Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKv z = Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job 73155 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Site Pierce, FL 34946 Customer Info: INTEG-CRETE CONSTRUCTION, LLC Project Name: PERCY BARN Lot/Block: Model: PERCY BARN Address: 11298 MULLER RD FORT PIERCE, FL 34945odivision: City: County: St Lucie State: FL av Name Address and License # of Structural Engineer of Record, If there is one, for the building.� Name: License #: a Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Codei: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 55.0 psf Floor Load: 0.0 psf This package includes 22 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0100486 A01G 8/8/18 13 A0100501 CO2 8/8/18 25 STDL03 STD. DETAIL 8/8/18 2 A0100496 A02 8/8/18 14 A0100502 CO3 8/8/18 26 STDL04 STD. DETAIL 8/8/18 3 A0100491 A03 8/8118 15 AO100503 CA 8/8/18 27 STDL05 STD. DETAIL 8/8/18 4 A0100492 A04 8/8/18 16 A0100504 CJ3 8/8/18 28 STDL06 STD. DETAIL 8/8/18 5 A0100493 A05 8/8/18 17 A0100505 CJ5 8/8/18 29 STDL07 STD. DETAIL 8/8/18 6 A0100494 A06 8/8/18 18 A0100506 HJ2 8/8/18 30 STDL08 STD. DETAIL 8/8/18 7 A0100495 A07 8/8/18 19 A0100507 HJ7 818/18 31 STDL09 STD. DETAIL 8/8/18 8 A0100496 B01G 8/8/18 20 IA0100508 J7 8l8/18 32 STDL10 STD. DETAIL 8/8/18 9 A0100497 B02 818/18 21 A0100509 RP 8/8/18 33 STDL11 STD. DETAIL 8/8/18 10 A0100498 B03 8/8/18 22 A0100510 J7PG 8/8/18 34 STDL12 STD. DETAIL 8/8/18 11 A0100499 B04 _8/,8/18._, ..23----• •STDL01 STD. DETAIL 8/8/18 35 STDL13 STD. DETAIL 8/8/18 12 A0100500 C01G-9 ' t ;' 8/661 24 STDL02 STD. DETAIL 8/8/18 X STDL14 STD. DETAIL 818118 The truss drawings) referenced have been, prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. {�,, i' ::;. 'x..i r` +� ,... E.. .r, ,. . i Truss Design Engineer's; Name'::AnthoIny Tolnbo III My license renewal date for the state of;Florida is February 28,2019. ��i6ftlift��i>t i 4 �J NOTE. -The seal on these drawings indicate acc@ptance'rof professional 1,kq��� engineering reponsibilitysolelyfor the truss components shown. * : ;+• �� «�s• p ..+►' The suitability and useiof components-46r any particular; building is the responsibility of the g� .�• �'. '. fi building designer, pe4ANStITP1 1 Se6,2: r „�. _ d t} oos �y. The Truss Design Drawing(s)(TDD[s]) "referenced have been -prepared based on the construction documer�ts'(also ref0tred io at tim as ;'Strucfural Engineering Documents) 40 r' provided by the Building Designer indicating the nature and"character of the work. + r The design criteria therein have been"transferred to Antony Tombo III PE by [Al .00 Trusses or specific location]. These'•TDDs. (also:reWred to at times as 'Structural Engineering Documentsiare specialtystructuraPcorriponentdesigns and maybe part of the �rF7777 c► rs • project's deferred or phased submittal's, Asa Truss Design Engineer (i.e., Specialty oau r�s nm r r* ro+ •r. t > oh � Engineer), the seal here and on the TDD;repiesents an acceptance of professional $ E.AmM �Tampo(aWHE� ' + n y T. Ton1bo III ci4a T Tin bo n, engineering responsibility for the design of the singlelTruss depicted on the TDD on1�1e'e Building Designer is responsible for and shall'coordi6ate and review the TDDs for as compatibility with their,written engineering requirements. Please review all TDDs and all III P.E. SERIAL related notes. 313 BC A2 2100 00 00 00 4C 12 87 DF Page 1 of 2 7 O U N " O n O L N O T t U) ,T) Z -0 Q co 3 vl am U � C Ip f0 > '2 O � U E f0 r C O O N co � C ,m N vi E m :s -J I— �. p. D 0 D a m� o r{ U o Q d /b co 0 _1 J Cu W W Z 0 � F2- � N LO LO LOCIO Cf) J J (C in t] O W Cn cn LU o co !Y Z C`�') C')') SHOP DRAWING / SUBMITTAL RBVIE APPROVED APPROVEDAS NOTED REVISE AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND ONLYiTTHEOCONRTRACTOCE R ISCONTRACT REP ONS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JORSITF FAIT TAB rnwui..- WORK Architectonic Inc! Fort Pierce, FL 34950 RECEIVED o N SEP 06 2018 a a- �T. Lucie �s�lniy, Permitting , 0 Job Truss Truss Type Qty Ply A0100489 7*3155 A01G HIP GIRDER 2 _nS `" Job Reference o tional Run: 8.21 U s May 18 2W 8 runt: 8.2111 s 11-0-0 7x10 MT20HS= 2x4 11 8x10 = 2x4 11 400 12 8 2018 MiTek Industries, Inc. Wed Aug 8 09:49:01 2018 Page 1 2g EMAyq?A7-Icn H04iYfZ2ohgtj h6fsHzT2HL15tZ2d 6 i hsCsypygm 700 MT20HS= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.85 16-17 >680 360 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -1.53 16-17 >376 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(CT) 0.27 10 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD, 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS) (lb/size) 2 = 8408/0-8-0 (min. 0-2-5) 10 = 8408/0-8-0 (min. 0-2-5) Max Horz 2 = 71(LC 4) Max Uplift 2 = -2205(LC 4) 10 = -2205(LC 5) Max Grav 2 = 8408(LC 1) 10 = 8408(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.' TOP CHORD' 2-3=-23679/5987, 34=-22350/5676, 4-5=-27578/7011, 5-6=-27578/7011, 6-7=-27578/7011, 7-8=-27578/7011, 8-9=-22350/5676, 9-10=-23679/5988 BOT CHORD' 2-20=-5628/22347, 20-27=-5628/22347, 27-28=-5628/?2347, 19-28=-5628/22347, 19-29=-5318/21298, 29-30=-5318/21298, 18-30=-5318/21298, 18-31=-5318/21298, 17-31=-5318/21298, 17-32=-7451 /29911, 32-33=-7451 / 9911, 33-34=-7451 /29911, 16-34=-7451 /29911, 16-35=-7451 /29911, 35-36=-7451 /29911, 36-37=-7451 /29911, 15-37=-7451 /29911, 15-38=-5247/21298, 14-38=-5247/21298, 14-39=-5247/21298, 39-40=-5247/21298, 1340=-5247/21298, 13-41=5559/22347, 41-42=-5559/22347, 12-42=-5559/22347, 10-12=-5559/22347 WEBS 3-20=-193/751, 3-19=-1268/439, WEBS 3-20=-193f751, 3-19=-1268/439, 4-19=-696/2816, 4-17=-1845/7377, 5-17=-504/261, 6-17=-2829/705, 6-16=-459/2046, 6-15=-2829/705, 7-15=-504/261, 8-15=-1846f7377, 8-13=-697/2816, 9-13=-1268/440, 9-12=-193/752 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2205 lb uplift at joint 2 and 2205 lb uplift at joint 10. 6-1-10 Dead Load Defl. = 11 /16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 976 Ib FT = 10% 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1140 lb down and 379 lb up at 7-0-12, 550 lb down and 143 lb up at 9-0-12, 550 lb down and 159 lb up at 11-0-12, 550 lb down and 159 lb up at 13-0-12, 550 lb down and 159 lb up at 15-0-12, 550 lb down and 159 lb up at 17-0-12, 550 lb down and 159 lb up at 19-0-12, 550 lb down and 159 lb up at 21-0-12, 550 lb down and 159 lb up at 23-0-12, 550 lb down and 159 lb up at 24-11-4, 550 lb down and 159 lb up at 26-11-4, 550 lb down and 159 lb up at 28-11-4, 550 lb down and 159 lb up at 30-114, 550 lb down and 159 lb up at 32-114, 550 lb down and 159 lb up at 34-114, 550 lb down and 159 lb up at 36-11-4, and 550 lb down and 143 lb up at 38-11-4, and 1140 lb down and 379 lb up at 40-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 4-8=-90, 8-11=-90, 21-24=-20 Concentrated Loads (lb) Vert: 19=-550(F) 13=-550(F) 27=-1140(F) 28=-550(F) 29=-550(F) 30=-550(F) 31 =-550(F) 32=550(F) 33=-550(F) 34=-550(F) 35=-550(F) 36=-550(F) 37=-550(F) 38=-550(F) 39=-550(F) 40=-550(F) 41 =-550(F) 42=-1 140(F) I a'emq�lit 0-INTeeie!rsu'6IISR nnSS6r"SEllaj 61011 TINSA0ADill[6s0STDMi IV11r)I(e1MM'.NEX.lam.fe;ify slip F-tists.4rcdml.otlitlot, ),-vp hariylEEf; sri IN Idol 1. TothE 11.Idaeae Rhl4!an me. thus di-iafind mBeIDD,ao'y �Nsietusasm,ftlssUlitsmlttr the 1301,kmll.AseimsDesyv 6yaa(te.sp:isal Fspu.-,;.ts: ed seM106 nlasedsrtuu, amdnepdnsladsu eevgrzgnsiNlaJbrne lcs:Ea<t lle s's ins irya!I setlelDD a7,Wa1EFi. lk i':IpnanNnm.6d 7a!dnen. s'mm Anthony T. Tombo III, P.E. ad med1lud r;rs@!M BNUsars li'lopeiWAI drag-oneIs, inlGw Mitar,at's lml Otis al Me mt!Witq rds.1MI. Ther,.-m!'11Ie TOD W M twim"IAf Tie55.19:I .k.14 sSTp, issolII111d Iruiglul, PJA?.Wbd w 80083 ' deR:LegDes�sasdkarCs:.A'.mknp�uesalpil{ICIp sselWi%TOMlls!tdn!104,1(.rAmsetty exsnnMnFe3ka 1INASKAnenlsititageaa1F.6-MIee5ns--1!.greVMsaftitsV10ossDmipares ,soes:�:a�aartulhmsaa,dt:r!r,a,ss 4451St.LueieBlvd. e-lu ldisdij,tCo;alapedua it adasg sldl pd,!s isithd nePm, Imsp EliFort Pierce, FL 34946 (oppighl02016A-Iiootfusses-AnlhanyLlomhalll,P.h. P.eprodudiondihisdommenbinanyfmm,ispiohihiledwithout Atwritten permissionhoonK-1holTrusses -AolhooyLTomb 111,P.E. Job Truss Truss Type Qty, Ply 73155 A02 HIP 2 1 A0100490 Job Reference (optional) 9 -2-6-0 6-10-15 4.00 F12 6x6 11 5xfi 5 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:02 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq?A7-DoLfDQjAEsBeJgRvFpB5pBOCOkMIcOXnLMQPllypygl 27-11-3 35-0-0 41-10-15 48 0 0 50-0-0 , 7-10-7 7-0-13 6 10-15 6 1-1 2 6 0 3x6 = 4x6 = 3x6 = 6x6 II Dead Load Deft. = 5/8 in Au lu 18 17 16 10 14 4x10 = 2x4 11 5x10 MT20HS WB= 3x6 = 3x10 = 2x4 11 4x10 = U10 = 5x10 MT20HS WB= LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TIC 0.91 Vert(LL) -0.64 17 >905 360 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -1.24 17-19 >466 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.34 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP 240OF 2.0E `Except* T3,T4: 2x4 SP 240OF 2.0E BOT CHORD 2x4 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 1 Row at midpt 6-19, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 2872/0-8-0 (min.0-2-6) 12 = 2872/0-8-0 (min. 0-2-6) Max Horz 2 = -79(LC 13) Max Uplift 2 = -652(LC 8) 12 = -652(LC 9) Max Grav 2 = 2872(LC 1) 12 = 2872(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6807/2691,3-4=-5908/2321, 4-5=-5851 /2334, 5-6=-5559/2289, 6-7=-6881/2748, 7-8=-6881/2748, 8-9=-5559/2289, 9-10=-5851/2334, 10-11=-5908/2321, 11-12=-6807/2690 BOT CHORD 2-20=-2375/6359, 19-20=-2375/6359, 18-19=-2463/6788, 17-18=2463/6788, 16-17=-2469/6788, 15-16=-2469/6788, 14-15=-2415/6359,12-14=-2415/6359 WEBS 3-19=-893/495, 5-19=-400/1280, 6-19=-1669/628, 6-17=0/298, 8-17=0/298, WEBS 3-19=-893/495, 5-19=-400/1280, 6-19=-1669/628, 6-17=01298, 8-17=01298, 8-15=-1669/628,9-15=-400/1280, 11-15=-893/495 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 652 lb uplift at joint 2 and 652 lb uplift at joint 12. LOAD CASE(S) Standard 41-10-15 48-0-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 264 Ib FT = 10% 0 0 31,0 0 wrsin-MeesstirryMfneirat4'AI UR offiEirsIffirs Riau KIMS A COrilomsUSICKCIR]° A( KIRE" irr lx!a le�E!dtdp iue!ftm n>arecdeetespldfleels)of yn i!rsiy{f[4j ecf rt�Adlusl. icaDs Cl,rl.rde!ea!eilMElhT ess. UdelsdEa.ise ftdd rotlelUD,cay MOM, rp!tes ssrll seeulfarte lgDfakedLL AleLsv Desye hylrxn{I.e,$e:ldl!6ma1.1,ys ssd seo!1DD nrreswsuw¢pm;rdflt pahsnatd rg4nnre reyaAlllrrfSrlle(eslndlle sxtielrus tepVner re11e 1DD asIr,v7DertiFt. iEe asl:pl nlminw.b�:e,mCmxs, seAd�iry Anthony Tl Tomf]o III, P.E. adesednis lrtss4rtry ldliig if lte nspefilito!dH.eOnenRe Orxit e;7Sx@rl ege9wfbteltie9 gpi!n!,mlx ndmd(u12Ldtir(altleh(d kal gnlenM. ilegprnldlh lUO atinlfieli nedBt Toss. mdrtiatal*y ssrge, ushlltaunlin(sg s4dlt+ht rtlrreua?:hd $ 80083 ' ne Ftfsg Ots;a!rd [eaeeait. AAnes stwleb IDD Inl61(mrunm Sdd! Iioaml'l'u'': itMisN 4Meu SKA rrttfe,e d'aF.W.-F.lsue 4451 St. Lucie Blvd. rle�iu((flst11pa69re11 epetdoptsurxaiq l!dl rues lx:;sei➢einssrisipBpeer is rOi Me ldilag Cesym,ulnu Srov hguar e®! Se S'l 1Y rg6'da.4tros temldadloRtl' Fort Pierce, FL 34946 (opyright02016A-Itoof1rosses-AnibaoyMomisoIII, P.l. deprodudionofthis dammen,innoytons,isprohibBedwilhoutThe wrintopermission lfomA-IAeofTrasses-AnlhonyLTomba111,P.t. 1 Job Truss Truss Type Qty Ply A0100491 73155 A03 HIP 2 1 JoReerence o tional Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:03 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq?A7-h vlRmko?AJVw 06pXiKMOYPX8kTLVRwZOAzHlypygk -2-6-0 , 7-1-14 15-0-0 24-M , 33-0-0 , 40-10-2 --1 48-0-0 , 50-6-0 , 4.00 12 Dead Load Deft.= 7/16 in 7x8 = 7x6 = 7x8 = ' 5 6 7 5x6 5x6 4x4 5:; 4 8 4x4 3 9 2 N 10 11I� 0 18 1716 15 1413 12 4x10 = 2x4 11 5x10 MT20HS= 300 = 3x6 = 2x4 11 4x10 = 3x6 = 5x10 MT20HS= 33-0-0 40-10-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.52 15 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.98 13-15 >590 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.31 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LIJIVIBER- TOP CHORD 2x6 SP 240OF 2.0E `Except* T1: 2x6 SP No.2 BOT CHORD 2x4 SP 240OF 2.0E WEBS I 2x4 SP No.3 BRACING - TOP CHORD; Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-4-1 oc bracing. WEBS 1 Row at micipt 3-17, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance'with Stabilizer Installation guide. REACTIONS; (lb/size) 2 = 2872/0-8-0 (min. 0-2-6) 10 = 2872/0-8-0 (min. 0-2-6) Max Horz 2 = -88(LC 13) Max Uplift 2 =-645(LC 8) 10 =-645(LC 9) Max Grav 2 = 2872(LC 1) 10 = 2872(LC 1) ` FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6781/2694,34=-5704/2282, 4-5=-5625/2299, 5-6=-6262/2608, 6-7=-6261/2607, 7-8=-5625/2299, 8-9=-5704/2282, 9-10=-6781/2693 BOT CHORD; 2-18=-2369/6329, 17-18=-2369/6329, 16-17=-1875/5348,15-16=-1875/5348, 14-15=-188715348, 13-14=-1887/5348, 12-13=-2409/,6329, 10-12=-2409/6329 WEBS 3-18=0/258, 3-17=-1067/550, 5-17=-90/5611, 5-15=414/1359, 6-15=-895/501, 7-15=-414/1358, WEBS 3-18=0/258, 3-17=-1067/550, 5-17=-90/561, 5-15=-414/1359, 6-15=-895/501,7-15=-414/1358, 7-13=-90/561, 9-13=-1067/550, 9-12=0/258 NOTES- 1) :Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 lb uplift at joint 2 and 645 lb uplift at joint 10. LOAD CASE(S) Standard 48-0-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 281 lb FT = 10% Is>•i J zreog.nfeunn+gslrre,i+e!xs_IracynmrsCs[tlEt•lsre;u!TIMstnw*.inks(uslontttrts•;zatoW;iSorI". I.reas>';CLtdrzxeS14114k,tmt.UdessNhna,drafna,nksda 10Tetuuemrptnsshdlt:aelhrt&ioDt+iffdiL1seirn!oesgeit fit Nnadiroas!" 1.1&iespam++npiw,t+riaptnlmx!.unfgilry Anthony T.Tombcs III, P.E. ead+s+e101,rmssf.-ndlf.; is th usgw@Ila+lilk0vim(lo.LiffAMa.Afpci lrlh Mlfil6 UlSIgM!,01.4f+ntilAAtlr(3,3;¢etle 6e0lafq ol,¢i rR 1.71eryp;f+srnlh IDU nem, fidl pedtif rnss.md+Eiq Rxfa}+s!ryf,i+sl+ll+nlf¢d Gfr3+,sl�:HF„e!peetif:!1r+i z80083 ' tlf0.'i1s;O"!rrdesinv,.d-¢Rssnw;itlemorsisap,nvnsmlg+ir:in!sdu!tNGq(a¢pu?ngfhryta'+main{t(gl;r+Nl+leigPlICKA errtlxf!VitP,!1pissm161UaSuete:tsprti4:i�ee!w'Er>sdg,va!o+ngarr,l�fsso,sr,�;rKmarn:su�,nrxfr,++.!s �r'lsMlse ldie!liroGn•en rperd+pefnwmirp 1p di ien:fs imdni lieU+ss rea Eagieen Is tlor tudap Cssyau,nr'nsdgt!x 6pnnr d©rb'dMI, IJlaq tra!6drns+rees leiaelmlpFl. 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Copyrigh102016A-1Roaflinsses-AnlhonyT.lomhoIII, P.E. Reprodursionofthisdomment,inany lorm,isprohih0edwithauithe written permission from A-IRaef rasses-AathonyT.Tomb 111,P.L Job Truss Truss Type Qty, Ply 73155 A04 HIP 2 1 A0100492 Job Reference (optional) 4.00 F12 eeun: ts.z1 u s may Its zu1t$ rnnt: 6.z11A s may 18 1018 MI I eK Industries, Inc. Wed Aug 8 09:49:04 2018 Page 1 5x8 = 2x4 II 5x8 = 5 6 7 Dead Load Defl. = 1/2 in !o 10 to 14 12 4x10 = 2x4 11 5x10 MT20HS= 3x8 = 4x6 = 2x4 11 4x10 = 4x6 = 5x10 MT20HS= Plate Offsets (X,Y)— [2:0-0-0,0-0-41, [5:0-2-8,0-2-01, [7:0-2-8,0-2-01, [10:0-M,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.53 15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.96 15 >598 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.31 10 n/a . n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 274 Ib FT = 10% LUMBER - TOP CHORD 2x6 SP 240OF 2.0E `Except` T3: 2x4 SP M 30, T1: 2x6 SP No.2 BOT CHORD 2x4 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING- , TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. WEBS 1 Row at midpt 3-16, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2872/0-8-0 (min. 0-2-6) 10 = 2872/0-8-0 (min. 0-2-6) Max Horz 2 = -99(LC 13) Max Uplift 2 =-637(LC 8) 10 =-637(LC 9) Max Grav 2 = 2872(LC 1) 10 = 2872(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6756/2711,34=-5344/2152, 4-5=-5322/2178, 5-6=-5409/2327, 6-7=-5409/2327, 7-8=-5322/2178, 8-9=-5344/2152, 9-1 0=-6756/271 0 BOT CHORD 2-18=-2378M303,17-18=-2378/6303, 16-17=-2378/6303, 16-25=-1716/4949, 15-25=-1716/4949, 15-26=-1724/4949, 14-26=-1724/4949, 13-14= 2417/6303, 12-13=2417/6303, 10-12=-2417/6303 WEBS 3-18=0/320, 3-16=-1456f732, 5-16=-152/632, 5-15=-248/896, 6-15=-689/383, 7-15=-248/896, WEBS 3-18=01320, 3-16=-14561732, 5-16=-152/632, 5-15=-248/896, 6-15=689/383, 7-15=-248/896, 7-14=-151/632, 9-14=-1456/732, 9-12=0/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 637 lb uplift at joint 2 and 637 lb uplift at joint 10. LOAD CASE(S) Standard 9'eNry flnsenerespTT mle�lsr'AI180'rT1;53rSr3[8Fi'16TN;1lC tllp5bCfkCJnCG3(1317X�n1]')1(CeAATF;T;MEMi'Irox Tufff hop praeadtn endued eNts nt4i7!ess pPs i!niyER4jer1 thblistr. Itxe>01,1`1.fi! eSets144-e e!s. Udess dkrvise paN esnelOQ,m'7 111TsYusramup:e.'es sldf Pe reify ne Too I,k'&11 As arms Dest7e 6pxu(I.s.sprldry Espu!rj.naudn®rIDDrepesetlsu[mpaa:edlAe pralnrind egxe:np ueyaulilatt; ne lts�gcc'rtes!epeT�!s dap:nel snnsTElD oslt, oaeerTPFt.Ttal:A.pnnnopuss.ltctrj'bus, s-hifiy - Anthony T.ITombo II1, P.E. ed ssednislRuh rip kslingis tkretpeeikili�dne Oveer.&0rxts sd`ai:d elf rlSelolliw Oesister,otx nehddlL llCns U: adnelw ks+(sd rile esdfPLl.The q;neidns IN of n!Adi it, dnt Tons, ade04 kalbt nrip.4s411a!nodin! skilks ea re FAW!rd =80083 ' neR^t:tap0es�5^rt u![enao!. L'.uas setmfNMTWdne pu :esalpnidotseii Wp011h leeWSdery Kcaenn701 psNutkb TnMS6tloerdeem9fru pteete!p+lsete.TlVlktias:lerrgen:1,6TesWduesd4alass t4uptr,Lnsprs a�pasrpifnss Yasdsaret; uass- 4451 St. Lucie Blvd. e2tttiu ldud hdo6Ileaegedeyee4rrttiry lTdlpol:ttiA:iteS lhehess Cesrp Eryieeer6 k6T L4Izlap Ftsl�w,rTnstSry+�inpeeer2mThetlOry. Nsq wadkms remddednnld. Fort Pierce, FL 34946 (oppinfilQ2016A-1koolhusses-AmhooyT.TombeIII, P.E. Reproduction efthisdommenl,inanyform,isptobibBedwithcutthewrifteepeemissionhomA-IRcalTrusses-AnthonrLTomioIII, P.E. Job i Truss Truss Type ally Ply A0100493 7M 55 A05 HIP 2 1 Job Reference (optional) 7-5-11 Run: 8.210 s May 18 2018 Print: 8.210 s I D:7chanXO W dZj5NfcYC: 24-0-0 29-M 4.00 12 5x6 II 3x6 = — 7 5x6 I/ 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:04 2018 Page 1 Ayq7A7-9ATPe6kQmURMYSbIMEDZvc5beY3c42d4ogvWpBypygj LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.58 16-17 >999 360 TCDL 15.6 Lumber DOL 1.25 BC 0.62 Vert(CT) -1.08 16-17 >536 240 BCLL ob " Rep Stress Incr YES WB 0.43 Horz(CT) 0.29 12 n/a n/a BCDL 10.6 Code FBC2017(rP12014 Matrix -MS LUMBER- i TOP CHORD 2x4 SP 240OF 2.0E "Except" T3: 2x4 SP No.2, T1: 2x6 SP No.2 BOT CHORD 2x4 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORDI Rigid ceiling directly applied or 5-1-15 oc bracing. WEBS 1 Row at midpt 5-17, 7-17, 7-16, 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance ,with Stabilizer Installation guide. I REACTIONS! (lb/size) 2 = 2872/0-8-0 (min.0-2-6) 12 = 2872/0-8-0 (min.0-2-6) Max Horz 2 =-109(LC 13) Max Uplift 2 629(LC 8) 12 =-629(LC 9) Max Grav 2 = 2872(LC 1) 12 = 2872(LC 1) FORCES. (Iby Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 11 TOP CHORD, 2-3=-6840/2851, 3-4=-6242/2538, 4-5=-6140/2550, 5-6=-4948/2110, 6-7=-4631/2052,7-8=-4631/2052, 8-9=4948/21j10, 9-10=-6140/2550, 10-11=-6242/2538, 11-12=-6840/2850 BOT CHORD' 2-19=-2526/6392, 18-19=-2018/5416, 17-18=-2018%5416, 17-26=-1691 /4815, 26-27=-1691 /4815, 16-27=-1691 /4815, 15-16=-2033/5416, 14-15=-2033/5416, 12-14=-2566/6392 BOT CHORD 2-19=-2526/6392, 18-19=-2018/5416, 17-18=-2018/5416, 17-26=-1691 /4815, 26-27=-1 691/4815, 16-27=-1691 /4815, 15-16=-2033/5416, 14-15=-2033/5416, 12-14=-2566/6392 WEBS 3-19=-672/484, 5-19=-170/647, 5-17=-1076/597,6-17=-432/1140, 7-17=-594/181, 7-16=-594/181, 8-16=-432/1140, 9-16=-1076/597, 9-14=-170/647, 11-14=-672/484 NOTES- 1) Unbalanced roof live loads have been consid red for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629 lb uplift at joint 2 and 629 lb uplift atjoint 12. LOAD CASE(S) Standard 6-1-5 ' 2-6-0 Dead Load Defl. = 1/2 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 268 Ib FT = 10% IWe!drp-?IK" tssnrfNrregtath'A.)loci nOSSrSr5111111A 61SH11111W 8 CCkT lchs CUSTOM (l4],ACIACKfc6MENi lam. lerilp drdprpmadm ealrt:AWesptdsLKs Oe gsDieriy fRe3;su ttt Attdprl. hafac ti tdneat Slesl6sae Ke. OJKSHFenist ddd eaHel➢D,cesp MlTspusaehrrT.es sell;ta tulftrtk neto5e+diL As Aims Oesgo ltpae(a.!,Spr.Illy5gh!ass s•d npyTCOvpreseds to eaupas dice pdnslud tex—.41espnnilIgfrMe dK:padIMsift Toss L•f!IA ee 1, DO all, malts 1,11.Anthony T. Tombo llI, P.E. cl rsedips isss4•tgldfl to is lse rapn ilatttrdtx O.isr.tk0ruisre:s!rstd tpelutk ldid,rg cnipr2r,ataemm�dta lII,3!6: ulfie bud AmYspn/sadfptl. ils gpmrdlse TOc uln+lidl Ke dhe Tnss.ud fin RzeOq.ss:gt, ufiifdin pd ti,!spsed .e5 re!pndA?hd x80083 113ttt:(4pDKl^!`Vl(!C.tM•.AN-ssdpsslkraepetltp�Isesmlplatiesdteekligrs¢rn!dSddrlra!u[anR6l;rsllnEeltjin.1Segrterdnsxtd*rualplme.TPFlkinsle:espea:5dmesnldaanesIALnwa slintemsis]mpDpsilnsstlarAt!tr!r,nieK 4451 St. Lucie Blvd. ed:FMst lFraFd Epa (nd:ad epelfl Opp R vdaei lT CII pBR�K IKdlel. TbsT.,r YitR [g1tees IA lel,, ldlap 6tzgaa, rtTpK Sps!!a tii®sell op 6+JliAp. {l aopitdaedxros tre a d'Wh 0/1. Upright02016A-Itoofbasses - Anthony 1. Tombs 111,P.I.Eepmdudianofthisdocument, inany form, ispobibliedwitbautthe written permission from A-] Roof Trusser - Wherry. Tombo111,P.L Fort Pierce, FL 34946 Job Truss Truss Type qty Ply 73155 A016 HIP 2 1 A0100494 Job Reference (optional) must. o.L to 5 rvray -so zuiu enni: rs.nu s May If$ Z01f3 MfTek Industries, Inc. Wed Aug 8 09:49:05 2018 Page 1 I D:7chanXOWdZj5NfcYC2gEMAyq?A7-dN 1 nsS12WnZDAIAUwykoRpejJyJopURD1 Kf3Ldypygi 2-6-0 7-5 12 15-5 5 21-0-0 27-0-0 32 6 11 40 6 4 48-0-0 TWO 0 2 6 0 7-5 12 7-11-9 5 6 11 6-0-0 5 6-11 7-11-9 7-5-12 2 6 0 4.00 f 12 6x8 = 5x6 = Dead Load Defl. =1/2 in 4x10 = 2x4 11 5x10 MT20HS= 3x6 = 3x8 = 3x6 = 2x4 11 4x10 = 3x6 = SAO MT20HS= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.56 16-17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.04 16-17 >552 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.35 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 277 Ib FT =10% LUMBER - TOP CHORD 2x4 SP M 30 `Except' T1: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 3-19, 5-17, 6-16, 8-16, 10-14 MfTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 2872/0-8-0 (min. 0-3-6) 11 = 2872/0-8-0 (min. 0-3-6) Max Horc 2 = -119(LC 13) Max Uplift 2 = -619(LC 8) 11 = -619(LC 9) Max Grav 2 = 2872(LC 1) 11 = 2872(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6768/2781, 3-4=-5610/2339, 4-5=-5476/2352, 5-6=4614/2036, 6-7=4310/1983, 7-8=-4616/2037, 8-9=-5475/2352, 9-10=-5609/2339, 10-11=-6769/2780 BOT CHORD 2-20=-2450/6314, 19-20=-2450/6314, 18-19=1906/5195, 17-18=-1906/5195, 17-27=-1473/4308, 16-27=-1473/4308, 15-16=-1915/5194,14-15=-1915/5194, 13-14=-2489/6315,11-13=-2489/6315 WEBS 3-20=01286, 3-19=1216/605, WEBS 3-20=0/286, 3-19=-1216/605, 5-19=-125/538,5-17=-1252/613, 6-17=-364/958, 6-16=-353/357, 7-16=-360/952, 8-16=-1250/612, 8-14=-125/536, 10-14=-1216/604, 10-13=0/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf-, BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip. DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619 lb uplift at joint 2 and 619 lb uplift at joint 11. LOAD CASE(S) Standard aemgaberen�.gTdgt!,met>c asragrntssstuuntaranittnnsatorcmencacTon{ana}!eu[av urirbmT!;Mprrrg!paeiedmdmdAur,ptasurss)sipo!otil,glrcM1404 Wiest ree,r.90.!9W-istgeld .n!Tou.%q N!Tekerusmt Flees Slate Ildfor AtIDD Is he ee111. Ise I'm tesigt Flow 0.e.SperierTsdr.n;.fle sea it egro0rgrrseasscemgme Ube pra?SSIAItIlC1YE!II!g usi irA,Issipnd IN SeghTress drpind leAtTO aslg,Wife 1l-I. IN dmip ee119pntl.Nat; flnres,%lAnny Anthony T. Tombo III P.E. udis"Inus lRss'.sr ssl iatiirg (s be rzspxvTlleldtk 0nn,tk 0r 60".eieef I'd of As lglfiti 0esipt". RsnarnalSt lK, it lS: adtle let�lFa'@rg taealt7Ll.neq,!nddbt f00 t>OvrTbad usatie inss. bdt6a l.�'�,s#rge, bsNlaiu ndtntbg slAlMP.a n!p!sel9hd 280083 He Nledr gOse"!smde. AiltlhssagtbnitUOtPlin pm—1 gsilanesef Me Wltq Qq.ust Sect li—iw jIdIdd4In .1 n(Aeeeirdmialfer gewed plank IN a NSIAel!411614nii terfti.s of lnss etsegen,leesstn!pragixeretl Toss Umiennee,abss dkemse difinalle Utcd!peedsps b w!Aiq llal ern indeei neTnss testa: ienris a0i ",e ra da Cez! ser,nTnss! ?a' herd® h.eS . !0 aelk:os ueesfetxdbnfa. 4451 St. Lucie Blvd. F q r i is r q q' Fort Pierce, FL 34946 (opylightCS 7R16A-1RoofTrusses-AnlhonyI.TomboIII,P.f. Reptodudi000fthisdocument,inooyfosm,ispfohibhedwitbeulthewrivenpermissionfromA-I Roof Trusses•Antbonyl.Tomb 111,P.f. Job s, Truss Truss Type Oty Ply A0100495 736155 A07 HIP 2 1 Job Reference (optional) -2-6-0 7-11-9 Run: 8.210 s May 18 2018 Print: 8.210 s 4.00 F12 5x8 = 5x6 = 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:05 2018 Page 1 EMAyq?A7-0N 1 nsS12WnZDAIAUveykoRpelhyJ 1 pRhD 1 Kf3Ldypygi 3x6 = 3x10 = 5x10 MT20HS= Dead Load Defl. =1/2 in 7-512 15-5-5 23-0-0 25-0-Q 32-6-11 4014 48-0-0 7-5-12 7-11-9 7-6 11 2-0-0 7-6 11 7-11-9 7-5-12 Plate Offsets'(X Y)— [2:0-0-0 0-0-4] [4:0-3-0 Edge] [6:0-5-8 0-2-8] [9:0-3-0 Edge], [11:0-0-0,0-0-4] i J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.54 17-19 >999 360 . MT20 244/190 TCDL 15.6 Lumber DOL 1.25 BC 0.99 Vert(CT) -1.03 17-19 >558 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 6.70 Horz(CT) 0.36 11 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Weight: 282 Ib FT = 10% LUMBER - TOP CHORD. 2x4 SP 240OF 2.OE *Except` T3: 2x4 SP No.2, T1: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 12x4 SP No.3 BRACING - TOP CHORD. Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-19, 5-17, 8-16, 10-14 MiTek recoTmends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS[ (lb/size) 2 = 2872/0-8-0 (min.0-3-6) 11 = 2872/0-8-0 (min.0-3-6) Max Horz 2 = -129(LC 17) Max Uplift 2 = -608(LC 8) 11 = -608(LC 9) Max Grav 2 = 2872(LC 1) 11 = 2872(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6738/2791, 3-4=-5606/2377, 4-5=-5418/2392, 5-6=-4324/1934, 6-7=-4008/1906, 7-8=-4329/1936, 8-9=-5416/2391,9-10=-5604/2377, 10-11=-6740%2791 BOT CHORD 2-20=-2456/6282, 19-20=-2456/6282, 18-19=-194915226, 18-27=-1949/5226, 17-27=-1949/5226,16-17= 1353/4002, 16-28=-1 957/5224, 15-28=-1 95715224, 14-15=-1957/5224,13-14=-2496/6283, 11-13=-2496/6283 BOT CHORD 2-20=-2456/6282, 19-20=-2456/6282, 18-19=-1949/5226, 18-27=-1949/5226, 17-27=-1949/5226, 16-17=-1353/4002, 16-28=-1 957/5224,15-28=1957/5224, 14-15=-1957/5224,13-14=-2496/6283, 11-13=-2496/6283 WEBS 3-20=0/276, 3-19=-1 156/566, 5-19=-101/565, 5-17=-1525/744, 6-17=-373/931, 6-16=-363/401, 7-16=-374/940, 8-16=-1518/741, 8-14=-99/561, 10-14=-1158/567, 10-13=0/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 608 lb uplift at joint 2 and 608 lb uplift at joint 11. LOAD CASE(S) Standard i ��'eNry�rlxsr6usryhlr reliswlp'Sd IOC'rr IIUSSES('iftlElj 6ER:11[ffrgsd[Oh*,1➢CtiS [USTOMj q:'t7;d(ILNOii�SYEMi f1,$fElh l!lijt rE1011lxeiMR.�p�3S pibeI16554NEiBfTtiry((�Se!�Ifl ltlEprI.EMD>�l,r.E.rtitlNxuHI EYlRxe. U�Cx F�EM!11111nti 16�ElTE�D,t1!f lk TDDW oyfflixr Mi. T Wirtwpmrifisse!'r. eed6rt'a 180x6e!rliL Aset3x: Desgs Esgxe(ie,iu:IrOr Tlyps.N193 s!rinrsrlOD xFresexs rn�T!a;ed6e rniass65d rp'xx;isi rzgnsieil�b; ix lx.psdlk stpein[s kl ttelrr6e ND adr; ndtllr4l. T&deep aysopum.6dep sudnxs. ssOrlihry Anthony T. Tombo III, P.E. edwkms irs5!xtrd 61 is nempeAtInt Ofi-Nomftt0—'sit0.deie!lie Inliq MI.!,u N xrteq 0 tie Jtk: lRL 6>I!(xbsdia:fxlidepliegp,fel ef6eT—,W,§gk.44 stltge, 6ste050es ssz80083 4451 St. Lucie Blvd. iesrtii sSilikCx re!pcu4:!:trd ' mra.eyOesga erFfw:sns!.tlix;ts sn xiu6e lOD eseta lsauasmrpildn s!Iq!a tdq 6srp3mssf!ry la;nein;l(s¢plusEe7aT E71 r,I srGmnly sedfr, pettolpAu,z RSlxYasxerppn:s":nsspaaosdinTxssOeupx,Uxs 9essnFspa3rcaa rpu Us,!6^e�x: n!ess sfsMxldieHl7oAn:of ereed epe io xmlier lrellruFxixdse116eTxx Crs�p EryxSr Is MOT'�rm'da7Ges!gser,xTes S(Pea Esinxr f. mr b.ilSay Alsq-d�sHhros rtemdefael ialr6l. Fort Pierce, FL 34946 Cap)'Tight(tT2016AAioofTrusses-AnthonyI.TomboIll,P.E. ReproductionDfihisdocument,inmaylnrm,isprohibitedwithoutthewrimempermissionfromA-I Roof Trusses-AnthonyLTomb111,P.E. Job Truss Truss Type Qty Ply 73155 B01 G Half Hip Girder 2 1 A0100496 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:06 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq?A7-5ZbA3omgH5h4nRIgUfF1_1 AxpMkeYtpMG_Odu3ypygh -2-6-0 7-0-0 12-5-0 2-6-0 7-M 5-5-0 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x6 SP No.2,*Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 1580/Mechanical 2 = 1274/0-8-0 (min. 0-1-8) Max Horz 2 = 151(LC 19) Max Uplift 5 = -832(LC 4) 2 = -643(LC 4) Max Grav 5 = 1580(LC 1) 2 = 1274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2006/977, 3-10=-1792/955, 10-11 =-1 792/955, 11-12=-1792/955, 4-12=-1792/955, 4-5=-1438/716 BOT CHORD 2-6=-959/1812 WEBS 3-6=-346/94, 4-6=-997/1864 NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. CSI. DEFL. in (loc) I/deft Ud TC 0.76 Vert(LL) 0.09 5-6 >999 360 BC 0.64 Vert(CT) -0.10 5-6 >999 240 WB 0.71 Horz(CT) 0.02 5 n/a n/a Matrix -MS 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 5 and 643 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 264 lb down and 237 lb up at 7-0-0, 185 lb down and 136 lb up at 9-0-12, and 185 lb down and 136 lb up at 11-0-12, and 184 lb down and 146 lb up at 11-7-4 on top chord, and 323 lb down and 320 lb up at 7-0-0, 67 lb down and 73 lb up at 9-0-12, and 67 lb down and 73 lb up at 11-0-12, and 72 lb down and 70 lb up at 11-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 3=-264(B) 6=-323(B) 10=-185(B)11=-185(B) 12=-184(B) 13=-44(B) 14=-44(B) 15=-43(B) PLATES GRIP MT20 244/190 Weight: 65 lb FT = 10% tvur^q•nossfillo,01wdtsith*I']110MOSSESiSMI]rSGSEt1(1ftNSifOMp'RSXS(Ns(OM�MIM R(C10iR(0551'!(i"frn.rush,ltc!gpzreetttsadtnl rein ea dis'nss Cesigt [eniq;iDCie9 eF:'ir91 T.Iaair W-I'l16xeu!SSettitlatx:. UrImA-MsMtoatNTCD,nh, iUrtireartw1111ts 011,'edlaA. M:It it y6t 11e1.ms hvp Gy3etr[t.,5{tr'a'� bimul At ud aatr f {et"nteson='It®adhxrntesrud wTateriyrzsrnz�`:it+hs Nn d..sips!to 0112 imsd:riCedea^,.tTCO ntr,n(uIIII. Anthony T: Tombo 111, P.E. game Us iwss hr of WN'IsbnspasiWafstar C*;na,tirPraisrtAsi At{auvb{, ixdMs. „uYtt Imsu, th 04Re Vadtst bwli4ulndtm1414.Tet"Imrld4e1C0ud¢r hri(neQihe Tnss, urtedx{pcdlni. autpe,kt'ee ad r?ui>3 sie0 it Pt uspasiiilstd '80083 6e tnlfa{Ptdrur ndGdtmnr. lllmtts aIM atteTCCetlrit{stewaip#tJ-htraCtte'Gxi(axrxirtl Sddq ktws;aza(i4Gpi<sMii. irl eySt4wru'reudfx {aed {d3eta TP41lt+�ttHe!e;ptseiL?�es�d�tm tl3eiz?s Ce;:¢u,rmsCtsyvre{ usldloss 4adCrra,mltu 4451 it. Lucie Blvd. Ilitlt!iR ddAtd irt(aht;l rpltd qau nlgirdf 4n1!d. lit Tills hso 6rttn. ist!Di Gt{tild'nr Dnigacr: fens Sgitm le{mtudal ilari'Vli wiltt:titras=.I dtratd 4Tlll, FOltAierce, FL 34946 (c i ht0201bA-IRoofTrusses-remboIII,P.E. Re mdodionofthisdommeat,itanyfarm,is rnhibiudwithoutthew0firn permission I.Tombo111,P.E. Prt 9 AnthonyY P Y P P Y Job Truss Truss Type Qty Ply ° A0100497 73.155 B02 Half Hip 2 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:07 2018 Page 1 I D:7chanXOWdZj5NfcYC2gEMAyq?A7-al9YG8nJ2PpxPbKt2NmGWEj7R13gHPeW Ue8AQWypygg -2-6-0 9-0-0 12-5-0 2-6-0 9-0-0 3-5-0 5x6 = 3x6 = 3x4 = Dead Load Defl. =1/8 In Plate Offsets (X Y)— f2:0-6-6 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TIC 0.70 Vert(LL) 0.38 6-9 >383 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.32 6-9 >465 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 67 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 `Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 54-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS: (lb/size) 5 = 651/Mechanical 2 = 931/0-8-0 (min. 0-1-8) Max Horz 2 = 178(LC 8) Max Uplift 5 =-31O(LC 8) 2 =-439(LC 8) Max Grav 5 = 651(LC 1) 2 = 931(LC 1) FORCES. (lb.) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) TOP CHORD 2-3=-7141708, 3-4=-572/768, 4-5=-673/833 BOT CHORD 2-6=-780/590 WEBS 3-6=-395/257, 4-6=-11161822 NOTES- j 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 5 and 439 lb uplift at joint 2. LOAD CASE(S) Standard iineep,ixtn;e;Sa±cagilTnetta t!a'1 i[)I1NSSlS{SIILeP„5ltiU!TINSlCg071hNi lC'i1CY"IVea'1i(Cttfktl64ut5rfre, tndr dtswrnuWnset!real tuts Ntfis'oss 6agttinier,;:`OPletihetaleml T.ItaM Id,l:.t+`Nne t1ea11llwtate. Vms6.**sitit1N istkF1 !), ielr giitY tmxta ll>fes sta!llertdhr5t ll>=hlt tdii is a trey tsptaliaenQ.e..>rtr"i'giyrnf,lfe is., tt esprour. ws cerlluria 0?rdmi fa`yl"tURJteSt0aY1i}Ylti 4f et P t!M Ylth Ims lttimeanet oly,"iffUtl.tle hup ns.;em,[K;q x65atr: se*hlj A�tthory T.Tombolli, P.E. ttA etet€ttisioss ht ¢r A'A itC:n;pas&?'tdtht C+t't±,htC.evS ttlitrad yena#art;'sar?ee'., ;,utit tsetrdt`�ItC,t(tit(ttdiz;wlrnirzt(xltal114L Ttarypsatl a'ttP Wcl.f fi etAdt loss; in4FsiSaflhl. semp,iat :ehaa¢iW'nj Aga it tie rttpsubleie 180083 ' nt kilivt [ssi�w ai 6eazhr. AA tines settdo7e lt4 W2t tre,:.tet tti paLt tte±�ltlx[a3(aniaetl SeHfldnar.:a(IrSUti>'•sitl5*ifleN?isA ae;cxentltx rtacd piisxe. lttttttmsiian7MseiLes cllmotl;zTn=.e2:;:axr,?msPesytrtsmre atimtllaehc'Yer,�'ns 4451 it. Lucie 61vd. �lla.isa lA.mil+t Radrlapatdryaie n'it6p atpAin h!a@N. iNtint PettpFD;aenis K3l rtt1ul1br 0r4gtcss itttt S*steatqit:edur4rtiiet. tisglhll;tl h;a: aantfitaahtfll. Fort, Pierce, FL 34946 I(epr.igb 02016A-1Roof Trusses -Archon LTombaltLPERrPtcduttionnlbsdctument.inan [dim, is FichibittilwilhoutThe wtineo PermissionfromAIRoollwsses-Anlhon T.TamboIII,P.E. Job Truss Truss Type Qty, Ply 73155 B03 Half Hip 2 1 A0100498 Job Reference (optional) Kun: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:08 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq7A7-2yiwUTnxpixo1lv3b41V3SGE89QkOgUfjltjyyypygf -2-6-0 6-2-8 11-0-0 12-5-0 , 2-6-0 6-2-8 4-9-8 1-5-0 5x6 = 4x6 11 Dead Load Deft. =1/16 in 4 5 U4 = 1.3x4 11 sx4 = 4x6 11 LOADING (ps;2 SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.19 7-8 >780 360 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.17 7-8 >867 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- ' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 651/Mechanical 2 = 931/0-8-0 (min.0-1-8) . Max Horz 2 = 205(LC 8) Max Uplift 6 = -318(LC 8) 2 = -432(LC 8) Max Grav 6 = 651(LC 1) 2 = 931(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1152/1219, 5-6=-325/416 BOT CHORD 2-8=-1350/1024,7-8=-1350/1024 WEBS 3-7=-1033/1368, 4-7=-306/176, 3-8=-453/264 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf-, BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl, GCpi=0,18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 6 and 432 lb uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 75 lb FT = 10% dnr.,4-fieauos�1Ahreokrt+e'1;IGJriIU;SFS(SfIrEArefYrUilmIto DIIIS,MS(jSFGid;'t9R1')A(K<G6lEGok`?Ei":na.i( kt:pPreuiutm4su7zitstet(is?mtMileGe.iq;(GGiwl�a:fe ri.Tint.101.ithrme5*144nsee,Ec2ssa'Sns(sts NmitrVo'u7 ALTetsresertc jlmes sh!IhRsedMpelrihhrdd As a Less.aisa alisxr(e,Sjset9ralasnARered Key rwanpsenas M"tnad do rrahssistttal esallnposa rarMUsa3sipdhs Call;iresA AeliTeaw3e7GG sell,ulsrlM, be Imp gwad:es,'w1m)=.n:;!oILMg Anthony T. Tornbo 111, P.E. erd.seernis lnsslermlu.fell;"r;tirsas: aldr:I C>ra(,etGxS£r'ti ntln.nrgmlr#±6t gl4.;r;%,h Ct ueind M.e llC nt R(tadt4 iwlA:rfi�lladrmr lril Te: AANAnId131C-0nl RiliaiA e6tteTrr.L®(4°`515s eliq,cmtge,�sk";P.see rfrke lsicll ei P!rnpuuikYc� 180083 ' sitAeieig rYSlp4f DA reehMt(. AA4451 St. Lucie Blvd. dittysife.diYe(tchmlepeNgaan'-9$1, pftsardueFort Pierce, FL 34946 (o i hlV201 A-1lootTrusses-Ar sm P.Tombolll,P.L Ae redoaionelfhisdoramtabinanyform,is snhibitedWd u(thersiffea elmissia0ItemA.1RoofTrusses-AaEboa LTombnill,P.E. PYr 9- 6 Y P Y F F Y Job '" Truss Truss Type Qty Ply I A0100499 7 155 B04 Monopitch 12 1 j Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:08 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq?A7-2yiwUTnxpixol Iv3b41V3SGMm9UdOgyfjltjyyypygf V-00 7-6-6 , 12-5-0 -7-6-6 4-10-10 2x4 II 4 Dead Load Deft. =1/16 in 4x4 = I— " 7-6-6 LOADING (pst' SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.16 6-9 >895 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.14 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 72 lb FT = 10% LUMBER - TOP CHORD ' 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD i Rigid ceiling directly applied or 4-11-6 oc bracing. MiTek recorrimends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS.1 (lb/size) 2 = i 931/0-8-0 (min. 0-1-8) 5 = 651/Mechanical Max Horz 2 = j 218(LC 8) Max Uplift 1 2 = -427(LC 8) 5 = -322(LC 8) Max Grav 2 = 931(LC 1) 5 = 651(LC 1) FORCES. (Ib� Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/971 BOT CHORD 2-6=-1129/862, 5-6=1129/862 WEBS 3-6=-442/263, 3-5=-978/1281 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 2 and 322 lb uplift at joint 5. LOAD CASE(S) Standard i tmaap FwseEa!tzjellnds.4'e'ATlCOTTIOSSB(S(Ur, E(IEUt TrlRi{(OlgilpY((tifON;"MEI"Rfl(i�M1Ep5411I'hra iettM dtR(a lsdas eattni odes eeoil inns 6ntTv klrilr(IpPie!h:4`+ary r. TaoNli_tl.1eff ! 1,01in+Bs•,. !�4;tc'frxiss SntMrexe T:D,eOIr kiTetumfe lldes sldl le rsedfm5efb@whlvid Asol�es Ceea Fny�:er,u,i{vT(�w. de uduery GJr!>•lsemimrnrmed3s iMescisgileerigreslw4iENhr 3!{esipdrM sug!tin:s{ytielw4Tgre¢,ldzlrFL rr.3esillemmpios:'sofmgo�5us:!'cwan Anthony T. Tomt;O lti, P.E. a{utd!dsbmlerayk!3�{is4n:yuns!1dGlGma, fm U1<lsr4 s!dnielgmn„eEr.°-�L4tY+.m fi-ssrt;!tK!th Ill ith W1 m1:;:d*Tu girwd s! 12 W.i Mime ai Tnss;ia`,c SntluT.starlt;'ssa":h.od moo silo 610! turasup, g.. t80083 de tuNurMti¢Erm{rrmmrc lu enlstdldn'ie PS ulS: rrocas evdls<{s::r�sddek:!Cr(axtamSd:$Mncaaa(ESlp�b!:sfe!'ry iFi ud SlG aeta4±ncrlk{!et<dg.itarl.R41{dmstie se;i3entit`:es cd t+ursdSlLelsClua�;'nslCeu3a regeeu a{inssNlediG.rr,m'ess 4451 St. Lude Blvd. i!snwise {efsx{hetee4r.!sy edgcaue�-gig 6r d;pt<mes isleLN. ike inns Onip hy-iFe!is%1i tzer»I{ior ptsiper,c:;stsiSrslea(r attttu!tailfry,{€tgi!t!i�91e!esaen{ticeM it ;%I. Fort Pierce, FL 34946 Upyrigblu:2016A-1RootItesses-Anthony1.Tomba111,U. Aeptoduhi000i1hisdo;ument,inonyform,ispmdibitedwittoultGewrinenpermissionfromAdtoo]trusses-AolbonyT.Tombolll,P.L Job Truss Truss Type Qty Ply 73155 CO1 G Half Hip Girder 4 1 A010 500 4 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:09 2018 Page 1 ID:7chanXOWdZj5NfcYC2gEMAyq7A7-WBGlhpoZaO3fevUF9npkcfoTUZpelH hpyydHVOypyge -2-6-0 7-0-0 11-0-0 2-6-0 7-0-0 4-0-0 7-0-0 11-0-0 7-0-0 4-0-0 Plate Offsets (X,Y)— [2:0-0-14,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.04 6-9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 = 1160/Mechanical 2 = 1106/0-8-0 (min. 0-1-8) Max Horz 2 = 151(LC 4) Max Uplift 5 = -350(LC 4) 2 = -369(LC 4) Max Grav 5 = 1160(LC 1) 2 = 1106(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1474/418, 3-10=-1287/420, 4-1 0=1 287/420, 4-5=-1108/364 BOT CHORD 2-6=-429/1307 WEBS 3-6=-356/162, 4-6=-496/1505 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 5 and 369 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 253 lb down and 218 lb up at 7-0-0, and 185 lb down and 122 lb up at 9-0-12 on top chord, and 359 lb down and 210 lb up at 7-0-0, and 67 lb down at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 3=-253(B)6=-359(B)10=-185(B)11=-44(B) PLATES GRIP MT20 244/190 Weight: 59 lb FT = 10% il voq•Pimttftrt. t t ndf. th,11 NOT TINSSS(SUI-E rMI. TENS& 0E00!ODS(OSTOn"totrjA(rEOiPSSDMI.k*Tfo,..TOO A!ug.pmes es! itfi sits se this Tw Wits h0er900)WOl WofI.?sais Di,P.E.le—utSAM Win it. Odwoftxlsf sntt0 a$1 UP,#4 Niietsan:skt tides still re atdMri.IDOhle sit li.Tms Oe60 6tintr,n,Sryds'yrywaltie cedes my 109 nFtsios m eu fb..! 6!r:dessiimtt:7aan gsaPmsri!O1fn* Mips din dsg!f?ms i-ImtuRa NWI,nk IN. hasWIsnstspxm,!airaymt:5ess; w1dilar Anthony T. Tombo I[I, P.E. ed aedsdi?rnsMoy�AyesaniyissaEirdtie0xss!,tie Uxen'i sn f!tA irtdah6. tk;!pw,ia�tix�tadtlfll4 �Ss 6: atdelnel >tdfut:idtas!?rfLTlasDr +tsld 128 tdwtM1e!dt.tAds rnn, us4rrytSs..tt r. stu t,if;!s'4'.(aa9 bnot slsDlfAsast�sni47d m�Tomb Cs tsaGq Osdpn mA 6e#nssr. AOssiis sitsq ONTVsdNpm. ef{txf>rotdMre.iagt�imn Seat kftt.ssz;,gPStiskl ir;N siJ Stamftteted"m1-1 pia— PAl rdmtfien;tnsuil 5 MIisifb. Trait NuIstr,Ptsss Otdp I.FM aid?mtNxsdsGseyw.'ess 4451 St. Lucie Blvd. fpa.ink5tih, stwhuisepetls}tsisvi!ugSr,r PaEa Sneltd. NT Onip Eet3fs!IS Eat fiBNMP Msipv.feLns Srslw rtesfrdnrlritCur. lissPlafistA lraf at tsdtEeee is?l01. Fos -,Pierce, FL 34946 Copyright 201bA.1Roofrrusses•Antbanyl.lombeIII, P.L Repledurfloo of ibis docuratilt, in any falls, is plobibiled without The Wit'"eft FflasissiOsi from A4 kn0l fluists - A01hDAY t Taisho III, Ill- Truss Truss Type QtY Ply I A0100501 [7355 CO2 Monopitch 4 1 j Job Reference (optional) MUrl. 6.L I U J IVldy 10 LU 10 M IIIL. 0- 1U J may IU ev I V Iv1, 1 en ,1l- - ,,- to v.i..y.. • I D:7chanXOWdZj5NfcYC2gEMAyq?A7-W8G Ihpoza03fevUF9npkcfoTLZnJIMxpyydHVOypyge 2-6-0 9-0-0 11-0-0 2-6-0 9-0-0 2-0-0 4x4 = Offsets LOADING(pso SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.6 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.6 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x6 SP No.2 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS ,2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 856/0-8-0 (min. 0-1-8) 5 = 570/Mechanical Max Horz 2 = 178(LC 8) Max Uplift 2 =-252(LC 8) 5 =-123(LC 8) Max Grav 2 = 856(LC 1) 5 = 570(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I TOP CHORD] 2-3=-509/125 BOT CHORD' 2-6=-213/398� 5-6=-212/409 WEBS 3-6=0/371, 3-5=-834/430 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. 11; Exp B Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-G for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 4.00 12 5x10 = 1.5x4 11 Dead Load Defl. = 1/8 in 1.5x4 11 3x4 = CSI. DEFL. in (loc) I/defl Ud TIC 0.68 Vert(LL) -0.10 6-9 >999 360 BC 0.58 Vert(CT) -0.25 6-9 >522 240 WB 0.24 Horz(CT) 0.01 2 n/a n/a Matrix -MS 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) e. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 2 and 123 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 62 lb FT = 10% t6"Mhos, bixs3dt 11,14w 6e•d Of HOSSISi IT11 r0EULTTLBSSID9MGMS rC>ti.N;"1U!EI jR;Cs7N1rO£RI51'fea rerlfrkpiurnem to IMrsitt It MOMS st'bary r. rtaYo R.ti.r?recut S9eti5thleest. Gct!ia`5eris?s'c!elmt6tr g; heir Iiitttnsttk rMes still it asdfun!IO ki"e'A Anthony T. Tombo JIT, P.E. rased art I'm fit cur "9dstttn.ftafiwev d6t rvia,6,One's Ifft;rlgent,at[.'h;2vrtr,h6, ltchr6'dt ltGatl CWat led mlfyd5 W1114.Tf:e,pwd 0a-I'MWWI fdlutd at Toss;uM1111 sailalr mgt..mkh`utad �*nnyst:O it ni asrasri43d n80083 61lwltap W.slptr Al rw4x1eI.III M:s afedntie IN wera pleat Wpr;dtt-elh I,wampu,e sed}Meszata¢;SOpdSskd Sr THetISKAmrdseu,sex srondp,idare. H4l lams ne a;yus+Sil'iucd 9.un tl3e Res Oss:as, tress Ltnp rtp�ew �adTmtdndldeer,ml:ss 4451 St. Lucie Blvd. 'Ila•ise ddeed iratw!rrl,patgtt lz ni'yty tifpaties(anled.fit rms DOI. hrkuHs OrFitidldig MipmrTms Iran fnvu dialW161. H tapustud leas et is dda,d MR 1. Fort Pierce, FL 34946 ,Upyrigh V2O16A-I Root Trusses- Anthony 1.Tembaill,P.E. Rtplcdunionoithisdcmment:inanyform,isprohibitedwithouSlhewlit6apermissionfromA-lloafTrusses-AnthonyT.TombsIII,P.E. Job Truss Truss Type Qty Ply A0100502 73155 CO3 Monopitch 28 1 Job Reference (optional) Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:10 2018 Pagel ID:7chanXOWdZj5NfcYC2gEMAyq7A7-_Kggv9pBLKBWG33SjVKz8iiWw 35UokyAcMg1rypygd -2-6-0 7-64 1140-0 2-6-0 7-6-4 3-5-12 4 Dead Load Dell. =1/4 in 4x6 = --_ — LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.26 5-8 >500 360 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.54 5-8 >243 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 856/0-8-0 (min. 0-1-8) 5 = 570/Mechanical Max Horz 2 = 199(LC 8) Max Uplift 2 = -246(LC 8) 5 = -139(LC 12) Max Grav 2 = 856(LC 1) 5 = 570(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-704/260 BOT CHORD 2-5=-408/619 WEBS 3-5=-731/511 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord -and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 lb uplift at joint 2 and 139 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 61 lb FT = 10% Nrta^h-Fwv!alc*114% fit 'b?tCOfRUSSES('Siiti;ifeWl7:lNSt(6tlg3s6MiCl�3laYftU'El�t(CtOMUDSY?5Tt!!a iesdr l.g�!ps aaexs ed,wiweswdis rwss Uesip[:axiq;IDOtesi�as eHMaet i.La3!m, li. PJreetr. iswtD!taema h!1tuo!a isesin. +eoNPRwry fiiretraw!sb gldn sb!Ile asdfw tQ:hhrdi! Ss 3frets !hepEyhter,ix,Sgerityrayva'rde red mayrounsassm mptem Ott;!14!00d4! shift imsdetiGe7mdeiCra!!t,!efer MI. Nd!siit nwaI<as: Wq wai ms; s0d0!1h k9thony T. Tombo III, P.E. w11wtd!9s lrws Its seyCam, 6t orw_'s v*w?dq!d u�-6 4ag Cu.4w,u6t16-0d!4rit;&K"drot lnd bftptls arftNd. he 3ytrswld6alagal het cel(wtdrNTrws; ia:'sfagsrellug. sweyo. atsrCiaeaslkarsxt degNp!n:ywsnil'id 9 80083 4451 St. Lucie Blvd. ' 6s bdfug[4sl}wrWGaaa;rss. AAaa�w stlMnh3TC,aGSt pastes ed gcdr'arsaRtk(eayned Sdrttlefwstm¢:illpaitdedi.:NwltW arrs'ene,tltu gendpi&teT!41d!9asfaeses}msdif`eroi Mses 31!1!Lps Cr:me?, trnr F!vpN{rzm Tl `.wss ksdsdaw,oilest dlnwiuyduNittfadndapeedgairn!!x.§6ys?ycaw twd!el. @tiros Delp &goer!h he IdUuy o!sigace: Tnss Sysfeata;ixttdtey ku1G!g. 1;!giMisd trsr!srz arErfiw!iarPFl. � Fort Dietce, FL 34946 (opytigh 2016A.IRooffensses Aethonyf.fomhotll,P.E. Reprododionoffbisdetumenf,inanylmm,isprahibitedwithautthewrittenpesm4sionlromA-I Roof Trusses-AntbooyI.Tombo111,P.E. Job ,. Truss Truss Type Qty Ply 75155 HJ2 Comer Jack 2 1 A0900506 Job Reference o tional 8.210 s May 18 2018 Mil ek Industries, Inc. wed Aug 8 1(1:40:26 20i8 rage i I D:7chanXOWdZj5NfcYC2gEMAyq?A7-w6hXUyl fxQk3lmCdvW W IpXkLlw4xC1 OjVAUb_Yypy4Z -3-6-7 1-2-12 3-6-7 1-2-12 2.83 12 U6= LOADING (psf) SPACING- 2-0-0 CS1. DEFL- in (loc) I/deft - L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 5 >999 360 TCDL 15.6 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 5 >999 240 BCLL O.b ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 12x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-2-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS! (lb/size) 3 = -143/Mechanical 2 = 867/0-10-9 (min. 0-1-8) 4 = -268/Mechanical Max Horz 2 = 63(LC 8) Max Uplift 3 = -143(LC 1) 2 = -484(LC 8) 4 = -268(LC 1) Max Grav 3 = 102(LC 8) 2 = 867(LC 1) 4 = 169(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext4dor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on thg 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 143 lb uplift at joint 3, 484 lb uplift at joint 2 and 268 lb uplift at joint 4. LOAD CASE(S) Standard L;2-12 -2-6 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 10% �6nmy�neaetl,rn{ttrrelhn tSe'AI iGGf IIUSSrS{'SEftfPj 6ER9A(RINSd IGF iUL1iS(US7UYt ElR9';A(NIOAtfU',NENi'br2.ir.•Erleti;eryemden rlre:�ee7nattlslress Be:Q iraviy(r(v; ec4 tAe ArtYuYl. rta!>U', LE ldnexie S!?fl;s'xe ese, Udeet ctlenise tided eelYeIDD,u'y Wreena<mrr:fxseW:wesedfirt&1)DhSe!diL Attires: Deslp hpaxji.e,SxldllFiciuv,:la �dnorlDD npaerts re unpwmdDe ndeuUrd ee(Y!ulrg reynuWtry rNae lHpettM fxterrrt6•.r�nee retle lGD adr, neerrH. IN Fenn asl!.Fum I!d&;ail s,sdddq Anthony T. Tombo III, P.E. ed lSl a Ale Lsu4t.11.19u is L4e RSrHaZIUh eft Usv"fle, OrleifFA"J.'{Sdry d1f 15t talc., Ddllnl,. Gerxkd dli, I!(,tie lK like lnd l.!Fa,nle.1MI. ➢tgmdalit 110wa? field tee d6e Tess. Weibel V..7ItE, IISh ldilt bdtfnZ3ildiT:Ltt!WYS3chd It 80083 Ue tMl.0 Des!rx!n2 QPlc8.t."uasselaiuke iDOMfar¢9iasofpiid.eedtlernliig(t'VA .1 sifdr W.,metini',piliswit I and slfAina.vd e7!e geerl enene rYrl k5tAllate:['k'8S�'h!S[FSLS?Sa?1:IIIfl DtdrlN,r!MSJIf'.pt E9�rnWdrrllSVd'AAth::r; gleSi g451 St. Lucie Blvd. • tnurdstddied{ra(,d•eat}!rd,a„n:nifiglydlrcnnir.�cd!e1The ImsI Sli,Eql-Is7Gr„e6n.F.t.n�gau,rtrnes5yfeabp.rdmrO.il q All t Uotillm,nemdelmil,inl. Fort 1 St. Luci Blvd. (optTigAt02016A-IRoolTmsses-AnthonyT.Tombis III, P.R. Reproductionofthisdnmment,inanylarm,isprohibitedwithoutthewrittenpermissionhonsA-1Roothosses-AahanyT.TombaIll,P.E. Job Truss Truss Type Qty Ply 73155 CJ3 Comer Jack 12 1 A0100504 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:11 2018 Page 1 I D:7chanXO WdZj5NfcYC2gEMAyq?A7-SX036Vq p6dJNuDdeHCrCh4uv5NaoDJ86PG60ZHypyq c -2-6-0 2-11-11 2-6-0 2-11-11 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 51/Mechanical 2 = 494/0-8-0 (min. 0-1-8) 4 = 7/Mechanical Max Horz 2 = 91(LC 8) Max Uplift 3 = -30(LC 9) 2 = -262(LC 8) 4 = -17(LC 9) Max Grav 3 = 51(LC 1) 2 = 494(LC 1) 4 = 34(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 262 lb uplift at joint 2 and 17 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 18 lb FT = 10% 6e�eiry•fheulltnrgFlgmite heal ROOF IROSS61iMIn CIRMI TIMd(OlTiilGhi(JSTON(gLRI°S.(1YOdisFd ltfMi bea yukdropraeatlmueird.aleswtiislressResL¢FD,.il(fwierelMAdlwrT.T.b!7',r.Ltdneaek.I !ce.,, Odessu-in9de4eetle IOA,a'p Mth6uertmrga.:essedtIt usedhr Rn 7)nls Se ed4. Aso Tins isasy ultesttls L"[iQpoamdlit rrdfslndef,"sollnqnsltnnr'drhtd%flodIt( S'epeTrlSS depidtd not TDD olr, elderW. tnlp nnnpirts,Iet/:ryceeNnxs,smelilry Anthony T. Tombo Ill, P.E. aid ne d+s°s llsssfer ngldifieg islh resrusililirydGeOntr.lhO.�e�stl5erirH egei or at alilehro!lbgnrenll I. ile q;nrddlle IDO minrfiellneddt Tnst.ieie5alai'eq sz;eye. itmllmlt atl tttssg ildtMN�resFatim",erd 580083 nt kiYsgOes;se:edQ,3,nt�.111.1,its W4&IDDtrlsn grssiresa9pildms0na WpgIspeed Sderyfzemdin;aif pllisttdil In SKAwtrdamirdler gird Fd.L lrrl 4451 St. Lucie Blvd. efnviulrfittdRpe(ed�lgred epehvdtiry lgdl gents ltldrei Tternss cop Fegunr Is 401 Cs rd ag0esipa,rtTnss Syshro aterdelrgeil4q. AOrq;daelhtec.rem ddaed 1*1111• Fort Pierce, FL 34946 A!- (opyrishlf02016A-IioofTmsses-AnIhooyLTomho111,P.LReprodudionofthisdomment,inanyform,isprobih0edwitheottheweirrenpermission hem A-IRoof Trusses -AnthosyT.Tomholfl,P.L Job - Truss Truss Type Qty Ply A0100505 73155 CJ5 Comer Jack 12 1 Job Reference o tional Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:12 2018 Page 1 ID:7chanXOWdZj5NfeYC2gEMAyq7A7-wjyRKrrRbrREVMCggwM RDIQ4rmucymOFewrx5jypygb -2-6-0 4-11-11 2-6-0 4-11-11 IW LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.04 4-7 >999 360 TCDL 15.0 Lumber DOL ' 1.25 BC 0.22 Vert(CT) 0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD( Structural wood sheathing directly applied or 4-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 171/Mechanical 2 = 562/0-8-0 (min. 0-1-8) 4 = 39/Mechanical Max Horz 2 = 118(LC 8) Max Uplift 3 = -68(LC 8) 2 = -282(LC 8) 4 = -34(LC 9) Max Grav 3 = 171(LC 1) 2 = 562(LC 1) 4 = 72(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.) NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live loatl 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 3-6LO 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 68 lb uplift at joint 3, 282 lb uplift at joint 2 and 34 lb uplift at joint 4. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 26 lb FT = 10% i *.in rieeseiseevi towth'AI of II:ISI'S("intFL^t6reillt lEU1S8[OKAiIC'ti5E7S10Nj ih7]j!(rgCi,'lf;MEBr 65z. ieAF deriproenNen aadtednl?so.ilisBoss)r. �S �raviylR;ecl Ike ltlVn7l, rex!>P,, r.Llddext4>lE -e t. Weis a4—i1, Celel eotleNP,ca} Y lliall•arrs!esAM!ndhT th Mlibe'01. As tTrns Mile hdmlth? ste!n sty T00,iieseetsnm prmUri, lral?IIIIICI etF eYfieOf!frteOutrTfee lispiltee ifgebss dgdd wh ED WI: WuIN. i&f?xlansseopnn.!adspsndnn!. senalilry Anthony T. Tombo III, P.E. d ne gilt sTzssS•rvl rtilGry isth rtllx?ikl0t efhe Dseet.fteoneise.sudyvbwrte ldltna Unilnr,atSe mMtl el tie lK, �t L': ad8eludl rnsde w.l lY.I. le s{,xne: el shlDD ail entieli se efts Tnss.mde6w l�1'xry. sn�e,iMdidiee ul Neisg sSili45 si re?ra>:i':hd 2! 80083 ' itst leg0esrxsnA([9:lsb. ti:ntssnnfhrtSTDDexilhts�rtesme;siedn.sdsl?tningrteraWSrhryls.•otlin;t(Sfrellish3ttTnualslgneMv xtehsgemolr Aame.lrslfe5ns!?:esprs.S;Trsntdn ml?TntsMsiper.ins0essarepaeerplrrtssMmte;ea?eysxns 4451 St. Lucie Blvd. e'lsMse(stied Iro GbzG ogees epehrmiq Ir tll rannIncLef. TteinnotslnEaliteerh Rol Sabi outresOrns sys!?n hpits e.atl-dhq. mieq,,.r.J!eros nondetael lalltl. (oppighl©2016A-1Roof husses-AnlhonyLTomboIII, P.E.ReprodDoi000f ibis doniment,inaoyform,isprohiRedwithoutthe wrifteopermissionhomA-IRpoffrosses-AothonyLTomb III, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 11 73155 HJ2 Comer Jack 2 1 A010T06 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:12 2018 Page 1 I D:7chanXOWdZj5NfcYC2g EMAyq?A7-wjyRKrrRb(REV MCggwMRDIQxU mwHymOFewrx5jypyq b -3-6-7 1-2-12 3-6-7 1-2-12 2.83 F12 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.00 5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = -212/Mechanical 2 = 1139/0-10-9 (min. 0-1-8) 4 = -379/Mechanical Max Horz 2 = 63(LC 8) Max Uplift 3 = -212(LC 1) 2 = -539(LC 8) 4 = -379(LC 1) Max Grav 3 = 116(LC 8) 2 = 1139(LC 1) 4 = 192(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 3, 539 lb uplift at joint 2 and 379 lb uplift at joint 4. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 2-3=-90, 4-5=-20 Trapezoidal Loads (plf) Vert: 1=-141(F=-51)-to-2=-90 1-2-12 PLATES GRIP MT20 244/190 Weight: 14 ID FT = 10% wordeg • nnstti—Imy niath'dI 100E TIMES I'SE(tEI'T 6tIN1t RIN58 [DIAfIDMS fDS10Ni B41]')'�ILMDR'.fD'aYiMP lmn. Ivor hop et nes!. Ddess dhnise udcl mtleTDD,w'p AbTtta!eemrp1rt,AA1h,sdtvb1DDitk,dot lsit tie TDOWp,rder T?N.;&a!rpontmpim,ItrAaptndnon. uudiDry Anthony T' Tombo III, P.E. e'.dltldlL3la"StUp lulfirp Is I MI. atgrgWd1h M.I19r liddesedel4 Tnts, adrGet l@J. .t5lpe, Won, .4 Irv3g MI Y9 fiewr.i:!bd Z80083 ' tleed'xap9es:r.:td(tee!snt.t:anttdwtaCe70 Ai!ri�nesmsgnittmtdnttN6q(soinow hlhmtlUe'W,Ifisltd4TRWII(A—d—iftpnmlplw_INttnL!ktmµa9Daie$.d&,Isd4tlessDeVi,ml!nsOnp6pi..mitnssPngr,-ter;wss 4451St.Lucie Blvd. e'Atmu ldindigo(edrm evedep..b fitirylpolpsras in;iui Thin" Imipalapiearls rCi Ga rd'a1ap C"ig!a,uTnts Spd!a6pnnrd®p 1�I8!q. dOtd�a!Inros neusldadIM". Fort Pierce, FL 34946 (optaighlm2016A-1Rodbusses- Anthony T.Tombs 1ll,P.i. Reprohttionoflbisdotoment,inanyimm,isptobibitedwithout the written permission homA-1RoolTrusses-AnthonyLTomboIII, P.I. Job I Truss Truss Type Qty Ply A0100510 r73155 J7PG Jack -Open Girder 2 1 � Job Reference o tional 8.210 s May 18 2018 M{Tek Industries, Inc. Wed Aug 8 10:43:12 2018 Page I ID:7chanXOWdZj5NfcYC2gEMAyq?A7-32jHKj2nrQeW DHvXeNUEYYchGgfH56U9g?iNpwypyl z -2-6-0 7-0-0 2 6 0 7-0- Dead Load Defl. =1/16 in 0 N � � N th N 7-0-0 7-0-0 Plate Offsets (X Y)— [2.0-6 6 0-0-8) LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.12 4-7 >688 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.15 4-7 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 34 lb FT =10% LUMBER - TOP CHORD ' 2x6 SP No.2 BOT CHORD 2x4 SP No.2 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 300/Mechanical 2 = 100210-8-0 (min. 0-1-8) 4 = 71/Mechanical Max Horz 2 = 146(LC 4) Max Uplift 3 = -129(LC 4) 2 = -498(LC 4) 4 = -54(LC 5) Max Grav, 3 = 300(LC 1) 2 = 1002(LC 1) 4 = 111(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever leftl and right exposed ; porch left exposed; 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�10 tall by 2-0-0 wide will fit between the bottom chordiand any other members. 4) Refer to gilyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 498 lb uplift at joint 2 and 54 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 lb down and 65 lb up at 0-10-15 on top chord, and 327 lb down and 119 lb up at 0-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face if the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 2-3=-90, 4-5=-20 Concentrated Loads (lb) Vert: 6=-143(F) 7=-202(F) Trapezoidal Loads (plf) Vert: 1=-115(F=-25)-to-2=-90 semoy-nn,en�reyNr!elr.!x as1106ETIMrsfulnsEaaE amarctifnreseunonsNna;aaleawsunrlxa ivifrlydq.it—den AcAtess.11islressDs: D,.!,gITR,,IIhIMI.yl.Tc )rI;rE.Ed exeS! l srrrnr.hinssemi.dalesntleTDP,m)i NIT[kaendeirEe!skdlNeselhr th lDDfahedJ.k!elrns Dedyefrprxe(it,SfeleDf rlyn~';.;L•>•dsr nptoo npends n o� :edih rnl:sdudsu;ea syrgnslllidp`r;It,lss:fudIle sotTnss Lpdd,it, TDD adf.WaI?rt. The Ints n!rnpinu,hur';(t Eri's,'{iur Anthony T. Tombo Ill, P.E. edes, Otis T'%stwllprdlhq islkfesyNvNDh, d6tflrrd,RE RertISFY<i'!3Eyy'r9L'Iklydlrrr Oniyn!,alkmRddtalffwirer/s{tW1.4S![yeeesRLTh Qlnli tl Rl lOD rllmfidl l!edbe TnStude5gk "r}sz:Fs[, Iifilldllr n11 iry s{dike to rt!pzill:k, el ,�. 80083 ZI E dMrO.e[y DK4!S.I�rt4'rd/'. VWn se!"NoOrlDDrA in ys�rtesca9 gtfshnsdlh 1.0"Qer.asd Sddp lae!otAN{tOf,�pN!Eed 4 in rid SIG Ile INY tucil P.Optunt. IM h`InS;Leeespern INS Wism-sV-101'S3 Nsirff.T!WI's ri JliieMel TR!S pAidlel!!I, G:t!S 4451 St. Lucie Blvd. �e3sniuy r[tlpa Odsrd oiledr{erNu!iliq{p dirsi[es Irndni lkeleess resia Hyirzer is 0C1'.`.eyailsypeslyav rtTn!SSpshx Eaynmdep6eilDrr.All'q--asJfeswstnos derrel laTrrl. Fort Pierce, FL 34946 (ophighr(f!2DIdA-ItoalLosses - Anthony T.Tom6oIII, P.E. Eeprodudionohhisdocument, inanrlorm,ispto6ihAedwithout the written parmissionfrom A-IRoof llosses-6othanyT.iom6nIILP.E. Job Truss Truss Type Qty Ply 73155 J7 Jack -Open 8 1 A0100508 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:13 2018 Page 1 I D:7chanXO WdZj5NfcYC2gEMAyq7A7-OvWpXBr3eFZ57 W n 1 OdtgmVzDAACZh DeOta bU eAypyga -2-6-0 7-M 2-6 0 7-0-0 Dead Load DeB. =1116 in 7-0-0 7-0-Q Plate Offsets (X,Y)— f2:0-2-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.13 4-7 >623 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 34 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 275/Mechanical 2 = 656/0-8-0 (min. 0-1-8) 4 = 64/Mechanical Max Horz 2 = 146(LC 8) Max Uplift 3 = -101(LC 12) 2 = -220(LC 8) Max Grav 3 = 275(LC 1) 2 = 656(LC 1) 4 = 107(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 3 and 220 lb uplift at joint 2. LOAD CASE(S) Standard Cudry•Heeteriweryllrrnirwt�'AI ioGTnnssl'uuft'fsTgauTntnamraTmgs(nront uRm;zaeca;.rCdEMi Ixm. Tudr dedpruevden tadldedsswllisLess oess Ls+iylfrLj eddx LtlurT.ieelsCi,1.Lfdeeue Se:4lszeess. Udessetta+isr ddd lorieIDg,ed7 i nulthrub,fosAM, isedtutteDD13 ie,dt As trim oeslp 6petrji.e,5gnitltr 6Nue;rie mdn etyWapeeds urmpram dUe Idissiud m'sttrhelespuvidaf3!Iltlntrdtitke v4dms opm fell nowt', outu -l.Tter:s g+nsmpltandaposdnx., sdnlllrt Anthony T: Tombo III, P.E. H.H. sTatS-1W&IlsthaspH!I1"L1.O'—A.O..sr0.'IadtgldltieWhethupr,.1dterdffun(,m2!W11,ladlaSrW,,dMI.neq;ndd11,TOOesrnreentadrieTass.'vdesutF9d4LRge mW[rueeldk,irjA 14teempvidrd 180083 ' de Mfeggesm�eMts4-eMt. PRmmstio?4ttei 'dhepeonesodpiddnnFlit! 1.1(eEpugstltlfttl�'aEnq�rtNl{(tde)InFJSI(rtatd`Jma1vtr."Fd TF}IkSpi�:lnpfl5!SaTet[eddyind'13IIn1Dtd(16.I:n3Otl.'�5F➢�a®dT(sStYdP11h!:f;R'Rtt 4451 St. Lucie Blvd. t#tMaddiediparaoted erretd ap,tiewmiryhdl ror.n isdad. 11e1nss C+ngSEryheer is .IGT ek rd�Aa7 ontpner,aTnss STs+sa Eyhm r.ar6-tl9sp. IW tepi;dasfhms nemidveihnll. Fort Plefee, FL 34946 (eppigh102016A-I Tied Trusses- Anthony LTemhoIII, M. geprodudiond1hisdocument, intayforoyisprobi60edwitheulthe written pernissionfrom A-IAeof fusses-AothonyT.Tombs 111,1`1 Job Truss Truss Type Qty Ply A0100509 �155 J7P Jack -Open 6 1 Job Reference (optional) Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:14 2018 Page 1 I D:7chanXOWdZj5NfcYC2gEMAyq?A7-s64BkXsiPYhylgMDyLOvJjVNPaVHQfuY5EK2AcypygZ -2-6-0 7-0-0 2-6-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.20 4-7 >408 360 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.17 4-7 >489 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP LUMBER- 1 TOP CHORD 12x6 SIP No.2 BOT CHORD 2x4 SP No.2 BRACING- I 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.1 (lb/size) 3 = 275/Mechanical 2 = 656/0-8-0 (min. 0-1-8) 4 = 64/Mechanical Max Horz 2 = 146(LC 8) Max Uplift 3 =-115(LC 8) 2 =-317(LC 8) 4 = -51(LC 9) Max Grav 3 = 275(LC 1) 2 = 656(LC 1) 4 = 107(LC 3) FORCES. (Ib� Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=24ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-610 tall by 2-M wide will fit between the bottom chord Iand 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 115 lb uplift at joint 3, 317 lb uplift at joint 2 and 51 lb uplift at joint 4. LOAD CASE(S) Standard Dead Load Defl. = 1/16 in 0 N � N th tV PLATES GRIP MT20 244/190 Weight: 34 lb FT = 10% I zt dg-r enth ntdt rrehn t# sa IaDE nDSSS; fttdPj 6Esg}S IIINS A Eo1 �ncls EmDut ins; rarDa srduMr It z re ar dtvya rntodm matt a exec nr�sinst one �r..i,91rr� t!#imuEi.r Ewa. Et.rdee t u snte t nt. udtssa�.at ndd not roD.nq offa"'I.kssbilk'AhruMhk'sltAsIIfniDni;tEtptte(tt.sucidir#pu!;.ta:rdttan,EDrepmttlsnsm}ta:eAt#pd!ulatd,q'te!Itgugmililatb,11ewntflusetrotsilpn!rrClitillDttlJ;tidtfitl.lrSdtsPsuap:rclntepnt6nns.snalDr.7 Anthony T.TombalII,P.E. ¢d nt fts tmshr ag 1A.1 is urhd d ht lt43a :: ndth htd IA .9 I. nd MI. Ht ginn; dtst 1U0 tad n.tidA ne d6, ims.W dgkf A. wqt. hshD6,, nd hn S sShc4t Ea ngmsBdard i ,#F.tllz Des tr4(tcxat!. AI!massawt:ct#1DDndt# rmlrcnms 1�lnsdiL•pud,t Eca wlSrtr ln.'mm�ln;AE Ilisld5 1nMS1EAvn;dn rtd'n nd Amn_TPrlatictstltns SIIailsnd4:tsd!ltT,nt[nti erinsJts Fe a-tlCtd lR5SpD1At.^.P!N,n'tt[ a 80083 s 4451 St. Lucie Blvd. sEe�iu ldirtA dpaitdxa agetd tptir vntlglydlrert:ts lt�thei TAeins Crl�Est ven l;AOitrAa4aA Dtt!)aa ni�as SdYta Eage:erimi lailA>3 Wtg�tdatd h;mntct 0daelhi111. Fort Pierce, FL 34946 UptTdghf02tt1AA-IRoef cusses-AndonyLlembo111,P.E. Feprodu!tionofibisdommal,inanylarm,ispiohibhedOhmthewdflnpesmissianhamA-iRoollmsses-Anthonyl.iombolll,P.E. Job Truss Truss Type Qty Ply 73155 J7PG Jack -Open Girder 2 1 A01;00510 Job Reference (optional) A - Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 8 09:49:14 2018 Page 1 I D:7chanXO W dZj5NfcYC2g E MAyq?A7-s64B kXsiPYhylg M DyLOvJjV OI a'YfQfuY5EK2AcypygZ -2-6-0 7-0-0 2 6 0 7-0-0 0 N N M eV LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.10 4-7 >863 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.12 4-7 >708 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 34 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 259/Mechanical 2 = 611/0-8-0 (min. 0-1-8) 4 = 60/Mechanical Max Horz 2 = 146(LC 22) Max Uplift 3 = -115(LC 4) 2 = -365(LC 4) 4 = -51(LC 5) Max Grav 3 = 259(LC 1) 2 = 611(LC 1) 4 = 104(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=24ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; porch left exposed; 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 115 lb uplift at joint 3, 365 lb uplift at joint 2 and 51 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)136 lb down and 235 lb up at 0-10-15 on bottom chord. The design/selection of such connection.device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 2-3=-90, 4-5=-20 - Concentrated Loads (Ib) Vert: 7=97(F) Trapezoidal Loads (plf) Vert: 1=-116(F=-26)-to-2=-90 Gnilq • rle3utiu3ryHT rerhnik'aa rpor nns:s l•sruEk'1, sEr;keE TEIN58 EDF*iDCNS (US10NrBLREI'j d(nOGL@i31fICr hsu, rer4 hip pet-ftm uyreded>.s a ININS1 Des'P 3'Wg(tr4; ere N Ask"fl. EntkeU3, r.E Idneme Ax!ts T tsf. Ueltss ow—M odd 114M'%' 1BTrkature,prlesAttlisulE b UDt3iveltIse Duirnfrprse.(Ir,5pr73Vr4nu:rrnre3luoTIDUrgrumsuuupaa3dtS3paI3w33denirm,uqusitllrtp�rtleirsga3dttesre eTnssdrp'aeiroMeEDuadr,wraMI.7ki iyonuup,res.b3lv7<aduws.srnci,irt AnthonyT. Tornbo III, P.E. ea uedrhis Tu3s4rlqrdllDyulkuqu!ititDTdHa O.iu,lEr D.visetr.'urd e;<Sllrlk Tulfny OtsiE3rr,mtse urhddrtt U(,d38Ea111e ISr�ealxrnll ud lECl. tlegnrcdlk lDDwlmaddue lltle Tnstud3liaP.adq. sksgr, ushlidirl urtn,ipskiltkh+u!ple :ifid z80083 ' tGMYxyDIS s'w1Ere;ldl:.La433tieriftlkrTDDe361Tp!�i[ISaf:y3le'Ile{IIIIrEnlBqrersramSd3glar:�r�a;iOfTrNi3Wr}i?IrdSlUrte:deerel!xprm! dar_1plflNns3r:upra'63siesrcfbt'SC�rTI333Dtnj3H.T:K3D33'�tJpiltltaETfi33f7iflEltnr!ll;Rr33 4451 St. Lucie Blvd. 1'leMse lSfild ETa09rea eyrtsdaHluvnUq kpol plrtrs im[,IeL Eke ius CesE�Egiuuls AGT"we Eiidar Cn'�aer,xTmsSys:es Eyilurr: mrk.d&3f. rE y.,',:a3dtms urmadaee,alrtl. Fort Pleiee, FL 34946 (opyrigh102016A-1Roof husses- Anthony I.TomhoIII, P.E. Repoduction of1his document, in anytorm, is prohibited without The written permission hom A-] Roof Trusses - AnIfiDnYT. Tombo 111, P.f. r JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55' psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 I I Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC I Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Q 75 0 1 ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) I'sveyttiros: �agi7mir`ek7A•GJj ihii9RGifj6€aiUi717MStICtIk1�cS.(D:79MrEm�'jdb�1'dt(a i:fr ti .�Jesiptcrxras mltadmkfw'to[ItratDaa��'*a1;T4ad4k�i.hm3t „,t.E.lrk+xe3hsi(;ilr rx.6et4�tt�s'�dr del{8;wtl Xdltin a;Iws si isisedbrYulD"alea ...l ilnss DEsataiiki .r{e 5pwtt}Ealu:a; rtea nay,trPteTeseusnsmyrae al etsdas�ina!efgiiee^a7 iesiislFSy lrtPoe ar:i7ralNfau�e7ma aryaMma+ff&e3,. re2a7at. ile dit nss (iru;btluy cmi srnsst?tas:(r7 .Anth40 7`: bfbn IiI•-.P.1:. �rsdsstttfs iras 1[rmlal.it115 �t n+.pmA,dj al'zd n tM C.erf caLaruWgz?reMtwldat s aa,iq lw Wa!ata?rvW IX: iniMfalFlltmt adt red fi•1. iat r€hrerdttra T.AMta�ye!dau�aiTreu, w'ro la ataueletBrn rraDkrsq eEdlbne n[µetdiDy> Y S0683 t Ca 4a(dap€rsgrwa9,crorr, d safsrta!fntkl¢9rWdekot e; mtp.lebetd elaligLapee&Sdz;.htcs.u'IUI'N1.. Ezif$mEsXfAmh7moadf:7 rdirt€ara lf�ltlFau?7e)tc�srver'lnard isijtsttisl?s;0e4'°••s�u+ut4 q+C tttcidhrt NaaAt�mtt: ,§it 4151 St. Lucie givd. �esfe'6W trr �irwm�tr4tica em a•rtd T (au Bm€r+x rb f'ukdne[nGerpt lrut�rrEnpaieWm baldat r vlTnae t?id�utk]f}!FOit Piefcc, FL 34946' i{0ptlflpbl�Ltdlbdl RCDI]resses Aa>1!eaplaDe�nlU P.l,�Appradud<aDat lEbstawrsdr4 in DI3}']dltil3 PtObIklledyiftDDlibe WldK:dPDfmtaSleDtiCmk�lfoDtlyd7ltS�d@tbDDYI. TA'DCO ]iQP.I; FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I STDTL63 + ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD HORIZONTAL BRACE (SEE SECTION A -A) A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 TRUSSSES 24' O.C. -- i 1'-3'MAX. - `\ DIAG. BRACE AT 1/3 POINTS \ IF NEEDED - IT IS THE RESPONSIBILITY OF THE BLDG. \ DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \ TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. END WALL 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLDCKING; WITH (5) - IOd COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED 6' D.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE-7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / \S / URAL TRUSS 3TUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. c JULYI17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS. A-1 ROOF TRUSSES 4451 St. LUCIE BLVD. FORT PIERCE, FL 34946 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOF ADDITIONAL PIGGYBACK TRUSS INFORMATION i I i I I I SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. i I I ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. �€wswj�hrzstsmc?yNlm�ev�aal'�tikFSf:S;'34iU1't.Girf9atEEli464sOt lk?4:pSSip!t{'t.iijxt6ii§2f�aF#Tba, fei�ae+y.tvowanc�lirafes�amda+:a.s€scy�Me.+eTt pt?d3ee L+iki+.LtcalaiA.1[ed+escUer.6ila ec, Axesi v:4erg �an/�lCp:ets Cw lirwnup` sstet:ts+t�lkinrrn:ate, fitt�,sstast�F a=«(.usW ryrt3?trc �isEdmm�tn2ip,rt aaaj aletnrpd,sv d saray:rats:rtel4scrste; a�;3at j'e rucs,Mw.l i P s� i€°.t!iI.7itdst�aias? Ymi, #ya ari r��ita� Anfnony T,. fombo fl3,..E. t maxudEiltTsnt;aCmr9gisas ss#mu5-gs!fna..9oae Ri m.rsea4rerfapsaM6�daa�Sacyri.mimstat �iiC,MI6:cl4sipit+[tnm uM a�flTt-ihsggeidsl is ih s.M®ttf'dGilross,aAMiyl96.;Ix:iugs;csaT�cradLsroe siestas as:suos�3:ayd. ;&0483, Ce',HsaMs. rttf[nhttae i."-mattNarJar u�7C§aMFsi"s ta?d{i4.4asiAeba?f�y (ssayn $4n6P+2dRnaan3C4 pAtcf:-351Rsad5F£F asz'�eatlsai{:r a mit 7i 9taucl+tM.7 ktatta�d�iart,9tTro�sisipdr,£irsi0'r'>'$i j9tNPayrtSf Y.II4kNR,wz`3if 4451 S" Lt3{le Olvd. sSnxu b,'n�lyreaaa ayifRuas ir�;t{#ya aanaal,�iKrtr�r�orE:�y sssy�ae[r.-i:•a�abera�;. �isi� ac�im,c�ayn'f7: Fdri°Pleree; Ft 3454fi t(mGYsig5f�7t166dpai"itsses•Aattony€,daabmllb,Y.Elepteddinn016bdosueseaI'm arry"etmisPic bibltrdwobotytic w7roenpenrsssioNhomA4katimsestAs'hcnyT.Temboyll,P.E JULY 17, 2017 I TRUSSED VALLEY SET DETAIL -SHEATHED I STDTLOS I A-1 ROOF TRUSSES AAG4 CT r 1 f"C CI VIM FOF GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. I I -E END, COMMON 3S, OR GIRDER TRUSS I TRUSS CRITERIA: SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7-10: 170 MPH NAILS 6" O.C. MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4" X4.5") WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A tisce}��rme�+pspit.ae.rc"�.41}g0!`:1ULfil"`Sr11il�.4iery?H}I1UA20.�11}1gt6S7Jit�6€stis.teale�G?�?3T'!•rn [eralQr{.gyaanelerrw37e:1a}&rw:>isa.assgtNpiuvrm}iflpJmli~;1,�eafi.lashG%L[,}9raar�tNsttaeect�iesiofles.-,�sstzdw}sEtDO,�ssl/ ettlmgar a,'+11Sa«N�'a175ibtTC413Haril.lsett}Eis,aFgIa»ndww=7Dgigntrc=w«a.p ta6u4p a4mr:agaaiv}n<paki/zr�+t .d+es.P�lti hixsa, mm9V 4rsf r?sl.,C>tfw}eas a{n�i;lsil� ms;siu Anthony T. Tom6o 111, P.E. p.anxxk�4,r'iy7}l mdau e(egirxa;M'ral SasFug Ls<i {ts}as P�gilar A.zrt, ensw4i3gf¢p..wEa er'!a}}4iraet.vlly tamartelfaslL;r4 oflne9i<eliad�r.}l�raiii}I.t.T�cl s@weer:@ef wtmNautflhums,6Cr3s3ir�k+fap xa^taskt�6 aeSlrcrtJ vdl4ttbtlnjsat l'fil BD083 . k}p'!o}g1s}ufaal [ixner#i Laarats titpxtu E37odstaliuK:etdg ia;Atktw r3 fryrkAStilf Sdmeal yk'fQprlGftt~i5}T.tf�Rd4 f+e itaiiflhr}mxst }a�'a¢. tt! dsixn th ias¢rsutr �esed 6?iasaidx trace "AntsM..;�is,*atcaa'1mir imm'.; is 4dSl.$t. �telCldY�f!iVd. s iaa+nct u36rriry.cei>s"tdre}w er kra4}annreisiied. 76atrnstxiYif 7aetr s6gi AeAdllag Psipej einri+p�erhperdmflw"Wg. tll tcytfa7cdh°af �eadlirtroUlt E Fort Pie rCFL; 34946 ,6pyt-gFlS12016�•1Rieilsysses-Aildospl.TawbDM P.f, irprododioeoftti4drfa",rsoUiawylalm;upwaFti}edwMudtlewrilkRFel0isu>oaamA•Ifoilfmsus:k6ofyLkedI101 k' I FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 I GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL •A• o 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. ' 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT --- .......... - _....._ � TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772409-1010 TRUSS SECURI W/( VALLEY TRUSS (TYPICAL) (NO SHEATHING) N.T.S. P r2 BASETRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS (TYPICAL) 1 I// SEE"A' (ITYP.) J I Lg�� LI1 WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS#2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (1/4" X 3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. kew.��Ciwus+ro�i, d�'P-I��ltl�SrSr:S:i1J�ElR71.iE4�'i Ef1P.d1 �ftStOii$'tC�fl1#t[RCA'f3i�:dt`kar ir�ry ir�{speraari,•_f mdardmfi aarM�>�ss6is+�tes cP'Ib9'md�M.tF akn'a#.i��eraSkttkAsi ae sAless e5xsisess�.dm4+rT:D.sdr d ri tcmr f,l�s deRN utSstiiT hi':c4d;.laairsss9u, iqt iKr ?p s'y;q:.e;rt�u�cessj.iliicjrru�smu:rµ>ts;2tna pohsnmeap s+ r.pes3�: tvmietuyadtl�sg6LHcmp rrwrM r. ±e'h Jr: ind. Tea idi:�:aa>e}r ;Sd ar�i m[.u,rlity. An:heny T:'Tcmbo 111, P.E. a�inr,its inss5 n ipd:gis 5r,�msi>im,7a�4"m,,aaC.et�ssil',a�da�cartlt 6oleq;xu�sr,m6a nc+aeiie lP 9il8t:alre isxdd�u y n'umttrbt t�cip�,almrt�,d Mf�rin:dme r,ss.��r-iikP',&ne.suga'asazi»+ul+xrcP vs:?e,mm�asam,a r A0083 ' �s b3L twA s9(�rrnie a:,ass su a>;idsti?,catb,rttt r>or�pablsces kai ror¢rrsre¢3tu4¢xaaim }C ,aWss•15!(w,ud Skieertna:sl6rg rnrpxSei,,7tl,rtaa3Be rapA,apanad Mxs�s,fmss -�mr>UKs k, s.'.o�mie!iressli�eic'�tr:v�ass 4451St. Lude. Blvd. 'cs�rsi le?.�a1,f7 [faux agesi i}ar�+r�rgMc�pcsrs adnl ipsL es bea�t�ucn .tt # et Cr p�es.gim sim•sfepreuw mt 4asaaq FTi 1A�ePhini area;FfiarP�a'i'!: Fort'Piet[2a R. 34946' � i,dt�110i8A-iiAdTdasses.AnEkor,.Tiea6ofliJP.EF=. oiuchas.itEis6a:uasaeta:ea fas�.ts rakilbedivihcNtlewr'stten sa�ss�s'>omA�lina[rasser;kotkaz TTomFn€G;P.=-ifcpyT• Y� W Y P. f" P' JULY 17, 2017 E E.Vt,. %jl— LJ Vl,I—[—" E ` L- E `" E /-%IL- (HIGH WIND VELOCITY) STDTLO7 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VP SUPPORTINGTRUSSESDIRECTLYUNDCICVALLCT IRU.I.JC.I. MUJI DC DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10* ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. NON -BEVELED BOTTOM CHORD CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH FBI CLIP MUST BE APPLIE THIS FACE WHEN 1 EXCEEDS 6/12 (MAX 12/12 P G Sw.ia11I. D.(� 0••.�.dnri�ns.l.IFi�de,r•.d i•.wt.•. i•m•LiFuaA ritlr•IrAa T:.Iru10'L' Anthony T 7orr,6a 111, P.C. 50083: 4451 SL Lucie Blind. Fort Ple(ce, , 34946 i :13 FEBRUARY 17, 2017 STANDARD GABLE END DETAIL STDTL08 VERTICAL. 2X6 SP OR SPF • STUD' #2 DIAGONAL �! TYPICAL 2X4 L-BRACE BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. (4) - 16d NAILS 16d NAILS i, VERTICAL STUD SPACED 6' D.C. (2) 10d NAILS CI INTO 2X6 2X6 SP OR SPF #2 � SECTION B-B 2X4 SP OR A-1 ROOF TRUSSES SPF #2 TYPICAL HORIZONTAL 4451 ST. LUCIE BLVD. BRACE NAILED TO FORT PIERCE, FL 34946 2X4 VERTICALS 772 409-1010 TRUSS GEOMETRY AND CONDITIONS W/(4) - 10d NAILS SHOWN ARE FOR ILLUSTRATION ONLY. SECTION A -A DIAGONAL BRACE 4' - 0' O.C. MAX. I SEE INDIVIDUAL ENGINEERING DRAWINGS I FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. p Q VARIES TO COMMON TRUSS TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAIL'S AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS A' ** (4) Bd NAILS MINIMUM, ROOF 3X4= PLY2X4 IBLOCK NG SHEATHING B I STD SPFOOD * DIAGONAL BRACING ** L - BRACING REFER / REFER TO SECTION A -A TO SECTION B-B 24' MAX. / 1.OTMINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. (2) - 10d 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. -- ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'LBRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR / BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. TRUSSES @ 24. O C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4' ',- 0' ' D.CHORIZONTAL G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH Gd,NAILS SPACED 6' D.C. HORIZONTAL BRACE TO BE LOCATED AT AC SPACED 4B' O.C. ATTACHED THE M DSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE - TO VERTICAL WITH - STUDSIWITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) - 16d NAILS, AND ATTACHED 7. GABLEJ STUD DEFLECTION MEETS OR EXCEEEOS L/240. TO BLOCKING WITH (5) - B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 9. DO NDIT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS IF NEEDED TRUSSES. 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L = BRACE DIAGONAL BRACE (2) DIAGONAL BRACES T AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12" O.C. 3.8-10 5.6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4 SP #31 STUD 24" O.C. 2.8.6 3.11-3 54-12 8.1-2 2X4 SP #2 12' O.C. 3.10-15 5-6-11 6-6-11 11-8-14 2X4 SP #2 16' O.C. 3.6-11 4-9-12 6-6-11 10-8-0 2X4 SP#2 24' O.C. 1 3-14 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. I DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH iDd NAILS 6' D.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER 907 OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. HORIZONTAL BRACE (SEE SECTION A -A) ENDCWALL MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / I -BRACE DETAIL FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING \\-A BRACE SIZE FOR ONE -PLY TRiSS SPECIFIED CONTINUOUS ROWS ' LATERAL BRACING OF WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 -BRACE 2X6 2X6 T-BRACE 2X6 I (BRACE 2X8 2X8 T-BRACE 2X8 I BRACE BRACE SIZE FOR TWO-PLY TRUSS i SPECIFIED CONTINUOUS ROWS IOF LATERAL BRACING WEB SIZE ' 1 2 1 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE f 2X6 2X6 T-BRACE 2X6 I L BRACE 2X8 2X8 T-BRACE 2X8 I' BRACE T-BRACE / I -BRACE MUST BE SAME SPECIE( AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS STDTL10 j TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR.TRUSS. Al 4451 FORT C NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY iFTRUSSES OF THE METHODS ILLUSTRATED BELOW. LUCIE BLVD. ?CE,FL 34M NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 109-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0131' X 3'). r ATTACH TO VERTICAL NAIBLS (0 31' X 3') BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - lOd NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0,216' OIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) a FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTLI I A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 08.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 Z 0 J .131 75.9 69.5 60.3 59.0 51.1 in .148 81.4 74.5 64.6 63.2 52.5 N M I THIS DETAIL IS ONLY APPLICABLE TOj THE THREE END DETAILS SHOWN BELOW. I VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE FOR LOAD DURATION INCREASE OF 115: NEAR SIDE 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60" 45.00° ANGLE MAY VARY FROM 30' TO 60• 45.00' SIDE VIEW (2X3) 2 NAILS; NEAR SIDE I NEAR SIDE NEAR SIDE I NEAR SIDE 00, FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISIITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S L7 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 vi 162 72 58 39 37 25 J _ 0 .128 54 42 28 27 19 F- LO Z OJ .131 55 43 29 28 19 LIJ .148 62 48 34 31 21 J J_. N Q � Z .120 51 39 27 26 17 0 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 .148 57 44 31 28 20 NOTES: 1. TOF-NAILS-SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. TFE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. I VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -116d NAILS (0162' DIA. X 35') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING OESIG�ER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL •!* USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW MAY 15, 2018 I TYPICAL 2X2 NAILER ATTACHMENT I STDTL14- y A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 2X2 NAILER ATTACHMENT GENERAL SPECIFICATIONS NEW 2X2 SIP NO. 3 ATTACHED TO OVERHANG WITH (0.131"X3") MIN. 3 NAILS NOTES: 1. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD AND PER NOS RECOMMENDATIONS. a,�a•ei�;esa�t,.,��i';�iaorw3utt�EitarfsauiEai�eiasoii�it�inuFctt+,�e,sacatt�s+twi��k r�at3i:+�E��mrsnc,�,aasiain�+t=:�c,»ca ��grruni�+r,�,r raAmar►:E,aaesass���r:;rxe ¢��,s,�«:+se;s�+��,IDo;wtl i �G.'�4i D; tiifrFi k+"i'ot!^ef teaat&J,asatniDegyMIquer EE,iM:al¢Egr±d Ri Ndna,iepreets.=zsagy♦tfaeal p u�m�tsz'r �eNspssd ;yry €a&u,�+d Re tl kins,a±ps4dn , ",�i (tsix rP,<kad,vlrta,+r'yiiras.Eretajgairtmysa bl4y Anth4Ery T. Toi bolll, P.t. natsis lUclG-srK iS ��rdi aatic.n,receu :e tctimanzc a iae � aax ct rs ti rcci r a« raa;rtt i,�gyirdai�r rara;rzua,ear�r u w utms ysr q�a�7a� r g s t6e�t"..y sa a :. « 80083. mtaaa�i aa(�n,au r a'ia t�ttft Bey zsai ;$idttizt�acprany«ai n fr�wScesia rzs35trho4shsau auth sarcQ mn ltil ,itkaes�ai wsadi�usd aDs,,trs n;iricr»se,r ai�tr"saa r ,c „s.. 51 St. Uide Blvd. seeassaty, s aaaa�4piasxey+a t�rTmsstr*aw nslEaeanren$:enimst3�ntas�:gmsb,,4u,fztrsmsencivEaN< Ftirti Pierce, F(,.34946 � iopgtilM�lUldkl'BaulTrastas•t1irlaeyT.Tom2nl7,Q.[.l:ep�vAiaaofalrsdamreci.inaapiarm;iipro5r6aedK�uerthtrn�IfeeQatm'sssiaalmmA�18as1Tresus�Art�OegLToaDa1C,'PG a April 111, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS i (4) 12d TRUSS 24" O.C. I UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES STDTLI4 (4) 12d MAX 3011 (2'-611) 2x6 #2 SP (Both Faces) 24" O.C. SIMPSON H5 iceiq.paw Oan,li!rni» R«'L BC9i itlinjBjYeifi }:6fiiLL;tiW Bt4,aNBi�rDYy^Wr'tYpBiB,taf::vMfltf' Wa. fx]j/nip (n,aalc: sB�MMn r �t an+rtm?..sBtC:; w! tL ibw, {. "vat«46.f. Bdxvtfa,t&!., e«. U,ini Y:7Ne+weaw,ime[>kx`kak!x a« p bNgM. L,7 aD,xiptsy.. e� c,frr ryfrraswn tb wt miDDrq wnt w:rya:edn id, s 1 ,i,mq rp, "gfaM tgrEM tagi it t d+,uMaatf.DN wL ltld, tbki��asrrs, w.eai tt'hd�4y,/�%DSi,st4tgi'+mF]M,w(Btqwtrj�wsnmuaExxpr«M,,nlHga+tRn_nspn[Ne>.sM�te6:�t9r.E:dtRt9eD7w.:psnb,ereD;�cJms aa,'b:BeasqlJdp%km"Nbtrnli0kn&^dm}ae Kkkite`LWBgsdRCa@gwDwthe.eatbt(+mnk<w.akin.l76tseCBidtl14+d4r-1(4ar 3IeStaa�ew1txBwan aiEer, "tppngtd„yrmneesh6i!ett#BxiwE1«4',i girar+6sMrs,.w4'7Lth1,l'iOBBlGstxs. xREptaDuaiandf?isdamrcp9acny .aff mto,lrrrtA,aratSddaffitestw:n6 it.t6mutZdx�,aBw7sy+stbt 6A; sstira,v:, .Iqs«:nhlClarfam�vEr6p6 tera;ispmkiSla�withaal tAa rtittec paa;issibn lmab NaatiieBurAa6aapT. Ts.?bb lit. P.E. Anthony T. Tombo III, P.E. c 80083 4451 St. Lucie Blvd. For Pierce, FL 34946 FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 i I DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 157 LOAD DURATION SP OF SPF IHF I 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 I 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 21251 3187 38 57 42' 3169 4754 2900 4350 2451 3677 25111 3767 44 66 48' 3657 5485 3346 5019 2B29 4243 2898i 4347 s DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C. •10d NAILS NEAR SIDE + 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL! TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A,'MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. k FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XG PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. I! I 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND, HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. ! TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. J REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES