 17=-100(B) 33=-38(B) 34=38(6) 35=38(B) 36=36(B) 37=-36(B) 38=-36(B)39=36(13)40=36(13)42=-86(B)43=-86(B)44=-38(B)45=18(B)46=18(B)47=18(B)49=14(B)50=14(B) 51=14(B) 52=14(B) 53=14(B) 54=14(B) 55=-56(B) 56=56(13) 57=18(B) 29) Reversal: Dead +0.75 Roof Live (bat.)+0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(pIQ Vert: 1-3=55, 3-12=45, 12-14=28, 14-15=19, 2648=20, 19-48=13(F=33), 19-29=20 HOC: 1-3=11, 12-14=16, 14-15=25 Concentrated Loads (Ib) Vert: 3=-31(B) 7=32(13) 12=133(13) 24=-224(B) 6=-32(B) 21=-5l(B) 20=51(13) 9=32(B) 17=-224(3) 33=-36(B) 34=36(13) 35=36(13) 36=32(B) 37=-32(B) 38=-32(B) 39=32(B) 40=32(13) 42=110(13) 43=-110(B) 44=-36(B) 45=45(13) 46=45(B) 47=45(B) 49=51(13).50=51(B) 51=-51(B) 52=5l (B) 53=-51(B) 54=51(13) 55=-66(B) 56=66(13) 57=45(B) 30) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uni(orn Loads (pIQ Vert: 1-3=28, 3-12=-45, 12-14=-55, 14-15=46, 2648=20, 19-48=13(F=33), 19-29=-20 Harz: 1-3=M 12-14=-11, 14-15=-2 Concentrated Loads (Ib) Vert: 3=44(B) 7=32(13) 12=118(13) 24=-224(B) 6=-32(B) 21=-51(B) 20=51(13) 9=32(13) 17=224(13) 33=36(1!1) 34=36(13) 35=-36(B) 36=-32(B) 37=32(B) 38=32(13) 39=32(13) 40=-32(B) 42=110(13) 43=-110(B) 44=36(13) 45=-45(B) 46=-45(B) 47=45(13) 49=-51(B) 50=51(13) 51=51(B) 52=51(13) 53=-51(B) 54=-51(B) 55=66(13) 56=-66(3) 57=45(B) 31) Reversal: Dead +0.75 Roof Live (bat.)+0.75(0.6 MWFRS Wind (Neg. Intl tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(pM Vert: 1-3=45, 3-12=-45, 12-14=45, 14-15=37, 26-48=20, 19-48=13(F=33), 19-29=-20 Holz: 1-3=1, 12-14=1, 14-15=7 Concentrated Loads (Ib) Vert: 3=-36(B) 7=32(13) 12=125(1!11) 24=224(B) 6=32(B) 21=-51(B) 20=51(13) 9=32(13) 17=224(13) 33=36(13) 34=36(1!1) 35=-36(8) 36=32(13) 37=32(11) 38=32(B) 39=.32(B) 40=-32(B) 42=-110(13) 43=-110(B) 44=36(13) 45=45(B) 46�45(1]1) 47=45(B) 49=51(13) 50=51(13) 51=-51(B) 52=-51(B) 53=51(S) 54=51(B) 55=66(13) 56=-66(B) 57=45(B) 32) Reversal: Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 UnBOrn Loads (pit) Vert: 1-3=-45, 3-12=45, 12-14=45, 14-15=-37, 2648=20, 1948=13(F=33), 19-29=20 Ham: 1-3=1, 12-14=1, 14-15=7 Concentrated Loads (lb) Vert: 3=-36(B) 7=32(8) 12=125(15) 24=-224(B) 6=-32(B) 21=51(B) 20=51(13) 9=32(B) 17=-224(B) 33=36(13) 34=36(13) 35=36(8) 36=32(13) 37=72(B) 38=32(13) 39=-32(B) 40=-32(B) 42=110(13) 43=-110(B) 44=-36(B) 45=45(B) 46=45(B) 47=45(3) 49=-51(B) 50=51(13) 51=51(13) 52=-51(B) 53=-51(B) 54=51(B) 55=66(B) 56=-66(B) 57=45(B) ®WARNING - Vent' design paramelers anOREAO NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 10/0312015 BEFORE USE. Design wale for use ony win MITek® connectors. This design Is based eny upon parameters shown, and is for an incMduai building component, m1 a fuels system. Before use, the building designer must with, the applicability of design parameters and property incorporate this design into the overall• buieingdesign. Bracing Indicated is to prevent buckling of ln4Mdudl base web anent chord members only. Additional tempamry and permanent bracing MiTek' is always required for slabitdy and to prevent collapse win possible personal adut, and property damage. Far generei guidance regarding the fabrication, slomge. deTwery, station and bacng oftmsses ant Was systems,see ANSUTPlf Quality Cnlene, DS 9 and SCSI Building Component 6904 PNIA East BM. Salretyinfmmafion available from Truss Plate Masada. 218 N. Lee street, Suite 31Z Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type pry Ply LEATHERWOOD T16926155 J3774&J37743A 801 ROOF TRU58 4 1 Jab Reverence o lional 8.220 S Nov 16 2018 Miele IndaMes, Inc. Tue Apr 30 14:25:48 2019 Stale=1:63.5 4x4 = je 3x5 = 1x4 It 4xa MISSHS = 4x8M18SHS = 1.4 II see = 3x4 = 3x4 = 5-10-18-10.0 41-'l 2412 &-0 I 4-114 4A-0- 4 294i-0 n_ Plate Offsets (X Y)- 15:0-1-0 0-0-31 189-1-0 0-031 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 VerUUQ -0.55 13-15 >644 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Ven(CT) -0.7415-16 1481 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.45 Horz(CT) 0.12 11 rda mia BCDL 10.0 Code FBC2017/7PI2014 MaVix-MS Wnd(LL) -0.46 16-18 >781 240 Weight: 1431b FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD 5.8: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except- 14-17: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 BOTCHORD JOINTS REACTIONS. (lb/size) 2=1741/041-0.11=177210-8-0 Max Hom 2=.258(LC 6) Max Uplift 2=725(LC 8), 11=726(LC 8) Max Grant 2=1745(LC 14), 11=1772(LC 1) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3852/1334, 34=3458/1073, 4-5=3105/1096, 5-6=639/325, 6-8=-652/325, 8-9=-3129ll09S, 9-10=-3466t1074, 10-11=-3939/1336,5-7=-2719/824,7-8=2719/824 BOT CHORD 2-18=1103/3716, 1&18=-1103/3716, 15-16=-725/3178, 13-15=-1105/3604, 11-13=-1105/3604 WEBS 4-16=0/679, 9.15=0/638, &7=-120/330, 3-16=688/409, 10-15=686/411 Structural wood sheathing directly applied or 2-5-14 cc purlins. Except: 3-3-0 cc bracing: 5-7 3-5-0 cc bracing: 7-8 Rigid ceiling directly applied or 5-10-13 cc bmcing. 1 Brace at JUs): 7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf, h=15ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about fts center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bottom chord live load (20.0 psf) and additional bottom chord dead load (20.0 psf) applied only to room. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7251b uplift atjoint 2 and 7261b uplift at joint 11. 10) Load case(s) 1, 2, 3, 4, S. 6, 7, 8, 9, 10, 11, 12. 13. 14, 15, 16, 17, 18, 19. 20. 21 hasthave been modified. Building designer must review loads to verify that they are Correct for the intended use of this truss. 11) Graphical pudin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (5). Walter P. Finn PE Ne.22839 Miek USA, Inc. FL Can 6634 SH4 Parka East Blvd Tampa FL 33610 Debt: Mav 1.2019 slFt�l4 . WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJAT rev. IOM312015 BEFORE USE. Design valid for use onywilb Miele® Connectors. This design is based ony upon parameters shown, and is for an indimdua bu0ding component, not �- a Wes system. Before use, the building designer munveriy the app6wbility of design parameters end propeM incorporate this design intothe overall ■■■ Cuildingdesign. Bracing indicated late prevent buckling ofindividual Wss web amPorchonl members cnly.Accused! temporary and peimanem bracing MiTek' is always required for stability and to prevent cogapsewam h possible personal ingeyand property daage. For general guidance regarding the fabrication, storage,delivery, erection and bmcing oftmsses and truss Systems. see ANSIA71f Quality Emend., DSB489 and BCSl Building Component Saferybdormadan avagable from Tmss Pl4e InMftute, 21a N. Lee S 0, Suae 312, Alexandria, VA 22314. mod Parke Blvd. East B Tampa, FL Job Truss Truss Type Oty Ply LEATHERWOOD T16926155 J37743J37743A 301 ROOF TRUSS 4 1 Job Reference (optional) BUD s Nov 16 2018 MTek Industries, Inc. Tue Apr 3014:25:48 2019 Page 2 ID:d9LbvmHSzVVxBCs5m9E7c8zyRr1 r-7gfrbkZIUMIHOIOGMUmjsNRKhcm?5otSDR?XOzLVTI LOAD CASE(S) 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plp Vert 1-5=54, 5-6=54, 6-8=94, 8-12=-54, 16-19=-20, 15.16=-60, 15-22=-20, 5-7=54, 7-8=-94 Concentrated Loads (Ili Vert: 25=-10D(F) 28=100(F) 2) Dead +0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-44, 5-6=44, 6-8=74, 8-12=44, 16-19=-20, 15.16=90, 15-22=-20, 5-7=-44, 7-8=-74 Concentrated Loads (lb) Vert: 25=400(F) 28=100(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vertu-5=14, 5.6=14, 6-8=-14, 8-12=-14, 16-19=-40, 15-16=60, 15-22=-40, 5-8=-14 Concentrated Leads (Ib) Vert: 25=-100(F) 28=100(F) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pill Vert: 1-2=54, 2-5=22, 5-6=22, 6-8=36, 8-11=36, 11-12=24, 16-19=12, 15-16= 36, 15-22=-12, 5-26=64, 8-26=42 Horz: 1-2=63, 2-5=31, 5-6=31, 6-8=44, 8-11=44, 11-12=33 Concentrated Loads (lb) Vert: 25=-100(F) 28=100(F) 5) Dead } 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=24, 2-5=36, 5-6=36, 6-8=22, 8-11=22, 11-12=54, 16-19=12, 15-16=36, 15.22=12, 5-27=42, 8-27=64 Horz: 1-2=33, 2-5=44, 5-6=44, 6-8=31, 8-1 1=31,11-12=63 Concentrated Loads (lb) Vert: 25=100(F) 28=100(F) 6) Dead+0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Undone Loads (pit) Vert: 1-2=20, 2-5=31, 5-6=31, 6-8=7, 8-11=7, 11-12=19, 16-19=-20, 15-16=-60, 15-22=20, 5-8=-27 Horz: 1-2=6, 2-5=17, 5-6=17, 6-8=21, 8-11=21, 11-12=33 Concentrated Loads (lb) Vert: 25=100(F) 28=1013 fl 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pip Vert: 1-2=19, 2-5=7, 5-6=7, 6-8=31, 8-11=31, 11-12=20, 16-19=-20, 15-16=60, 15-22=-20, 5-8=-27 Horz: 1-2=33, 2-5=21, 5-6=21, 6-8=-17, 8-11=-17, 11-12=6 Concentrated Loads (Ib) Vert: 25=100(F) 28=100(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=84, 2-5=52, 5-6=52, 6-8=52, B-11=52, 11-12=84, 16-19=12, iS16=36, 15-22=-12, 5-8=64 Horz: 1-2=93, 2-5=61, 5-6=61, 6-8=61, 841=61, 11-12=93 Concentrated Loads (Ib) Vert: 25=-100(F)28=-100(F) 9) Dead +0.6 MWFRS Wnd (Pos. Internal) 2ntl Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plp Vert: 1-2=51, 2-5=19,5-6=19,6-8=19,8-11=19, 11-12=51, 16-19=12,15A6=-36, 15-22=-12,5-8=31 Horz: 1-2=60, 2-5=28, 56=-28, 6-8=28, 8-11=28, 11-12=60 Concentrated Loads (Ib) Vert: 25=-100(F) 28=100(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plp Vert: 1-2=-4, 2-5=16, 5-6=16, 6-8=16, 8-11=-16, 11-12=4, 16-19=20, 15-16=-60, 15-22=-20, 5.8=-27 Horz: 1-2=-10, 2-5=2, 5.6=2, 6-8=2, 8-11=2, 11-12=10 Concentrated Loads (lb) Vert: 25=100(F) 28=100(F) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2ntl Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pip Vert: 1-2=4, 2-5=16, 5-6=16, 6-8=16, 8-11=16, 11-12=4, 16-19=20„ 15-16=-60, 15-22=-20, 5A=-27 Horz: 1-2=10, 2-5=2, 5-6=2, 6-8=2, 8-11=2, 11-12=10 Concentrated Loads (Ib) Vert: 25=-100(F) 28=100(F) 12) Dead +Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plp Vert: 1-5=14, 5-6=14, 6-8=14, &12=14, 16-19=20, 15-16=-100, 15-22=-20, 5-8=-14 Concentrated Loads (lb) Vert: 25=100(F) 28=100(F) 13) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pip Vert: 1-5=14, 56=14, 6-8=14, 8-12=-14, 16-19=-20, 15-16=100, 15-22=20, 5-8=-14 Concentrated Loads (Ib) Vert: 25=100(F) 28=100(F) ®WARNING- Verify design parameters anOREAD NOTES ON THIS AND INCLUDED 611TEK REFERENCE PAGE Mlld472 rev. 10/0"015 aEFORE USE. Design valid for use onlywith MTeM dissectors. This design is based only upon parameters shown, and is for an IndiNdual lnetauding component, n � a Dues system. Before use. the building designer musvenyme applicability of desgn parameters and properly incorporate this design into the overell builiingdesign.Bating!WlcMedistopmventWWingothditidualtmsswebanwwmoNmembersony. Adiiti0nstempoayandpermanemlracing iwiTek' is always issued for sablidy and to preverd mllapsewh possible personal injury and propertydamage. Fdrgenealguidanceregardingthe fabnGdon, decade. delivery, doodle. and breUlg Ottasses and lies systems. see ANSIlhPI1 Duality CriMda, DSB49 and BCSI Building Component 6904 Perke East BNd. Safeylef rmation available from Teem Plate Institute, 218 N. Lee Street, Suite 312, Alumina. VA 22314. Tampa, FL 36610 Job Truss Tmss Type 0ty Ply LEATHERWOOD T16926155 J37743-J37743A B01 ROOF TRUSS 4 i Job Reference o banal .,w., Fu Fiat 34946 e1 Us NOV lb ZUltl MIIeK Industries, Inc. Tue Apr301425:482019 Pages ID: dBLbweHSZW.BCs5m9E7c8z Rrlr-7gfrbk7JUWYIHOIoGMUmjsNRKhcq?5otSDR?XOzLVTI LOAD CASE(S) 14) Dead +0.75 Roof Live (bal.) +0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Lett): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 18, 2-5=57, 5-6=57, 6-8=58, 8-11=-28, 11-12=-19, 16-19=-20, 15-16=-90, 15-22=20, 5-7=-54, 7-8=-84 Hom: 1-2=4, 2-5=13, 56=13, 6-8=16, 8-11=16, 11-12=25 Concentrated Loads (lb) Vert: 25=100(F) 28=100(F) 15) Dead +0.75 Roof Live (bal.)+0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=19, 2-5=28, 56=28, 6-8=87, 8-11=57, 11-12=-48, 16-19=20, 15-16=-90, 15-22=20, 5-7=54, 7-8=84 Horz: 1-2=25, 2-5=16, 5-6=16, 6-8=-13, 8-11 Concentrated Loads (lb) Vert: 25=-100(F) 28=100(F) 16) Dead +0.75 Roof Live (bal.) +0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Intl 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pip Vert: 1-2=37, 2-5=-45, 5-6= 45, 6-8=75, 8-11=-45, 11-12=37, 16-19=20, 15-16=-90, 15-22=20, 5-7=54, 7-8=84 Harz: 1-2=7, 2-5=1, 56=1, 6-8=1, 8.11=1, 11-12=7 Concentrated Loads (Ib) Vert: 25=100(F) 28=100(F) 17) Dead +0.75 Roof Live (bal.)+0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Intl 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=37, 2-5=45, 56=-45, 6.8=75, 8-11=-45, 11-12=-37, 16-19=20, 15-16=90, 1522=20, 5-7=54, 76=84 Horz: 1-2=7, 2-5=1, 5-6=1, 6-8=1, 8-11=1, 11-12=7 Concentrated Loads (lb) Vert: 25=100(F) 28=100(F) 18) 1 at Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-5=54, 5-6=54, 6-8=14, 8-12=14, 16-19=20, 15-16=60, 15-22=-20, 57=54, 76=14 Concentrated Loads (lb) Vert: 25=100(F) 28=100(F) 19) 2nd Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=14, 5-6=14, 6-8=54, 8-12=-54, 16-19=-20, 15-16=60, 15-22=-20, 5-7=-14, 76=54 Concentrated Loads (lb) Vert: 25=-100(F) 28=100(F) 20) 3rd Dead +0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Umforn Loads (plf) Vert: 1-5=-44, 5-6=44, 66=14, 8-12=-14, 16-19=-20, 15-16=90, 15-22=-20, 5-7=-44, 7-8=14 Concentrated Loads (lb) Vert: 25=-100(F) 28=100(F) 21) 4th Dead +0.75 Roof Live (unbalanced) +0.75Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-5=14, 5-6=14, 66=44, 8-12=44, 16-19=-20, 15-16=90, 15-22=-20, 5-7=-14, 7-8=-44 Concentrated Loads (lb) Vert: 25=100(F) 28=100(F) ®WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI-7473 rev. 10,'03ROIS-BEFORE USE. Design valid for use only wah MrekiSconnectore. This design is based only upon parameters shown, and Is faran Individual bugdilg component, rim seeses M1 a tmss system Before use, roe building designer mustveny0e applicebilly of design pammetere and property incorporate Nis design Nto the overall buildingdesign. Bracing indicated is to prevent buckling of individual Miss web anmor chow members only.Additional temporary and peananem bracing MiTek' Is always requiredfor atabiNy, and A prevent catalpas whh possible personal injury didpmperty damage. For general guidance regaaI Me fabrication.storage. usersry, Cm Won and orating of busses and truss systems, see ANSUT7110ualrfy CTffeme, OSB49 and Dead Building Component SefetYMfOmn fi availableh Truss PiMelnsidme.218N.t eSne,Suge3l2,Aleaandda,VA22314. 6906 Parke East BNd. Tamp;FL to ' Job Truss Truss Type 0ty Ply T16926156 J37743-J37743A B02 Hip 7 1 �LEATHERWOOD Job Reference D tional weal uuas. Fi. name, ru.w9so 8.220 s Nov 162018 MiTek Industries, Inc. Tue Apr 30 14:25:49 2019 Page 1 ID: d81-bweHSzWxBCs5m9E7c8zyRrl r-bODDp4aNFgg9vYLg3??G3whl4?OkVzOhtBZ3gzLVrO -1-0-0 6-314 13-0-0 16-8-0 22-10-2 29.8-0 31-0-0 1-0-0 6-9-14 6-2-2 3A-0 &2-2 6-9-14 148 4x8 = 44 = 4 20 Scale=152.7 us 1d 3x4 = 1x4 II 3x4 = 3x4 = 3x8 = lx4 II 3x4 = 69-14 13-0-0 i6-e-O 22-10-2 I 29b-0 fi-9-t4 6_2p Axn i I Plate Offsets (X Y)— f4:0-5-4 0-2-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Ude8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.13 12 -999 360 MT20 244f190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.25 12-13 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.65 Hom(CT) 0,09 7 Na rda BCDL 10.0 Code FBC20177TP12014 Matrix -MS Wind(L-) 0.19 12 >999 240 Weight: 1481b FT=0% LUMBER- BRACING - TOP CHORD 2x4 Ste No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 Ste No.3 REACTIONS. (lb/size) 2=1170/0-8-0, 7=1170/0-8-0 Max Horz 2=214(LC 7) , Max Uplift 2=-708(LC 8), 7=708(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2317/1233, 3-4=-1665/965, 4-5=1480/953, 5-6=1666/965, 6-7=-2316/1233 BOT CHORD 2-13=990/2089, 12-13=-990/2089, 10-12=573/1479, 9-10=990/2088, 7-9=990/2088 WEBS 3-13=0/283, 3-12=715/462, 4-12=135/389, 5.10=-135/389, 6-10=715/461, 6-9=0/282 Structural wood sheathing directly applied or 3-4-13 cc purling. Rigid ceiling directly applied or 5-9A0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vufl=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;. BCDL=6.Opsf; h=15ft; B=45ft; L=24fi; eave=oft; Can. 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 708 lb uplift at joint 2 and 708 Ib uplift at joint 7. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Walter P. Finn PE No.22039 ISTrA USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33810 Dee: May 1,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Jun-7413 re✓. 1"312015 BEFORE USE. Design valid per use only win Mrek®Connectms. This design Is based ony upon parameters Shown, and is for an Indivulual building component, not a over, system. Befee use, the building designer must veriy Me appti=bilfty of design parameters antl pmpedy incorporate this design me the overall buildingdesign. Bracing indicated is to prevent buckling of IcMdual truss web anger Mord members Cub. Additonalnmporryandpennanentbmacing MiTek' is always required for stabiNy and to prevent=tidpSe wlh possible personal fouryand property damage. For general guidance regarding Me fabrication, notate, delivery, erection and croon ofbusses and truss systems. see ANSI/TPll Quality Cri(ena, DSB49 and BCSl Building Component areas Palle East Blvd. Saferylnlber aUan avalable fmm Truss Plate Instdute, 218 N. Lee Umet, Softe 312, Alexandra. VA 22314. Tampa, R 36610 Jab mss Tmss Type City Ply LEATHERWOOD T16926157 J37743J37743A 803 Hip 1 1 Job Reference io tional ---•---_•••�__. ••_• ....=r - Ilex ingusmes, mc. welvpr su fa:dD:au mta rage) ID:d8LbweHSZV*BCsSm9E7c8zyRrlr3DnbOQb008oOWISAOmWEpHSoEUMSTItAwXw6bHzLVT? 59-14 I 1-0--0 1832&-102 5-2-2 3 L1622 735.9-0 --0 a 48 = Axel = 4 20 21 5 3x4 = 1x4 I 3X4 3x4 = Side = 1.4 II 3X4 5-9-14 11-0-0 1&8-0 2310-2 2943-0 S9.td 59-9 ]An 1 Stale = 152.7 Plate Offsets (X Y)- f4:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) -0.13 10-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.3010-12 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.35 HOR(CT) 0.09 7 1 Na BCOL 10.0 Code FBC20177TPI2014 Matrix -MS Wnd(LL) 0.19 10-12 >999 240 Weight: 144111 FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 2=1170/03-0, 7=1170/0-8-0 Max Hom 2=184(LC 7) Max Uplift 2=-708(LC 8). 7=708(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-9 ac bracing. WEBS 1Row at midpl 4-10 with 2x4 SP No.3 with 2- 1Od (0.131"x3") nails and cross brace spacing of 20-0-0 cc. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2354/1253, 3-0=-1860/1050, 4-5=1678/1028, 5-6=1860/1050, 6-7=2353/1253 BOT CHORD 2-13=-1018/2128, 12-13=1018/2128, 10-12=-699/1678, 9-10=1018/2128, 7-9=-1018/2128 WEBS 3-12=544/354, 4-12=59/423, 5-10=69/424, 6-10=544/354 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 708 Ib uplift at joint 2 and 708 lb uplift at joint 7. 8) Waning: Additional permanent and stability bracing for truss system (not pan of this Component design) is always required. Walter P. Finn PE No.22839 III O USA, Inc. FL Cent 66M ON Parxe East Blvd. Tampa FL 33610 Date: May 1,2019 ®WARNING -Verity, design Parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE h111d4TJ rev. 10N3/2ITS BEFORE USE. Design vkA mnt• alid for use only with Mrreconnectors. This design is based only upon parameters shown, and Is for an individual building componenot a buss system. Before use, Me building designer must verily the appgcability ram of design parameters and property lucatporete Nis design into the overall buildingdeeigh. Bracing indicated is to prevent buckling of indmdual thus= web andldr chord members only. AddiiorWtempoaryaropermanentbraung MiTek' is always required for stability and to prevent collapse with possible personal ahmand property damage. For general guidance regarding the fibaa8on. Whole. delivery erection and braung ofthusses and busasystems.see ANS17711 Quality Cni OSS49 antl BEST Building Component 6904 Parke East Blvd. Saraylnformetion avaiable hors Tmss Plate Institute. 218 N. Lee street, Sidle 312, Alexandria, VA U314. Tampa, FL 36610 Job Truss Truss Type Oty Ply LEATHERWOOD T16926158 J37743-J37743A B04 Hip 1 1 Job Reference (optional) Ee>wuml nmq rl. rlelue, FL.wem 8220 s Nov 162018 MTek Industries, Inc. Tue Apr 30 14:25:52 2019 Page ID:d8LbweHSzWxBCs5m9E708zyRrl r-?buMR6tGY13kmOcZVB2iuYDal_cnGTNrPDf9zLVSz 1-0-0 49-14 94}0 1410-0 20E-0 2410-2 L= I 1-00 MIN 4-2-2 I 5-10-0 1 5-10-0 1 4-2-2 49-14 ~-0O� t on 4x8 = 1x4 11 4x8 = 4 19 5 20 6 Scale = 152.7 3x4 = 3x4 = 5x8 = 3x4 = 3x4 = 9-0-0 14-109 208-0k 29-8-0 1 s-o-D s1m R-ern I Plate Offsets (X Y)- [2:0-1-6 0-0-0I [4:0.5.4 0-2-0) [6:0-5.4 0.2-01 [810.1-6 0-0-0j ft l:0-4-0 0-3-01 LOADING (psry SPACING. 2-D-0 CSI. DEFL. in (Idc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(L-) -0.16 10-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.3610-18 >986 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017)TPI2014 Matrix -MS Wind(L-) 0.23 11 >999 240 Weight: 144 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 3-6-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1170/0-8-0, 8=1170/D-8.0 Max Horz 2=154(LC 7) Max Uplift 2=-708(LC 8), 8=708(LC 8) FORCES. (lb) -Max. ComP./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-2352fl317, 3-4=-2039/1110, 4-5=2184/1295, 5-6=2184/1295, 6-7=2039/1110, 7-8=-2352/1317 BOT CHORD 2-12=1086/2152, 11-12=795/1848, 10-11=-795/1848, 8-10=-1086/2152 WEBS 3-12=-372/319,4-12=-34/391,4-11=264/505,5-11=-360/340,6-11=264/505, fi-10=-34/391.7-10=372/319 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonccncurent with any other live loads. 6) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 708 Us uplift at joint 2 and 708 111 uplift at joint 8. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 NTek USA, Inc. FL Cart 6634 69g4 Parke East Blvd Tampa FL 33610 Date: May 1,2019 ®WARNING- Verifydesignparametts a BREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1W03/2015BEFOREUSE. Design wad for use only well NTeWconnec om. This design is basetl only upon pammmem shown, and Is loran Individual building romponeM, not ��• a buss system. Before use, 0e building designer muriveriythe applicabiliyof design parameters and Properly incoryorals Nis design Into the overall buildingdesign. Bmdmg indicated is to Prevent burJdIng olindivldualtoss web andior c had members only. Addtlionaltemporayaropelmanertbracing MiTek' b awrys required for stabJM1y and to prevent caeapse with possible personal inluyand pmpemydamage. Forgeneml guidance regardng the fabnwtion,storage, delivey,eredon and among Atrusses and truss Wilson. see ANSUTP11 Quality CMw*h OSB49 and SCSI Suffding Component 6904 Parke East Bhr. Saletylatormadon available from Truss PIMe Ine.U6ute, 216 N. Lee Street, Suile312. Alexandra, VA22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply LEATHERWOOD T16926159 J37743d37743A B05G Hip Girder 1 1 Inb Reference lnnfnnall Q 2 d O zzu s Nov lb ZUIO MI I ex Industries, Inc. I Ile Apr 3u 14:zo: 9 zuiv 4x8M18SHS = tx4 II 3x8 = 500 12 4 24 25 5 26 27 28 29 30 6 31 32 4x8M18SHS = 7 Stale=1:52.7 3x4 3.4 O 3 8 9 17 16 33 34 1s 35 14 36 19 37 38 12 11 4x10 = 1x4 II 3x4 = 3x10 = 4XBM18SHS = 1Ix4 II 3x8 = 1x4 II Asia = 3-9-14 7-0-0 12J4 17d-12 L 25-10-2 I j&g I I Plate Offsets (X Y)- 12:0-0-00-0-4] (4:D-5-40-2-0) I7:04-00-1-131 (940-0 0-0-41 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in floc) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L-) 0.99 13-15 n361 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.7313-15 >486 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WE 0.72 Horz(CT) -0.24 9 We its BCDL 10.0 Code FBC2017rFP12014 Matrix -MS Weight: 1491b FT=0% LUMBER- TOPCHORD 2x4SPNo.1'Except• 4-7: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP 2850F 1.8E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2224/0-8-0, 9=2282/0-8-0 Max Hoe 2=125(LC 24) Max Uplift 2=-2272(LC 8), 9=2341(LC 8) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-6-8 Be pudins. BOT CHORD Rigid ceiling directly applied or 2-10-5 Be bracing. WEBS 1Row at midpt 4-15.6-12 with 2x4 SP No.3 with 2 - 1 Old (0.131"x3") nails and cross brace spacing of 20-0-0 Go. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ill) or less except when shown. TOP CHORD 2-3=5027/5139, 3-4 -4912/5260, 4.5=6149/6712, 5-6=6149/6712, 6-7=4730/5141, 7-8=5061/5435, 8-9=-5170/5309 BOT CHORD 2-17=-4619/4601, 16-17=4619/4601, 15-16=-4704/4551, 18-15=6536/6193, 12-13=6536/6193, 11-12=4775/4732, 9-11=3775/4732 WEBS 3A6=457/231, 4-16=718/696, 4-15=2040/1894, 5-15=372/398, 6-13=-571/564, 6-12=1735/1875, 7-12=1654/1540, 8-12=471/238 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about 8s center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtenl with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22721b uplift atjoint 2 and 2341 Ib uplift at joint 9. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 106 Ib down and 114 HIS up at 7-0-0, 106 to down and 108 Its up at 9-0-12. 1061b down and 108 Is up at 11-0-12. 106 IS down and 108 IS up at 13-0-12, 106 Ho down and 108 Its up at 14-10-0. 10616 down and 108 Is up at 16-7-4, 106 IS down and 108 lb up at 18-7-4, and 106 Its down and 10816 up at 20-7-4, and 236 HIS down and 3501b up at 22-8-0 on top chord, and 384111 down and 548 He up at 7-0-0, 1471b down and 2401b up at 9-0-12, 1471b down and 240 go up at 11-0-12, 1471b down and 240 IS up at 13-0-12, 14716 down and 240 to up at 14-IM. 147 IS down and 240 la up at 16-7-4, 1471b down and 240 US up at 18-7-4, and 1471b down and 240 Its up at 20-7-4. and 384 IS down and 548 lb up at 22-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Welter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6034 ON Parke East Blvd. Tampa FL 33610 Data: May 1,2019 a9 . WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE MII-7473 ne . ld/0311015 BEFORE USE. Design valid for use only wrth Masks connectors. This design is based only Upon parameters shown, and is for an individual building companent, not ��• a RUSS ayahm. Below Use. the building designer must vedy the app0cabiley of design parameters and properly Ndomcrate this design Me Me ovens] Uuildingdesign. Bracing indicated is to prevent buckling oftndivalual muse web and/or Nod members only. Add3ionallempgaryandperinanembraaing MiTek' Is always required for stability and to prevent collapse well possible personal injury and prepedy damage. Forgeneral gunanw rage sing 0e fabdogon,storage,delivery, madion and binding oftmsses add buss systems,see ANSITNI QuaglyCiited, OS6419 and BCS1 Building Component Safeylnformation availableham Tmss NMelnalitme,218N.Lee Street,Sufe3l2,Alexandra,VA22314. 6904 Parke East BIW. Tampa. FL Seale Job Truss Truss Type pry Ply LEATHERWOOD T16926159 J37743-J37743A BOSG Hip Ginter 1 1 Job Reference o ticnal Eaewuasr Truss, Ft, Pierce, FL 34946 8.220 s Nov 162018 MiTek Industries, Inc. Tue Apr 30 14:25:54 2019 Page ID:d8LbweHSzWxBCs5m9E7cBzyRrlr-x_06sneW3MJS?JmxocbAz7dVT5ggPk31g9uKl2zLVSx LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-7=54, 7-10=54, 18-21=20 Concentrated Loads (lb) Vert: 4=29(F) 7=-139(F) 14=147(F) 16=-384(F)12=384(F) 24=29(F) 25=29(F) 26=-29(F) 28=-29(F) 30=29(F) 31=29(F) 32=29(F) 33=147(F) 34=-147(F) 35=147(F) 36=147(F) 37=147(F) 38=-147(F) AWARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7475 Pew. 10103QO15 BEFORE USE Design valid for use only with MTeklecomerears. This design is Easetl any upon parameters shown, and is for an indiNdual building wmponent, not m� a truss system. Before use, the bulding designer mustveliy Ne appf000lily of design parameters and property Inwryorate Nis design Into Pe overall buildingdesign. Bracing Indicated is to prevent buckling of individual Miss web angler chord members only. Additional temporary and permanent bracing MOW always regubed for Stability and to presem collapse with possible personal Injury and property damage. For general guidance Regarding Me fabrication, Storage, delivery election and bradilg of gasses and Miss systems,see ANSVTPll Quality Clgeda, DSB49 and SCSI Building Component SOMWIRAdd ion Mflableham Truss RMelns We.218N.Lee Street,Suge312,Me ndr 6904 Padre East BIM. ,VA22314. Tampa, FL 36510 Job mss Truss Type 0ty Ply LEATHERWOOD T16926160 J37743-J37743A COtG HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 4x8 II 48 = PV Yid 8.220 s Nov 16 2018 MTek 4x4 = 1x4 11 3x4 = 3x4 = 3x8 = ix4 II Inc. Tue Apr 30 14:25:56 2019 M12sz 64i0 10-0-0 132-0 16A-0 3si 3-2a I 34-0 1 a-2, 3512 Scale=1:28.8 4.8 II 16 Plate Offsets (X Y)- 11:0-2-12 0-0-51 [4:0-5.4 0.2-0][8:Ob3 0-0-51 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (too) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.18 12-13 -999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.1412-13 >999 240 BCLL 0.0 ' Rep Stress Ina NO WE 0.20 Harz(CT) -0.06 8 nm Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 981b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 SLIDER Left 2x8 SP No.2 2-6-0, Right 2x8 SP No.2 2-6.0 REACTIONS. flalsize) 1=1545/0-8-0,8=1545/0-8-0 Max Horz 1=100(LC 24) Max Uplift 1=-1560(LC 8), 8=1560(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc putting. BOT CHORD Rigid ceiling directly applied or 4.0.5 oc bracing. FORCES. (Ib)-Max. ComplMax.Ten.-Allfaced 250(lb) or less except when shown. TOP CHORD 1-3=212712172, 3-4=1940/1995, 4-5=1811/1922, 5-6=-1943/1997, 6-8=2126/2171 BOT CHORD 1-13=1828/1840, 12-13=1828/1840, 10-12=-1751/1809, 9-10=-1828/1839, 8-9=1828/1839 WEBS 3.13=-340/307,4.12=-549/524, 5-10=551/517,6-9=337/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 fd between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1560 Ib uplift at joint 1 and 1560 Its uplift aljoinl 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 2321to down and 2241b up at 1-4-12. 2321b down and 224 Ib up at 3-4-12, 232 lb down and 224 Its up at 54-12, 2321b down and 224 lb up at 7-4-12. 2321b down and 224 lb up at 9.3-0, 2321b down and 22416 up at 11-3-4, and 2321b down and 224 lb up at 13-3-4. and 2321b down and 2241b up at 15-3-4 on bottom chord. The designtselection of such Connection device(s) is the responsibility of others. 9) Wareing: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 10) 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 (IPIQ Vert: 1-4=54, 4-5=54, 5-8=54, 14-2a=20 Concentrated Loads (Ib) Vert: 13=-232(F) 9=232(F) 28=-232(F) 29=232(F) 30=232(F) 31=232(F) 32=-232(F) 33=232(F). Walter P. Finn PE No.22839 MTek USA, Ina. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 1,2019 WARNING -Verity dear1nparamelera and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE M1-7473 mv. 10103120159EFORE USE. Design valid forum only with MITeWconnectors. This design is based only upon parameters shown, and Is for an individual Malang component, not Kv 11• a Wss system Before use, the building designer must verity the appkoabilay of deign parameters and property incorporate this design into the overall buildingdesign. Bracing lndicaled is to prevent buckling of infiv&ml truss web andfor chord members only. Mcbmal temporary and permanent bracing MTek' Is always required for stabiay and to prevent collapse with poseble personal injuryand property damage. For general guidance regarding the fabdw4on,storage,delivery,emnonmdbmdngof Wswsand Wsasyslems,eee ANSVTPH Dually around, DSBA9 and SCSI Bundling Component Sides parka East BM. Safetylnformadon Available Wm Tram Plate lnst6vte,218 N. Lee Street, Sude3IZAlemndna.VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LEATHERWOOD TI6926161 J37743J37743A CO2 HIP 1 1 Job Reference o lional o.ZN s nov to Zvio MI I eK Inaustnes, IOC. I ue Apr 5U 14:2oOr` ZU19 ID:d8LbweHSzVVxBCs5m9E7c8zyRrlr-MZIFUpgPMHhlsnUW]18tbIF7aJIbcFaCX77 KI Stale=1:33.7 Axe CC 2 15 Ass = 3 1x4 II 3x4 3x4 = 3x4 = 3x4 = Plate Offsets (X Y)— 12:0.54 0-2-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in floc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.71 Vert(LL) 0.32 8-11 >716 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.20 8-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) -0.04 4 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 78 to FT=0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1 =71310-8-0. 4=790/0-8-0 Max Horz 1=-123(LC 6) Max Uplift 1=-805(LC 8). 4=926(LC 8) FORCES. (It) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1285/1419, 2-3=-1140/1381, 34=1290/1404 BOT CHORD 1-8=1157/1141, 6-8=-1169/1148, 4-6=1141/1132 WEBS 2-8=-232/252, 3-6=226/251 BRACING. TOP CHORD Structure[ wood sheathing directly applied or 3-8-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-7-9 Be bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; hie 1Sit; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 805 lb uplift at joint 1 and 92616 uplift at joint 4. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 NTak USA, Ina. FL Cent 6634 NOW. Palle East Blvd. Tampa FL 33610 Date: May 1,2019 ®WARNING-VeAy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7173 rev. 1OV312016 BEFORE USE. Design valid (or use ony who Words congeners. Tilde design is based only upon parameters Slinger, antl is for an individual butting component, not ��• a buss system. Before use, the building designer must vent' Me apppcabirty of design parameters antl properly Instigators MIS design into Me overall buildl0gdesigb.. Bracing indicated is to prevent buckling of individual arms web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for Mobility and to prevent mflapwwiM possible personal M)uryand property damage. FargeneralguidancereNi galg Me fabord.m.storage,derrvery, grading and bracing oftrusses and over systems, me Madill Duality Linda, DS849 end BCSU Building Component Saferylnr0rmatlon available Wm TmsS Plate Inst Oe.218 N. Lee Street, Suhe 312, Alevandna, VA 22314. 6901 Papa East Blvd. Tampa, FL 36610 pty Ply LEATHERWOOD ;�Tru5aTypeTrus T76926762d37]43A CO3HIPGIRDER 1 i Job Reference o tianal i-S roast Truss, Pt. Pierce, FL a4B45 8,220 s Nov 162018 MiTek Industries, Inc. Tue Apr 3014:25:59 2019 Page 1 ID:d8LbweHSzWxBCs5m9E7cBzyRrir-Ixp?vVifuvxk54evQ9BLgAKIQBP9439V_Rc5PFzLVSs -1-aD so-o 9-B-D 14-0 0 ls<o zo-e-o 1<-D so-m I a4w ae-D 1 11 H t-4-o ' 5.00 12 Sx8 = 1x4 II 3 17 18 19 20 4 a u 23 24 5x8 = 3x6 = 1x4 11 see = 1.4 II 3x6 = 5-0-0 9-e-0 14-0-0 19-0-0 5-0.0 48A 1 4xn un I Scale=1i35.8 Plate Offsets (X,V)- 13:0-6-4 0.2-121 15:0-6-4 0-2-121 19:0-2-8 D-3-01 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (roc) Ndeg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.37 B-9 1623 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.25 8-9 >932 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.48 Hoa(CT) -0.09 6 file n/a BCDL 10.0 Code FBC2017rTP12014 Mamx-MS Weight: 851le FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1167/0-8-0, 6=1208/0-8-0 Max Horz 2=-95(LC 23) Max Uplift 2=1418(LC 8).6=1466(LC 8) FORCES. (Ib)-Max. Comp.lMax. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=238312822, 3-4=-2906/3559, 4-5=2941/3598, 5-6=2490/2949 BOT CHORD 2-10=2475/2157, 9-10=2496/2173, 8-9=2614/2273, 6-8=259112256 WEBS 3-10=320/334, 39=10191881, 4-9=459/501, 5-9=901/786, 5-8=3341351 BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-5-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exile C; Encl.. GCpi=0.18; MWFRS (directional); porch [attend right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurent 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 f4 between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1418111 uplift at joint 2 and 1466 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 154111 up at 5-0.0, 66111 down and 148 Ib up at 7-0-12, 66 lb down and 148 Ib up at 9-0-12, 6616 down and 148 Ib up at 10-3-4. and 66 Ib down and 148 lb up at 123-4, and 191 lb dawn and 358 lb up at 14-4-0 on top chord, and 115 Ib down and 1461b up at 5-0-0, 4716 down and 60 Ito up at 7-0-12. 47 lb down and 60 lb up at 9-0-12, 471b down and 60 Ill up at 10-3-4, and 47 lb down and 60 Ile up at 12-34, and 115111 down and 146 Ile up at 1434 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 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, 3-5=54, 5-7=54, 11-14=20 Walter P. Finn BE No.22839 MTek USA, Inc. FL Cart 6834 6904 Padre East Blvd Tampa FL 33610 Date: May 1,2019 a ®WARNING- Verify Wour parameters anSREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII-U73 rev. lW03/V)IS BEFORE USE. Design vAid for use onlywah Mre),& ponneeMs. This design is based only upon parameters shown, and is Issue individual bUOGng Component, m ��• a buss system. Before use. the building designer must early the applicibilty ofdesgn parameters and pmpery inwryordle this design We the overall -`Y■ bwldingdesign. Bracing iudoated is to preyed bucking of individual truss web Server chord members only. Addilmnaltemporaryandpermaneutbecing MiTek' is always reN required for stability and to prevecollapse win possible personal Injuryand propertydamage. For general guidance regarding 0e falvemon, Storage, delivery, erection and bmdng ofbusses and buss systems, we ANSVTPII quality Cdfeda, DSB-39 and SCSI Building Component Salty Information sysilable ban Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 2231L 6904 Palle East Blvd. Tampa. FL 36610 Job was Truss Type city Ply LEATHERWOOD T76926162 J37743-J37743A CO3G HIP GIRDER 1 1 Job Reference o tional cast Co.." iruse, rt netts, rL J4e4D 8.220 s Nov 16 2018 MiTek Industries, Inc TUB Apr 3014:25:59 2019 Page 2 ID.d8LbweHSzMBCs5m9E7c8zyRr1 r-lxp?vVhmk54BVO9B LgAKIO6P9439V Rc5PFzLVSs LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=59(13) 5=-144(B) 10=100(B) 8=-100(S) 19=59(B) 20=59(18) 21=59(13) 22=59(13) 25=40(13) 26=40(B) 27=-40(13) 28=-40(B) ®WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Not 7473—.101012015 BEFORE USE. Design valid for use onywM MTeM 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 vent' Me appOawflay of design parameters and prepeM moorwota Nis design Into Me overall buildingdesgn. Brat gindicateistopreverebuclofindiNdualmsswebbroaarchordmembersonly. Additional tempo ,randpelmanembrating MiTek' is always required for StMAM, and to prevent collapse SIN possible personal lnjugmd prepedydamage. For general guidance regarding Me fabricator. storage.delivery, erection and bracing callouses and buss systems, we ANSVTKI Duality Defend, DSB49 and BCSl Building Component 6904 Parke East BIW. SafeylnPormefian avadable from Tmss Plate lnwhite,218N. Lee Street, Suha912.Aleeendna,VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LEATHERWOOD T16926163 J37743-J37743A V4 Valley 3 1 Job Reference Io tional I russ, Ft. Pierce, FL"54946 8.220s Nov 162018 MiTeklndustnes, Inc, Tue Apr3014:26:072019 Pagel ID:d8LbweHSzWxBCs5m9E7c8zyRrlr-3UIOaEog?Myc3JFRtrKD?sfuGLGgyoYgghYWnozLVSk 2-0 4-0 0 2-0-0 2-0-0 ' 5.Go t2 2x4 U4 = 2x4 Scale =1:T5 Plate Offsets (X,Y)— [2:D-2-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) ma - ma 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) Ida - Na 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(CT) 0.00 3 me me BCDL 10.0 Code FBC20177TPI2014 Matrix-P Weight: 101b FT=0% LUMBER - TOP CHORD Zx4 SP No.3 BOTCHORD 2x4SPNo.3 REACTIONS. (lb/size) 1=94/4-0-0, 3=94/4-0-0 Max Holz 1=19(LC 7) Max Uplift 1=51(LC 8), 3=-51(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0.0 oc purlins. ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCOL=6.Opsf; h=15g; B=45g; L=24g; eave=411; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at joint(s) 1, 3. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 MTek USA Inc. FL Can 6634 66P1 Parke East Blvd. Tampa FL 33610 Date: May 1,2019 WARNING-Verifydeslgn Panmehrs and READ NOTES ON THIS AND INCLUDED AVTEH REFERENCE PAGE MI47473 rev. 101034015 BEFORE USE. Design valid for use only with Miek® o mmselc s. This design is based only upon parameters shown, and is Wan indiNdual Wilding component, not a miss system. Before use, the building designer mud whiy me Applicability of design Fammeters and property unwita ste this design into IN, overall buildingdeagn. Bracing indicated is to prevent molding of Individual buss web andlorCad members, ony. Additionalmempo eryandpermanembracing Met( is always required for dabifdyand W prevent collapse with possible persswl injuryand property damage. ForgeneralguidancertgaNingme famra0on,storage, degvery, erection and bmang ofmaeos and truss systems, see ANSUTH1 Quality Cdteda, DS"9 and SCSI Building Component 69o4 Parke East Blvd. Sareyrnbrmarlon avalablefrom Truss Plaelnditme,2la N.Lee SYr Suite312Alexandlia,VA22314. Tampa, FL 36610 Job Truss Truss Type Cry Ply LEATHERWOOD T16926164 J37743-J37743A VB Valley 3 1 Job Reference (optional) o.zzU s Nov io zuio mu en industries, mc. me Apr au w:zo:ua zmy rage I Scale =1:14 e 4x4 = 2 4 2x4 4 1.4 II 2x4 C �D LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(L-) n/a - n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) Na - nda 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-P Weight: 241to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied orb-D-O oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (fib/size) 1=118/8-0-0, 3=118/8-t1-0, 4=248/8-0-0 Max Horz 1=-49(LC 6) Max Uplift 1=-83(LC 8), 3=-83(LC 8), 4=97(LC 8) FORCES. (lb)- Max, Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=3.2psY BCDL=6.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will id between the bottom chord and any other members. 7) Provide mechanical connection (by others) Of truss to bearing plate Capable ofwilhstanding 1001to uplift at joint(s) 1, 3, 4. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 MiTek USA, Ina. FL Cert 6634 6904 Parka East Midi. Tampa FL 33610 Date: May 1,2019 WARNING-Verifydesign parameters anOREAD NOTES ON THIS AND INCLU➢EDMITEK REFERENCE PAGE MII-7473 rev. 1010Li015 BEFORE USE. Design va d truss only with Mmesseconnedora This design is beset ony on parameters shown, and Is for an individual Adding component, ad a truss system. Before use, Pe building designer must very Pe applicability of design parameters and property Nwrp aw, Pis design into the overall builtingdesign. Bracing indicated is to prevent Acting ofttlhddual buss weband/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slabilmy and to inward collapse wait possb a personal injury and pmpeM damage. For general guidance regarding Me fabrication. storage, delivery, eredian and bracing Mousses and buss systems, we ANSIbTF11(ualiry Wirena, D9Bd9 and SCSI Building Component 6904 Parke East BNd. Safaylnrormadon availablefora Truss PlatetnWWe,218N.Lee&tre ,Suite312,Alexandra,VAU314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LEATHERWOOD T16926165 J37743J3T743A V11 GABLE 1 1 Job Reference o tional 0 22U s NOv la 2Uld MI I an Industries, Inc. l Be Apr 30 14:26:01 2019 Page 1 ID:d8LbweHSzWxBCs5m9E7c8zyRrlr-EKxIKBjvQWBSLOoHx Dp1bQs7wF1Y4AnR15BT8zLVSq Scale =116.8 4x4 = 4 12 11 10 9 8 2x4 4 1x4 If tx4 II 1.4 II 1x4 II 1x4 II 2x4 C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 VedJLL) n/a - Tile 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) GIG - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Hom(CT) 0.00 7 GIG n/a BCDL 10.0 Code FEC2017/TP12014 Matrbo-S Weight: 38 lb FT=O% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-7-8. (lb)- Max Hom 1=-68(LC 6) Max Uplift All uplift 100 Ill or less at joints) 1, 7, 11, 12, 9, 8 Max Grav All reactions 250111 or less at joinl(s) 1, 7,10, 11, 12, 9, 8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. BRACING - TOP CHORD Structural mod sheathing directly applied orb-0-0 cc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 111 uplift at joint(s) 1, 7, 11, 12, 9, 8. 8) Waring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 8994 Parke East Bud. Tampa FL 33610 Date: May 1,2019 ®WARNING -Verily tlesi9n Paramerers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEMII.7471 rev. iNW40tS BEFORE USE. Cesign valid foruse onywin MTeM connectors. This design is based ony upon parameters shown, and is for an Individual building component not �• a WAS system. Before use. the building designer must very Tie applicability of tlesi9n parameters and prepelly incoyorxte this design into the overail bulldingdesign..Brr'ng Indicated is to prevent bucknig otlndMdualtruss web andlarrnord members Only, Additional temporary and permanent Bracing MOW always required for stability and to prevent call pse win possible personal lnjuryand property damage. For general guidance regarding na fabrication. Morels, calvary, en,dion and among oftNasea and Buss syatema.5¢a ANSVTPl1 Duality Brands, DS841S and Best Building Component 6904 Parke East Blvd. Soretylnfaceprion av flable fmm Tmss Plate lndaute, 216 N. Lee &MO. Sude 312. Nexandda, VA22314. Tampa, FL agent) Job Truss Truss Type Qty Ply LEATHERWOOD T16926166 J37793-J37743A 72 Valley 2 1 nh Rcrcro nlnn 0.000SNOVIO2UIUMIIBMInausmes,lOG IUe Apr3u1435UZ2u19 Scale = 1:18.9 4x4 = 2 4 3x4 4 1.4 II 3x4 C LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) gde0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) rill. - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 VeR(CT) rill. - Na 999 BCLL 0.0 ' Rep Stress Ina YES WEI 0.07 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 38 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=170/12-0-0, 3=170/12-0-0, 4=439/12-M Max Horz 1=-79(LC 6) Max Uplift 1=-109(LC 8), 3=109(LC 8).4=-206(LC 8) Max Grav 1=175(LC 17), 3=175(LC 18), 4=439(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 24=288/251 BRACING. TOP CHORD Structural woad sheathing directly applied or B-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45fl; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directionap; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pad bottom chord live load nonconcunenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Q uplift atjoint(s) except (jt=lb) 1=109, 3=109, 4=206. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Walter P. Finn PE No.22839 MITak USA, Ind. FL tied 66M 6904 Parka East Blvd. Tampa FL 33610 oat.: May 1,2019 WARNING -Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITER REFERENCEPAGE MII-04n rev. 10103AU SBEFORE USE, sessesse Design valid for use onywbh MiT.M oormse.m. This design Is based ony upon paume ers shown, and Is roe an inamdual Eugding component, not a truss system. Before use, me building designer must very the applicability of design parameters and properly Nmryorate this design had the overall Nat building design. Bracing Moieted is to prevent buak(ng of individual truss web aMior chord members any. Additional temporary and permanerrt Erasing MiTek' is allays required far annuity and to prevent Collapse well possible personal Injury and Drapery,damage. Far general guida se regarding 0e Marauder, storage, delivery, erection and bracing of fusses and truss systems, see ANSUFP11Quality amid., DSBA9 and SCSI Building Component fi904 Parka East Blvd. Sefeylatearagon avaiUbl.fre Tmas PIMl InMRW.,218N.Lee Sh OL ft.3lZn.ndda,VAU314. Tampa. FL 36610 Job Truss Tmss Type Oy Ply LEATHERWOOD T16926167 J37743-J37743A 76 GABLE 2 1 Job Reference o ticnal __- .... ..._.., o.aaosnw I. I. In muaz nausnins, ro, uenprdu lv.m:m Auaa rag Scale = 1:25.3 4z4 = 3 3z4 i 6 7 6 3x4 1.4 II 1x4 11 1z4 II am LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a - Fla 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES INS 0.08 HOrz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matri(-S Weight: 551b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 on purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (Ib)- Max Horz 1=10B(LC6) Max Uplift All uplift 100 lb or less al joint(s) 1, 5, 7 except 8=220(1_C 8), 6=-220(LC B) Max Grav All reactions 2501b or less al joint(s) 1, 5 except 7=262(LC 1), 8=330(LC 13), 6=330(LC 14) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=246/262,4-6=246/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL-0.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. It; ESP C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord beading. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 5, 7 except (t=lb) 8=220, 6=220. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Waller P. Finn PE Nd.22339 MTek USA, Ind. FL Can 6634 6904 Parka East Blvd. Tampa FL 33619 Date: May 1,2019 ®WARNING.Veriryrlesi, parameters and READ NOTES ON THIS ANDINCLUDED MITEK REFERENCE PAGEMh7473 rev. 10/0312015 BEFORE USE. Design vend or use onywin MTed0connetton. This design Is based only upon parameters shown, and Is Wen indivkual budding compenenb not a Bass system. Before use. We bolding designer must veriy the appnrabMy of design parameters and properly incorporate thIs design Into the owner hodingdesign. Bracing iopmed is to prevent buckling aNdlvtdual lase web andlorshOrd members ony. Addincnaltempdraryandpetmarandipcing MOW Is always requ'md for sta oRy and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding We fa0rtratlon.average, datiwdy. erection and bracing oftasses and Bass systems. see ANS11lP71 Quality Crltede, OSS49 and BCS/ Building Component Safeylnfd anaffdn available (rum Tass Plate Instn,ve, 216 N. Lee &.M Suave 312 AlexandM, VA 23314. 6904 Parka East BW. Tampa. % 36010 Truss Truss Type Oty Ply LEATHERWOODT16926168 ;Job 43J37743A V20 GABLE 1 1 Job Reference o tional 6.220 s Nov 16 2018 MITek Industnes, Inc. Tue Apr 30 14:26:04 2019 Scale = 1:31.6 4x4 = 3x4 i 8 7 6 3x4 1x4 II Sx5 = 1x4 II Plate Offsets(XY)— f7:0-2-80-3-01 LOADING (pst) SPACING- 2-" CSL DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) file - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a - n/a 999 BOLL 0.0 ' Rep Stress Inv YES WB 0.10 Hoa(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 71 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. REACTIONS. All bearings 20-0-0. (lb)- Max Horz 1=-138(LC6) Max Uplift All uplift 100 to or less at joints) 1, 5 except 8=294(LC 8), 6=-294(LC 8) Max Grav All reactions 250 lb or less al joinl(s) 1, 5, 7 except 8=443(LC 13). 6=443(LC 14) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. WEBS 2-8=321/343, 4-6=321/343 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf, h=15ft; B=45ft; L=24f; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcorrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift at joint(s) 1, 5 except (jt=lb) 8=294,6=294. 8) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6614 Had Paden East Blvd. Tampa FL 33610 Data: May 1,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MI-7173 rev. fero3/2015 BEFORE USE. Design valid for use only wah MTek® connectors. We design Is based "Won parameters shown, and Is for an Individual building component, not bey a tress system. Before use, the building designer must vady Me spplicabsty of design paroin.se and property incorporate Mis design Into Ole ownel _wY� bulldingdeslgn. Bracing indicated is to prevent buckling of individual Muss web antler cham members only. AdddknaltempOma aWp manembraoNg MiTek' Is always required for Stability and to prevem collapse with possiNe personal INrayand property damage. Far general guidance regarding Me fabrication, conege.delivery, ereauon and braWg ofbusees and Wse systems, we ANSNP/f Dustily Coeds, DSB49 and BCS1 Building Componont SabylnMrmallon avalablef Truss PIMelnAkWe,218N.Lee MmM,Sule3l2,Menndda,VA2=14. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply LEATHERWOOD T1692fi169 J37743-J37743A V24 GABLE 1 1 Job Reference (optional) "__, - I e ss, rc "un , n..w ri B.22D s Nov 15 2016li Industries, Inc. Tue Apr 30 14:26:05 2019 Page 1 Scale =1:37.9 4x4 = 3x4 4 12 11 10 9 8 3x4 J 1.4 II 1x4 II 51 = tx4 11 1x4 II Plate Offsets (%Y)— (10:0-2-8 0-3-Oj LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (too) Ndefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ven(LL) Na - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - rda 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Hcri 0.00 7 Na n/a BCDL 10.0 Code F8C2017/TPI2014 Matrix-S Weight: 90 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 600 0o purins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No,3 REACTIONS. All bearings 24-0-0. (Iti)- Max Horz 1=168(LC 7) Max Uplift All uplift 100 lb or less at joints) 1, 7, 10 except 11=-217(LC 8), 12=201(LC 8), 9=-217(LC 8). 8=201(LC 8) Max Grav All reactions 2501b or less at joint(s) 1, 7 except 10=263(LC 1), 11=326(LC 13), 12=306(LC 13). 9=326(LC 14),8=306(LC 14) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. WEBS 3-11=-247/267, 5-9=247/267 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7.10; Vull70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; Liri eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) 1, 7, 10 except @=Ib) 11=217. 12=201, 9=217, 8=201. 8) Warning: Additional permanent and stability hrecing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 MITek USA, Ina FL Can e634 6904 Parka East Si Tampa FL 33010 Data; May 1,2019 ®WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlld473 rev. INO3410158EFORE USE. Design valid for use only will MTekiscomb Iom, This dealgn Is based Only open pa ga lera Shown, and 19 fin an Individual b11IISing eomponi root waaw �**ee No a miss system. Before use. Me building designer must vent' ilM the app sa of design peramaten and properly Nmmerate Nis design bdo the overall buildlegesi Bracing indicated is to prevent exuding of indMdual truss web andlor chord members ony, AdditmnaltempomryandpermaneMbraciog MiTek' is always required for Mobility and to prevent collapse win possible personal injury and property damage. For general guidance regarding the fabdoatioastomge, uses , erection and Issue, ofthowas and Ness systems. see ANSImi Qualify Chains. DS8419ead SCSI Building Component available8om Tmss Platet.WN e,218N.Lee Blreel,sutra313.Alexandda,VA22314. 6914 Parka East Blvd.saTesylnbrmefbn Tampa, FL 36310 Job Truss Tess Type Oty Ply LEATHERWOOD T16926170 J37743J37743A V28 GABLE 1 1 Jab Reference (optional) East Coast Truss, Ill. Ple¢e, FL 31146 4x4 = 8.220 s Nov 16 2018 MTek Industries, Inc. Tue Apr 3014:26:06 2019 Scale=144.2 3x4 i 12 11 10 9 8 3x4 led It Ise II 5,5 v 1.4 II led II Plate Offsets (X Y)— 110:0-2-8 0-3-01 LOADING (ps1) SPACING. 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) Na - IVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Hom(CT) 0.00 7 n/a Na BCDL 10.0 Code FBC20177TPI2014 Matme-S Weight: 1091b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6." oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 28-0-0. (Ib)- Max Harz 1=198(LC7) Max Uplift All uplift 100 IS or less at joints) 1, 7 except 11=191(LC 8). 12=277(LC 8), 9=-191(LC 8), 8=277(1_C 8) Max Grav All reactions 250 lb or less al jolnt(s) 1, 7 except 10=402(LC 13), 11=343(LC 13), 12=415(LC 13). 9=343(LC 14), 8=416(LC 14) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. WEBS 2-12=-301/326, 6-8=-302/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps/; BCDL=6.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exit, C; Encl.. GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires Continuous bottom chord bearing. 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.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(s) 1, 7 except (t=lb) 11=191, 12=277, 9=191, 8=277. 8) Warning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. Welter P. Finn PE No.22839 MTek USA, Inc. FL Cam 6634 Ii904 Parka East Blvd. Tampa FL 33810 Data: May 1,2019 ®WARNING -Verity design Paramereis and READ NOTES ON THIS ANDINCLUOED MITEK REFERENCE PAGE Act 747J rev. IWOW015 BEFORE USE. Design valid for use only we wridabcormecturs. This design Is based silly upon parameters shown, and Is for an iMividual budding compares, not a Wss system Before use, the building designer muetvedy Me appBwbllity of design parameters and property inwmomte 01s de9gn into 0e overall buildingdeslgn. Bracing Indicated is to prevent tocUng ofin4Mdual Mad webandlorcdas members only. Additional temporary and permanes bracing MiTek' Is always required for stabber, and to prevent cotiapsewah possible personal injury and property damage. Forgeneral guidance regarding Me fabrication. storage,delivery , erection and bracing ofeusses and "as systems, see ANSIMIrQ..W CrNeda, DSBA9 antl SCSI Building Component fi9O4 Pa@e East Blvd. Sate yIn/brmadon avaUble bum Truss Plata InmdOe, 218 N. Lee B1ree. Bua.31ZM.andd , VA22314. Tampa. FL 361510 Job Truss Truss Type City Ply LEATHERWOOD T16926171 J37743J37743A CA Jack -Open 16 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Nov 16 2018 MTek Industries, Inc Tue Apr 30 14:26:09 2019 Page ID:tlBLbweHSzINKBCs5m9E7cBzyRr1 r-7sOn7vryw%zCKItlPg7GMh4HIB28 IOi2zH71 clgzLVSi -0-0 0.11d 0.11-4 1 k 2x4 = S.I. =16.6 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) gde8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 -999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 4 Me nla SCOL 10.0 Code FBC2017rrP12014 Matdx-MP Wnd(LL) -0.00 5 -999 240 Weight: 5 lb FT=0 LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-2/Mechanical, 2=158/M-0, 4=-16/Mechanical Max Horz 2=75(LC 8) Max Uplift 3=-2(LC 1). 2=220(LC 8), 4=15(LC 1) Max Grev 3=22(LC 8). 2=158(LC 1). 4=48(LC 8) FORCES. (Ib) - Max. Comp Roax. Ten. - All forces 250 (Ib) or less except When shown. BRACING- TOPCHORD Structural hood sheathing directly applied Or 0-11-4oc purlins. BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. NOTES- 1) Wind: ABC 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst,, BCDL=6.Opsf; h=15111; B=45ft; Lei eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Referto girders) for truss to truss connections. 6) Provide mechanical connection (by others) of Was to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except (p=lb) 2=220. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.2g639 Mffek USA, Inc. FL Cod 66U 9904 Parka East Blvd. Tampa FL 33610 Data: May 1,2019 ®WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev. IWOJ4015 BEFORE USE. Design wild for use only win Mirada Connectors. This design is based only upon parameters shown, And is for an individual building Component not wwww ��• a truss System Before use, the building designermuat vedythe applicability ordinate parameters and primary Ncaryorete this design intone overall building Ensign. Baling lMicated is to prevent buckling of indibdual Was web enNm Morel members only. Add&onaltempOMnaWpManoMbmdn9 MiTek- is always reli for stability and to prevent collapse win possible personal injury and property damage. For general guidance regarding na fabrication,storage.talbary, intention andbradegofbusses and buss systems, see ANSVTP/10ualery Claude, DS"9 and SCSI Building Component 6904 Parke East Bls4. Sarerylnhrmoflon evaidblefmm Trvss Plate lnadme, 218 N.4ro 5ireN. Su3a 312 AlexandEa, VA 22314. Tampa, FL Settle Job Truss Truss Type Qty Ply LEATHERWOOD T16926172 J37743-J37743A ZCJ3 JACK -OPEN 16 7 Job Reference (optional) truss, r1. vieme, bL J4U4G 8.220 s Nov 162018 MTek Industries, Inc. Tue Apr 30 14:26:09 2019 Page 1 ID:dBLbweHSzWxBCs5m9E7c8zyRrl r-?sQn?wgwXzCKICPq?GMh4HIB28ze0i2zH?1 cIgzLVSi -7-d-0 2.114 14-0 I 2.114 _1 2x4 = 2.114 Scale=1:10.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vde0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Ven(LL) 0.01 4.7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 -999 240 BCLL 0.0 ' Rep Stress Inv YES WI3 0.00 Hom(CT) -0.00 3 n/a Na BCOL 10.0 Code FBC2017rTP12014 Main Weight: 11 lb FT=0% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOTCHORD 20 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (Ib/size) 3=59/Mechanica1, 2=195/D-8-0, 4=31/Mechanical Max Horz 2=124(LC 8) Max Uplift 3=-66(LC 8), 2=-247(LC 8), 4=-45(LC 5) Max Grad 3=59(LC 1). 2=195(LC 1), 4=48(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.OpsY h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional): porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about 0s Center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3.4 except (jl=lb) 2=247. 7) Warning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. Walter P. Finn PE No.22838 Mt ek USA, Inc. FL Can 6634 ON Parka East Blvd. Tampa FL 33810 Data: May 1,2019 ®WARNING -Verify design paramelers and READ NOTES ON THIS AND INCLUDED M111TEK REFERENCE PAGE MP-7473 rev. 10M3,7M BEFORE USE. Design valid for use only wets MTek®connedom. This design is based only upon parameters shown, and is bran In BvIlt d bulling componem, not a Duas system. Before use, tire building designer mudveriy the eppiirabilityofdeip Parameters and properly inoorycrete Nis design Into the overal ��`��•YYY bulldingdesign. BmchgiMicatedistupmwntbudlingof Nd'Mdualtmsswebandlardodmembemony. AddlIgnaltemporaryaMpermanent Macing MiTek' Is always required for lability and to prevent collapse with possible Personal injuryand property damage. Far genera guidance regading the r.1modllo,Storage. d.1wely, emMon and bracing le Waee6 and Wae systems, gee ANSVTPH Dually cringing, DSB419 and BCS/BU90ing Component 6904 Parke East Blvd. SAfeylnrormalldn mflabiefmm Tmss PlxelnddNe.218N.Ln&me,e fte3l2.Mexandru,VA22314. Tampa. FL 36610 uss Truss Type Div Ply LEATHERWOOD LJ314:311717431 7ZC T16926773 JS JACK OPEN 10 1 Job Reference (optional) 6,220 S NOV lUZUte Md eklnduSmes, me. Tue Apr 301426:112019 Pagel ID:d8Lb.HSzWxBCs5m9E7c&yRrl r-xFYXQbrB3bS1YwZC6hO99igTzyaqucYGIJ W;gaLVSg Seale=1:14.9 2x4 = 4-11-0 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.08 4-7 -691 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hori(CT) -0.00 3 run n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 IS FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4.11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/size) 3=112/Mechaniwl, 2=262/0.8-0, 4=59/Mechanical Max Hoe 2=174(LC 8) Max Uplift 3=-130(LC 8), 2=308(LC 8), 4=-83(LC 8) Max Grav 3=112(LC 1). 2=262(LC 1), 4=86(LC 3) FORCES. (Ib)-Max.Camp./Max. Ten. -All forces 250(I1b) or less except when shown NOTES. 1) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Elfin C; Encl., GCpi=0.18; MWFRS (directional); porch left exposeQ Lumber DOL=1.60 plate grip DOL=1.60 2) Plates Checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument wfih any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 10D Ib uplift at joints) 4 except at —lb) 3=130,2=308. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 Iii USA, Inc. FL Cad 6634 ON Parka East Blvd. Tampa FL 33610 Date: May 1,2019 ®WARNING- Verify di sign paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMU 7473 rev. 1010312015 BEFORE USE. Design valid for use ontywNr MlTekdb connecters. This design is based ony upon parameters shown, and is foran InEivldual building component, not ��A�• atress system. Before use,Ne building designer must verify the appiimbililyofdeign p romaxis and property incorporate this design We the overall buldingdesign.&reve acing indicated is to Emmet buckling of Individual truss web andlgN r chomembers only. Additional temporary and permanent bracing 1YIiTek' is allays resulted for lasing, and to prevenn collapse with passible persmral awa id property damage. For general guidame regarding the fabrication, stpage,delivery, eredion and bmdngINWsseaand Wss systems, see ANSUTPlf Duality Certrts. DS8a9 antl SCSI auflding Component SaferyldfO=MOn available them Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexuses VA 22314. BUM Parke East Blvd. , Tampa, FL 36610 Job Truss Truss Type T16926174 J37743-J37]43A ZCJSB Jade-0 TQty]PIyL.EATHERWOOD Reference o lional East Coast Tmss, Ft. Pierce, FL 34946 2a4 = 8,220 s Nov 16 2018 MTek Industries, Inc. Tue Apr 30 14.26:112019 Page 1 ID:d6LbweHSzV4xBCs5m9E7c8zyRrl r-xF ObrB3bS1YwZC6hO99igR5yXnueYGIJWIgZ4LVSg Scale=1:14.9 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loci Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.02 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -lc Weight: 181to FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=124/4-11-4, 2=264/4-11d, 4=49/4-11-4 Max Horz 2=175(LC 8) Max Uplift 3=138(LC 8). 2=202(LC 8) Max Grav 3=132(LC 13), 2=264(LC 1).4=99(LC 3) FORCES. (Ib)-Max. Camp./Max. Ten. -All forces 250 fla) or less except when shown NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDLe6.0psf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-D-0 Do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 24}0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstand Ing 1001b uplift at joint(s) except at=lb) 3=138, 2=202. 9) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Waller P. Finn PE No.22839 MTek USA Ine. FL Cad 6634 lal Parka East Blvd. Tampa FL 33610 Date: May 1,2019 ®WARNING - Vanity design panmerers and READ NOTES ON THISANDINCLUDED MITEK REFERENDEPAGEMI4TJ73 rev, 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based ony upon parameters shown, and is for an individual butting component, not Las' ��' a truss system. Before use, the buildinve g designer must ry m 0a assists, of deep parameters and property Incorporate Vile tivera is design into e overall building desgn. Bating indicated is to prevent budkang of indAdual Less web snuffer chol members any. Motonal temporary and permanent bracing MTek' is always required for stability and to prevent collapse wM possible personal iniuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracm, ofbusses and Was systems. we ANSNPI10uality Edged., DSa49 and BCSI Building Gomponent 6904 Parke East Blvd. Safayiefonnffilan availablefmm Tmsa Platetnsi e,218N.Lee SimO.Suite312,Alevandw,VA22314. Tampa,R 36610 Job Truss Truss Type Oty Ply LEATHERWOOD T76926175 IIIL J37743J37743A ZEJS JACK -OPEN 6 1 Job Reference (optional) �__•—_, ...... r.. r�=� ,ram.,.=-,V o.4msnev JU4e1om11enmau5meb, Inc: uu.'Ou r-..ao.I ZV.d 0 2x4 = style = 1:15.0 5-0-0 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.09 4-7 >662 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Ved(CT) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress Ina YES WEI O.OD Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 18 lb FIT =0% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 Oc bracing. REACTIONS. (Ib/size) 3=113lMechanicel, 2=264/0-8-0, 4=60/Mechanical Max Hom 2=176(LC 8) Max Uplift 3=132(LC 8), 2=310(LC 8), 4=-84(LC 8) Max Grav 3=113(LC 1).2=264(LC 1).4=87(LC 3) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD1_=6Dpsf; h=15ft; B=4511; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); parch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrenl with any other live loads. 4) • This truss has been designed for a live load of 20.Dpsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joinl(s) 4 except gl=lb) 3=132,2=310. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.22839 MIek USA, Inc. FL Curt 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 1,2019 &WARNING- Verify d..ign paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0473 rev. f"342015 BEFORE USE. Design valid for use only wdh MRekd) connectors. This tlesign is based only upon parameters shown, and is for an Individual building component not �� Slows system. Before use, the bulking designer mustudiy Ne applewiryofdesign parameters and property incomoate this design Into me overall buiidi gdesign. Bating indicated is to prevent bur}JingofIndividual truss web realerWord members only. AddNonallemp raryaMpermanembracing MiTeW is always required for suAll"Od to prevert crogapas wait possible personal Injury and property damage. Forgeneralguidanceregarding1te febriw4on, storage, delivery, eeown and hating offrusses and buss systems, we ANSUrFN Oualiy Cdferia, DSB-69 and BCSl Building Component 6904 Parke East BIW. Safeylnrmmttion available from Truss Plate Insidute, 218 N. Lee Street, Sude312, Alexandria, VA 22014. Tampa, R 35610 T1uas Truss Type City Ply LEATHERVJOOD P1Job T16926176 J37743.J37743A 2EJ7 JACK -OPEN 19 Job Reference (optional) cast OOa51 I was, Ft. Pierce, FL 3494ti 8.220 s Nov 16 2018 MTek Industries, Inc. Tue Apr 30 14:26:13 2019 Page 1 ID: dBLbweHSzWxBCs5m9E7c8zyRrl nueglrHtRbCilnEibE6RdE7vmimAkMU6YCc7quRzLVSe W1-0-0 3-3-10 7-0 I I 3J-Iu I 3E6 l Scala=1:19.0 3x4 = 6b 06-0 LOADING (psi SPACING- 24)-0 CSI. DEFL. in (Joe) Well L/d PLATES GRIP TOLL 20.0 Plate Grip COL. 1.25 TC 0.63 Vert(LL) 0.18 6-9 o451 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6-9 -543 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.12 Horz(CT) .0.00 5 rda Na BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 291b FT is 0 LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/Size) 4=63/Mechanica1, 2=336/0-8-0, 5=167/Mechanical Max Hoa 2=226(LC 8) Max Uplift 4=-95(LC 8). 2=378(1_C 8), 5=-220(LC 8) Max Gmv 4=93(LC 13), 2=336(LC 1), 5=171(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-347/250 BOT CHORD 2-6=-386/321 WEBS 3-6=345/415 NOTES- 1) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psF h=15ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except gt=lb) 2=378, 5=220. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE No.2283s III Tait USA, Inc. FL Cad 6634 99H Parka East Blvd. Tampa FL 33610 Data: May 1,2019 WARNING - Verity design paradders and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlb7473 rev. re/ea2615 BEFORE USE. Design valid for use onywah MRek®conneel Thai design Is based only upenpaameters shai and is Amon Individual budding compoMM, not Mal' �� a MISSsystem. Before use, e building designermust veny the appdezbilly of tlesign paameare and properly incorporate Nis design into Me overall leaddingdesign. Bracing bldicred is to prai bucallng of Individual truss web stand Nord members any. AtltlNonallempaaryendpelmanedhating MiTek' Is always required for rabidly and to prevent collapse with possible personal injury and proper damage. Far general guidance regaining the fabrication. storage, dearely.suicide and bracing ofwsses and truss systems, we ANSIMPH Quality Creeds. DSE49 and SCSI Building Component 6W4 Parke East BM. Salarylnformanon evapable horn Truss Plre Insltme, 218 N. Lee Slrer, Bude 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply LEATHERWOOD T16926177 J37743-J37743A ZEJ7A JACK -OPEN 12 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s Nov 16 2018 MTek Industries, Inc. Tue Apr 3014:26:14 2019 Page 1 ID:d8LbweHSzWxBCs5m9E7cBzyRrir-MgDg2dl3MWgcPOHnopysnLS_BgcRSyhiRGkNOuzLVSd W5-0-0 7-0-0 1 5.4-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2017rTP12014 2.4 11 CSI. DEFL. in (too) Vdeg L/d TC 0.40 Vert(LL) 0.07 6-9 P980 240 BC 0.32 Ven(CT) -0.04 6-9 -999 240 WB 0.04 Hom(CT) -0.OD 4 We n/a Matdx-MP LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x6 SP No.2 REACTIONS. All bearings Mechanical except gt=length) 2=0-M, 6=0.8-0. (lb) - Max Horz 2=226(LC 8) Max Uplift All uplift 100 It, or less at joint(s) 4, 5 except 2=263(LC 8), 6=-462(LC 8) Max Grav All reactions 2501b or less at joint(s) 4, 2, 5 except 6=400(LC 1) FORCES. (III) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-263/307 Sage =1:20.3 PLATES GRIP MT20 244/190 Weight: 291b FT=0% Structural wood sheathing directly applied or 6-0-0 oc purling. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf boftom chard live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 4, 5 except (p=11s) 2=263, 6=462. 7) Wanting: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Walter P. Finn PE No.22639 MTek USA, Inb. FL Cod 6634 69M Parke East Bind. Tampa FL 33610 Date: May 1,2019 ®WARNING - Verilydsg m,—rngenand READ NOrES ON TMS AND INCLUDED WTEK REFERENCE PAGE MIIJ473 rev, 10TV2015 BEFORE USE. �e Design valid for use only with MneloolmarlMon. This design is based any upon paramMers shown. and Is Wan Individual butlGng companena not a truss system Before use, the bwiding designer mug verily the app6cabilay of design parameters and property inarporete this design brio the overall boldwgdesign. Bracing indicated is to preventbureang of Individual truss web andror Mond members only. AddNonal temporary and permanent bracing M OW is always required for stability and to prevent collapse with possible personal thus, and property damage. Forgenemlgwdanceregamingtee fabdmbon, Momge, delivery, Cmdion end bMdng of Wsses and Was systems, see ANS,TPH During, Cdreda, OSa89 and BCS1 Building Component 6904 Parke East Bind. Safetylarurmation ovalabk ham Tmss %me Ing4we.218 N. Lee 81nd, euae 312, Alexandria, VA22314. Temps. R MID Job mss Truss Type Oty Ply LEATHERWOOD T16926178 J37743J37I43A ZEJ7B JACK -OPEN 8 1 Job Reference (optional) max in I. a,, n. name, re aa=w 0.4LU s NOV To Buie MI I eK inouslnes, mc. ue Apr du ta:zu:iozme 5 4 3x4 = 3e4 = LOADING (psf) SPACING. 2-D-0 CSI. DEFL. in (too) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.19 5-8 >438 240 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.14 5-8 >569 240 BCLL 0.0 ' Rep Stress Inu YES WB 0.12 Horz(CT) -0.00 4 n/a nto BCDL 10.0 Code FBC2017rTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.2 WEBS 2x4 SO No.3 REACTIONS. (lb/size) 1=252/Mechanir 1,3-78/Mechanica1,4=174/Mechanical Max Horz 1=172(LC 8) Max Uplift 1=-247(LC 8). 3=88(LC 8), 4=235(LC 8) Max Grav 1=252(LC 1), 3=89(LC 13), 4=174(LC 1) FORCES. lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-336/248 BOTCHORD 1-5=386/310 WEBS 2-5=-336/419 PLATES GRIP MT20 2441190 Weight: 27 lb FT=0% BRACING. TOPCHORD Structural wood sheathing directly applied or 6.0-0Do putting. BOT CHORD Rigid ceiling directly applied or8-5-11 me bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6Dpsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcu cant with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joints) 3 except gt=11b) 1=247, 4=235. 7) Warding: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 1,2019 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE MIIJ473—.ID103rzOfS BEFORE USE. Design valid 0r use only wim MTeke, connecton. TNs design Is basetl only upon parameters shown, and Is for an IndiWdual Wilding component, not a most systen serve Use, me building designer must early me appdtabiayof design parameters and propeM incorpende this design Into vie overall bi ildingdesign. among Indicated is to prevent sucking of individual truss web Nestor chord members ants. Additional tempomy and pertnanenl bracing MTek' is always required for stability and to prawM collapse wn possible paromalin)wyand propeM damage. Forgenemiguidenceregardingthe fabdWdob, starega, daevery, erection and breriilg elWsses arM Wss systems, see ANSV7P1l Dually Cdteda, M8419 andBCSI Building Component 6904 parka East BIW. aefeyrnrormWon avadabie fmm Tmss Plate lnsN e.216 N. Lee g et, Sude312 Aleandda. VA22314. Tampa, FL 36610 Job Truss Truss Type City Ply LEATHERWOOD T16926179 137743J37743A ZEJ7C Jack -Open 2 1 Job Reference (optional) test Coast Truss, FL Pierce, FL M945 I 2x4 = 8.220 s Nov 162018 MTek Industries,Inc. Tue Apr 30 14:26:17 2019 Pagel ID:dBLbweHSzWxBCs5m9E7c8zyRrl ra PvohfwyfRCBGrOMTxVZPz4RHNWulJ187Ez21 CzLVSa Scale=1-18.8 7-0-0 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (IOC) Udell L!tl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 VadiLL) -0.11 3-6 >739 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.24 3.6 >341 240 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Horz(CT) -0.00 2 nla We BCDL 10.0 Code FBC2017liP12014 Matrix -MP Wmtl(LL) 0.20 3.6 >412 240 Weight: 22 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=257/0.8-0, 2=169/Ivlechanicel, 3=88/Mechanical Max Harz 1=175(LC 8) Max Uplift 1=102(LC 8), 2=177(LC 8) Max Grav 1=257(LC 1), 2=177(LC 13). 3=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 64-0 oc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 0o bracing. NOTES- 1) Wind: ASCE 7-10: Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=6.Opsh h=15ft; B=45ft; L=2411; eave=4f1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 per bottom chord live load nonconcumenl with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except gt=1b) 1=102, 2=177. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Walter P. Finn PE Nd,22839 NTA USA, Ina FL Cad 0634 6904 Parke East Blvd, Tampa FL 33610 Data: May 1,2019 AWARNING -V rily design perimeters and READ NOTES ON TMS AND INCLUDED M?EK REFERENCE PAGE Mll-7473 rev, 1=32015 BEFORE USE. Design valid Nr use only am NOreall, connectors. This design Is based only upon pardmalers shown, and is for an irdividual building component, not a Mae System. Before use. the building desgnermust very the applimbiiy, of design parameters and pmpedy sudmorele MIS design Into Me overall builliingdesign. BauinglndicatedistopreventbuGlingofhdivldualtmsswebw&crtdoNmembemwy. Adddid (temp mgandp nmeMdb g MiTek' is afweye requited for stabilhy and to prevem consists with possible personal injury and pmpeM damage. ForgenemlguldanceregaNllgthe fabrication. flmaga.delivery. erection and bidding gfwsses and bass systems, see ANS1?711 Quality Cdfedo, DSB99 and 8CG1 Building Component 6904 Parke East Blvd. Safeylnroraud an available (rum Trans Flats Module, 218 N. Lee Coast, Suee312. Alexandria. VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply LEATHERWOOD T76926180 J37743J37743A ZHJ7 DIAGONAL HIP GIRDER 2 1 Job Reference (optiona0 East Coast Truss, Ft. Pierce, FL 34946 3x4 = 8.220 s Nov 16 2018 MTek Industries, Inc. Tue Apr 3014:26:23 2019 Scale =1:189 7-0 2 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.32 4-7 >259 240 MT20 244/190 TCOL 7.0 Lumber COL 1.25 BC 0.54 Vert(CT) -0.21 4-7 >392 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Hoa(CT) -0.01 3 Na rda BCOL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 24 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=161/Mechanical, 2=377/0-10.15, 4=89/Mechanical Max Harz 2=175(LC 8) Max Uplift 3=-173(LC 8), 2=-457(LC 8), 4=119(LC 5) Max Grav 3=161(LC 1), 2=377(LC 1), 4=124(LC 3) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load ncnconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 200 wide will fit between the bottom chord and any other members. 5) Refer to glyder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 3=173,2=457,4=119. 7) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 39111 down and 83 lb up at 4-2-15, and 391b down and 83 Ib up at 4-2-15 on lop chord, and 901b down and 4lb up al 1-4-15, 901b dawn and 4lb up al 14-15 , and 8 Ib down and 4lb up at 4-2-15, end 8 Ib down and 41b up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 9 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (tall) Vert: 1-3=-54,4-5=-20 Concentrated Loads (lb) Vert: 10=11(F=-6, B=-6) Walter P. Finn PE No.22939 MTek USA, Inc. FL Can EOM Ease Parka East 81wL Tampa FL 33610 Date: May 1,2019 ®WARNING- Verify design psrsmele and READ NOTES ON THS AND INCLUDED IMFEK REFERENCE PAGE MIIJ473,nv. IOV342015 BEFORE USE. ' Design valid forges omy allh MTek® connectors. This design is based any upon Pennington shown, and is for an individual building component not Lao a Musa symem. Before Use. Me building designer must verify the apparabgay of design parameters and properly incoaata this design me to overall bulldingdesign. BacinglMicatedistopreveMbucFJbiAafNdMdualirosswebend/orchammembenony. AddaionaltamporaryarMpemianmdbraGng MiTek' is always required forstabiWy and to prevent couple with possible personal Injury and property damage. For genet guidance regarding the fabricator, appeals. delivery, erection end bmdnq ofuusses and buss systems. see ANSUFP/10ual1y Crdedo, DS649 end BCSI Building Component 6904 Parka East BIW. Sa/erylnrormWan ava0able fmm Truss Plate InztbNe, 21B N. Lee Street Suae 312, Aiekendria, VA 22314. Tampa. FL 35610 Job suss Truss Type Oty Ply LEATHERWOOD T16926181 J37743-J37743A ZHJ10 Diagonal Hip Girder 4 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s Nov 16 2018 MiTek Industries, Inc Tue Apr 3014:26:19 2019 Page 1 ID: d8LbweHSzWxBCs5m9E7cezyRrlaiolZ6LxCB2SvV9AlaMV1 U09p7AFVm8VRaVS865zLVSV -1-10-10 I 5-2.9 I 94.1 Is.to.1 1 I.I.I. 5.2-9 41.9 Pbb Scale -1:21A 2x4 = ... „ - - 6 52-9 0.1-0 0.5J Oct-13 LOADING (psft SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.15 7-8 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.10 7-8 aS99 240 BCLL 0.0 ' Rep Stress [nor NO WE 0.32 Hom(CT) -0.02 6 n/a Na BCOL 10.0 Code FBC20177fP12014 Matrix -MS Weight: 44 lb FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins. BOT CHORD 2x4 SIG No.2 BOT CHORD Rigid ceiling directly applied or 5-5-15 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=187/Mechanical, 2=516/0-10-15, 6=265/Mechanical Max Hom 2=226(LC 8) Max Uplift 5=-204(LC 8). 2=500(LC 8), 6=280(LC 8) Max Grad 5=189(LC 3), 2=516(LC 1), 6=265(LC 1) FORCES. (Ib) - Max. CompaMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=871/817 BOT CHORD 2-8=886/811, 7-8=886/811 WEBS 3-8=-242/273, 3-7=872/953 NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=6Gpsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 I6 uplift at joints) except (jl=lb) 5=204,2=500,6=280. 7) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 391b down and 831b up at 4-2-15. 39 Its down and 83 lb up at 4-2-15, and 661b dawn and 1551b up at 7-0-14, and 661b down and 155 Us up at 74)-14 on top chord, and 281b down and 4lb up at 1-4-15, 281b down and 4 lb up at 1-4-15, 8 Its down and 601b up at 4-2-15, 81b dawn and 60 Its up at 4-2-15, and 31 Its down and 110 Ib up at 7-0-14, and 31 Ib down and 110 lb up at 7-0-14 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 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) Vert: 1-5=54, 6-9=20 Concentrated Loads (lb) Vert: 13=-70(F=J5, B=-35) 15=11(F=6, B=-6) 16=61(F=31, B=-31) Walter P. Finn PE No.22839 MTek USA Ind. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Data: May 1,2019 ®WARNING- Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE AaI-0PLw. 1"WIPS BEFORE USE. oweew '-■�' Design valid for use ony wM MTek® oannttlors. This design Is blood only upon parameters shown, and Is for an Indiddual building component, not a truss system. Before use, me building designer must story me applicability of deaas esign gameteand properly Incorporate Nis design me e Ire overall +.��C bulldingdesign. Bracing indicated is to prevent buckgng V lndMdual Mass m ss web andlor charembers only. Motional temporary and peonanem bracing MOWIs always required for nobility and to prevent collapse with possible personal injury and property damage. For general guldanco regarding We fabricator. stoage,delvery,erection and beating oftmsses and mossystems,see ANSVTPT BLOW Criteria, DS949 and SCSI Building Component 6904 Parke East BIW. Serolyfnrmmafion ava9able hdn Tmse Plate IOndme, 218 N. Lee Street. Sube;12 Alexandde. VA 22814. Tampa, FL M10 Job Truss Truss Type pry Ply LEATNERWOOD T16926182 J37743J37743A ZHJ10A DIAGONAL HIP GIRDER 2 1 Job Reference o banal russ, FL Pierce, FL 34945 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Apr 30 14:26:212019 2x4 II Scale=1:21.4 LOADING (psp SPACING. 2-0-0 CSI. DEFL. in (hoc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.24 6-9 >368 240 MT20 2441190 TCDL 7.0 Lumber COL 1.25 BC 0.46 Vert(CT) -0.15 6-9 >581 240 BCLL 0.0 Rep Stress Incr NO WB 0.07 Hoa(CT) -0.01 4 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 38111 FT=0% LUMBER- BRACING. TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 Oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10a" oc bracing. WEBS 2x6 SP No.2 REACTIONS. All beatings Mechanical except (jl=length) 2=0.10-0, 6=0-11-5. (lb) - Max Harz 2=226(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 4,5 except 2=410(LC 8), 6=-814(LC 8) Max Grav All reactions 250 It, or less at joints) 4,5 except 2=347(LC 1). 6=698(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. WEBS 3-6=A63/533 NOTES. 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonoancunent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chard 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. 5) Referto gifder(s) for truss to truss connections: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D III uplift at joint(s) 4, 5 except (jt=lb) 2=410,6=814. 7) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 831b up at 4-2-15, 39 lb down and 83 lb up at 4-2-1 S. and 148 Ho down and 162 lb up at 7-0-14, and 66 Ib down and 155111 up at 7-0-14 on top chord, and 90 lb down and 4lb up at 1-4-15, 90 lb down and 4 Ito up at 1-4-15, 8111 down and 4111 up at 4-2-15, and 8lb down and 4 Do up at 4-2-15, and 31 Ib down and 70 Ib up at 7-0-14 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 8) Waning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 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 (pH) Vert: 14=54, 5-7=20 Concentrated Loads (Ib) Vert: 11=82(F=35) 13=11(F=-6, B=6) 14=-31(F) l Weller P. Finn PE No32838 MTak USA, Inc. FL Cad 6634 69H Pads East Blvd. Tampa FL 33610 Oak: May 1,2019 ®WARNING. Venry design parameters and READ NOTES ON T"S AND INCLUDED MITER REFERENCE PAGE h947473 rev. IMOV2015 BEFORE USE. Design valid for use only with MTeM ounnedors. This des an is based ony effort parameters slmxn, and Is Wan IMMdual bWdng mmponed, not a truss system. Before Use, Me building designer must verify the appllcabiay of design parameters and pmpelty Mmmarate Mfg design No the overall buildingdeslgn. Bowing lndicrtedistopredentburkangahtfirNduMtrussweb andtorchndmembers Only, 75ddconotempomyandpennanembracing MiTek' 6 always refulred for staoliy and to proved coaapso with possible personal Injury and property damage. For general guidance regain Me fabrication, storage. deWey, emotion and braung of trawas and truss systems, we ANS17PH qualify Cownta, DSB49 end BCS1 Building Component 69a4 Parke East BIW. Saferrulermztlog mbblehom Truss PlatelnSMme.218N.ke Vmet.Sune3l2,Alexandda,VA22314. Tampa, FL 36810 Symbols Lumbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION -►I�-�4' Center plate on joint unless x, y W W offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-}1G r For 4 x 2 orientation, locate plates 0- 'As' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by textth in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIrrPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safely Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-48 1 1 dimensions shown in sixteenths (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 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 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 slack materials on inadequately braced trusses. 4. Provide copies of this Imss 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 muss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assu mes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. S. 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 Duality Criteria.