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Home My WebLink AboutTRUSS PAPERWORKr Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 73811 - Caliandrio Site kp"- , Info: Dave Golden Homes, Inc. Project Name: Caliandrio Model: Subdivision: Address: unknown City: St Lucie County State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 SCANNED BY St Lucie County Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20120 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 50 individual, dated 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. Seal# 17 18 19 20 21 22 Truss Name A c C1 C2 C3 C6 D D1 D2 D4 D5 D6 D7 D8 G G1 G2 G3 G4 Date No. Seal# Truss Name Date T9580689 T9580690 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2017. 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 ANSIlrPI 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 MiTeles 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 ANSI1TPI 1, Chapter 2. aYl&VVED P,'�J :CEPTMNS TAXERI WIEWEDASKIO'S[> 01AFZUu'AIFr ?'—°:k;(T S.-LCIFI--t? rT - ^ r�, ?ft'17 (iE$IfF3iU�i aklnq In Only Sir r.r.•,;,.,,• ..." riY� FS�.`:tn f!! 011 concept Of ih^ f. - ^r••t ��na-'i p '1i D �Ori"nUl;•... '•enni' it1C CSim:r%+r:t dMi?f.e:z?• a ero ahoylR in _.'tr... Reno+i.,..,on(�Oi 1iT t h7+_Ctlnq 'n,; Par' :mh eo 6 y Y k u'at( h lift U e•r � VLNSr �11FOp�i ,�n��•N'o^ 3 69 1: I: V. STATE OF ::4J SS�ONA� EC��. Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa Fl. 33610 Dare; September 29,2016 Lee, Julius 1 of 2 RE: 73811 - Caliandrio Site Information: Customer Info: Dave Golden Homes, Inc. Project Name: Caliandrio Model: LottBlock: Subdivision: Address: unknown City: St Lucie County State: FL No., Seal# Truss Name Date 45 T9580691 PBB 9/29/' 46 T9580692 V4 9/29/' 47 T9580693 V8 9/29/' 48 T9580694 V12 9/29/' 49 T9580695 V16 9/291' 50 T9580696 V20 9/29/' 2of2 ob rugs rugs ype ty Celiandno T9580647 73811 A HIP 1 1 Job Refererne (optional) una,guem Iraw, na. l4n YIBICB, YL 14-0 4x8= 23I 4 5 4x8 = 19 6 Scale=1:52.8 4z4i— 3x4 = 3x6 = 3x8 = 3z4 = 44 = Plate Offsets (XY)-- 12'0-2-0 Edgej 14:0.5-4 0-2-0) 16:0-5-0 0-2-01 18:0-2-0.Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(L-) -0.10 9-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Ven(TL) -0.28 9-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(-L) 0.12 10 >999 240 Weight: 144 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc putting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 7-9-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 8=108afo-8-0, 2=1161/0-8.0 Max Horz2=224(LC 7) Max Uplift8— 634(LC 8). 2=-742(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1B54/1104, 3.4=-1654/1039, 4-5=-1727/1146, 5-19= 172711146. 6-19= 1727/1146, 6-7=-1657/1043, 7-8=-1858/1109 BOT CHORD 2-12=-875/1611, 11-12=-699/1450, 10-11— 699/1450, 9-10=-702/1452, 6-9=-881/1598 WEBS 3-12= 291/263, 4-12=-147/366, 4-10=-283/436, 5-10=-355/324, 6-10=-289/434, 1 6-9=-153/371, 7-9=-296/268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21ft; B=6511; L=64ft; eave=711; Cal. 11; Exp C; Encl., GCpI=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 634 lb uplift at joint 8 and 742 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING- end READ NOTES ON THISAND wCLUDED M?EKBEFENANCE PAGEMI14473me 10113/2015BEFONE USE Design Vold for use only wilt MlleM connectors. lNsdeslgn B based only upon parameters shown, and t for an individual building component. not a truss system. Bebre use, the building designer must verify the oppltcaNllty of design parameters and properly Incorporate this design Into the overall buII011gdedgn. Bracing lldlcatedistoprevent buckling oftldlvdualfrunweband/or chord members only. AGNllorwliemporaryantlpeananenibraclrg WOW 5 atways negl9 for stoUlityatd to prevent collapse with posskxe perswwl bllxy and properly damage. For general gudamce regardllg the ialxloallon, storage, delivery. erection and bruckg of t.sand traas tems, eaeANSI/Vll Quality Criteria, DSB-89 and BCSI Building Component 004 Parke East Blvd. Safety Information ava6abte from Term Nate Ins111ule, 218 N. lee Sheet. Sale 312, Alexandra, VA22314. Tanya, FL 33610 Job Truss Truss Type Qty Piy Caliandrio T9a60648 73811 C MONO HIP 1 1 I I Job Reference o tionel Chembers Truss, Inc.. Fort Pierce, FL Sx6 = 7-10-14 7.640 s Apr 1e2ol6miaxlnausmes,Inc. Inu 58Pzu1b:ob:4J20Ib Ya991 ID:WiE5F5_?dlxl0plm?4Bx3WyZ6zv-PS2oZ_' nMVlk%wBgiOsm3f2k8cXhPRP07AB4zyYIJs axe = 4x6 = 3x4 11 3x6 = 3,00 = Scale =1:72.0 17 16 15 14 13 12 li 3x6 = 3x8 = 4x6 = 3x4 11 3x10 = 3x6 = 3x4 11 6x8 9-0-0 I i6-1a-14 I 24-0-0 32-5.2 aod-0 7-1D-14 7A2 7.9-2 T-tbid Plate Offsets(KY)--12:0-3-00-1-41 f4:0-3-00-2-01 f6:0-3-OEdgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.43 Veh(LL) -0.25 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(fL) -0.62 14-15 >774 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.81 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Wind(LL) 0.3714-15 >999 240 Weight: 21311b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puains, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-2 oc bracing. WEBS 1 Row at midpt 5-17, 5-14, 9-14 2 Rows at 1/3 pis 9-11 REACTIONS. (lb/size) 11=1477/Mechanical, 2=1569/0-8-0 Max Horz2=319(LC 8) Max Upliftl 1=-876(LC 8), 2=-965(LC 8) FORCES. (Ib) , Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2728/1573,3-4-2542/1519,4-5-2276/1410,5-21=-3144/1881,21-22=-3144/1881, 6-22=-3144/1881, 6-7=-3144/1881, 7-8=-3144/1881, 8-9-3144/1881 BOT CHORD 2-17=-1550/2367, 16-17— 1962/3230, 15-16=-1962/3230, 14-15=-1962/3230, 13-14-1260/2117, 12-13=-1260/2117, 11-12=-1260/2117 WEBS 4-17= 436/846, 5-17=-1180/641, 5-15=01306, 7-14=-399/370, 9-14=-721/1191, 9-12=0/336, 9-11= 2418/1439 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psg BCDL=3.Opst; h=211t; B=65ft L=6411; eave=7ft; CaL 11; Exp C; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8761b uplift at joint 11 and 965lb uplift at joint 2. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - VeNrydes/gnpammeters antl READNOTES ON THIS AND /NCLUDEDMREKREFERANCEPACEM0-74Mmr IM=15BEFORE USE Design valid for use only Wlth MIT.M Connectors. INS design Is based only upon parameters shown, and isfor an IndMdual buUdirp component, not a truss system, Before use, the building designer must verify the appllcabllity of design parameters arld properly Incorporate this design Into the overall WIINng deslgd. Wmhg[Wfcale Mopevent WCWira OftndtVldualinrssweband/orChoml membersoNy. AddlilonoltemWroTymdpelmanenlUmIM Mffek' Is always requlred for stablllN and to prevent collapse vdih possible personal Injury and property damage. For general guidance regarding the fabricalbn storage, delivery erection arw bracing of trusses and truss systems, seeANSI/IPII Quality CnIeda, DSB-89 and SCSI Building component 6904 Perks Ens1 Blvd. Safety Information wdIcMe fiom Truss Rate InstlWte. 216 N. Lee street, Salle 312 Alexandda. VA 22314. Tama, FL 33610 o Truss type y CalianCrio 78580649 73811 C1 ON MONO HIP 1 1 i Job Reference o tional wnmaers muss, ren r,ar—. 11 V&r A Scale = 1:72.0 3xa II Sx6 = 3x8 = 3x6 = 3x10 = 3x4 II 4 6 21 22 6 7 8 9 17 16 '- 14 -' 13 '- -- 11 -- iV 3x6 = 3x4 11 3x8 = 4.6 3x4 11 3x10 = 3x6 = 3.4 it 6x8 = LOADING(psf) SPACING- 2-0-0 CSL DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ved(LL) -0.18 13-14 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) -0.46 13-14 >999 240 BCLL 0.0 Rep Stress her YES WE 0.90 HoR(fL) 0.15 10 n1a n/a BCDL 10.0 Code FBC2014/1P12007 (Matrix-M) Wind(LL) 0.2713-14 >999 240 Weight: 2281b FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins, except BOT CHORD 2z4 SP M 30 end verticals. WEBS 2%4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 1Row at midst 5-16,5-13,8-13,8-10 REACTIONS. (Ib/size) 10=1479/10echanical, 2=1567/0-8-0 Max Horz2=376(LC 8) Max Uphill 0= 984(LC 8), 2=-957(LC 8) Max Gray, 10=1507(LC 13). 2=1647(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2936/1581, 3-4— 2532/1431, 4-5=-2258/1357, 5-21=-2573/1520, 21-22=2573/1520, 6-22-2573/1520,6-7=-257311520, 7-8=-2573/1520 BOT CHORD 2-17=-1637/2654, 16-17=-1637/2654, 15-16-1660/2820, 15-23=-1660/2820, 14-23=-1660/2820,14-24— 1660/2820,13-24=-1660/2820,12-13=-98911713, 12-25=-989/1713,11-25=-989/1713,11-26=-989/1713,10-26=-989/1713 WEBS 13-16-462/320, 4-16=-340/786, 5-16=-831/381, 5-14=0/311, 5-13_ 312/182, '7-13=-373/353, 8-13=-668/1088, 8-11=0/324, 8-10=-2134/1231 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsf; h=21ft; B=651f L--64ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 fast bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8841b uplift at join110 and 9571Is uplift at jolnt 2. 8) 'Semi -rigid pijchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING- Vedtydestsapaserroolmand READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGEMIP7473 rev. 1MY201S BEFORE USE Design valld fo .. ody Wffi MITekOconneclors. TNsdesl9n 6 based only upon Para natelsshovm. and Is for an Inalvdual Wilding component, rut IMFg a truss system. Before use, the budding designer must verify the appllcagllty of design parameters and properly Incorporate Ihis design Into the overall Ibutdidesgn. Bracing Indicated lstoprevent bucklingofindMdualWus band/orcfwrdmemb monly. Addllionaltemporaryondpetmanenlbrocing M!Tek' Is always required for dabllllyand to prevent Collapse wllh possible persomal Injury and property damage. For generol0�dtlonce re0artlitg the fabrication. storage, delivery. erection and bracing of frussesand trusssystems. seeMSI/M11 Quality Cdleda, DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information avol able from Truss Plate Institute. 218 N. lee Mmet. Stare 312. Nexcndda. VA22314. Tampa, FL 3361 D Job cuss ruse Type ty Ply Caliarono T9580650 ]ob C2 HIP 1 [ Job Reference (optional) wemoers imss, m5.. rm, nm�n, r� ID:WiE5F5_ 6.00 12 Inc 5 236 7 9 Scale=1:73.0 3x6 = 10 11 19 18 '- -- 16 m m ,z 3x6 = 3x6 — 6x8 = 3x6'G LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.16 16-18 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Ven(TL) -0.3916-18 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.14 12 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.22 16 >999 240 LUMBER- TOPCHORD 2X4 SP M30 BOT CHORD 20 SP M 30 WEBS 2k4 SP No.3 REACTIONS. (lb/size) 2=1571/0-8-0, 12=1475/Mechanical Max Horz2=389(LC 8) Max Uplift2=-959(LC 8), 12-882(LC 8) Max Grav2=1704(LC 13), 12=1526(LC 13) PLATES GRIP MT20 244/190 Welght: 239 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directlyapplled or 3-11-10 oc purilns, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-11-15 oc bracing. WEBS 1 Row at midpt 6-15, 8-13, 9-12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD !2-3= 2862/1462, 3-4=-2756/1476, 4-5=2456/1372, 5-23=-2475/1446, 6-23=-2475/1446, 6-7=-2193/1281, 7-8-2193/1281, 8-9— 1390/829 BOT CHORD 2-19=-1504/2577, 18-19—1 504/2577, 17-18=-1230/2183, 17-24=-1230/2183, '16-24=-1230/2183, 16-25-1401/2487, 15-25=-1401/2487, 14-15=-1236/2204, 14-26=-1236/2204,13-26=-1236/2204,13-27-784/1402,12-27=-784/1402 WEBS 15-18=-218/544, 5-16=-270/564, 6-15= 393/230, 8-15=-122/466, 8-13— 1118/630, 19-13— 388/1013,4-18=-543/373,9-12=-1924/1071 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE a/-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=21ft; B=65ft; L=64ft; eave=7lt; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Cpsf 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) Refer to girdeir(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 its uplift at joint 2 and 882 It, uplift at joint 12. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING- Vedfydeslgnpammorem MdREAD NOTES ON THISAND INCLUDED M96KREFERANCE PAGEMO-7473my. 10,031L0136EFORE USE. Design valid Oriase oNy W%MITeM connectors. T,IS design Is based only upon parameters shown, and is for an fec Mduai Whaling component rot a truss system. Before use, the building designer must verily the opWlcablllN of design parameters and properly Incorporate this design Into the overall buiking design, Bracing Intlkated is to prevent tackling of Individual tmssweb and/or chord members only, Addltloral temporary antl peimaneni txac6lg M!Tek' Is always mcd,od for stadfily and to prevent collapse with poside personal Injury and property damage. For general mAdance regarding the fabdcaBon, storage, delivery, erection an] bracing of buses and buss systems. WeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Salary Information avaliaMe from Truss Plate Institute. 218 N. Lee Street Strife 312. Alexandra, VA 22314. Tampa, FL 33610 ruse Puss ype ty Py Celiantlrio o T9580651 73811 C3 HIP 1 1 Job Reference (optional) Senn-n... �n nn,c nl.TnL InA��e,nee Inn. TArr Fnn 9015'a5'LF'Jn1fi P.—I unaMUcI6 I IYS , I„y., 1-1--, ri al Slug 3x4 sire= 6.00 12 4 21 US 6 314 = 7 Scale=1:73.3 11 17 ra w ra •. •J 3x6 _ 3x4 II 4x6 = US = 3x4 = 3x5 = 3x6 II 3x4 = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (roc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.14 14-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.3515-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.1914-15 >999 240 LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2z4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1569/0-8-0, 10=1477/Mechanical Max Horz2=293(LC 8) Max Uplift2=-969(LC 8), 10=-872(LC 8) Max Grav2=1678(LC 13), 10=1509(LC 14) PLATES GRIP MT20 244/190 Weight: 246 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-1.5 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-10 oc bracing. WEBS 1 Row at midpt 3-15,8-13 FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2886/1541, 3-4=-2272/1316, 4-21=-2078/1332, 21-22=-2078/1332, 5-22=-2078/1332, 15-6=-2078/1332, 6-7=-2078/1332, 7-8=-1811/1188, e-9=-1360/830, 9-1 0=-1 448/887 BOT CHORD 'I2-17=-1481/2671, 16-17=-1483/2666, 15-16=-148312666, 15-23=-106212052, 14-23=-1062/2052,14-24=-990/1863.13-24=-99011863, 12-13=-626/1182, '12-25=-626/1182, 11-25=-626/1182 WEBS 13-17=0/293, 3-15=-713/486, 4-15=-198/555, 4-14=-143/360, 5-14=352/306, '7-14=-230/430, 7-13= 663/480, 8-13= 576/1077, 8-11= 515/403, 9-11= 702/1360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i 60mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.0ps1; h=21 it; B=65ft; L=641t; eave=7ft; Cat. II; Exp C; Encl., GCpI=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 969 lb uplift at joint 2 and 872 lb uplift at Joint 10. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- VedJydesrgnparemefemend READ NOTES ON TNISAND INCLUDED MTTEKREFERANCEPAGEMO-7473mv ItYMOf5BEFOREUSE. fo%use onlywilh Mirek®connectors. Tnlsdeslgn 6 booed only upon parameters shown, and is for On IndiAduol building component, not met valid a Ines system. Before use, the building designer mustvedy, the applcablllty oftlesign parameters and xopody Incorporate this dosing Into the overall buffdingdesignn Bracing lMlcated is to prevent buckling oflntlNWual ham web and/or chord members only. Addlllonaltempedryandpetmanentbracig ILp MOW Is always required for sfabilltyand to prevent collciee with possible personal Injury and property damage. Forgeneraiguldarceregardgihe fabdcatlon. storage, delivery, erection and bmcig of trusses and trust systems. weANSI/TPl1 Quality Cdterla, DSB-89 and BCSI Building Component 6904 Padre Easl Bled. Safety Information ovallable from Truss Rote InsllNte. 218 N. Lee street. Wife 312. Alexandda VA 22314. Tampa, FL 33610 o toss toss ype Ory y Celiantlrio T966o652 ]3811 C4 HIP 1 1 Job Reference o tlonal wemoers suss, in ., ro„ r,e,oe, rL -- - --- -- - ID:W iE5F5_7d1xl0plm?4Bx3WyZ6"-Prv-p1jwBOkr4HlsZW ejLq_ZOhHVaLtAusbr45PshIyYlJp 8 6-0 Sxe = 6.00 123x4 11 Sx8 = Scale =1:72.7 16 14 is I ,J 3x6 = 3x4 II 4x6 = 3x4 = 3,68 = 3.6 = 3x4 = 6x8 _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/deft Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) -0.16 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(fL) -0.4110-11 >999 240 BOLL 0.0 Rep Stress Inor YES WE 0.40 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FB02014fFP12007 (Matrix-M) Wlnd(LL) 0.1914-16 >999 240 Weight: 242 lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purllns, except BOT CHORD 2k4 SP M 30 end verticals. WEBS 2z4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-13 oc bracing. WEBS 1 Row at midpt 3-14, 5-13, 6-13, 7-13, 7-11. 8-10 REACTIONS. (lb/size) 2=1569/0-8-0, 10=1477/Mechanical Max Harz 2=-31 O(LO 6) Max Upilft2_ 969(LC 8), 10=-872(LC 8) Max Grav2=1683(LC 13), 10=1566(LC 14) FORCES. (lb) -IMax. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 2876/1538, 3-4= 2133/1214, 4-5=-2041/1243, 5-20=-1776/1199, 20-21=-1776/1199, 6-21= 1776/1199,6-7— 1776/1199, 7-8=1486/931 BOT CHORD 2-16=-1474/2694, 15-16=-1474/2694, 14-15=-1474/2694, 14-22=-955/1937, '13-22=-955/1937,12-13=-646/1304,12-23=-646/1304,11-23=-646/1304,11-24=-438/732, 24-25=-438l732, 10-25=-438/732 WEBS '3-16=0/337, 3-14=-857/583, 5-14= 213/635, 6-13=-442/387, 7-13= 463/840, 7-11=-286/252, 8-11=-298/827, 8-10=-1564/977 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21 it; 13=65ft; L=64f1; eave=7R; Cat. II; Exp C; Encl., GCpl=o.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 5)' This truss hes been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Refer to girdeV(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 969 Ito uplift at joint 2 and 872 lb uplift at joint 10. 8) "Semi -rigid pi(chbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. WARNING. Verity design parameters said READ NOTES ON THIS AND INCLUDED M]TEKREFERANCE PAGE MII-7473 rev. JU03,2015 BEFORE USE. Design valid foci use only Win Mlleloo connectors. This design Is based only upon parameters shown. and Is for an IndMdual Wilding component not a it=system. Before use, the building designer must endfy the cW11cabllity of design parameters and popedy Incorporate this design Into the overall WIId,gdedgn,&acing Indicated is to Orevenl buckling oflocivldual tmssweb anchor chord members only. Addlllonalfempomiyand Wirnanentbraclrg MOW B always required for stabllltyand to prevent collapse v]llh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and braclig of liseresand Inns systems seeANSUTP119uality Cdleria,DSO-89 and BCSI Building Component 6904 Parke Eost Blvd. Safety Information ovriiaNe from Tnnt Rate Institute. 218 N. lee SBeof. Suite 312. Aoxandda, VA Kd14. Tampa, FL 33610 Truss toss ype my y Celiandeio ob T9580653 ]38f1 CS HIP 1 1 Job Reference (optional) e79Me GAOnt Chambers Truss, Ind, Fon Pierce, FL m �I ID: W iE5F5_?d1z10p1m?4Bx3WyZ6rv-HEHIOLRrb?jBgDwYVoxvpiTyLdGf?JIBPDkyYIJo 29-4-D 1 353-13 40.4-0 6-2-0 5-11-13 5.0.3 5z6 = 6.00 12 3z4 = Sz5 = 6 21 7 8 Style = 1:72.7 11 3z4 = 4x6 = 3z8 = 4z6 3z8 = 3z5 = 3.6 II 4z5 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.31 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.6713-15 >716 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.61 HoR(TL) 0.10 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1915-17 >999 240 Weight: 254 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins, except BOT CHORD 2X4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly appfied or 5-11-6 oc bracing. WEBS 1 Row at midpt 5-15, 7-15, 7-13 REACTIONS. (Ib/slze) 2=1570/0-8.0, 11=1476/Mechanical Max Horz2=-355(LC6) Max Upllft2=-967(LC 8), 11=-874(LC 8) Max Grav2=1739(LC 13), 11=1567(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3001/1589, 3-4=-2739/1480, 4-5=-2662/1492, 5-6=-2018/1224, 6-21=-1779/1147, 7-21=-1779/1147,7-8=-1351/959,8.9=-1549/994,9-10=4224/713, 10-11=-1518/884 BOT CHORD 2-17=-1533/2850, 17-22=-1132/2287, 16-22=-1132/2287, 16-23=-1132/2287, I15-23-1132/2287, 15-24=-812/1696, 14-24— 812/1696, 14-25=-812/1696, 113-25=-812/1696,13-26=-575/1044,12-26=-575/1044 WEBS 3-17= 438/412, 5-17=-266/601, 5-15=-763/531, 6-15— 341/658, 7-15=-91/354, 17-13-645/368, 8-13— 191/481, 9-13-188/534, 992= 740/511, 10-12=-741/1347 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--w'.Opsf; h=21 it; B=651t; L=641t; eave=7fl; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Refer to girdei(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 967lb uplift at Joint 2 and 874 lb uplift at Joint 11. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. ®WARN/NG-Vtlty✓eaign parameters enO flEAO NOIE60N TH/S ANOWGLUUEO MREKflEFERANLE PAGE MO-l4]3rev. fd0YlO15fieFOHE USe. Design valltl for use oNywllh M40"cConneclorslNs design k basetl oNy upon porameters shown. and Is for on IndlNtlual Wlltling component rwt ��' atrusssystem. fore use, the twlltling of anermusf vedN the appllcaWlN of design parameters and propetly Incorporate BIB tleslgn Info the overall bulldlrg design&acing lntllcoted is to prevent Wckllrxl of lntlMtlual hussweb and/or chord members only. Atldlllonal temporary and permanent btadrig MiTek' N always tegWi6tl for sfabilltyand to prevent collapse wBh possible personal Injury and property damage. For general gultl¢lce regarding the fabballon, storage, delivery, erection antl bracing of Nunes and huss systems, seeAN51/IDI 16..I, Ctlteria, DSB-69 pntl BC51 Building Component 6804 Parke East BNd. 6alely Inlormallon available hom Truss Rafe Inshfule, 2" N. Lee Sheet, Sulfe 312, Alezandda. VA 22914. Tampa, FL 33610 Job Truss Type Qty Py Celiandn. TB56o654 73611 C6 HIP i 1 Job Reference (optional) wamoers ,russ in, roii r— , — e� ID:WiE5F5_9d1xl0plm746x3WyZ6zv-mQfthm5cv7apgo6TFO7T6Mr_9HBMgd8%PuymByYlJn 14-23 21-0-0 274-0 i 33E4 404-0 G9-13 6-9-13 64--0 644 6-7-/2 5x6 = Scale = 1:77.1 5xa = 6.00 12 6 7 _- - 14 1J r, .0 4x5 3x4 = US = salt 3.4 = 3x6 = 3x6 11 = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.35 14-16 >999 360 TCDL 7.0 Lumber DOL 1.25 BIG 0.64 Vert(TL) -0.7314-16 >658 240 BCLL 0.0 " Rep Stress [nor YES W B 0.82 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matdx-M) Wind(LL) 0.1914-16 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 2=1569/0.8.0, 10=1477/Mechanical Max Horz 2=-400(LC 6) Max Uplift2=-968(LC 8), 10=-873(LC 8) Max Grav2=1734(LC 13), 10=1557(LC 14) PLATES GRIP MT20 244/190 Weight: 2511b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 1 Row at midpt 5-14.7-13 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3016/1578, 3-4=-2760/1473, 4-5— 2637/1487, 5-6=-1816/1138, 6-7=-1591/1097, 7-8=-1549/1032, 8-9=-1402/817. 9-10= 1505/886 BOT CHORD 2-16=-152212894, 16-20=-1143/2314, 15-20=-1143/2314, 15-21=-1143/2314, 14-21=-1143/2314,14-22=-621/1398,13-22=-621/1398, 12-13=-639/1189, 12-23= 639/1189,11-23=-639/1189 WEBS 3-16= 417/396, 5-16=-243/673, 5-14=-905/600, 6-14_ 198/478, 7-14=-222/573, 8-13-137/318, 8-11= 559/442, 9-11=-735/1389 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 5-10; Vult=.160mph (3-second gust) Vasd=124mph; TCDLa.2psf; BCDL=3.Opsf; h=21f1; B=651t; L=64ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss hall been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9681b uplift at joint 2 and 873 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING-VeUly daegapmamelem nntl READ NOTES ON THISAND INCLUDED MREKREF£RANCEPACEMIW473 mv. 10/MISBEFOREUSE Design vailtl for use oNy v4lh Mlielt®connectors.INs tledgn k basetl only upon parameters shown, and"for on kWlNdual bu0tling component. not fat' a tom syst-an "om use- the building deslgne' must vedN the appilcobllI of tledgn parameters nntl properly lnco'pomfe ihk design Into the overall bulitllrxl deslgrj. &acing lrWkbfetl Sro prevent buckling of lncrv'ual Muss webantl/_'chortl membersAdtlllionai temporary and permanent bracing Miiek' h always requlretl for stability nntl to prevent collapse with possible personal ln)ury and propery tlamage. For gene'-20"mlce'egardlr, the fobticarbn, rofage, delivery, erection nntl txaclrxl of pusses and M1uss systems see�N5U" Cuality Criretla, o6B-a9 and BC51 Bulldlag Companent 6904 Paike East BNd. Safely IOformaMon available from Lu.¢ Plate Institute. 218 N, tes Street. 6ulte 312 Alexantlrla, VA 22314. Tango, FL 33610 o Truss toss Type Ply Caliandrio T956a655 73911 D SPECIAL 1 1 Job Reference (optional) anarroem puss, rap., rm, r,aa.a, rr. 6.00 F12 5x6 = 3-6-12 Scale = 1:88.0 re m ra a 17 ,o m 15 1412 3x5 = 4x6 = 3x6 = 3x6 = 4x5 = 4x5I = 3x8 = 3x5 = 4x8 = 6x8 = LOADING(psp, SPACING- 2-0-0 CSI. DEFL. in (100) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(LL) -0.29 17-19 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(fL) -0.58 17-19 >820 240 BCLL 0.0 '" Rep Stress lncr YES WB 0.95 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wlnd(LL) 0.2112-25 >489 240 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2�4 SP M30 WEBS 2x4 SP N0.3 REACTIONS. (;b/size) 1=1353/0-8-0, 12=2447/0-8-0, 10=-151/0-3-8 Max Harz 1=-474(LC 6) Max Upilft1=-790(LC 8), 12=-1555(LC 8), 10=-487(LC 13) Max Gravl=1441(LC 13), 12=2447(LC 1) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 265 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at nlidpt 4-17, 5-17, 6-17, e-14 FORCES. (lb) -1 Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2525/1434, 2-3=-2265/1325, 3-4=-2142/1338; 4-5— 1412/1025, 5-6=-1453/1021, 16-7=1602/1071, 7-8=-1264/853, 8-9=-361/1287, 9-10_ 611/1325 BOT CHORD 1 -1 9=-1 102/2520,19-26=-706/1937, 18-26=-706/1937, 18-27=-706/1937, �17-27= 706/1937,16-17=-563/1454,16-28=563/1454, 15-28=-563/1454, 114-15=-559/1280,13-14=-933/677,12-13= 933/677,10-12=-1063/7ll WEBS 2-19= 432/409, 4-19=.259/658, 4-17=-845/562, 5-17=-641/975, 6-17=-451/339, 7-14=-11201785, 8-14= 1400/2484, 9-12=-588/556, 8-12= 2006/860 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21It; B=65f; L=641t; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrom with any other live loads. 6) ` This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 790 lb uplift at Joint 1, 1555 lb uplift at Joint 12 and 4871b uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING -Vedlydeslgnparametereand READ NOTES ON THISANDINCLUDED WEKREFERANCE PAGEMB-7473ree. IVIl lelS BEFOREUSE. Design valid forme only with MITeM connectors. This deslgn Is based only upon parametersshovm, and is for an MlAdual Wlldirg component, not a truss system. Before use, the bullding designer must verify the appllcaWliy, of dedgn parameters and properly Incorporate Ihh design Into the overall bulldirgdedgn. WactrxiIndicated 610prevent WCUMoflntlMdualtrussweband/or ctrordmembersonly. Addlflorwltern oraryardpermanentbracing MiTele h always requIrOfor stability and to prevent collapse Win possible personal lnfury and properly, damage. For general guidanceregarding the fabdcatbn, storage. delivery, erection and bmai g of trusses and truss systems WoANSIm I1 Quality Crltetla, DSB49 and BCSI Building Component 6904 Parke Ease BNd. Safety Informatlon available from Truss Plate ludiute. 218 N. Lee Street. 6ude 312, Alexardda, VA 22314. Tamf a, FL 33610 ID:WiE5F5_7d1XI0plm?4BX3 20-2-0 26-1-13 28-4-0 37-4-0 6-11-13 5-11-13 F 3.2J 3-00 5x6 = 6.00 F72 5 Scale = 1:87.9 7 pa ,a — ,o =r 17 — `" 15 — -- 13 12 3x5 = 4x6 = 3,8 = 3x6 = 410 = 3x6 = 4.5 = M14x5 = 4x5 C LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (loc) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) -0.27 17-19 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.5315-17 >910 240 BCLL 0.0 Rep Stress Incr YES W B 0.83 Horz(TL) 0.08 12 n/a We BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wlnd(LL) 0.19 17-19 >999 240 LUMBER - TOP CHORD 2z4 SP M 30 BOT CHORD 2z4 SP M 30 WEBS 2X4 SP N0.3 REACTIONS. (III/size) 1=1386/0-8-0, 12=2333/0-8-0, 10=-71/0-3-8 Max Horz1=-474(LC 6) Max UpIlft1=-807(LC 8), 12-1501(LC 8), 10= 440(LC 6) Max Gravl=1494(LC 13), 12=2333(LC 1), 10=55(LC 18) PLATES MT20 GRIP 244/190 Weight: 2671b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-17. 5-17, 6-17, 8-15 FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD �1-2=-2636/1471, 2-3=-2376/1363, 3-4=-2253/1376, 4-5=-1538/1062, 5-6=-1577/1056, 6-7=-186311231,7-8=-160911036, 9-10=-534/1237 BOT CHORD 1-19=-1 135/2619,19-26=-739/2043, 18-26=-739/2043, 18.27-739/2043, 17-27=-739/2043,16-17= 622/1619,16-28=-622/1619, 28-29=-622/1619, 15-29=-622/1619,12-13=-989/649,10-12=-989/649 WEBS 2-19— 431/409, 4-19— 261/643, 4-17=-835/562, 5-17=-666/1085, 6-17=-506/379, �6-15-160/292, 7-15=-1074/809, 8-15-1092/1993, 8-13=-1390/771, 9-13=-786/1888, 9-12=-2272/1269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.OpsQ h=21fl; B=65ft; L=64f; eave=7R; Cat. II; Exp C; Encl., GCpi=0.1B; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 807lb uplift at jolnt 1, 1501 to uplift at joint 12 and 4401b,upllfl at joint 10. 7) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,&WARNING-VedlydetigAp...f.o,..d READ NOTES ON THIS AND INCLUOEOMNEKREF£RANGE PAGE IWI-7473re, 1�015 BEFORE USE. R' Deslgn validforuseoNywlth MlleMemnectors. lhlsdeslgn is bosedmlyupon parameters Shown. and is form kldlAdual building component nor ®` a tines system. Before use, flue building designer must verily the appllcaloNry of desim parameters and Vopery Incorporate Thisdesign Into the overall bulldinocesign., Bracing Indicated Is to prevent bucklingoflndlNduaitruss weband/or chord members only. Accillonaltempororyandpernimenibrocing M!Tek' Nalerays required for sfabillly and to prevent collapse with possible personal Injury and property damage. nor general guldalce regarding the fab catbn, storpge, delNery, erecffon and bracing of hussesand tme systems. seeANSI/TPII Quality Cdt nIo, DSIr89 and SCSI 8UIlding Component 6904 Perk. East BNd. Safety Informallo,n available from True Rate Institute, 218 N. We Steel, Suite 312, Wexanddo. VA 22314. Tar pa, FL 33610 Scale = 1:88.0 Sx6 = 6.Do 12 3xs = OxSi= 4xa = 3xe = e%e 3x5 = 4x5 = 3x6 11 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.56 Vert(LL) -0.30 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Verl(TL) -0.59 17-19 >813 240 BOLL 0.0 ' Rep Stress lncr YES W B 0.82 Horz(fl-) 0.09 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.1917-19 >999 240 Weight: 262 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc puffins. BOT CHORD 2i 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 or; bracing. WEBS 2X4 SP No.3 WEBS 1 Row at midpt 4-17, 5-17, 6-17, 7-15 REACTIONS. (lb/size) 1=1406/0-8-0, 12=2215/0-8-0, 10=2710-3-8 Max Harz 1=-474(LC 6) Max Upliftl=-822(LC 8), 12=-1411(LC 8). 10=-410(LC 6) Max Gravl=1515(LC 13), 12=2215(LC 1), 10=142(LO 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 11-2=-2687/1506, 2-3=-2427/1397, 3-4— 2304/1410, 4-5=-1575/1098, 5-6=-1635/1076, 6-26=-1669/1137, 7-26=-1659/1137, 7-8=-749/509, 8-9=-361/1047, 9-10=-381/973 BOT CHORD '1-19=-1166/2665, 19-27=-769/2082, 18-27=-769/2082, 18-28=-769/2082, �17-28=-769/2082,16-17=-716/1775,16-29=-716/1775,15-29=-716/1775,15-30=-85/565, '14-30= 85/565,13-14= 85/565,12-13=-820/512,10-12=-820/512 WEBS 2-19=-431/411, 4-19= 261/658, 4-17=-8441554, 5-17=-653/1112, 6-17= 602/411, 6-15=-773/583, 7-15=.847/1554, 7-13=-998/591, 8-13=-768/1869, 8-12=-2137/1233 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ABC 7-10: Vult=160mph (3-second gust) Vasd=124ni TODL=4.2psf; BCDL=3.Opsf; h=21it; B=651h L=64ft; eave=7111; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) at truss to bearing plate capable of withstanding 822 ib uplift at joint 1, 1411 lb uplift at joint 12 and 4101bluplift at Joint 10. 7)'Semi-rigid piichbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - VieNrydesignpammeteasand READ NOTES ON THISAND INCLUDED M/iEKREFERANCEPAGEMIN473ra¢ 10932015SEFOREUSE Deslgn valid forme only wm Mgelm connectors. Ihis design Is based only upon parameters Mom. and Is form IntliNdual building component not ��- a puss system. Before use, the building designer must very me appllcablllty of design parameters and property Incorporate mis design Into the overall buldkxldesignl&aciagindlcated is to prevent buckling of lydlvdual truss web arid/orchordmembers only. Midland temporaryandpermanenibracing WOW h always rociUmd for Natality and to prevent collapse wth possible persona; injury and property damage. For general guidance regarding the fabrication, slornge, delivery, erection and bracing of trusses and;rasa systems. WeANSUTPI I Quality Cdteda, DS8-89 and Bar Building Component 6904 Parke East Blvd. Safety Information avalloNe from Inns Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314, Tanya, FL 33610 Jab russ russ Type ty Ply Caliandrio I T9680659 73aff l D3 SPECIAL 1 1 Job Reference o Clonal unamoels I ruse. mp., ron rreme, 11 d 5-11-13 6.OD F12 Sx6 = 8-4-0 Scale = 1:88.0 17 '- -- 15 -- 14 '" 12 3x5 = 4x51= US = 3x6 = 3x6 = 3x5 = 3x6 = 3x6 11 4x5 = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in riot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.30 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.6117-19 >793 240 BCLL 0.0 " Rep Stress Incr YES W B 0.90 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code F802014(rP12007 (Matrix-M) Wind(LL) 0.1917-19 >999 240 Weight: 268 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc puffins. BOT CHORD 2X4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 SP No.3 WEBS 1 Row at midpt 4-17. 5-17, 6-17, 7-15 REACTIONS. (Ib/size) 1=1420/0-8-0, 12=2138/0-8-0, 10=91/0-3-8 Max Horz 1=-474(LC 6) Max Upllftl=-830(LC 8), 12=-1367(LC 8), 10=-376(LC 6) Max Gravl=1544(LC 13), 12=2138(LC 1), 10=191(LC 18) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 1-2=-2752/1522, 2-3=-2492/1413, 3-4=-2369/1426, 4-5=-1638/1114, 5-6=1669/1118, 6-26=-1666/1146, 7-26-1666/1146, 7-8=-1084/697, 8-9=-267/885, 9-10=-297/877 BOT CHORD 1-19=-1180/2722, 19-27-786/2140, 18-27= 786/2140, 18-28=-786/2140, ' 17-28=-786/2140, 16-17-664/1808, 16-29=-664/1808, 15-29=-664/1608, 15-30— 196/906, 14-30=-196/906,13-14= 674/432,12-13=-674/432,10-12=-674/432 WEBS '2-19=430/408, 4-19=-258/659, 4-17=-849/564, 5-17= 740/1196, 6-17=-623/426, 6-15= 669/471, 7-15=-637/1233, 7-14-722/472, 8-14= 749/1873, 8-12=-2042/1218 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 7CDL=4.2psf; BCDL=3.Opsf; h=21 ft; B=651t L=64ft; gave=7fl; Cal. II; Exp C; Encl.,'GCpl=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wido will tit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 830 Ib uplift at joint 1, 13671b uplift at joint 12 and 376 lb, uplift at Joint 10. 7)'Seri pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ®WARNING - VerltydeolEa par aatuaaad READ NOTES ON THISAND INCLUDEDMREKREFERANCEPAGEMN-7473 fee f0/OSR015 BEFOREVSE wild for---Nywith Mnelrb,connectors. this design Is based any upon Parameters shown, and Is for an WhAdual bullding component not IS a tnnssystem. Before use, fine bullding designer must verily the applicability of design parameters and properly Incorporate Mrs design Into the overall bdldingdeslgn, Bracing Indicated is to prevent hackling ofIndividual trussweband/or chord membetBonly. AccrIchalfemporaryandpermanentbracing MiTek' Is always recurred for sfabitly and to Vevent collapse with possible personal Injury and property damage. For general guidance regarding the fal,dectbm storage, delivery. erection and bracing of Imsses and truss systems, wo NSI/IPII Quality Cd oula, DSU-89 and BCSI Building Component 6904 Parke East BNd. Safety Information avdlaWe from truss Plate InsliMe. 218 N. Lee Street, Sulte 312, Alexandra VA22314. Tanpa. FL 3361 a a russ Truss We Dry Calientlrio 9680659 ]3911 D4 SPECIAL 1 1 Job Reference o lions, Gnamoers l rues, la9., Pon tierce, rl. b 3-2-0 5x6 = 6.00 12 Scale = 1:88A 17 -- 15 14 la 3x5 = 4x6 = 3x8 = 3xS = 3x6 = 31t6 3x6 11 4x5 = 4x51- 3x6 = LOADING(pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2014/rP12007 CSI. TC 0.53 BC 0.59 W B 0.69 (Matrix-M) DEFL. VeN(LL) Ven(TL) Hoa(rL) Wind(LL) in (too) Well L/d -0.29 17-19 >999 360 -0.60 17-19 >806 240 0.08 12 n/a n/a 0.1912-25 >530 240 PLATES GRIP MT20 2441190 Weight: 274111, FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins. BOT CHORD 21�4 SP M 30 BOT CHORD Rigid celling directly applied or 6-0-0 oc bracing. WEBS 2k4 SP No.3 WEBS 1 Row at midpt 4-17, 5-17, 6-17, 6-15, 7-15, 7-14, 9-14 REACTIONS. (lb/slze) 1=1432/0-8-0, 12=2076/0-8-0, 10=140/0-3-8 Max Harz 1=-474(LC 6) Max Uphill=-836(LC 8), 12=-1340(LC 8), 10-362(LC 8) Max Gravl=1546(LC 13), 12=2076(LC 1), 10=223(LC 18) FORCES. (Ib) -IMax. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. - TOP CHORD II1-2=-2757/1533, 2-3-2497/1425, 3-4=-2375/1438, 4-5=-1643/1126, 5-6=-1647/1157, 6-26=-1581/1133,7-26=-1581/1133, 7-8=-1159/813, 8-9=-12547783, 9-10=-225/696 BOT CHORD 'l-19-1190P2727, 19-27=-797/2145, 18-27=-797/2145, 18-28=-797/2145, 1 17-28=-797/2145,16-17— 590/1734, 15-16=-590/1734, 15-29=-270/1103, '14-29=-270/1103,13-14=-501/359,12-13=-501/359,10-12=-501/359 WEBS 12-19-430/407, 4-19=-257/659, 4-17— 848/568, 5-17= 818/1226, 6-17=-613/453, 6-15= 585/360, 7-15— 464/919, 7-14-509/381, 9-14-704/1786, 9-12= 1918/1213 NOTES- 1) Unbalanced rdof live loads have been considered for this design. 2) Wind: ASCE 7-10: VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21ft•, B=65ft; L=64ft; eave=70; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 836 to uplift at Joint 1, 1340 lb uplift at Joint 12 and 362 Ib uplift at Joint 10. 7) "Semi -rigid plichbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. ,,&WARNING. VorRy Cas/gnpammeter4aadREADNOTES ON THIS AND INCLUDED MREKREFERANCE GAGE M11-7473fe¢ f4Vp3/4)f5 BEFORE USE Design valid forluse only Win MlTek®connectors. TNsdeslgn is basetl onlyupon parametersshown, and is form hdlydaal WOdlug component, not a truss system. Before use, the WllcIng dedgner must vetlly the applicab0lty, of design parameters and properly Incorporate his design Into the overall WacinglWicateclistopreventWcklingoflydIvk]ualfrussweband/or chord members only. Addlliomliemp Too ldpermanentbT=IW M!Tek' bulldngdeslgnl Is always requlryQtld for stabllity and to prevent collapse wBh posLMe personal Mury and property damage. for general guidance regarding the fabrication.storbg9, deiNery. erection and bracing of tna asand trust systems, seeANSUTP11 Quality Cdierla, DSB419 and SCSI Building Component 6904 Parke East Blvd. Safely Informallon avrliable from Truss Rafe Insflfule. 218 N. fee Street. Salta 312. Plexandtla. VA 22314. Tampa, FL 33610 o russ fuss Type ty Py Csliendrio T9580660 73811 05 SPECIAL 1 1 Job Reference o Lionel Ghetnbers buss, Yon YielCe, IL 7-0-5 ID:W1E5F5_?dIA0pin 20-2-0 1.4 5-11-13 -2 8-0-0 Sx6 = 6.co 12 5x6 = 5x6 = 5 6 --- Scale = 1:88.0 3x5 = 4x6 = 3xe = 3x6 = 3xe = 4x6 = 6x8 = 4x5 = 4x5'= LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.47 Vert(LL) -0.32 13-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.6513-15 >743 240 BCLL 0.0 Rep Stress [nor YES WB 0.77 Horz(TL) 0.10 13 nfa n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Wind(LL) 0.2113-25 >481 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2z4 SP No.3 REACTIONS. (fib/size) 1=1420/0-8-0, 13=2141f0-8-0, 11=88f0.3-8 Max Harz 1= 474(LC 6) Max Upllitl=-825(LC 8), 13=-1392(LC 8), 11=-372(LC 6) Max Grav 1=1580(LC 13), 13=2194(LC 14), 11=180(LC 18) PLATES GRIP MT20 244/190 Weight: 276 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purl ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at mldpt 4-17, 5-17, 6-17, 6-15, 8-13 FORCES. (lb) -I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD'1-2=-2829/1511,2-3=-2569/1402,3-4=-2446/1415,4-5=-1727/1103,5-6=-1696/1167, 6-26=-1140/852, 7-26=-1140/852,7-8= 1298/868, 8-9_ 130/865, 9-10=-146l777, 110-11=-376/847 BOT CHORD �1-19=-1171/2792, 19-27= 776/2213, 18-27=-776/2213, 18-28=-776/2213, i 17-28=-776/2213, 17-29=-472/1719, 16-29=-472/1719, 16-30_ 472/1719, '15-30=-472/1719,15-31=-110/625,14-31=-110/625,14-32=-110/625,13-32=-1101625, 11-13=-641/506 WEBS '2-19=-432/409, 4-19=-258/649, 4-17=-831/562, 5-17=-862/1298, 6-17=-5921480, 6-15= 783/357,7-15=-40/286,8-15=-205/899, 8-13=-2124/1034,10-13— 456/447 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21ft; B=65f1; L=64tt; eave=7fl; Cat. II; Exp C; Encl.,'.GCpi=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 825 lb uplift at joint 1, 1392 he uplift at joint 13 and 37210 uplift at joint 11. 7)'Seml-dgld pltchbreaks Including heels" Member end fixity model was used 1n the analysis and design of this truss. Q WARN/ND-Vetllytleslgn pommefers entl HEAD NOTE5 ON TN/S ANO /NCLDOE0 MmE flEFEHANo PAGEMIFT4T3W 10/OY1015 BEFOgEOSE s for m kWINdual building component. not Deslgn valitl for use oNy v41h Mliek®connectors. iNs design Ls basetl ordy upon parameters shown. and "for_ ��- a truss system. Before use, the bulitlirig dedgner must v y the applIcabllIN of design parameters and propedy Incorporate ihLs design Into the ovemll hulltllrig design &acinglndkafetl is to prevent buckling of lndlNtlual hussweb and/orcMrd members only. Additional temporary and permanent bracing rs q 'y,�T®�(• k always required for stad111y and to prevent collapse wnn possible persolwlinl.'arW property damage. For gene"gultlmce. mgardlrxl the 1aLvlcatbn, atoiage, delivery, erection entl btacing of trusses and rn_w tams, see""IT", QuallN ",ad., DSB-e9 and eCSI Building Component 6904 Parke East Bbd. Safety Informatla. available from Truss Mate laxi u1e: 2" N. Lee 6tleet. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Ob Fuss Truss ype Qty Caliondrio T9560661 73811 06 HIP 1 1 Job Reference o tional mammas s Imss, in, ron i 6.Do 12 S6= 5xa = 5 6 Scale = 1:8.5.7 le rc 11 eo 16 to a 14 eo 'O 12 11 _ 4x5 3x5 = 4x6 = 3x8 = 3x5 = 3x6 = Side II 4x.5 = 3x6 = 3x6 = LOADING (Pat) SPACING- 2-0-0 CS1. DEFL. In (roc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.35 16-18 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.73 16-18 >660 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 HoRCTQ 0.09 11 n/a Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wlnd(LL) 0.1911-24 >513 240 LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD BOT CHORD 21t4 SP M 30 BOT CHORD WEBS 2z4 SP NO.3 WEBS REACTIONS. (III/size) 1=1436/0-8-0, 11=2044/0.8.0, 10=97/0-3-8 Max Horz 1=-473(LC 6) Max Upliftl=-837(LC 8), 11=-1330(108), 10=-306(LC 6) Max Gravl=1587(LC 13), 11=2044(LC 1), 10=184(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD �i-2=-2856/1532, 2-3=-2599/1426, 3-4=-2477/1439, 4-5-1651/1086, 5-6-1441/1050, 6-7=-1361/944, 7-8=-882/602, 8-9=-967/586, 9-10-234f720 BOT CHORD 11-18=-1247/2814, 18-25=-863/2230, 17-25-863/2230, 17-26= 863/2230, 16-26=-863/2230, 15-16=-331/1273, 15-27=-331/1273, 14-27=-331/1273, 14-28-223/741, 13-28=-223f741, 12-13=-2231741, 11-12=-543/324, 10-11=-543/324 WEBS 2-18= 420/399, 4-18=-248/679, 4-16= 909/603, 5-16=-186/435, 6-16-225/647, y-14-160/695, 7-12=-872/569, 9-12=-724/1702, 9-11-2028/1146 PLATES GRIP MT20 244/190 Weight: 272 lb FT=20% Structural wood sheathing directly applied or 4-2-2 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at m ilpl 4-16, 6-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=21 it; B=65ft; L=64ft; eave=7fp Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); parch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcufrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD = 10.0psf. 6) Provide mechanical connection (by others) ofdmss to bearing plate capable of withstanding 837 ib uplift at joint 1, 13301b uplift at joint 11 and 306 Ib uplift at joint 10. 7) "Semi-dgld pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING -V6dlydealBaparameferdand READNOTES ON THIS AND INCLUDED MITEKREPERANCE PAGE Me-74Tdrev. 111T34a16 BEFORE USE Design valid for use only vAlh MITeMB connectors. ibis design Is based only upon Parameters shown. antl Isfor an bndividual bukding component not a buss system. Before use, the bulldiW designer must verity the applicability, Of declgn parameters and VOpedy incorporate this design Into lire overall buldirq design.'&acing Indicated is to prevent buckling of ndividual puss web and/or chord members only. Additional temporary and permanent bracing M!Tek' ,always requlre'd for stability and to ptevenf collapse Win posslble personal Injury and property damage. For general guidance regarding the faUrkatlort stordge, delivery, erection and bracing of trusses and toss systems, seeAN51/IPII Quality Crileria, DSB-89 and BCSI Building Component Safety Information avollalNe from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. 6904 Parke East Blvd. Tanga, FL 33610 Job Truss cuss Type Dty ty T9680662 73811 D7 HIP 1 1 Job Job Reference optional) wameera nass, n , con runts, 11 6-843 6-4-0 5x6 = 5x8 = 6.00 F12 5 6 Scale = 1:76.2 4x5I 3x4 = 4x6 = 3x8 = 3x4 = 3x5 = 3x6 II = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert( 1) -0.35 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.7313-15 >660 240 BCLL 0.0 �- Rep Stress Incr YES WB 0.82 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1813-15 >999 240 Weight: 249 lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD BOT CHORD 2z4 SP M 30 WEBS 2ir4 SP N0.3 SOTCHORD WEBS REACTIONS. (lb/size) 1=1497/0-6-0, 9=1477/Mechanical Max Harz 1=-391(LC 6) Max Upllft1=-861(1_C 8), 9=-874(LC 8) Max Grav 1=1661(LC 13), 9=1558(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3020/1584, 2-3=-2763/1478, 3-4-2640/1491, 4-5=-1817/1139, 5-6=-1591/1098, 6-7=-1550/1032, 7-8=-1402/817, 8-9=-1505/887 BOT CHORD 1-15=-1527/2898, 15-19=-1145/2316, 14-19=-1145/2316, 14-20=-114512316, 13-20-1145/2316, 13-21=-621/1399, 12-21=-621/1399, 11-12=-640/1189, 11-22— 640/1189,10-22=-640/1189 WEBS 2-15-419/399, 4-15=-247/676, 4-13-907/601, 5-13=-198/478, 6-13= 222/573, 7-12=-137/318, 7-10= 559/442, 8-10-736/1390 Structural wood sheathing directly applied or 4-0-11 oc puriins, except end verticals. Rigid ceiling directly applied or 5-11-4 oc bracing. 1 Row at midpt 4-13.6-12 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psft BCDL=3.Opsf; h=21 it; 6=65ft; L=64ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between thel bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 861 lb uplift at Joint 1 and 874lb uplift at joint 9. 8) "Semi -rigid pilchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING- Vadlydeslgnpammetemand READ NOTES ON THISANO/NCLUOEO MiT£KREFERANCEPAGEMIF7473 rev. 10 L015EEFOREUSE aaaa Design valid for Use oNy wiM Mliek®connectors. it9stlesign is hosed only upon Parameters shown. ondls for an kWlNtlual bulltllrxl component rat �r p` a truss system. Before use, the bulldhsg tle9gner mull venN the applicablliN of design tarameters and properly Incoipomte ihk design Into the overall bWlding design.i&acNglMlcated is to buckliig otlrxllvMual imss web and/or chord members only. AtldlllonW temporary and permanent bracing M(Te k• prevent k always requlred(or stability and to prevent collapse lNih possible persorwl Wury and rxoperty tlamcyTe. For general OWtlance regarding Me tobrkotion, storage, delivery, erection and Uracirq of Iluttesontl puss systems, seeAN51/IPII 9uoliry Cdteda, 056-99 and BCSI Building Component 6904 Parke Eeat Blvd. Salery Information avolloble hem Truss %ate Institute. 218 N, tee btreet, SWie 312. PJexantldo: VA 22314. Tampa, FL 33610 o russ Truss ype Ory Fly Celiandrio T9580663 73811 D8 HIP 3 1 Job Reference too[tonal wamnsm cuss, in , ran rid—, rL m I 6-9-13 5x6 = 6.00 F12 6 5x8 = 7 14 — 13 '- -- 11 10 3x4 = 4x6 = 3x6 = 3x4 = 3x5 = 3x6 11 41 = 3x6 = S.I. = 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lot) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.35 14-16 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.73 14-16 >658 240 BCLL 0.0 Rep Stress Inca YES W B 0.82 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (MaMx-M) Wlnd(LL) 0.1914-16 >999 240 LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2z4 SP No.3 BOTCHORD WEBS REACTIONS. (lb/size) 2=156910-8-0, 10=1477/Mechanical Max Horz2=-400(LC 6) Max Uplift2=-968(LC 8), 10=873(LC 8) Max Grav2=1734(LC 13), 10=1557(LC 14) FORCES. (lb) -IMax. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3016/1578, 3-4— 2760/1473, 4-5=-2637/1487, 5.6=-1816/1138, 6-7=-1591/1097, 7-8=-1549/1032, 8-9=-1402/817, 9-10= 1505/886 BOT CHORD 2-16=1522/2894, 16-20=A 143/2314, 15-20= 1143/2314, 15-21=-1143/2314, i14-21=1143/2314, 14-22=-621/1398, 13-22=-621/1398, 12-13= 639/1189, 112-23=-639/1189,11-23=-639/1189 WEBS '3-16= 417/396, 5-16=-243/673, 5-14= 905/600, 6-14=-198/478, 7-14= 222/573, 8-13= 137/318, 8-11=-559/442, 9-11=-735/1389 PLATES GRIP MT20 244/190 Weight: 251 lb FT=20% Structural wood sheathing directly applied or 4-0-13 cc purllns, except end verticals. Rigid telling directly applied or 5-11-6 cc bracing. 1 Row at midpt 5-14, 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=21ft; B=65ft; L=64ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Refer to girde�(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 968lb uplift at joint 2 and 8731b uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verity tlealgn PammsrersenCflE4O Nores ONTNIGANO INCWOED MI]EKFEFEa4NLE PA GE N0.]4]3 rev. 1N09/10f5 fiEFOHE USE Design vNltl for use onlywlih MRek® connecbrs.lNs tleslgn h based oNy upon parameters shovm, and Is for m IMINtlual Wiltllno component, not a buss system. Before use, the builtling tleslgner mull vetlty the appllcablllN of design paameters antl prope8y Incorporate Ihbdesign Into the oVera11 Adtlllbnaltemporaryantlpermanentbracing MiTek' b "'Mdeslgnl f¢acinglntllcaletlistopreventbuckllrxloflydlvltluallmsswebantl/orcMrtlmembersoNy. G always req.116d for slablliryantl to prevent collapse with possible personal lnlury antl properly damage. For general gultlance regarding the fab8c." Iforpge, delNery. erection and bracing of hussesard hua systems seeANSI/iP11 Buality Ctltetla, DS' "antl 0", Building Component 6904 Perke Eesl BNtl. Salary Inlonnatlon available hom muss Plate InstiMe, 218 N, fee 6hee1, SWIs 312. Pooxardto VA22314. Te e, FL 33610 o russ Truss Type ty y Celiatuha, 19580664 73811 G HIP 1 1 Job Reference o tlonal cnemoers imss, mF. an nsres, 11 5x8 = 6'.00 FIT 4 ID: WiE5F5_?dlzi0plm?48KJWyZ6rv-2mmK45rUy20b8vrSNDegFbB3DzjlVpiAB?4gVHyVIJg 3x4 = 3,6 = 3.4 5 24 6 25 7 5x8 = 8 Scale=1:71.9 3x4 \\ 3x4 I/ 3 9 1 2 1ai:H 17 16 15 14 13 12 3x4 = 3x6 = 3x4 = 3xt0 = 3x6 = 3x4 = 3x6 = P 16-5-15 2310 - 3---0 0-0 3 7/515 9"I Plate Offsets(X,Y)-- f2:0-3-0.0-1-4114:0-6-00-2-81 f8:0-6-00-2-81 f10:0-3-00-1-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Wall Ud PLATES GRIP TOLL 20.0 Plate Grp DOL 1.25 TC 0.53 Vert(LL) -0.25 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.6014-15 >803 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code F802014/IPI2007 (Matrix-M) Wind(LL) 0.3514-15 >999 240 Weight: 2021b FT=20% LUMBER- I BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD 2X4 SP M 30 BOT CHORD Rigid ceiling directlyapplied or 5-8-12 oc bracing. WEBS 2K4 SP No.3 WEBS 1Row at midpt 5-14 REACTIONS. (lb/size) 2=1564/0-8-0, 10=1564/0-8-0 Max Harz 2= 233(LC 6) Max Up1ift2= 977(LC 8). 10_ 977(LC 8) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2718/1603, 3-4=-2530/1547, 4-5=3176/1985, 5-24=-3176/1984, 24-25=-3176/1984, 6-25=-3176/1984, 6-7— 3176/1984, 7-8=-3176/1984,8-9=-2530/1547, 9-10=-2718/1603 BOT CHORD 2-17=-1259/2359, 16-17=-1104/2245, 15-16=-1/04/2245, 14-15= 1666/3176, 13-14=-1104/2245,12-13=-1104/2245,10-12=-1259/2359 WEBS 3-17=-253/232, 4-17=-117/354, 4-15= 65811162, 5-15= 458/384, 7-14=-421/384, 9-14=-657/1161, 8-12=-1171354, 9-12=-254/231 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Ops1; h=21 ft B=65ft; L=641t; eave=7lt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9771b uplift at joint 2 and 9771b uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING. Vad/ydeslgnparamatamand READ NOTES ON TH/SANOINCLUOEO MfTEKREFERANCEPAGEMIP7473 mv. =24VIS BEFORE USE Deugn valid forlrse onlywith Mllek®connectors. TNsdeslgn is based onlyupon parametersshown, Oncllsforan BWMdual building component, not a Iruss system. Before use. the building designer must verify the opplicablliN of design parameters antl property Incorporate tintsdesign Into the overall a�•Y�1 buildlrgdeslgn.BracBlg Indicated is to prevent buckling ofinalvldual trussweb and/or chord members only. AcdIllonalfemporaryondpermanent Macing MiTek' Is always mqulr cJ for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor, as. delivery, erection and bracing of trusses and Imss systems seeANSI/TPI I Quality Crlterta, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Inslllule, 218 N. Lee Street Suite 312. Alexcedra. VA22314. Tempe, FL 33610 Job fuss fuss Type aty Ply Celiandrio T9580665 73811 G1 HIP 1 i Job Reference optional) Ghambera nuss,dno., ron nerCe, rL M-31K 5x8 = 3x6 = 5x6 = 5 626 27 7 8 Scale=1:71.8 0 d 19 18 16 15 13 12 3x6 = 3a8 = 3x6 = 3x5 3x5 i 7-2-4 11-0-0 17-145 23-2-s 29-0-0 33-1-12 40-0-0 9d.d A-A-19 fid-15 6-0a 6-1-16 3-&12 7-21 Plate Offsets(XY)-- 12'0-2-100-1.8114'0-6-00-2-8118'0-6-00-2-81110:0-2-100-1-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.36 Ven(LL) -0.19 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.42 Vert(TL) -0.4415.16 >999 240 BCLL 0.0" Rep Stress lncr YES WB 0.52 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wlnd(LL) 0.2715-16 >999 240 Weight: 220 lb FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 or, purlins. BOT CHORD 2z4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. WEBS 2z4 SP No.3 REACTIONS. (lb/size) 2=156410-8-0, 10=1564/0-8-0 Max Harz 2=-278(LC 6) Max Upllft2=-977(LC 8), 10= 977(LC 8) FORCES. gb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-2714/1556, 3-4=-2390/1483, 4-5-2615/1674, 5-6=-2615/1674, 6-26=-2615/1674, 26-27=-2615/1674, 7-27-2615/1674, 7-8=-2616/1675, 8-9=-2390/1483, 9-10= 2714/1556 BOT CHORD 2-19=-1205/2370, 18-19=-1205/2370, 17-18=-991/2097, 16-17=-991/2097, i15-16= 1298/2616, 14-15=-991/2097, 13-14= 991/2097, 12-13= 1205/2348, QO-12=-1205/2348 WEBS 3-18=-442/297, 4-18=-180/403, 4-16=-413/782, 5-16— 347/315, 7-15=-403/316, 8-15= 415/783, 8-13= 179/403, 9-13-444/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE �-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21 ft; B=6511; L=6411; eave=714 Cat. II; Exp C; Encl., GCPI=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 13x4 MT20 unless otherwise indicated. 5) This truss hastbeen designed for a 10.0 psi bottom chord live load nonconourrent 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-&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 977 lb uplift at joint 2 and 977 lb uplift at Joint 10. 8)'Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING-VeHly dNlq parzmofarc antl READNOTE6ON THIS AND INCLDDEOM/TEKREFERANCE FADE MIF]4]Jrev. 1W0Y10I5 DE£OREOSE Design valid for use oNy wtIn MDek®connectors. IDlstleslgn k basstl oNyupon Wrameters shown, and Is for m kuilNWal buitling component, not �� a tnrss system. B6fore use. the building designer must veriry the appllcOb111iy oitleslgn parameters antl propedy Incomomte Ih8 tleslgn Into Ire overall bunding:e,mr.�&achglndkatedls to prevent bucfdl , of lntlMtlual buss web antl/orofrortl members oNy. Atltllllonal temporary and permaneN bracing MOW h always required for slablllN and to prevent collapse with Poslbie personal Injury and property damage. For general guidance regarding Brie fabricatbn, storage, delivery, erection antl bracing of Busses and truss systems, weANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke ling Blvd. safety Information available from Truss Plate Institute. 218 N. We street. suite 312, Alexandria VA22314. Tempe, FL 33610 Jo russ Truss ype ty P Celkanda. T9580666 73811 G2 HIP 1 1 Job Reference o tional I Sxe 3.4 11 5x6 = 6.00 12 5 23 624 7 Scale = 1:73.1 16 15 "' _ 13 11 ra US3x4 II 3x6 = 3xe = 3x4 = 3x4 II 4x5 = 3x4 = 3x6 = LOADING(psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.43 BC 0.46 WB 0.46 (Matrix-M) DEFL. In (too) Well Ud Vert(LL) -0.16 11-13 >999 3160 Vert(fL) -0.4011-13 >999 240 Horz(TL) 0.14 9 n/a n/a Wind(LL) 0.23 13 >999 240 PLATES GRIP MT20 244/190 Weight: 2121b FT=20% LUMBER- BRACING - TOP CHORD' 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins. BOT CHORD 2X4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-7-12 oc bracing. WEBS 2z4 SP N0.3 REACTIONS. (Ib/size) 9=1492/0-8-0, 2=1565/0-8-0 Max Horz2=314(LC 7) Max Up1lft9=-870(LC 8), 2=-977(LC 8) Max Grav9=1546(LC 14). 2=1619(LC 13) FORCES. (Ib) -IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2674/1503, 3-4=-2569/1517, 4-5=-2269/1413, 5-23=-2281/1509, 23-24-2281/1509, 6-24=-2281/1509,6-7=-2281/1509,7-8=-2271/1415, 8-9=-2681/1522 BOT CHORD 2-16=-1210/2496, 15-16=-1210/2496, 14-15=-936/2102, 14-25=-936/2102, 113-25= 936/2102, 13-26=937/1955, 12-26=-937/1955, 11-12= 937/1955, I10-11— 121612269,9-10— 1216/2289 WEBS 4-15=-543/373, 5-15= 218/552, 5-13= 268/560, 6-13— 449/408, 7-13=-266/559, �7-11=221/554, 8-11=-549/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ABC 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf;,h=2111; B=65f ; L=64ft1 eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.I B; MW FRS (directional); Lumber DCL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This muss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 870 Ib uplift at joint 9 and 977 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING-lar? dea/gn pemmefe)saad REAUNOTES ONTHOANDINCLUDEU MREKREFERANCE PAGEMU7473 tee f04JA/tgISaEPOREUSE. Design wlitl for use ON with Mnek6 conneckx. designhbased oNyupon parameters snows. and is for an 81tllNtlual Gulltltrrg component.not a inrss system. �erore use, the bulking daygner must vetl(y the appllcab�I or tlesign paromefee and o. , Jy incorporate Ihis tlesign Into Ise overall bull6ing design, 0achlg lndk;alll lsto prevent buckling of lndMtlud huss web arav_chord M-or 'sonly, Additional temporary and permarlenf bracing MiTek' k alwayx requlredkx stabllityand to pmvenicoliupss with posdWa persorwllnlrrry arW property damage. For general guidance legaring the iatxlcaibn. storage, delivery, erection and bracing of trusses and r_kxuems, seeAN51/iPll Ouailly Ctltega. Dfia-99 and ae618ullding Component 6904 Parke East BNtl. Solely Inlormatlon avdlable from truss ware InsliNte. 218 N. Lee 3Veei. Sufle 312 Plexandtla, VA22314. Ta1�a, FL 33610 Job Truss Truss type ty Ply Caliandrio TB66066] 73811 G3 HIP 1 1 Jab Reference oTtionel Chambers Truss, lnt Fog Fierce, FL I I0:WiE5F5_ V&ZW 5x6 = 6.OD 12 3x4 = 5x6 = 4 21 622 6 Vb3F] Scale=1.73.1 14 .- 12 -- 11 e _ 4x5 3x4 11 Us = 3x8 = 3x4 11 4x5 F 3x8 = 4x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(ILL) -0.36 11-12 >999 360 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.7811-12 >624 240 BOLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.14 8 n1a nta BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wlnd(LL) 0.2111-12 >999 240 Weight: 2101b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 cc pudins. BOT CHORD 2z4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing. WEBS 2x4 SP No.3 WEBS i Row at midpt 3-12, 5-12, 5-11, 7-11 REACTIONS. (lb/size) 2=1565/0-8-0, 8=1492/0-8-0 Max Horz2=359(LC 7) Max Up1ift2=-977(LC 8). 8= 870(LC 8) Max Grav2=1607(LC 13), 8=1533(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2718/1563, 3-4=-2148/1331, 4-21 =-1 876/1275, 21-22=-187611275, 5-22=-1876/1275, 5-6=-1877/1275,6-7=-2148/1332, 7-8=-2722/1568 BOT CHORD 2-14=-1266/2576, 13-14=-1268/2573, 12-13=-1268/2573, 12-23-926/1989, �24= 926/1989,11-24=-926/1989, 10-11=-1273/2351, 9-10= 1273/2351, 3- -9=-1272/2356 WEBS pp 14=0/262, 3-12=-680/494, 4-12=-311/664, 5-12=-316/179, 5-11= 315/195, k-11— 312/663, 7-11= 686/499, 7-9=0/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opal; h=21 it; B=65ft; L=641t; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9771b uplift at joint 2 and 8701b uplift at joint 8. 7) 'Semi -rigid pifchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING-Ven"Cealgnpa"agge,aadflED NOTES ON TH1a Me wCLUOEO MREKREFERANCE PAGEMd4d7drev.IN03rzdI6BEFORE USE Design voiltl for use oNy kA111 Mgelt®connectors.lNsdeslgn b based Iy upon pommer he shown, and isfor an IndiNtlual Wlltllrx3 component, not buss �e-ro use, the Redesigner musl vedN itre oppllcab111N o(tleslpn Parameters and properly Incorporate ihR tleslpn Into the averall of' system. oWtlhlg design; &acinglndbated is to prevent Wckling of lndNlduol huss web arW/or chord members oNy. Atldillonal temporary and pemlanenl braclrxl MiTek' B always requlr2d fos stobllity antl to Prevent collapse wflh possible personal In)ury and property tlamoge. For general gultlance regartling the fobrlratlory storage. delivery erection antl bracing of trusses and huss systems, seeANsl/i,l l Huai1N Ctlteda, D58-69 and BC518ullding Component 6904 Parke East Blvd. "aty Inlormallon available from Truss Prole Insb ute. 218 N. Lee Sheet, 3ulle 312. Nexantlda. VA22314. Tampa, FL 33610 Job Tnuss Truss Type Oty, Ply Caliandrio T9580668 73811 G4 HIP 1 1 Jab Reference factional) Chambers Truss, Inc., Fort Pierce, FL 7.e4u s Apr zmti Mn amo ex Industries, inc, Thu Sep ze 15:uau zregal ID:W iE5F5_?dlxlOplm?4Bx3WyZ6zv-TLSTi6tMFz09?MZI2MCNtDna?BljiHTcgyJU6byYIJd 8-6-0 234 3I toe 40d-0 84i-0 86-0 6-" 8-6-0 8£-0 Scale =1:71.2 5x0 = 6.00 12 Sx6 = 21 22 5 14 " 12 " 11 iv 9 3.5 i 3x4 11 4x6 = 3x4 = 3x0 = 4x6 = 3x4 11 4x5 8-6-0 i 17-0-0 23-4-0 1 31-10-0 40L-0 8-6-0 8-6-0 fi-40 86-0 08-0 Plate Offsets (X,Y)-- [1:0-2-10 0-1-81 14:0-5-8,0-2-0], 15:0-3-0.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.16 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(T-) -0.4712-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.41 Horz(TL) 0.14 a Na Na BCDL 10.0 Code FBC2014/TPI2007 (Maldx-M) Wind(LL) 0.2112-14 >999 240 Weight: 206111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 20 SP No.3 WEBS REACTIONS. (lb/size) 1=1492/0-8-0, 8=1492/0-8-0 Max Hom 1=-383(LC 6) Max Upllftl=-870(LC 8), 8=-870(LC 8) Max Grav1=1517(LC 13), 8=1511(LC 14) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 2714/1560, 2-3=-2004/1233, 3-4=-1892/1262, 4-21=-1699/1228, 21-22=-1699/1228, 5-22=1699/1228,5-6=-1893/1262,6-7=-2005/1233,7-8=-2714/1560 BOT CHORD 1-14=-1260/2577, 13-14=-1260/2577, 12-13= 1260/2577, 12-23=-738/1811, 11-23=-738/1811, 10-11=-1260/2347, 9-10— 1260/2347, 8-9_ 1260/2347 WEBS 2-14=0/345,2-12=-867/588, 4-12=-219/607, 4-11=-263/264, 5-11=-219/546, '7-11=-870/587, 7-9=0/345 Structural wood sheathing directly applied or 4-0-11 oc purling. Rigid ceiling directly applied or 6-6-12 oc bracing, Except: 8-7-0 oc bracing: 11-12. 1 Row at midpt 2-12, 4-11, 7-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=21ft B=65h; L=64ft; eave=711; Cal. II; Exp C; Encl.,,GCpi=0.I S; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf 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.Opst. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 870 lb uplift at Joint 1 and 870 lb uplift at Joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING-Vedlyde4/gnpamndeds. aad READ NOTES ON THIS AND INCLUDED MUEKREFERANLE PAGE 111Ih74TJmv. IMMUrI5BEFORE USE. senee valid for use only W h MITeIrD connectors. Ns design 6 based only upon parameters shown, and Is for an Individual WHdfng component, not IN e a trusystem. Before use, the Wilding designer must verily fho appllcatWlN of design parameters and properly Incorporate this design Into the overall bWdhrgdeslgn. Hachrgfnd atedlstopievenfWcNlrgoflWlvlduallru yeboW/orc"dmembersoNy. AddUori lfemWaymdpennanentMmtro MOW B always required! for stobllityand to prevent collapse Win possAlle personal Injury and property dmncge. For general gultlmce regarr&g the fabicatlons storage, delivery, erection and tendon of ims'esontl imasy Tend% seeANSIM11 Quality Criterla, OSB419 and BCSI Building Component 6904 Parke Said Blvd. Safety InformaMon mdl a from Ina %ale In Ule.218 N. Lee Street, Salto 312. nexorxldo, VA22314. Tarrya, FL 33610 ob toss Truss ype Oly y Celiantlrio T95866fi9 ]3811 G5 HIP 1 1 Job Reference tionel Chambers Truss, lncl„ Fort Pierce, FL [4GB] 5x6 = 5x6 = 6.00 12 523 6 24 14 13 6-8-5 Scale = 1:72.0 5x6 WB= 5x6 WB= 4x5= 4x5 = 2 10 1� LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.35 Ve all -OAO 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Ven(TL) -0.80 14-16 >604 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.63 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) -0.2914-16 >999 240 Weight: 2161b FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 4-2-6 no pudins. BOT CHORD 2z4 SP M 30 BOT CHORD Rigid ceiling directiyapplled or 6-4-5 oc bracing. WEBS 2K4 SP No.3 WEBS IRow at midpt 4-14,7-13 OTHERS 2z4 SP No.3 REACTIONS. (Ib/slze) 1=1492/0-8-0.10=1492/0-8-0 Max Harz 1=-428(LC 6) Max Upllftl=-870(LC 8), 10=-870(LC 8) Max Gravl=1576(LC 13), 10=1576(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2899/1618, 2-3=-2712/1561, 3-4=-2601/1574, 4-5=-1827/1229, 5-23=-1566/1172, 23-24=-1566/1172,6-24=-1566/1172,6-7=-1826/1229,7-8=-2603/1574, B-9=-2714/1661, 9-10=-2901/1618 BOT CHORD 1-16=-1333/2823, 16-25=-100112285, 15-25= 1001/2285, 15-26= 1001/2285, i1 4-26=- 100 112285, 13-14— 624/1710, 13-27= 1001/1985,12-27— 1001/1985, 12-28— 100111985,11-28=-1001/1985. 10-11=-1333/2504 WEBS ?-16=-351/346, 4-16=-243/656, 4-14=-837/548, 5-14=-359/614, 6-13=-359/614, 7-13— 838/548, 7-11-2431657, 9-11=-352/346 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21 it; 13=65ft L=64ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MIN FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has: been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf 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.Opst. 7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 870lb uplift at joint 1 and 8701b uplift at joint 10. 8)'Semi-dgld pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ,,WARNING-9BNIyCesf9nparnmel6nanfREAD NOTES ON THIS AND INCLUDED MMEKHEFENANCEPAGEbI!-74M rev. i0/09 ISBEFONE USE Design valld for use oNywllh Mileldsconnectors. This design Is based only upon parameters shown, and Is form IndMdual bull ing component, rot a fora system. Before use, the bu lding designer must verity the applicability of desgn parameters and property Incorporate this design Into the overall lmiNklual trussweb chord members oray. Additional temporary and permanent bracing MiTek' buildlrgdeslgn.i, Bracing Indicted is to prevent backlog of and/or Is always required for sfainllty, and to prevent collapse with possible personal lrl)ury and Property damage. For general guidance recording the fabdcalloa slordge, delivery, erection and bracing of fmsses and truss systems, seaAN51RPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Seer Blvd. Safety Information avallable from Truss Rate Institute. 218 N. Lee Street. Suite 312, Alexandra VA 22314. Tampa. FL 33610 o Tress runs ype Oly Calundrio T9580670 73811 GflA HIP 1 1 Job Reference o tiona Chambers TTuss, In4., Fort Pierce, FL 5-0d 5xe 2x3 11 3x4 = 6x8 = 3 19 20 21 4 22 23 24 5 25 26 27 6 Scale -1:52.9 4x5 4 2x3 II 5x8 MT18HS= ass = 2x3 II 4x5 = 4x8 = 7.00 1 12-24 17-2-12 1 zz-s-o 29-5o 7-OO '24 s-0-e 7.60 Plate Offsets (XY)-- f3:0-6-00-2-8116:0-6-00-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (roc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.23 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.53 9-11 >662 240 MT18HS 2441190 BOLL 0.0 Rep Stress lncr NO WB 0.70 Horz(TL) 0.16 7 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.37 9-11 >960 240 Weight: 138 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directlyapplied or 3-14 oc pudlns. BOT CHORD Rigid ceiling directly applied or 4-4-6 oc bracing. REACTIONS. (lb/size) 7=1908/0-8-0, 2=1981/0-8-0 Max Horz2=179(LC 7) Max Upllft7=-1297(LC 8), 2=-1405(LC 8) Max Grav7=2031(LC 30), 2=2080(LC 29) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3756/2475, 3-19=-4439/3052, 19-20=-4439/3052, 20-21=-4439/3052, 4-21— 443913052. 4-22=4439/3052, 22-23=-4439/3052, 23-24=4439/3052, 5-24= 4439/3052,5-25=-4469/3055,25-26=-4469/3055, 26-27= 4469/3055, 6-27— 4469/3055, 6-7=-3814/2481 BOT CHORD 2-12— 2081/3369, 12-28=-2085/338B, 28-29= 2085/3388, 11-29_ 2085/3388, 11-30=-2852/4446, 10-30= 2852/4446, 10-31= 2852/4446, 31-32=-2852/4446, 9-32=-2852/4446,9-33=-2091/3322,33-34=-2091/3322, 8-34=-2091/3322, 7-8=-2086/3304 WEBS 3-12=114/516, 3-11= 967/1425, 4-11— 569/595, 5-9=-588/610, 6-9=-987/1423, 6-8-117/517 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psk BCDL=3.Opsi; h=211t; B=65ft; L=64ft; eave=71t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12971b uplift at Joint 7 and 1405lb uplift at Joint 2. 8) °Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or otherconnection device(s) shall be provided sufficient to support concentrated load(s) 298lb down and 330 lb up at 7-0-0, 16B It, down and 177 lb up at 9-0-12, 1681b down and 177 Ito up at 11-0-12, 168 lb down and 177 It, up at 13-0-12, 1681b down and 177 Ito up at 14-8-8, 1681b down and 177 to up at 16-4-4, 168111 down and 177 lb up at 18-4-4, and 168 lb down and 177 Ito up at 20-4-4, and 298111 down and 298111 up at 22-5-0 on top chord, and 315 lb down and 200 lb up at 7-0-0, 63 lb down and 4 Ib up at 9-0-12, 63 Ib down and 4 Ib up at 11-0-12, 631b down and 4lb up at 13-0-12, 63 Ib tlown and 4 Ib up at 14-8-8, 631b down and 4 Ib up at 16-4-4, 631b down and 41b up at 184-4, and 63lb down and 4Ib up at 20-4-4, and 315 Ib down and 200 Ib up at 22-4-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A WARNING- Vedfydealgnpardmetemand REAONOTES ON 7HISAND INCLUDED MOEKREFERANCEPAGEMM17473 rev. IdaJ2015 BEFORE USE Design wild for use only With Mlrek® connectors. lhlstlesign B based only upon parameters shown, aril is for an Individual Wilding component. not IY� a truss system. Before use, the balding designer must verily the appllcablity of design parameters and property Incorporate IhB design Into the overdl Wlldng design. ®ackd0 Indicated! 6 to prevent Wckling oflnNvldual trussweb and/or chord members only. Adddonallemporaryandpermanentbrockg ice' MiTek' h always iocalretlfo stabllity and to prevent collapse vAth possible persoral wgAy a property damage. For general gtddance regarding the fabrkalbn storage, delNery. erecllon add bracing of trusses aid buss systems, se vjrsI/iPll CuaBty Cdteda, DSB419 and SCSI Building Component 6904 Parke East Bbd. Safety INormallon ava[lable iron I= Rate Institute, 218 N. fee Sheet. SWIs 3W. Alexandra. VA22314. Tmrpa, FL 33610 Job rums Truss Type Oty Celiendrio T95806]0 73s11 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Ind, Fort Pierce, FL eoaa a Xla em u m a Mes inouses, inu. m P is:ooso.o,o r.ec ID:WiE5F5_ldlxlOplm?4B)OW yZ6zv-PkaD7ovdnbetFgjPAnEryesv3_MfA7WvlGobBUyVIJb LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (pit) Vert: 1-3= 54, 3-6=-54, 6-7= 54, 13-16= 20 Concentrated loads (lb) Vert: 2=-101(F) 6=-101(F)12= 280(F) 8=-280(F) 20= 87(F) 21=87(F) 22=87(F) 23=-87(F) 24=-87(F) 25=-87(F) 27=-87(F) 28=-38(F) 29=-38(F) 30=38(Fj 31=-38(F) 32= 38(F) 33= 38(F) 34=-38(F) Q WARNING - Verily design parnmetan, and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11167473 rev. IflNY1015 BEFORE USE. Design valld for use only with MIIeWConneCaM. Ints design Is based only upon parameters Mown. and Is for an InalNdual W lrxl component, not a truss syslem. Before use, the bulldlng designer must verity the appllcabuly of deslgn parameters and properly Incorporate Ihk design Into Ilya overall bwicIngdeslgn.&acing Indlaaled is to prevent bucl49p ofindMdual hussweb and/or chord memusnonly. Additional temporary and permanent brecing M!Tek' GOwaysrealsedfmstaNily ndtopreventcollaps W hpossiblep wrs hluya propettyd age. For general guidanceregaL�me fabrkalbm storage, delivery, erecllon anW bradrsg of hussesarw huff sVstemi seeAN51/TPII tOuaNN Cdteda, DSB-B9 aM BC:SI BUNtling Component 6904 Parke East Blvd. Solely INormalion avertable horn Truss Rate mdurie. 218 N. lee Sheet. State 312. Alexandl VA22314. Tanya, FL 33610 T9580671 73611 GOB HIP 1 2 .Irm Refererce (ontionail Scale=1:56.3 6x10 MT18H$= sxlo MT1eHs= This truss is NOT symmetric. axe II Proper orientation Is essential. 5 6 7 3xd i 12 6.6x10 G 10 Q4 3.4 i >3.4OD 3x6 C d 3 9 J 7z14 MT1BH5 C 10 2 1 Im g W 75 214 25 26 27 28 30 31 18 17 16 13 1229 11 5x12 MT18HS1, 3x6 II 8x10 = toxic = 600 MT18HS= We 8z1c = 3x12 II 8x10 = 3-5-0 5-10-13 11-1-0 14-B-8 18-4-0 22.6-0 26-0-0 29-5-0 3-5-0 3-5-13 4-2-3 3-7.8 1 3-]-e 420 3-6-0 3-5-0 Plate Offsets(X;Y)— 12:0-3-70-3-0115:0-6-00-3-8117:0-6-00-3-81 [10:0-6-7Edde1 f12:0-3-80-5-121 fl3:0-4-120-5-81,[14:0-5-0.0-5-121 fi6:0-3-8,0-6-41,117:0-M.0-5-lg LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) 0.46 13-14 >765 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Ven(TL) -0.70 13-14 >504 240 MT78HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WS 0.90 Horz(fL) 0.22 10 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 4741b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directlyapplied or 1-7-8 oc pudlns. 5-7: 2x6 SP No.2, 7-10: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6.9-10 oc bracing. BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 5-16,6-14,7-13: 2x4 SP M 30 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 10=12044/0-8-0,2=8962/0-8-0 Max Horz2=270(1UC 7) Max Upliftl0=-7313(LC 8), 2= 5660(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 19466/12143, 3-4=-19788112393, 4-5=-16538/10286, 5-6=-16006/9964, 6-7-16006/9964, 7-8= 16863/10390, 8-9=-21187/12936, 9-10>24397/14839 BOT CHORD 2-18=-10793/17390, 17-18-10793/17390, 17-23=-10938/17677, 16-23-10938/17677, 16-24=-9042/14930,15-24-9042/14930,14-15= 9042/14930, 14-25=-9139/15236, 25.26=-9139/15236,13-26=-9139/15236,13-27= 11430118938. 27-28=-11430/18938, 12-28=-11430/18938,12-29— 13216/21818,29-30_ 13216/21818,11-30=-13216/21818, 11-31-13216/21818,10-31-13216/21818 WEBS 4-17=-2297/3508, 4-16=-3662/2514, 5.16=.3591/5700, 5-14= 1149/2187, 6.14=-555/402, 7-14=-980/1484, 7-13-3784/6304, 8-13— 4899/3027, 8-12=-2800/4734, 9-12=-3167/1962, 9-11=-1522/2604, 3-18=-404/314, 3-17-5321439 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-4-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-7-0 oc, Except member 4-17 2x4 -1 row at 0-9-0 oc, member 16-4 2x4 -1 row at 0-9-0 oc, member 16-5 2x4 - 1 row at 0-9-0 oc, member 14-5 2x4 - 1 row at 0-9-0 oc, member 6-14 2x4 - 1 row at 0-9-0 oc, member 14-7 2x4 - 1 row at 0-9-0 oc, member 13-7 2x4 - 1 row at 0-9-0 oc, member 13-8 2x4 - 1 row at 0-9-0 oc, member 8-12 2x4 - 1 row at 0-9-0 oc, member 12-9 2x4 -1 row at 0-9-0 oc, member 9-11 2x4 -1 row at 0-9-0 oc, member 1"2x4 -1 row at 0-9-0 oc, member 3-17 2x4 -1 row at 0-9-0 oc. 2) All loads am considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.0psf; h=21ft; 13=651t; t--641t1 eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcunenl with any other live loads co nnuea IN page z WARNINGa design parameters and aEAp NOTES ONTN/64N0INCLtIpEe M?EKHEFEgANCE PAGEMO.7d]l rev. I0M1/10I59EFOFE 05E Oedgn vailtl for use oNy with Mlrelt®conneclors. lNs deslgn k tx7setl oNyupon parameters shown. and Is to w IndlNtluol bulltling component. rut Noy a Imss system.IBefor. use, the fwlldlnp designer must verify the appllcabillly of tlesign parameters ontl,opetly incorporate rub tleslpn Into itre overall bu0dlrg design. wacmg mtlkatedls to bdckllnp oflntllvidual buss web and/orcnad members oNy. Adatloral temporary and pelmaneni bracing MiTek' prevent k always requPetl for sfabllllyond to,event collapse wim possible personal inlM'arxl,opedy tlamape. For genera pwtlonce regarding me foblcalbrt storage, delNery. erectmn axl brac0xl of tmssesantl rrvca 'ema seeAN61/IPII 9uvlity Criteria, D58.89 arW BC51 BuilNng Component 6904 Parke Earl BHd. Safely Inlrnmaflon avdiable hem Thin Hale Ins11Me, 218 N, lee SVeei. Suite 312. Nexandtl¢ VA 22314. Tanya. FL 33610 o rues I toss I ype Ory y calianduo � T95e0671 ]3a11 ER6 RP 1 1 2 Job Reference (optional) Chambers Truss, In ., Fod Pierce, FL 7,640s Apr 192016 MTek lnduurfia, Inc. Thu Sep 2915:06:012016 pal ID:WiE5F5_?dlxl0plm?4Bx3WyZ6v.tw7bL8wFYumksglbjUl4VsPzyOgovW Y3XwX81wyYiJa NOTES- e) •This imss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7313 lb uplift at joint 10 and 56601b uplift at Joint 2. 10) *Semi-dgtd pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated�load(s) 2733 lb down and 1921 Ib up at 7-0-12, 14571b down and B961b up at 9-0-12, 14591i1b down and 904lb up at 11-0-12, 1461111 down and 902111 up at 13-0-12, 1457 lb down and 892lb up at 15-0-12, 14671b down and 802lb up at 17-0-12, 1465 III down and 894 Ib up at 19-0-12, 1457111 down and 893 lb up at 21-0-12, 1457111 down and 893 to up at 23-0-12, 1457111 down and 893 lb up at 25-0-12, and 1457 lb down and 893 It, up at 26-4-4, and 1457 Ibtlown and 894 lb up at 28-4-4 on bottom chord. The deslgntselection of such connection device(s) Is the responsibility of others. I i LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5-54, 5-7=-54, 7-10=-54, 2-10=-20 Concentrated Loads (Ib) Vert: 17= 2733(B) 16=-1459(B) 20=-1457(B) 23=-1457(8) 24=-1455(B) 25=-1457(B) 26— 1457(B) 27= 1456(B) 28=-1457(B) 29= 1457(B) 30=-1457(B) 31=-1457(B) I NOTES d ON MISbANp Wnly MarametFE ANCE M044TJme OIS FOompon pammenD sadconnectors, A WARNINGRand t snows,PAGE use onlydesi ibis design kbasetlonlyuponpornpara flown,antl Isforan IoMtlual Wilding t upon ideal Designvalid foresee Malding use, tin designer lhbdescomponent,not o buss system. Before use, the balding dedgner must Nverty,o the oppllcab9lfy of design parameters and property dditlo Incorporate Ihh ary Into the overall enl brackq bu0t8rsn design.&ac619lrc1icoietlhlo prevent WcklNg otintlMtlual imssweband/or chortl members oNy.geneonallemce MiTek' regardingthe Lsolways rn,stonge.dablllrymtltopreveni collapse with posblepsware s.seaAntlpropetlydanagoa Forgenerdd BCSI BedIng Compor fabrlc anon storage, tlel ole fromorectionand par broctrxt of 18 K bee S hues systems.. Aoxandirla QualityVAM Criteria, D56-69 and BC51 Builtling Component solery Inlonnalion avalable hom Truss Role institute. 21e N. Lee Sireet.9ilte 312 Alexandria VA22314. � Taal Parke East Blvd. Tempe, FL 33610 ob toss toss ype Ory IY Celiandrio i 9580672 ]3e11 GRC MONO HIP i 1 1 Job Reference fear one]) I 6x10 MT18HS= 3x4 11 5x8 MT18HS= 6.00 12 8 20 21 422 23 24 6 2526 27 I D: W iE5F5_?dlxlOpl m?4Bx3 W yZ6v-L6hzYUwtJCubU_toHBGJ23x9Bo6ge?ACIaHiFNyYIJZ Scale=1:72.2 3x411 Sx12 MT18HS= 3x411 410= 286 29 30 7 31 32 833 36 3s 9 17 36 37 16 38 39 40 15 41 42 4316 44 1345 1e 46 47 11 48 49 505x1.d 0 it 4x10 = 3x4 11 7x10 hmieHS= 3x4 II 1 4x8 =6x10 MTi8H5= 3x4 11 Sx12 = 7-0-0 12-]-13 18-i-15 2341-0 29-2-1 34.8-,3 40-4-0 1 1 4.0.1 17-11 Plate Offsets(X!Y)-- I2:0-5-00-1-7113:0-7-00-2-01 f5:0-4-00-3-0117:0-6-00.3-01 If O:Edge.0-3-81111:0-3-40-2-41 (16:0-5-00-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(L-) -0.53 14-15 >908 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(fL) -1.2214-15 >396 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.20 10 n/a n/a BCOL 10.0 Code FBC2014/TP12007 (Marl Wigd(LL) 0.8714-15 >552 240 Weight: 244 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 3-5,7-9: 2x4 SP M 31 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 3-16,5-16,5-14,7-14,7-11,9-11: 2x4 SP M 30 REACTIONS. (Ib/slze) 10=2753/Mechanical, 2=2678/0.8.0 Max Horz2=261(LC 25) Max Upliftl0=-1901(LC 8), 2-1872(LC 8) Max Grav 10=2841(LC 29). 2=2825(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-9 oc bracing. WEBS 1 Row at midpt 9-10, 7-11, 9-11 FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5693/3690, 3-20-7323/4899, 20-21=-7323/4899, 4-21-7323/4899, 4-22=-7323/4899,22-23=-7323/4899, 23-24=-7323/4899, 5-24= 7323/4899, 5-25=-8071/5398, 25-26=-8071/5398,26-27— 8071/5398,27-28— 8071/5398, 6-28— 8071/5398, 6-29-8071/5398, 29-30=-8071/5398, 7-30=-8071/5398, 7-31-3982/2662, 31-32= 3982/2662, 8-32=-3982/2662, 8-33=-3982/2662, 33-34=-3982/2662, 34-35-398212662, 9-35=-3982/2662, 9-10-2718/1898 BOT CHORD 2-17=-3373/5062,17-36-3382/5088, 36-37-3382/5088,16-37=-3382/5088, 16-38=-5593/8360, 3"9= 5593/8360, 39-40-5593/8360, 15-40= 5593/8360, 15-41=-5593/8360, 41-42=-5593/8360, 42-43= 5593/8360, 14-43= 5593/8360, 14-44=-4469/6676, 13-44=-4469/6676, 13-45-4469/6676, 12-45=-4469/6676, 12-46=-4469/6676,46-47— 4469/6676,11-47=-4469/6676 WEBS 3-17=-216/638, 3-16— 1780/2717, 4-16=-5921629, 5-16-1261/845, 5-15=01429, 5-14=-342/252, 6-14=-544/577, 7-14-109911650, 7-12=01415, 7-11=-3184/2136, 8-11=-595/627, 9-11=-3101/4650 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TODL=4.2psf, BCDL=3.Opsf, h=21iC 8=65th L=641C eave=7ft; 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 panning. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11901 Ito uplift at Joint 10 and 18721b uplift at Joint 2. 9)'Semi-dgld pltchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. Continued on Daoe 2 AWARNING -Vedlydeslgropammelee;MdBEADNOTES ONTBISANDINCLUDEDMDEKREFERANCEPAGEiMB-747Srev.IM0 015 BEFORE USE. Design valid for use ONy WIh Mneks connectors. lblsdeslgn Is based ody upon parameters shown, and Isfor an Individual Wilding component, not �� a truss system., Before use. the Wilding designer must ve9M me oppllcablllly of design parameters and! properly Incorporale Ihh design Into the overall Wilding design. Bracinglndk:atedistorxevenl Wckllrgofindlvkluallmssweband/orclxxdmemb MoNy. A 111onallemporayondpermarientbraclrg MiTek' 5 always re9uhed for sIc ity and to prevent collapsewlih possble personal hjury and property damage. For general gWtlanc, regamrg me faMcation, storage, detivew. erection and bracing of lases arod truss systems seeANM/iFll Quality Criteria, DSB49 and BCSI BuBdNg Component 6904 Paika East Blvd. SateN InformaXon available ham Fnm Rale IrvsllMe. 218 M. Lee Street. SWIe 312 Nexantlrla VA 22314. 1 Tmrpe. FL 3361D oTruss Type ty N Celiendrio 95806]2 73611 GBC Truss MGNO HIP 1 1 Job Reference o tional Chambers Truss, lal., Fan Maras. FL 7.640eAprl92016MIleklndusines,Inc. Thu5ep201506032016 Pegs2 ID:W iE5F5_?dlxl0plm?4Bx3WyZ6v-pJFMIgxV3WOS67S_rvnYaHUKxCSvNSOM_EOFopyYIJY NOTES 10) Hanger(s) or ether connection device(s) shall be provided sufficient to support concentrated load(s) 298 lb down and 298 lb up at 7-0-0, 168 Ib down and 177 Ib up at 9-0-12, 1681b down And 1771b up at 11-0-12, 168 lb down and 1771b up at 13-0-12, 168 lb down and 177 lb up at 15-0-12, 168 Ib down and 1771b up at 17-0-12, 1681b down and 177 lb up at 9-0-12. 1681b down and 177 lb up at 21-0-12, 168 It, down and 177 It, up at 23-0-12, 168 lb down and 177 lb up at 25-0-12, 168 lb clown and 1771b up at 27-0-12, 168Ib down and 177 lb up at 29-0-12, 168 lb down and 1771b up at 31-0-12, 168 lb down and 177 lb up at 33-0-12, 1681b down and 177 lb up at 35-0-12, and 168 It, down and 177 lb up at 37.0-12, and 168 lb down and 177 lb up at 39-0-12 on top chord, and 315 lb down and 200 lb up at 7-0-0, 631b down and 41b up at 9-0-12, 63 lb tlown and 4 ll up at 11-0-12, 631b down and 4lb up at 13-0-12, 631b down and 4lb up at 115-0-12, 631b down and 4lb up at 17-0-12, 631b down and 4lb up at 19-0-12, 63 Ib tlown antl 41b up at 21-0-12, 63 Ib down and 4 Ib up at 23-0-12, 631b down and 4 Ib up at 25-0-12, 63 Ib down and 41b up at 27-0-12, 631b down and 4lb up at 29-0-12, 63 Ib down and 41b up at 31-0-12, 631b down and a lb up at 33-0.12, 631b down and 4lb up al 35-0-12, and 63 Ib down and 4lb up al 37-0-12, and 63 Ib down and 4 Ib up al 39-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) I Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: (-3=-54, 3-9=-54, 2-10=20 Concentrated Loads (Ib) Vert: 3=-101 (F) 17=280(F) 7=-87(F) 12= 38(F) 20=-87(F) 21=-87(F) 22= 87(F) 23=87(F) 24= 87(F) 25=-87(F) 27=-87(F) 28=-87(F) 29=-87(F) 30=-87(F) 31=87(F) 32=-87(F) 33=-87(F) 34=-87(F) 35- 87(F) 36= 38(F) 37=-38(F) 38=-38(F) 39= 38(F) 40= 38(F) 41= 38(F) 42=-38(F) 43=-38(F) 44=-38(F) 45= 38(F) 46=-38(F) 47= 38(F) 48=-38(F) 49=-38(l 50=-38(F) � Coclgnpardmorerc end READ BEFORE USE nnvallG-yy Design valltl (oIuse Is form Individual ull compm 8slstlesl8n bbasedoNyuponparametersshown. antloforyI hdlNdual rea ody w11NM KdosNTHt,asad only upab ameteEshownP and a hass system. bulldingdaugn. ffitsdgcomponent,not lInconnectors. Before use, the bulldr,g tlesigrau must ve'uV iM appllcaWlN of tlesign parameters and prbpedY hcoryorate ihLs tleggn Into the overall BrmhglndcafedIstogeventbucHingofIndivIduallnmweband/or chord members any. Atldiliondfempororyandpermonenibracing MOW b dways regdietl for sidclllly antl to prevent collopae wl111 possible persorgl hJiayar,tl property tlam�e. For generd gdtlmce regardng gse and bradng. Cdtedo, D68-69 arW BC61 augding Component andhusssyslems seeoxondria taferytnatstorage,delivery.rom 6904 Parka Truss 18N. VA 223 SafaN Inlormagon avdode from Truss Plate hisllfute. 218 N. Lee SlreeL s41e 312 Alexondda. VA 22314. Taraa,R-EestaNtl. Tempe, FL 33610 Job Truss Truss ype Dry Caliandno T95606]3 73811 ORD SPECIAL 1 Fly 1 Job Reference (optional) Charro0B l russ, lno. "o VlOrCB, �L I '. 6.0712 5x6 = 5 670 Scale=1:85.0 — ` " — 1e " 1 16 15 " 13 12 _ 4x5 3x5 = 4x6 = 3x6 = 3x6 = 1 3x5 = 3x4 II 6x10 = 4x5 — 3x6 = 3x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.28 18-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.5818-20 >833 240 BCLL 0.0 Rep Stress Incr NO W B 0.88 Hort(TL) 0.10 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(-L) 0.1818-20 >999 240 Weight: 2671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 Be bracing. WEBS 2x4 SP No.3'Except' WEBS 1Row at midpt 4-18. 5-18, 6-18,7-13 8-13: 2x6 SP No.2 REACTIONS. (Ib/size) 1=1351/0-8-0, 13=287210-8-0, 10=-192/0-3-8 Max Horz 1=.474(LC 6) Max Upliftl=-789(LC 8), 13=-1833(LC 8), 10=-582(LC 13) Max Gravl=1439(LC 13), 13=2872(LC 1) FORCES. gb) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2521/1431, 2-3-2260/1322, 3-4=-2137/1335, 4-5-1424/1022, 5-6=-1459/1016, 6-7=-1671/1047, 7-8=-735/1464, 8-9=-735/1464, 9-10-580/1557 BOT CHORD 1-20=-1099/2516, 20-27=-703/1932, 19-27=-703/1932, 19-28— 703/1932, 18-28-703/1932,17-18=-582/1458,17-29=-582/1458,16-29=-582/1458, 15-16-448/1042,14-15=-446/1047,13-14=-446/1047,12-13=-1302/665, 10-12=-1293/680 WEBS 2-20=-432/410, 4-20-260/659, 4-18=-846/561, 5-18-6311970, 6-18=-497/346, 7-16— 152/536, 7-15=0/263, 7-13— 2824/1634, 8-13=-359/355, 9-13= 1146/943, 9-12-376/390 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=211t; B=65ft; L=64tt; eave=7ft; Cat. II; Exp C; Encl.., GCpl=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 789lb uplift at joint 1, 1833 lb uplift at Joint 13 and 582 lb uplift at Joint 10. 7) 'Semi -rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load (a)198Ito down and 3301b up at 41-4-0 on top chord, and 280 lb down and 141 Ib up at 41-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) of back (B). Continued on Cade 2 A WARNING- Vedly Ensign parsmermeendREAD NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEIMO.7473 rol 1ai032015 BEFORE USE. Design valid for use only wlM MITek®connectors. Ns esign E based only upon Parameters shown, and Is for an Individual budding component, not a truss system. Before use, the bullding des'gner must vedy Ine applicability of deslgn Parameters and propedy Incorporate this design Into the overall bulldingcoslgn. Bracing lndkaledlIstoWevenlbucklingoflrcN uattwos web and/or chord members only. Atltlllionaltemporaryandpermanentbracing M!Tek' ktylooen,storge. deivery.and to preveniacingeWith po55biepersoternNsyandpropedy tlancrt6 Fw SBna9 and BCSIBulding Comihe kur. storage, delivery. Nery, erecam otat Ma s /IPt1 Quality CdlerW, DSB-89 and BC6l Building Component f irussesond huasWlo 6e W Eesl BNd. ikdl 3l Nexo Salety INormaaon avdlade aom itus %ate InstlMe. 216 N. lee Sheet. Sidle 312 PlexaMrla. VA 22314. I Welly [ Terryo, FL 33610 a. FL ob Russ rues ype Oty Calondrio T96606]3 7061r GRID SPECIAL I1 1 Job Reference o rionel cnemoera Imes, mc, Ron name. ry LOAD AS tandard 1) Dead+ Roof LJve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1, 5=-54, 5-7=54, 7-9= 54, 9-11=-54, 21-24=-20 Concentrated Loads (lb) Vert: 9=-101(B)12=-280(B) ID: W iE5F5 1d1xI0pIm148x3dW yZ6rv-pJFMIgxW W 05675_rvnYaH UC1TCOpNROM_EOFapyVIJY A PACE MbrGranaddua/l0R66EFONEeSE EADctor. NOTES OgnIs ANp INCLUDED MREmetem gnvaNd lot uw only%paremefmcend sANCE Designvalltlfofusee onnecbrs. ibis i9for an Lx1 veslgn6basetloNyuponpmameranshown, ci rat tris dgcomponent,not a truss system. Before Use, the bt l Isd tlpovenR must Ie O the oppllc lmn edesign parametersandm oNy.ly ddlion rote p rary n Into the overall Us, fin WIdMflekOIng design.&achg lnrllcate enr bacirig ctwrdmdamag. Is lotlHitluolirusswebaury MiTek' dw to reventenrloc*e4lh ur,cl For general regardingthe kalwatlon.required for dlivelty enction andcruciing of w0h possR>Itum WSIaml seaNSIM11 udamage. Forgenerand BCSIrceregartllrgrhe6904 Solely brtaroiage,delNery-ereclion rems,s. 05B-69 and 6CS16u11ding Component OVA MCtlterla, Mon. lndrgo218 N. Lee teal. Aleaci sofeN INormalion wdlade hen T. Rate IraIIMe. 21e N. Lee Steel. 9ilte 312 AlexanrJda. VA?23)4. � Tanpa,rkeEanBHd- Teirpe, FL 33610 Truss I russ I ype Oy Caliandrio i T958D6]4 ]sett GRG HIP 1 1 ' Job Reference o Donal ,...are uuss. Into MT18HS= 6 one 3x4 = 3x4 11 3x8 = 5x8 MT18HS wB = 3x4 11 6x10 MT18HS= Scale=1:71.9 17 35 36 lb 37 38 " 39 40 41 14 42 43 44 1J 45 46 ld 4x10 = 3x4 11 7%le MT18HS= 3x4 11 4x4 = 7x10 MT18HS= 3x4 II Axle = ]-eg 12-0-0 I 17-6-12 22-9-0 27-11-12 1 33-0-0 464-0 F.dd n.JA SeA S-'l.n 5d.d 1.11.(1 Plate Offsets(X;Y)- 12:0-5-00-1-71 f3:0-7-00-2-01 f6:0-4-0Edoe) f9:0-7-0,0-2-01 f10:0-5-00-1-71 f13:0-5-00-4-e1 f16:0-5-00-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEPL, in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vm(LL) -0.52 14-15 >925 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ven(TL) -1.2014-15 >404 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.23 10 We n/a BCDL 10.0 Code FBC2014/7PI2007 (Matdx-M) W16Id(LL) 0.8514-15 >567 240 Weight: 234 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 3-6,6-9: 2x4 SP M 31 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* 3-16,5-16,5-14,7-13,9-13: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/slze) 2=2698/0-8-0, 10=269710-8-0 Max Horz 2= 188(LC 23) Max Uplift2=-1894(LC 8), 10=-1892(LC 8) Max Grav2=2835(LC 29). 10=2833(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directiyapplled or 4-5-10 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5712/3735, 3-22= 7259/4907, 22-23=-7259/4907, 4-23=-7259/4907, 4-24=-7259/4907,24-25=-7259/4907,25-26=-7259/4907,5-26= 7259/4907, 5-27=-8314/5635,27-28=-8314/5635,28-29=-8314/5635,6-29=-8314/5635, 6-7=-8314/5635, 7-30=-7256/4906,30-31= 7256/4906, 31-32— 725614906. 8-32= 7256/4906, 8-33=-7256/4906, 33-34=-725614906, 9-34=-7256/4906, 9-10— 5706/3731 BOT CHORD 2-17=-3152/5146, 17-35=3161/5172, 35-36= 3161/5172,16-36= 3161/5172,1 1637=-5397/8410, 37-38= 5397/8410, 38-39=-5397/8410, 15-39= 5397/8410, 15-40= 5397/8410,40-41=-5397/8410,14-41=-5397/8410,14-42=-5374/8344, 42-43=-5374/8344, 43-44=-5374/8344,13-44=-5374/8344,13-45=3157/5026, 45-46= 3157/5026,12-46=-3157/5026,10-12= 3148/5000 WEBS 3-17= 218/628, 3-16=1770/2707, 4-16=-559/594, 5-16=-1378/902, 5-15=01389, 7-14=01378. 7-13= 1346/876, 8-13=-564/598,9-13= 1773/2711, 9-12=-215/626 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psk BCDL=3.Opsf, h=21ft; B=6511; L=6411; eave=711t; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonooncunenl 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-1894 lb uplift at joint 2 and 1892 Ib uplift at joint 10. 8) "Semi-dgid pitchbreaks Including heels" Member end fixity, model was used in the analysis and design of this truss. Continued on Daae 2 Q WARNING -VcrV design Panmerea and READNOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMUJ475rev. UsTUGHS BEFORE USE *r- DedgnvolldforuseoNyWMMDel mnnecfors.This design is basod only upon parameteisshoe,n. and Is form Individual WllalW component.not a truss system. Before use, the bU1d lit; designer must vetlfy the applicability of design parameters and properly Incorporate Ihls design Into the overall W9dlrg cieslgh. Hachg6Wlcafedbfo Wevent Wck[lgofeblvMmlf weband/oreh rdmemb moNy. Ackilloraliempoiaryandpermonembrocig ■•Ii�lYEtp` MiTek' 5 always lectured for stadlitymW to preventcollapse with possb is personal Injury and Property manage. For general guidance regarmllg the falMcation, storage, delivery. erecilonandd bfactrg of Nlsesatd imsssystems seeMSVW11 Quality Cflleda, D$B-89 and BCSI Bunding Component 6904 Parke East Bhd. Way INrnmanan avalade Dom Truss Hate IOstIMe. 218 N. tee Street suite 312, Alexandria. VA22314. Tanpe, FL auto Job Truss Truss Type Qty P Caliandrio T95B06]4 73611 GRG HIP 1 1 Job Reference (actions]) Chembere Loss, Mo.. Fort Pierce, FL r.ewsnpr rote i o mu en Inausums, ino. n m oP15.06.052016 Pese2 ID:WiE6F5?dlxlOplm?4Ba3WyZ6zv.mhN6AVzlb7GALRbNyKgOfiZgB?BKrNzeRYVMshyYIJW NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 298 lb down and 2981b up at 7-0-0, 168 lb down and 177lb up at 9-0-12, 168 Ib down and 1771b up at 11-0-12, 1681b down and 1771b up at 13-0-12,168lb down and 1771b up at 15-0-12, 168 Ib down and 1771b up at 17-0-12, 1681b down and M its up at 19-0-12, 1681b down and 1771b up at 21-3-4, 1681b down and 1771b up al 233-4, 1681b down and 1771b up at 25-34, 1681b down and 1771b up al 273-4. 1681b down and 1771b up at 2934. and 1681b down and 1771b up at 31-3-4, and 2981b down and 2981b up at 334-0 on top chord,and 315lb down and 200 Ib up at 7-0-0, 63 Ib down end 4lb up at 9-0-12, 631b down and 4 Ib up at 11-0-12, 631b down and 4lb upiat 13.0-12, 63 Ib down and 4lb up at 15-0-12, 63 Ib down and 4 Ib up at 17-0-12, 631b down antl 4lb up at 19-0-12, 631b down and 4lb up at 21-34, 631b down and 4lb upiat 23-3-4, 631b down and 4 lb up at 25-34, 63 Ib down and 4lb up at 27-34, 631b down and 4 Ib� up at 29-3-4, and 631b down and 4lb up at 31-3-4, and 3151b down and 2001b up at 33-34 on bottom chord. The deslgntselectlon of such connection device(s) Is the responsibility of others. 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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) l Vert: 1-3=-54, 3-9=-54, 9-11=54, 2-10=-20 Concentrated'.Loads (Ib) Vert: 3_ 101(B) 6_ 87(B) 9=-101(B) 17=-280(B) 12-280(8) 22=-87(B) 23=-87(6) 24=87(B) 25— 87(B) 26= 87(B) 27=-87(B) 30=-87(B) 31= 87(B) 32=-87(B) 33= 87(B) 34=-87(B) 35=-38(B) 36=-38(B) 37= 38(B) 38-38(B) 39= 38(B) 40=-38(B) 41=-38(B) 42= 38(B) 43=-38(B) 44=-38(B) 45=-38(B) 46= 38(B) I A WARNING - unify des/gn parametom and READ NOTES ON THIS AND INCLUDED MDEKREFERANLE PAGE 16M7473mv. Io U3/L015BEFOREUSE Design valid for use only with MlreM correctors. fins design Is based only upon parameters shown, and (s for an IMINduol Iwllding component. not a Ines system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate IhK design into the overall bullcingc1sugn. Bracing lncloatedktoprevent buckIngoflndMdrx9tmssweband]achord membersorry. manflorwltemponnyox1permanenttzacing MOW a always reaulre l for stabrityand to prevent collapse ,,fh possUAe personal Injury and psoperty damage. For general guide rce recording me fabrication. storage, delivery erecfion and bracing of irussesarW hussystems. seeAN51APIl Quarry Cdtedo, DSB49 and BCSI BuIlding Component 6904 Parke Eeat BNd. safety INonnaMon avallab a from Iran Nate OSIIMe, 218 N. Lee Sheet. Sire 312. Arexcoo l¢ VA MU I T.W., FL 33610 viz 41 = 4x6 = sea = as 11 3x6 = 3x4 = 3x5 = Scale=1:37.9 LOADING(pst) TOLL 20.0 TOOL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC20141TP12007 CSI. TO 0.61 BC 0.41 WB 0.21 (Matrix-M) DEFL In Vert(LL) 0.15 Vert(TL) -0.20 Hoa(fL) 0.06 (loc) Well Ud 9-12 >999 240 7-9 >999 240 5 n1a r1a PLATES GRIP MT20 2441190 Weight: 86lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 5-8-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1319/0-3-8, 5=1319/0-3-e Max Horz2=-188(LC 23) Max Up1lft2=-1302(LC 8). 5-1302(LC 8) FORCES. (lb) - Max CompfMax. Ten. - All forces 250 (Ib) or less except When shown. TOP CHORD 2-3=-2224/1948, 3-16— 1933/1833, 16-17=-1933/1833, 4-17=-1933/1833, 4-5=-2225/1948 BOT CHORD 2-9=-1609/1924, 8-9=-1622/1941, 8-18=-1622/1941, 18-19=-1622/1941, 7-19_ 1622/1941, 5-7=-1571/1915 WEBS 3-9=-315/562,4-7=-327/563 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.Opsf; h=21fb B=65ft; L=641t eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1302 lb uplift at joint 2 and 13021b uplift at joint 5. 7)'Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(S) or other connection device(s) shall be provided sufficient to support concentrated load(s) 298Ib down and 330lb up at 7-0-0, 1681b down and 1771b up at 9-0-12, and 168 lb down and 1771b up at 10-11-4, and 2981b dam and 3301b up at 13-0-0 on top chord, and 404 lb down and 141 lb up at 7-0-0, 93 Ib down and 4lb up at 9-0-12, and 931b down and 4 Ib up at 10-11-4, and 404111 dam and 141 Ito up at 12-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applled to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-4=-54, 4-6-54, 10-13=-20 Concentrated Loads (lb) Vert:'3=-101(B) 4= 101(B) 9-280(B) 7=-280(B) 16-87(B) 17=-87(B) 18= 38(B)19=-38(B) AWANN/NG-Verbydestgn paramefavend READ NOTES ON TNISANDINCLUDED MREKNEFENANCE PAGEW7473 rev,I0NWOISBEFONEUSE Design valid for use only with MBek conneclos. lNsdasign 6 based onty upon Parameters shown. and Is form Individual Wilding component, not a tarss system. Before use, the Wilding designer must veNy, the appllcatAlty, of design Parameters and properly Incorporate this design Into the overall Bracing lydkafetl is to Weknng tiusweb aid/or chord members only. Addlllorwllemporary antl permanent braclrxl MOW bWdieridestgn. prevent o(Indivklual Is always rewired for stabllityand to prevent collapse with nossmle personal injury and property dosnage. FoigeneralgWdancemoordingthe talxkalion. storage, delivery, election and bradng of lenaoSOIdhussyslems.sseMS11711 Quality CRetla, DSB49 and Bost Mall Component 6904 Pa*e EaM BNtl. Salary Inlonnaflon ovellade from Truss Rate Institute. 218 N. lee Street. SMe 312. Alexandda, VA 22314. Tarnpa, FL 33610 ob Truss Truss Type Oty la Candrio Tg66g6]6 ]3911 J1 MONO TRUSS 16 1 Job Reference o tional Chambers Tura, Inc, Fort Pierce, FL Z640 s Apr to 2016 MRek Industries, Inc. Thu Sep 29 15:06:06 2016 Page 1 ID:W iE5F5_2dlxlOplm24Bx3WyZ6zv-EmNOrzOMR01 zbAZW iLFCY603Pama7sogCFvOeyYIJV -14-0 1-0-0 _ 14-0 -0 0 Scale = 1:7.9 LOADING(psf) SPACING- 2-0-0 CSL DEFL. In (IOC) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Van(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Verl(rL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOR(TL) 0.00 2 Na Na BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(-L) -0.00 7 >999 240 LUMBER - TOP CHORD 2k4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. gi /size) 3=3]Mechanicaf, 2=147/0-8-0, 4=-6/Mechanical Max Horz2=87(LC 8) Max Uplift3=-6(LC 5), 2=-182(LC 8), 4=-6(LC 1) Max Grav3=10(LC 4), 2=150(LC 13), 4=26(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 6111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 as purlins. DOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=211t; 3=651t; L=64ft; eave=7fl; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a I Iva load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tal I by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6111 uplift at Joint 3, 182lb uplift at Joint 2 and 6111 uplift at Joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING- Vadly LaHSn parameter, and HEAD NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 161IF7473 rev. iMMIS BEFORE USE valid for use only Win Miler connectors. this design a based only upon parameters shown. and Is for m Individual building component not IN a systemWd. Before use. the brig designer most vedfy the oppllcablllly of design porameters and properly. incorporate the dadgn Into the overall truss, bardlrg design.&echo Indicated is to buckling of Individual truss web and/or chord members only. Addilloncdfempo mdpenmanenfbrmirg MOW prevent Is always reguIretl for stability and to prevent collapse with possible personal Injury antl property darnage. For general guide regarding the fabdCatbn. storage, delivery, enecron and bracing of hoses and truss systems, scoMSI/TPI I Cuerly rAiteda, DSB49 anal BCSI Bursting Component 6904 Poke East Bit Safely Informaron available from Truss Rate Insill218 N. Lee sheet, suite 31Z Alexandria. VA22314. Tanpe, FL 33810 Job Truss russ ype Oty Ply Celiandrio T9580677 73811 J3 MONO TRUSS 16 1 Job Reference(optional) Chambers Truss; Inp., Fort Piece, FL rc ,.e ras 1. ..u. ...vp .... •••9 . ID:WiE5F5_7d1xlDpim94Bx3WyZ6zv.EuzUOrzOMRO1zbAZW 1 LFCv603PZ2a9sogCFvOByYIJV 3-0.o 1.4-0 3-0.0 l Scale=1:13.0 3-0-0 LOADING (Pat) SPACING- 2-0-0 CSL DEFL. In (too) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.23 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC20147rP12007 (Matrix-M) Wlnd(LL) 0.00 7 >999 240 Weight: 12lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=55/Mechanical, 2=202/0-8-0, 4=26/Mechanical Max Horz2=141(1-C 8) Max Up11113=-60(LC 8), 2=-172(LC 8) Max Grav3=69(1-C 13), 2=211(1-C 13), 4=43(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudlns. BOT CHORD Rigid ceiling directiyapplled or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsl; h=211t; B=651t; L=641; eave=7h; Cat. II; Exp C; End.,GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 1Q0 psf bottom chord live load nonconcu0ent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 601b uplift at joint 3 and 172 Ib uplift at joint 2. 6)'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING. V ftaiee/gnparameten and RVONOTES ON THIS AND INCLUDED Mm£KREFERANCEPAGEMII.7473rv. IO/173VI5BEFOREUSE Design valld for use only W h MlTeM connectors. Ibis design k based only upon parameters shown. and is for an Individual WNtling component not �f a truss system. Before use. the bulldIM designer most verity the appllcoWily of design parameters and propedy Incorporate Ihb design Into ifle overall WANrxl deygb. aachg Indicated is to xavenf buckling oflndlvklual lrusweb mid/a chord members only. Addlilonal temporary and permanent bracvlg MiTek' h always iequtr for staW Ityond to prevent collapse with posble Isersond InW and propedy domWo. Fot general guldance regarding the fabdcatb0 storage. collve y. erecllon arxi bracing of mmesantl buss systems seeANSI/TPII Quality Cdterla, DS1149 and BCSI Building Component 6904 Parke East BNd. Safety INormaMon avaBable flan Truss Plate Imtitute, 218 N. Lee Street. Silo 31Z Nexoncida. VA 22314. Tanya, FL 33610 o We russ ype Dry Ply Caliandrio T95806]8 73811 J5 MONOTRUSS 15 1 Job Reference o tional Chambers Truss, Inj., Fort Pierce, FL 3x4 = T.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 2915.06.0] 2018 Page 1 ID:WiE5F5_7C1xI0pIm74Bx3Wy26zv-i4VsbB 07kWuaill4lsUl7e9vpsHJS6xvs TxayYIJU Scale=1:18.8 50-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. In (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rTP12007 (Matrix-M) Wlnd(LL) 0.02 4-7 >999 240 Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=98/Mechanical, 2=290/0-8-0, 4=43/Mechanlcal Max Horz2=198(LC 8) Max Uplift3=-111(LC 8), 2=-208(LC 8) Max Grav3=122(1-C 13), 2=307(LC 13). 4=74(LC 3) FORCES. (Ib) -. Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purilns. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=3.OpsF h=21ft; B=6511; L=6411; eave=711; Cal. II; Exp C; Encl..,, GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been deslgned 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 111 It, uplift at joint 3 and 208 lb uplift at joint 2. 6) "Sent ld pltchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING- Verity deslgnparamelsm and READ NOTES ON THISANG INCLUDED MmEKREFERANCE PAGEMI7173ree. 10103R015BEFOREUSE Design valid for use only with MlTele conneclors. TNsdeslgn B based any upon parameters shown, and is for an NtllNdual buPtllns, component not a truss system. Before use, the Wilding deslgner must verify the opphconlity of design parameters and popery hoorporale this design Into the overall buidingdeslgn. Brachglndleatedlstoprevent bucidingoftndlvkluallnnsweband/orctloldmembersonly. AWNltonaltemporaryandpermarrenibraclrg M!Tek' h always regWretl for sloDllityantl to prevent collapse vaih posmle persawl u,pay arM popedy tlamcge. For general guldance regardlrg the fabdcatbo, storage, delivery, erecllon and brachg of hussesand has systems seeANSI/IPII Quality Cdteda, DS349 and BC51 BuBding Component 6904 Parke East BNd. Safety INormaOon wdlaEle from Taus Rate ImflMe. 218 N. lee Sheet. sale 312. Alexandra. VA22314. Teraina. FL 3W10 ob toss toss ype Oty Caliandrio T95a06]8 T3811 JSA MONO TBU53 1 1 Job Reference o tional chamaers truss, my.. ton tierce, ru 3x4 = 6 6-0 ID:W iE5F5_7d1 x10pIm74BY3WyZ6rv-i4VsbB_07kWuaI1141s11I7e9kpsBJS6xvs_TxayYIJU 2 3 Scale=1:18.7 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. In (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Ven(fL) -0.04 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hoa(TL) 0.00 1 n/a We BCDL 10.0 Code FBC20147rP12007 (Matrix-M) Wind(LL) 0.02 3.6 >999 240 Weight: 161b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb(size) 1=215/0-8-0, 2=99/Mechanical, 3.45/Mechanical Max Horz 1=140(LC 8) Max Up1lftl=-96(LC 8), 2= 113(LC 8) Max Grav1=231(LC 13). 2=123(LC 13). 3=74(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: VDIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsq h=21t1; B=6511; L=64ft; eave=711; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 96 lb uplift at Joint 1 and 113lb uplift at Joint 2. 6) "Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A WARNING-iVedry design parameters and READNOTES ON THIS AND INCLUDED MREKREFERANOEPAGE MII-]4]3 rev. 10/01rOISDEFOREUSE Design mild for use only with MlleMmmeclors. INsdeugn is lased only upon Darameters shown and is forms Individual Wildingcomponent.nol �■� a truss system; Before use, the bulltling de9gner must verily the opplicablity of design parometets and Drapery Incorporate the design Into the overall bulldngdeslgn. Brachghdk;atedislolxevenlbuckltWoffnd MuolM1 weband/orchordmembersoNy. Acclnonaltemporaryandpe"onentbrocing i•Yw WGIC katways required for stability and to prevent collapse with possrope personal Injury and propedydamage. ragenerdgddanceregardingihe fat lbm storage, delNM, wr tbn and braotng of h�bussystemi seeMSVTPII QuailtyCdtoiio, DS"9 and BCSI Building Component 6904 Parke Eest Blvd. Safely INormahan wdlabpe horn Truss Plate Institute. 218 N. lee slicer. Sulte 312. AlexandlO. VA 22314. Terris , FL 33610 3x4 = LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in (roc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Verl(LL) -0.06 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 4-7 >530 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(Q 0.00 2 n/a n/a BCDL 10.0 Code FSC2014/IPI2007 (Matrix-M) Wind(LL) 0.05 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 20 SP No.3 REACTIONS. (lb/Size) 3=141/Mechanical, 2=380/0-8-0, 4=58/Mechanical Max Horz2=256(LO 8) Max Uplift3=-161(LC 8), 2=-248(LC 8) Max Grav3=176(LC 13), 2=403(LC 13), 4=103(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 3 Scale = I;U.9 PLATES GRIP MT20 244/190 Weight: 24 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsh h=21fC B=65ft; L=64ft; eave=71t; Cat. it; Exp C; Encl.,J GCpI=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between Ilia bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 3 and 248 lb uplift at joint 2. 6) °Seml-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. ®WARNING-Verrlyd4alEnpmamefere antl HEAD NOTES ON THISAND INCLUDED M/TEHREFERANCE PAGEMrs,743 rev. 1D/09/1015BEFOREUSE. Design valid Or use only with MnekO connectors. firs dedgn Is based only upon parameters shown, and is for on Individual WWding c-omponenL net a truss system. Before use, the building designer must vetly the WpllcabAlly of design parameters and propetly, Ncomorate this design Into the overall WIldngtleslgn. &mhglMkate istoprevenf WcWlrgotlrWNldualhussweband/orcterdmembenoNy. Mcf1flonalfempofayantlpetmarentbracinD MiTek' Is always required for stability and to prevent collapse with possible personal hjury and property domage. For general guldanae rWmdW the fabdcatlom storage, delivery. erection and bracing of tones and truss systems. seeANSI/1 11 Quality C ferkk DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information mailable from Truss Plate InsliMe. 218 N. Lee Streel. State 312 AlexarWAa. VA M14. Una.. FL 33510 Job Truss Truss Type aty Ply Celiandrio T8580681 73811 K HIP 1 1 I Job Reference (optional) Chnmbera Tn.., Inc.. Fon Pierce, FL 7.64DSApr192016MIlkindusme9,Inc. IhUSep2915:06:U62015 Fa9e1 I ID:WiE5F5?d1xlOplm?4BYJWyZ6zv.AG2Fpx?eu2flCvKyeSNjHKBMEDBW2tr SBWkOTOyVLIT "_0 a 4x4 = 4x4 = 3x5 = 3a5 = 3x4 = 3,4 = 3M = "_0 PD14 Scale=1:37.9 m Ig Plate Offsets MY)-- f2:0-2-8,Edee117:0-2-8,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.24 10-14 >996 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SO 0.34 Vert(TL) -0.25 10-14 >972 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Hoa(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 92 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-6-2 ec bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-3-8, 7=812/0-3-8 Max Horz 2= 233(LC 6) Max Up1ift2=-952(LC 8), 7=-952(LC 8) FORCES, (to) Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=-1101/1158, 3-4=-891/1079, 4-5=-759/993, 5-6=-891/1079, 6-7=-1101/1158 BOT CHORD 2-11=-873/924, 10-11=-873/924, 9-10=-674/759, 7-9=-873/924 WEBS 3-10=-318/309, 4-10=-407/288, 5-9=-407/288,6-9= 319/309 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21 it; B=65ft; L=64ft; eave=711; Cal. II; Exp O; Encl., GCpi=0.18: MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9521b uplift at joint 2 and 9521b uplift at joint 7. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. ®WARNING-Vadlydesign paramolora and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-74TS rev. 104304UPIS BEFORE USE Design valid for use oNy wllh Mnekaconneclols. INsdesign Is based only upon parameters shown, anal is form Ndivldual buldw component, not a muss system. Before use. fW W1d rx, designer must ve4fy the applicability of design parameters and property Incorporale Ih8 design Into the overall bu0dhgde9gh. aacBrgtrxikatetllslopreveniWcklDx3oflntlNklualltuswebantl/orcMrdmembersoNy. Atldlllorallemporaryandpemlanentbmaing M!TeW Isclways required for slaeBBy anc! to proven] collapse wBh possible personal nlury aril properly damage. Fa general gUtlonce tegarnng me fabrication, storage. calvary. erecllon arld bracing of husesand kussystsm%sceANSI/TPII Quality Criteria, DSB49 and BCSI Building Component 6904 Patine East BNd. Safely Infolmatlon available from Truss Plate Institute, 218 N. Lee Street. Sucre 312. Alexan dda, VA22314. Tampa, FL 3361 D o r-atruss 11 ype ty ianriri Ply Celo T9560662 13811 COMMON 1 1 Job Reference (optional) Chambers Truss, Ira, Fort Pierce, FL 4-3-15 Scale =1:37.3 4x4 = It 36= 3x5:= 3z8 = 3x5 = Plate Offsets KY)-- f2:G-2-8,EdPel, 16:0-2-B,Edgel LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.24 Ven(LL) 0.25 8-12 >946 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Ven(TL) -0.27 8-12 >877 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 90 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 2=812/0-3-8, 6=812/0-3-8 Max Horz2=-255(LC 6) Max Uplift2— 952(LC 8). 6_ 952(LC 8) FORCES. (lb) ,. Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1135/1195, 3-4=-864/1029, 4-5=864/1029, 5-6— 1135/1195 BOT CHORD 2-9=-921/964, 8-9=-921/964, 6-8= 921/964 WEBS 4-8=-724/505, 5-8=-355/351, 3-8=-354/351 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o pudins. BOT CHORD Rigid ceiling directly applied or 7-4-3 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=211t; B=65ft; L=6411; eave=71t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcuuent with any other live loads. 4)' This truss "as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 952 lb uplift at Joint 2 and 952 lb uplift at joint 6. 6)'Seml-rlgld pltchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. A WARNING -Voffry Coslgnperamefors&rdREAD NOTES ON TNISANDINCLUDED MITEKREFERANCEPAGEMM-7471rev, 10/ 0159EFORE USE. Design solid for use only Win MneWoonnectors. iNsdeslgn Is based only upon parametersshown, and Is for an Individual WOding component, not a toss system. Before use, fine bMdng designer must verify One oppllcaMliy of design parameters and properly incorporate ruts design Into the overall buudngdeslgn.Wmhghxihafed Ntopevent Wcklllgo((WWudi weband/mec fdmembersoNy. Addibndtempaayandpemranantbraclrg M!Tek' Lsdwoysrec"redfoTOoMlNarc lopreventcdlp vAihpossMepersorwlh"yondprop OyN ma . Forgenerd iuul r eregardrg the fabricarbnstorage, tlelNery, erection and bracirg of lmssesantl hussysrems. seeAN51/WII Quality Criteria,DSB-89aM BC51 Bu001ng Component 6904 Parke East Blvd. Safety Information ovdlable from Truss Pore Institute. 218 N. Lee Street. Wfe 312 Alexarxift VA 22314. Tampa, FL 33810 Jo fuss fussType Gry Caliandlio T9580683 ]3811 KJ] MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Forl Pierce, FL7.64DsApr192015Mffeklndustnes,Ina Thu Sep291506:092016 Pe9e1 ID:WIESFS_?dlxi0plm?4WWyZ6zv-eTcdOtOGfMrlbg2v8BAuygYkYTobAnKhEMATZ?TyYIJS -1-10-10 60 I 9-10-1 1-10-10 600 3-1Q[ A Scale=1:24.5 5 6-0 3-7-13 Q2-4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.03 6-9 >999 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.12 Vert(TL) -0.04 6-9 >999 180 BCLL 0.0 ' Rep Stress [nor NO W I 0.19 Hom(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matix-M) Weight 42 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanlcal, 2=293/0-11-5, 5=263/Mechanical Max Horz2=256(LC 8) Max Uplllt4=-99(LC 8), 2=-250(LC 8). 5— 168(LC 8) Max Grav4=96(LC 28), 2=386(LC 17), 5=299(LC 28) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-577/342, 10-11=-508/323, 3-11=-443/261 BOT CHORD 2-13=-294/443, 13-14=-294/443, 6-14=-294/443, 6-15= 294/443, 5-15=-294/443 WEBS 3-5-515/342 _ NOTES- 1) Wind: ASCE'7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=21f1; 13=6511; L=64ft eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcunent with any otherlive loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 4. 250 to uplift at joint 2 and 168lb uplift at joint 5. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) of other connection device(s) shall be provided sufficient to support concentrated load(s) 90lb down and 73lb up at 1-6-1, 901b down and 731b up at 1-6-1, 1171b down and 1031b up at 4-4-0,1171b down antl 1031b up at 4-4-0, and 1521b down end 154 1b up at 7-1-15, and 152lb down and 154 lb up at 7-1-15 on top chord, and 25 Ib down and 471b up at 1-6-1, 25 Ib down and 471b up at 1-6-1. 18 U down and 21 lb up at 4-4-0, 18 to down and 21 lb up at 4-4-0, and 341b down and 16lb up at 7-1-15, and 34lb down and 16 ib up at 7-1-15 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven 1-4= 54, 5-7=-20 Concentrated Loads (lb) Vert 10=147(F=73, B=73)11=42(F=21, 8=21)12=-43(F=-22, B=-22) 13=50(F=25, B=25) 14=5(F=3, B=3)15=-30(F=15, B= 15) AWABN/NG-1 Verfryd d np.nvnders and BEAD NOTES ON THIS AND INCLUDED MmEKAEFEBANCE PAGE MII-7473 rev. 10934?015BEFOBEUSE. Design validfor use only WithM9eleID connectors. This design is based only upon parameters shown. and is for an lMivldual Wlldlrxt component,not p` a tars system. Before use. the building designer must verify line applicability of design parameters and properly Incaporate this design into the overall WOdngdeddn. &acingMn atedhtopmventWCWNgoflMMtlualtmswebaM/acWrdmemb mrs y. Adrlltlonoltem mWmdWe onentbs=IW MiTek' dmnager For generald the 6 always requiredfors1aWIryaretopreventcaciquewitheson,1 pesyste BCSI Bulregarding s,seoMrxoperiu storage, y, erec9m and brocing of 18 D5B-89 and 9CSI BuIWOIg Component hus syslems, seeemnon" Parke Ease BNtl. VA 23Ctltaria, N. .and Safety Inlormatlon avdlaWe from true %ate InsXtute, 218 N. fee Street. Sulfa 312. PJexantlda, VA 22314. Safety I lot allabl Tarrson, Tanpa, FL 33610 a rrxss cuss Type dry y Cal'endrio TOM06M ]3911 MHV4 GABLE 1 1 Job Reference optionalft Chambers Tfusa, Ini., Fort Pierce, FL f.eau s X'v zero maesmauames,mc. , P zo,c:no:, o �n.o roam ID:W iE5F5_4dix10plm748x3WyZ6zv-6fA4DD1uONSRCUKItPBMIGjRW+1 WprNbgD7%vyYIJR 3.1.8 3-11-0 3."0-8E 3x4 ss 30, 11 3 3xd II Scale=/:10.7 Plate Offsets MY)— 12:0-3-0 0-2-01 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.14 Ven(LL) Na - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) Na - n/a 999 BOLL 0.0 ' Rep Stress Incr YES W B 0.00 HOR(TL) 0.00 4 n/a We BCDL 10.0 Code FB02014/TPI2007 (Matrix) Weight: 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=117/3-11-0, 4=117/3-11-0 Max Horz1=73(LC 8) Max Uplift1=-53(LC 8), 4=-83(LC 8) Max Gray 1=124(LC 13). 4=125(LC 13) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-11-0 oc pudins, except end vedicals. Rigid ceiling direcflyappfled or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE17-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf1 h=211t; B=65ft; L=648; eave=70; Cat. 11; Exp C; Encl.; GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 53 lb uplift at joint 1 and 831b uplift at joint 4. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING-VeHytles/gnpammefe.andfi ADNOTES ON THIS AND MCLUU£OMREKREFERANCEPAGEM*74"mv. 10/09I1015BEFOREUSE �■R Design valid for use only Wfh MlTeMconnectors. Ihls design b based only upon parameters shown, and is for an lndlNdual WHding component, not a tors system.19efore use, the building designer must vetlfy the appllcoWlty of design parameters and propedy incorporate his design Into the overall buildlrgtlesgin. Brocinglndkatedistoprevent buclongoflndNkluallrusweband/or chardmembenonly. Atldltlorwltemporaryantlpermanentbracing if��l�w■` WOW kalwaysre"u forsioNlitymldtolxeventcollgrawllhposUe Wars l0spayartdpropertydamage. Forgeneral g0dancefegardlrg the labdcatkut storage, delNery, ereclbn aril braGrg of trusses arW hussystems seepN51/IPII Cw9N CNefio, D58-69 and BCSI BUYding Component 6904 Pafke Easl Bind. Wely Information avallode from Tnss Rate Institute. 218 N. Lee street, S4te 312. Alexandra, VA 22314. TaWa. FL 33610 Job toss toss ype Ory ply Colanddo T9580685 7 3611 MHV6 GABLE 1 1 Job Reference a bone 3.4 9 ID:WiE5F5 7d1xl0pim74Bz3WyZ6zv-6fA70D1uONSRCUKItPBMIGj00xZWpCNbgD7XvyVIJR 4x4= 3s4 II Scale =1:11.5 2 3 M1 5 4 30 II 3-1-8 2.941 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) Na - We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 4 n/a We BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 201b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SO NG3 REACTIONS. (lb/size) 1=96/5-11-0, 4=90/5-11-0, 5=196/5-11-0 Max Harz 1=73(LC 8) Max Upllftl=-45(LC 8), 4=-60(LC 4), 5=-118(LC 8) Max Gravl=101(LC 13), 4=90(LC 1), 5=201(LC 13) FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASOE4-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21fg B=65ft; L=64ft; eave=lit; Cat. II; Exp C; Encl.; GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonc incunenl with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1, 601b uplift at joint 4 and 118lb uplift at joint 5. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING- Vedlydesignpamarefers andREAD NOTES ON TNISANDINCLUDED M?EKREFERANCEPAGEMIR7470 rev. 1403 016BEFOREUSE Design valid fbr use only with Mrfek® connectors. this design is based onlyupon parameters shown. and is form Individual building component not a lam system. Refore use, the building designer must verify the appllcoW Ity of design parameters and popery Incorporate this design Into the overall design. sochg indicated is to WcVIW ofidNWual bus web and/or chord members only. Addlllonaitemporaryandpemrarentbrac0g MiTeW bu0alrg prevent Is always regWred for stoutly mid to prevent collapse Win possible personal hlury and property damage. For general goal regarding the 6904 Parke East BNd. faMcation, storage, dell erecibn anal brodng of Innses and tms systems. saaAN51/TPII QuaeN criteria, DSII 19 and BC51 Building component Tarrpe, FL 33610 safety In/ormalion avdlal le ham Mas Role Institute. 218 N. lee Slreel, suite 31Z Alesmal VA 22314. Job Truss Truss Type aty Ply CNiendrio T9S8o886 73811 MV2 VALLEY 3 1 I Job Reference tional Chambers Truss. In�., Far! Pleme, FL 3x4 i 2-" ID:WiE5F5?dixl0plm74Bx3WyZ6zv-6fA?DD1uONSRCUKItPBMIGI00ygWprNbgD7xvyYIJR Scala =1:7.9 (2)- 16d (0.131"x3.5")toenails LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Ved(LL) n/a - n1a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Ven(TL) n/a - rVa 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 nta rVa BCDL 10.0 Code FBC2014/TPI2007 (Mat LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (tb/stZe) 1=51,2-0-0, 2=37/2-0-0. 3=14/2-0-0 Max Hom 1=40(LC 8) Max Upliftl=-20(LC 8), 2=-44(LC 8) Max Gravt=54(LC 13). 2=47(LC 13), 3=28(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psl; BCDL=3.Opsf; h=211t; 8=65f; L=641t; eave=71t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrenl with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2011c uplift at joint 1 and 441b uplift at joint 2. 7) "Semi -rigid liitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. O WANNING-i Verity design paramererc end REAP NOTES ON THIS ANpINCLUDEO M//EKREFERANCE PAGEMAJ479reeIND3/lef6 BEFOFE USE �■� Ded0n v'Itl for use oNywith Mllek®connectors.lNsdesignkbasetl oNyupon Parameters shown, antl isfor on lndlNdual buGtllrq comPonent-1 a Imss system. Before use. the builtling designer must veA(y the oppllcaGllry of tleslgn parameters and propetly hcoiporate Ihh tleslgn Into the overoil MW'ng tlesl9n.@a'ng lrxlkaietl 5to prevent bucklpg of individual imuweb and/or ctwrtlmembers oNy. Additional temporary arW permanent brachg ■.�Y�{ MiTek' k'ways requlretl for staWflyantl to prevent collaPso with possflxe personal InlurY and property damoga, For general guidance regal'ilg the fabA m' storage, do" , erection antl bracing of Inures orW huss systems seeANSpIP1, Quality Cdteda, D59$9 end BC81 Building Component 6904 Parke Ees1 Bbd. Salary INormaxon avdlable hour lrrm Rate, shhuh. 2" N. Lee S1tee1. Wto 312 Alexantlda. VA 22314. Tenpe, FL 33610 Job russ russ type Oty Calianddo TB5e06W 73811 MV4 VALLEY 2 1 Job Reference o Lionel chambers Truss, Inc., For, Pastce, FL 7.640 B Apf 19 2016 Mi I as Inausmes, Inc. Thu 6ep 2e iwvbn 1 2016 Page 1 ID:WiE5F5?dlxlOplm?4Bx3WyZ6zv-arkNRZiWBZIJ3M3WJa QvzpsOOFMFG5xgLlyg4LYYIJO 3x4 1 3x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert() n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) nfa - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Cade FBC2014/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=93(LC 8) Max Uplllil=-47(LC 8), 3=-93(LC 8) Max Grav 1=126(LC 13), 3=141(LC 13) FORCES. (Ib)• Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. Scale = 1:13.0 PLATES GRIP MT20 2441190 Weight: 14lb FT=20% Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE,7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=21ft; B=6511; L=64It; eave=7f; Cat II; Exp C; Encl.; GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing.. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcumenl with any other live loads. 4)' This Was has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3£-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47lb uplift at joint 1 and 93 lb uplift at Joint 3. 6) "Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING-Vedydea/anpammetemand READNOTES ON MIS AND INCLUDED MMEKREFERANCEPAGEMII-7473 rev. 10N12,015BEFOREUSE �■� Design valid for use only Win Milek®connectors. rnb design Is based only upon parameters shown, and is form Individual bulldln i component. not la.#�■ a traw system. Before,se, the bWldW desgne, must ve,ify the appticablllly of deAgn parameters aM propedy IncorporOie Ihkdesign Into the overall bldngdeslgn. 0achgindkal foprevent WcMWof0ldM lWs baM/mchordmem me y. AddliorKgtempmary�permanenttxmhg M!Tek' kdwaysrequedtorslobllitya folxeventcollcgs Wlhpoalblepersonolbjwyo propedydomage. For general gWdalce regarding the fotxkallom storage, dellvery. ereclbn arM bracing of Itussesald tnnssystems. s MSI/TPll Quarry Cdteda, DSB49 and 11CSI Building Componenl 6904 Parka East avid. Safety Information available from Trans Rate InsttMe, 218 N. Lee Street, Sidle 312. Plezandda VA 22314. Tanya, FL 33610 2 3 3A 6 3x4 II LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.77 Ve 1(CL) We - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.58 VBrt(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(rL) 0.00 rda n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=194/6-0-0, 3=194/6-0-0 Max Horz 1=151(LC 8) Max Upllit I=-75(LC 8), 3— 151(LC 8) Max Grav 1=204(LC 13), 3=229(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Seale =1:18.1 PLATES GRIP MT20 244/190 Weight: 21 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE17-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.0psf; h=21ft; B=651t; L=641C eave=7ft1 Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at Joint 1 and 151 lb uplift at Joint 3. 6) 'Semi-dgld pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. � WARNING-i Verity de419n Param.rorsantl READ NOTED oNTHISMD INCL00£O MREKREFERANCE PAGEMO-]4]Jnre 10/032015EEFORE OSE Design vdltl br use only �Nih NNrekQconrrectors. 1hls design 6 basec only upon parametersshovm, antl Is br an IntllNtlual bundlrxl component, not � a truss system. Betore use, the bulk]Ing tleslgner must verity the al'wlbabllity of design parameters and properly E1co0wrate ihk tledgn Into the overall bIDtllrig tlesign. aachgiridbatetlhtolxevent W., of IntlMdual husswebaM/or chord members oNy. Atldltlorlal temporaryantl pelmallent bracing iwiTek' k olways regWietl for staClliN antl to gevent collapse wlih possB>ie persona mlury and propeM damage. for general eiddarwe regarGr� itre fobdcalbn, storage, delNery. ereclbnaM DrocOq of imaesantl hsra Mtemt seeAN51/rPll Huai1N Mterla, D6B-B9 and BCsI BUBtlin9 Component 6904 Perka East Blvd. SareN Intormatlon cvdlable Dom irus flat. MIMe." N, lee Street. Sill. 312 Alexondd2 VA2231 A. Tarry., FL 33610 Job Trans Truss Type Ory Cnlienddo T9560669 73811 MVB VALLEY 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL nPrrorv,oinnns nmmnins, inv, oPco,o.vv.iccvw P.e., ID:WiE5F5_?dlxlOplm?4MWyZ6zv.3211ev28yH9AhW ejllSfSAM1NgaJ_iOg28iEcoyYIJP 3.4 i 2x3 11 4 3x4 11 Scale=1:23.3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) WEB Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC &31 Vert(LL) n1a - l 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.09 Horz(TL) 0.00 n1a n1a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 311b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=89/8-0-0, 4=111/8-0-0, 5=336/8-0-0 Max Horz 1=208(LC 8) Max Upllft4=-86(LC 8), 5_ 261(LC 8) Max Gray 1=89(LC 1), 4=131(LC 13), 5=396(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-305/288 Structural wood sheathing directly applied or 6-0-0 oc purllns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf; h=21 ft; B=65f ; L=64ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcunent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 4 and 261 lb uplift at Joint 5. 6) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNMG-Vadlydreslsaparametess and REAONOTES ON TNISAND INCLUDEDWEKREFERANCE PAGEMIF74Yl rev. 1"2O015 BEFORE USE. Design valid for use only with Mnelds connectors. This design Is based only upon parameters shown, and Is for an InalAdual bulldlrxl component, not a Inss system; Before use. the bulldintp designer must verify the appilcabYl fy of design parameters and property Incorporate this design Into the overall bWtlingdesign. Bracing Indicated into prevent buckling oflndNidual inrss web ad/or chord members only. Addillonalfemporaryondpemnanentbracing MiTek' 5always regWred for stabllltyard to lxeventcollopsa Wthposslblepersonai lnluryardpropedy Aamage. For general0uldance regmmng the fa calk storage, delNery, erection and bracim of hussesand h=systems-seeANSI/FPII Cua3ly Cdteda, DSE49 aM BCSI Building Component 6904 Parka East Bivd. Solely Information avallade from Ina Rate Instral 218 N. Lee Sheet. SWte 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type C-banddo T9580690 73811 PBA GABLE 2 1 Job Reference o fional Chambers Truss, Inc. Fort Pierce, FL 3x4 = 4x4 = nY, ie a io nn,ea inuuamea,$1- Ycv ,o.00.,c coio ye, ID:W iE5F5_?d1xl0plm?4Bx3WyZ6zv-321lev28yHOAhW eitISfSAM4CgcJj4g28iEcoyYIJP 3x4 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.13 Ven(LL) n/a - n/a 999 TOOL 7.0 Lumber DOL 1.25 BC 0.10 Vem(fL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO W B 0.02 Horz(fL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 I CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale=1:13.0 I7 PLATES GRIP MT20 244/190 Weight: 191b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 6-4-0. (lb) - Max Herz 1= 64(LC 6) Max Uplift All uplift 1001b or less at Joint(s) 1, 5, 6 except 2=-143(LC 8). 4=-143(LC 8) Max Grav All reactions 2501b or less at joint(s) 1, 5, 2, 4, 6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psl; BCDL=3.Opsf; h=21 iq 8=65ft1 L--64ft eave=2ft; Cat. II; Exp C; Encl.,'GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcumenl 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 unit fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 5, 6 except gt=lb) 2=143, 4=143. 9)'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Job Truss Truss Tyrae aly ly Celiandrio 78580691 73311 PBB GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fool Pierce, FL ems 3x4 = a3'LH 7.640 s Apr 19 2016 hLTek Industries, Inc. Thu Sep 29 15:06:132016 Page 1 ID:WiE5F5_?d1Xl0plm?48Y3WyZ6zv-XEs7sE3njaHlJgDvO?zu_OUEgEVRjAbgHoRnBEyYUO 3x6 = 3x4 = Scale = 1:12.5 Plate Offsets (X,Y)-- 13:0-3-0,0-2-01, 14:0-3-0,0-2-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (too) /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(rL) We - n/a 999 BCLL 0.0 ' Rep Stress [nor NO WE 0.00 Horz(TL) 0.00 6 n1a n/a BCDL 10.0� Code FBC2014rrP12007 (Matrix) Weight: 171b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 of; puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Allbearings6-4-0. (lb) - Max Hcrz 1=-38(LC 6) Max Uplift All uplift 1001b or less aljolnl(s)1, 6 except 2=-126(LC 8), 5=-126(LC 8) Max Gray All reactions 250 lb or less at joint(s) 1, 6 except 2=265(LC 13), 5=250(LC 14) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCOL=4.2psQ BCDL=3.Opsf; h=21ft; B=6511; L=64f; eave=2fq Cat II; Exp C; Encl., GCpi=0.18: MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified bullding designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom choral bearing. 6) Gable studs spaced at 6-0-0 Do. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8)' 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 choral and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 6 except QI=lb) 2=126, 5=126. 10) "Semi-rigidpitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. QWARNING-V.4f,desigeparemem..d READ NOTES ON TNISAND/NCLUDED MaTEKREFERANOEPAGE141-7472ree l""015DEFOREOSE Design valld for use only vA61 M11ebDconnectols. iNs dedgn is based only upon parameters shown, and Is form Inal vlduol Wilding component not a buss system. Before use. lne building designer mull verify, the appilcolatity of design parameters and properly incoryorale Ihkcleslgn Into the overall burfaMcledgn. Brachgindbafedlsfoprevenlb WfY ofUsdM wilnsssweba�/orctwrdmemb moNy. A tlonoltemporaryondpem,anentbraclrg Welk' bolways required for s iobnlyand to Wevenl colla(ae Win posil Wakened Injury antl property dconcge. for general gultlolwe regmrnng Ire folodectla t storage, delivery, erection coral bracing of cusses antl tmssystems. "ANSUIP11 Quality Cdteda, DSB49 and BCSI Building Component 6904 Parke Easl Blvd. Solely Information avdlable hoar Truss Rate Instilute. 218 N. Lee Street. "a 312. Alexandria VA 22314. Tanma, FL 33610 Job Truss Truss Type Gly Ply Caliandlio 79580692 73811 V4 VALLEY 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce. FL 3x4 i 7,640 s Apr 19 2016 NS I s Industries, Inc. ThU S., 29 15:06;152D16 Page 1 ID:WiE5F5_?dl bOplm?4Bx3WyZ6zv-Tc_uHw41 FC%IYzMIYO?M3p_cW 1d6B44716MD6yYUM 3x6 = Scale =1:7.6 2 4-0-0 3x4 1 Plate Offsets(XY)-- f2:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Ven(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) 0.00 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 11 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=102/4-0-0,3=102/4-0-0 Max Horz 1=-31(LC 6) Max Upllftl= 60(LC 8), 3=-60(LC 8) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-&0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=3.Opsf; h=211t; B=65ft; L=64ft; eave=7fC Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' This Ines lias been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between tiie bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Jolnt(s)1, 3. 7) "Semi -rigid pltchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. QWARNING+ Vedrydeslgnpammeleaand READNOTES ON MIS AND INCLUDED MmUCREFERANCEPAGEMII-7473 rev. 1NOY2016 BEFORE USE. volld for use only wllh MITeM connectors. Bill dedgn Is based only upon parameters shown, and Is for an Individual bulling component, not IN a truss system: Before use, the bdidixl designer must verify the appllcabllily of design parameters and properly Incorporate th5 destgjn Into fine overall buddingdedgn. BrochgtWbafedlstopreventbucldingoflmNldmlhmweba /orcfndmemb monly. AtldlllorrdtempomryontlpeimarentbraGnB M!Tek' 'balways regrind for stab0lly antl to prevent collapse wllh posYde personal Ie W and property damage. Forgeneralgddonceregardngilr s fabrkatkln, storage, de1NeW, erection antl bracng of tramesand Inlssfntems seeANSIAPII Quality Criteria, DS13-89 arM BC61 Building component 6904 Parke East BNd. Safety Information avaloble from Truss Nate Mules, 218 N. Lee Street. sure 312, Alexandria. VA 22314. Tanya, FL 33610 ., r Job Truss russ I ype Qty ply oalandrio 1958De93 73811 Va VALLEY 1 i Job Reference (optional 4-0-0 2 4x4 = ID:W iE5F5_7d1>VOplm?4BrGiWyZ6rv-Tc_uHw41 FC%IVzMIYO?M3p_Yo1cSB4T7161vuD6yYUM 4 3x4 i 2x3 11 3.4 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Vd TOLL 20.0 Plate Grip DOL 1.25 TO 0.30 Vert(LL) We - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 VBd(TL) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES W B 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matdx) LUMBER - TOP CHORD 20 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz 1— 76(LC 6) Max Upliftl=-93(LC 8), 3=-93(LC 8), 4= 107(LC 8) Max Grav 1=126(LC 13), 3=137(LC 14), 4=250(LC 1) FORCES. (Ib):- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:15.5 PLATES GRIP MT20 244/190 Weight: 251b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops1; h=21ft; B=65ft; L=64iC eave=71t; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Jolnt(s) 1, 3 except Qt=1b) 4=107. 7)'Seml-dgid pitchbreeks including heels" Member end fixity, model was used In the analysis and design of this truss. 1 ob Truss Type CityCaliandrio TBS9B694 73811 v12 GABLE 1 1 Job Reference (optional) ID:W iE5F5_?d1x10p1m?4Bx3WyZ6rv-XEs7sE3njeH1J9Dv0?zu_Ou7fEsbj9VgHORnBEyYUO 4x4 = 2 Scale=1:21.9 3x4 i 2x3 11 3x4 LOADING (psf)', SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=180/12-0-0,3=180/12-0-0,4=437/12-0-0 Max Harz 1=121(LC 7) Max Upllftl=-123(LC 8), 3=-123(LC 8), 4=-219(LC 8) Max Gravl=184(LC 13), 3=201(LC 14), 4=437(LC 1) FORCES. (Ib) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-282/227 PLATES GRIP MT20 244/190 Weight: 39 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind! ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.0ps1; h=211h, B=65f; L=641t; eave=7ft; Cat. II; Exp C; Encl., GCpt=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at (olnt(s) except Gt=lb) 1=123, 3=123, 4=219. 7) "Semi-dgidlpitchbreaks Including heels* Member end fixity model was used in the analysis and design of this truss. ®WARNING- Verllydedgapammefenend READ NOTES ON 7N/SANDINCLUOEOM/fEKREFERANCEPAGENI74MMM ihDWOISBEFOREVSE valid foruseonlywith MBekOD nnectom. inlsdesign 6based onlyupon parametersshown.and Is form Individual Wilding component,rot OFpeslgn a truss system. Before use, the Giidng designer must verify the cppllcobility, of designparameters act properly inco9wrate Ihb Geslgn into the overall 1,Lcltngde9gn.&achlgfMka dhfoprevenlWcWfpofintlNkrial weband/wcMrtlmembersoNy.Admibrwltemporaryoncipelmorrentbrocing Miiek• b always teydreci far slotarlty, and to prevent collapse with possb le personal Injury anti property, damage, for general guidance regarcing the fabrication storage, delivery, eracllon and forming of trusses oral truss syslemt seeANSI/VI I Quality criteria, DSM9 and BCSI Buliding Component 6904 Parke East Blvd. Safety INormallon wdlable from Truss Rate Milule. 218 N. lee Street. Suite 312 Alexandria, VA 22314. Tanya, FL 33610 .r r Job Truss I Fuss I ype Qly Cdiandrio T9580696 73811 V16 VALLEY 1 1 Job Reference (optional) Chambers muse, Inc_ ran Mrs.. rt 8-0-0 nP,,a m, o,vune ,—IF.—I , n,c. , OFF, 1. ... wo y .o,r e, ID:W iE5F5_?dIYIOPIm?4BX3WyZ6zv-?QQW3a4PUuPuwgn5JU7xbRN7dJLScuWSBKggyYUN 4x4 = 3 Scale = 1:27.6 3x4 i 8 7 6 3x4 241 II 2X3 II zX3 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL, In (too) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) n1a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ven(TL) n/a - WE 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.08 Horz(TL) 0.00 5 n/a Na BCDL 10.0 Code FBC2014/rP12007 (Matrix) LUMBER - TOP CHORD '2x4 SP No.3 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0 PLATES GRIP MT20 244/190 Weight 58lb FT=20°5 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purl ins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. (Ib)- Max Horzl=-166(LC6) Max Uplift All uplift 10011b or less atjoint(s) 1, 5, 7 except 6=-252(LC 8), 8=-252(LC 8) Max Grav All reactions 250 ib or less at joint(s)1, 5 except 7=251(LC 1), 6=382(LC 14), 8=382(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 4.6=-294/269, 2-8=-294/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=21it; B=651t; L=salt; eave=7ft Cat. II; Exp C; Encl.. GCp1=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beating. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This Imss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between,the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 5, 7 except jt=11b) 6=252,8=252. 7) 'Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING. Vedlydeagnpanundersand READ NOTES ON THISANDINDLUDED Ml7EKREFERANOE PAGEMW7473me, 10,03420MBEFOREUSE Dedgn valid for use only vAih "gelds connectors. this tlesign b based only upon peromelersshown, and is form laclNdual building component, not a truss system. Before use. the bUldrx, designer must verify the minilcoalty of design gmemelers and! properly Incommule ttnk design Into the overall b uil irgdesIm. &ocing(Wtl ted RtoVeventWctdMofDMlvkWlnrssweband/orcWrdmemWmoNy. Adoltlawltemporaryandpermanenibmaig MiTek' IsaiwoWregdredfwstablllNan to Wevenicoilcgxewlihposffiomrwrwllnjraya Wope"damage. For general guidance regarding the fabdcallomstorage, delivery, erection and bracing of Imssesand truss system%seeANSI/IPI1 Quality Criteria, DSB-89 and BC51 Building Component 6904 Pork. East BNd. Safety Informallon avcAable from Truss Plate InstlMe. 218 N. lee Street, site 312 Alexandria VA22314. Tanya, FL 3361 D Job Truss Truss Type Div My Celundrio 795B0696 73811 V20 GABLE 1 1 I Job Reference (optional) Gn ecluu. nas8, Inc. Pon "ana. rL I D: W iE5F5_7dixl0pl m94B1(3 W yZ6rv-7OOW 3a4PUUPuwgn5JU7KbR12dC8Sc1zW SBKggyYUN 4x4 = Scale = 1:33.8 3.4 i 9 8 7 6 3x4 1 W 11 3x6 = 2x3 II W II 9 9-0 LOADING(psf)i SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.58 Vert(L-) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 (Matrix) Weight: 71 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NILS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-9-0. (Ib) -Max Horz1= 208(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 7= 114(LC 8), 9=-329(LC 8), 6=-329(LC 8) Max Grav All reactions 2501b or less at joint(s)1, 5 except 7=401(LC 1), 9=496(LC 13), 6=496(LC 14) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-274/152, 2-9=-395/360, 4-6=-395/360 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD1_=3.0psf; h=21ft; B=6511; L=641t; eave=711; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of Was to bearing plate capable of withstanding 1001b uplift at joint(s)1, 5 except Qt=lb) 7=114, 9=329, 6=329. 7)'Semi-rigid pitchbreaks Including heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING- Vedfydeslgnpoesselers antl READNOTES ON TNIS AND INCLUDED MREKREFERANCE PAGEMIF7473rev. P&AVAsaf6eEFORE USE. Design valid for use only with Weise connectors. hilt design Is baced any upon parameters shown. and is for an individual Wilding component not M` ��• a I. system. Before use. line building deslgmr must vediy the applicability of design parameters and property Incorporate link design info the overall biIDdrgdeslgn. awgfrd atedkloWeventWcWBgofVWMtlu tmwebarxf/achordmemWmor4y.Addltbnoltemporarymdpennaneni,.,g MiTek' Is always required for sfabiliyand to prevent collapse with res le personal Injury and properly damage, For general guidance regarding Rs, fal d atbn, storage, delivery, erection and bract g of hussesand tNssystems seeANSUTPII Quality Cdtarla, DSB-89 and SCSI Building Componenl 6904 Porky East Blv& Safety Infonnadan ovallable from Truss Rate InsMaths. 218 N. lee Street. Suite 31Z Alexandria VA22314. Tangs, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are In ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. sm For 4 x 2 orientation, locate plates 0-'rya' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION nimmv Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII_:_ National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 1 6-4-8 I dimensionsshown not tftsc sixteenths (Drawings not to scale) I 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek®All Rights Reserved MiTek® MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required, See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3, Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear rightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locotions are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 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, sae, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling Is installed unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not out or alter truss member or plate without prior approval of on 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 clone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPi l Quality Criteria,