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HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 �CaNN� PH:772-409-1010 BY FX:772-409-1015 St.LuCieCounty www.AlTruss.com F�PR14A PR -QIR !.ON TRUSS ENGINEERING BUILDER: RENAR PROJECT. MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT.97 / MODEL:CAYMAN 1763 / ELEV:B1/ GAR R JOB#: 77367 MASTER#: WRMSCMB1 L15X10 OPTIONS: NO OPTIONS Ja*A-1 ROOF 0"' TRUSSES A FLORIDA CORPORATION RE: Job WRMSCMB1L15X10 Lumber design values are in accordance with ANSI7TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: 97 Model: CAYMAN 1763 Address: 9804 PALM BREEZE DRIVE Subdivision: City: County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017frP12014 Design Program: MiTek 20/20 0.0 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 40 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 A0119489 A01 8/30118 13 A0119501 B01G 8/30/18 25 A0119513 D01 8/30/18 2 A0119490 A02 8/30118 14 A0119502 B02 8/30/18 26 A0119514 HJ5 8/30118 3 A0119491 A03 8130/18 15 A0119503 B03 8/30/18 27 A0119515 HJ7 8/30/18 4 A0119492 A04 8/30/18 16 A0119504 C01G 8/30/18 28 A0119516 HJ7A 8/30/18 5 A0119493 A05 8/30118 17 A0119505 CO2 8/30/18 29 A0119517 J5 8/30/18 6 A0119494 A06 8/30/18 18 A0119506 CO3 8/30/18 30 A0119518 J7 8/30/1& 7 A0119495 A07 8/30/18 19 A0119507 C04 8/30/18 31 A0119519 J7A 8/30/18 8 A0119496 A08 8/30/18 20 A0119508 CJt 8/30/18 32 A0119520 T01GE 8/30/18 9 A0119497 A09 8/30/18 21 A0119509 CJ3 8/30/18 33 A0119521 T02 8/30/18 10 A0119498 A10 8/30/18 22 A0119510 CJ3A 8/30/18 34 A0119522 T03 8/30/18 11 A0119499 All 8/30/18 23 A0119511 CJ5 8/30/18 35 A0119523 T04 8/30/18 12 A0119500 1 Al2GE 8/30/18 124 1 A0119512 1 CJ5A 8/30/18 136 1 A0119524 T05 8130/18 I ne truss aravnng(s) rererencea nave Dean prepared by Mi Iex h dbetnes, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE -.The seal on these drawings Indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSVTPI.1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documental provided bythe Building Designer Indicating the nature and character of the work. The design criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or specific location]. These TDDs (also referred to at times as 'Structural Engineering Documents) are specialty structural component designs and maybe part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional Anthony T. engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer Is responsible for and shall coordinate and review the TDDs for compatibllity, with their written engineering requirements. Please review all TDDs and all related notes. P-wl eW 6-'tec,kct.t;1 &dtv�50yz Page 1 of r-G LCL PC'kO0i?1e6— .A A-1 ROOF "TRUSSES A FLORIDA CORPORATION RE: Job WRMSCMB1L15X10 No. Seal # Truss Name Date 37 A0119525 T06 8/30/18 38 A0119526 VM03 8/30/18 39 A0119527 VM05 8/30/18 40 A0119528 VM07 8/30/18 41 STDL01 STD. DETAIL 8/30118 42 STDL02 STD. DETAIL 8/30/18 43 STDL03 STD. DETAIL 8/30/18 44 STDL04 STD. DETAIL 8/30/18 45 STDL05 STD. DETAIL 8130118 46 STDL06 STD. DETAIL 8130118 47 STDL07 STD. DETAIL 8/30/18 48 STDL08 STD. DETAIL 8/30/18 49 STDL09 STD. DETAIL 8/30/18 50 STDL10 STD. DETAIL 8/30/18 51 STDL11 STD. DETAIL 8130/18 52 STDL12 STD. DETAIL 8/30/18 53 STDL13 STD. DETAIL 8/30/18 54 STDL14 STD. DETAIL 8/30/18 55 STDL15 STD. DETAIL 8/30/18 56 STDL16 STD. DETAIL 8/30/18 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 L 3.6 = 23 4x6 = Special I 1 1 Run: 8.210 s May 18 20181 IDA A .110 1-77 1s.o-11 a4 z� 4 3-7a 26-0 4>•1 s 5x8 = 6.00 72 Sx6 = 22 2x4 II 17 2x4 II 1 7x14 MT20HS= 1b 15 Us = 6x8 = Us = AO11 Dead Load Deg. a 518 In LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.71 17 >641 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -1.30 17 >350 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.76 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 234 lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2'Except* T4: 2x4 SP 2400F 2.0E BOTCHORD 2x4 SP N0.2'Except' B2: 2x4 SP No.3, B3: 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 `Except- W3,W5: 2x4 SP N0.2, W9: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purins. BOTCHORD Rigid ceiling directly applied or 5-0-0 oc bracing. WEBS 1 Row at midpt 15-18, 9.18, 7-20 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min. 0-1-12) 12 = 148210-7-10 (min. 0-1-12) Max Horz 2 = -138(LC 10) Max Uplift 2 = -347(LC 12) 12 = -399(LC 13) Max Grav 2 = 1482(LC 1) 12 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. ' TOP CHORD 2-3=-2716/1647, 3-4=-4515/2570, 4-5=-4439/2579, 5-6=-3690/2112, 6-7=-3643/2109, 7-8=6247/3440, 8-9=-7597/4126, 9-10=-2076/1389, 10-11=-2156/1372, 11-12=-2692/1630 BOTCHORD ,2-23=-1305/2374, 5-21=-257/518, 20-21=-199914064, 19-20=3014/6320, 18-19=-3774/7833, 8-18=-1026/2283, 14-15=-1299/2350, 12-14=129912350 BOTCHORD 2-23=1305/2374, 5-21=-257/518, 20-21 =-1 99914064, 19-20=3014/6320, 18-19=3774l/833, 8-18=-1026/2283, 14-15=-1299/2350, 12-14=1299/2350 WEBS 3-23=-11561767, 21-23=-1464/2649, 3-21=-659/1598, 6-20=-168913032, 7-19=-664/1413, 8-19=-2642/1325, 15-18=-1088/2335, 9-15=-11051529, 11-15=571/501, 11-14=0/265, 9-18=-2924/5988, 5-20=-8131638, 7-20=-4291/2281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcurrenl 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 2-0-0wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=11b) 2=347, 12=399. LOAD CASE(S) Standard 1mtl.T.ma,ox,9�h¢n,.m•u rwrnmuflm¢'im<iu tamlcecmGamldYMVlmrn:urrbY l«hA�rlmtrn¢rm¢sm¢.mnnssmyo..evlln?ma+,mrl.mneutla.®s,ar „¢. ai¢v,m.mma„ame. Y mi,tmmmtiY.00Y,mbtrIPJYY�mi b,imlWp W¢u1L,SpuCl6uesAbutlmryIDJnPmfinYm4¢tlmPtlwtlAY¢'hl¢VUWtrItrNh,ptlMvyHukigtluplCf Cl.muP.LbhponaP+ClkgaCvµvai@r mn,d5a im,b¢1M4rq I,6memubW,d40mn,4oveitmuCdgSab161q eeiru,Ytr¢mltlbKMIcmtr MIaea4 benn.ThyymltlbIDAmvfea adbtmvY4rtq Y[iq,bgt Ym9mmmYmgJIDb4rtgsal3nd AnthonyT. Tonlbo III, P.E. ' trpng0¢Po1Gmm. NeStmWYtrlppmbiramsWpJtla¢Ym WYghymiS,e/Yavms,2A,pWPNgpm911c,n1, lY pmJpb¢n:l hfub¢gmlerltllevlCL¢, muYS,lmSRy+feymmllnuM.�,mn,.kn II80083 44515t. WCIe IINd. M.41dSNIi,fs6elspetl,p6�r,5glleryonY,YS hlmihvpFgamhipf4ltlYq!¢{b,ulm53imvf�heudmlbily NgLLimibv[mmItWYR1i. • Fort Pierce, FL 34946 fapP'ryM®1416A 1Iodlnvo-Amlagl.lomlPlryPl. 4pmladimohhisdommem,u Pgbin,ivAmh3dedxilhamthe trine, pemissrovhamkl lePlTnun AAa.rLh.! 1flJL Job Truss TmssType Dry Ply MORNINGSIDE WRMSCMB1L15X10 A02 Hip 1 1 �RENAR A0119490 Job Reference optional) A -I Meel IrUS ee, ron rlerGe, rL 3 U40, oeSlgn(w—a aruss.com Kun: a.Llu s May lB 6.0012 7x611 2x4 II 5x10= B 2U1a MI I eK mqusmes. Inc. I nu AUq 3U lb:oJ:UU 2Ula Dead Lead Defl. =1/21n lm 11 w 14 le US = 4.6 = 2x4 II 2x4 II 6x8 = 1.Sx4 II 3.6 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) -0.51 14 >896 360 TCDL 7.0 Lumber DOL 1.25 SC 0.98 Vert(CT) -0.99 15-16 >462 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Hom(CT) 0.56 10 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 *Except' TV 2x4 SP M 30 BOTCHORD 2x4 SP N0.2'Except' B2,B4: 2x4 SP No.3, B3: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' W3,W6: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 148210.7-10 (min. 0-1-12) 10 = 148210-7-10 (min. 0-1-12) Max Hom 2 = -126(LC 10) Max Uplift 2 = -335(LC 12) 10 = -335(LC 13) Max Grav 2 = 1482(LC 1) 10 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2703/1619, 3-4=4181/2350, 4-5=-4106/2368, 5-6=4156/2478, 6-7=-5484/2973, 7-8=-5430/2965, 8-9=-2056/1382, 9-10=-2556/1526 BOTCHORD 2-18=-1276/2361, 5-16=-190/256, 15-16=1553/3453, 7-15=-283/281, 12-13=115712198, 10-12=-1157/2202 WEBS 3-18=-1114/726,16-18=-1428/2649, 3-16=-492/1316, 6-16=-536f734, 6-15=-1081/2362, 13-15=105812407, WEBS 3-18=1114/726, 16-18=-1428/2649, 3-16=492/1316, 6-16=-5361734, 6-15=-1081/2362, 13-15=1058/2407, 8-15=1904/4121, 8-13=-1174/422, 9-13=625/541, 9-12=01330 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 2=335, 10=335. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight:2201b FT=10% hcql m,ryrymmab'11 rWrnr,Ief�lmsunmrm¢mwcmmll�la'Iw1�Oflmurrmc lMbwwwndminn.enlm,Rvpduqllraoae.4n.n.lmbnlLr,kv,wnM.en. ma,s�.rceamlokma.al mmaae,rims oIDtlaalbM1aemYN4lveu4+r4WWmaN•k+Mhgvymvnunmc,mumteauimaamPm�malwa%'WvVmv�trmm4ah,5.l^ssbmbnm194eh.NelnibLrpwaM.YeyaOe.lumlOA Anthony T. Tonbo 111, P.E. dned6u M,Y,RIaYalh6mpwEg46O.uctro+vt,abmdgn.miil6➢pvY®.ahmx„ddabamleemdl.Y.la6cl 114t lbFimlamaidg6nu,aLt,u. W9trl+i,aw. wmlaa.i,IdbbnWWlle 280083 rF,uyrn4,mromw..lou4maare.mo.amrm>a,mpWlau4mkEmbymnlnmYmeum7apyanMudnumreumlmpwr,esa lP.ImmtnNemv+ma1oaesun,hapn.tmsr„PUA=cmrrmxv,',®e,nb, 44515t. Lurie BIM. LMlmtlllafMeged,AiaarJprymgm,InYid.lElm:k,9r9'amitnlCelaMq X,pn,uNVSlmafipn EgMky NgCdatlbau,etdul.Ml. � Fort rwoe, FL 34946 [oppiAb®1AlAAl Footlnsses-AonaeyLlamdollLPi 4pmdoNwollOisdommem,aeglom,ispm4bnedridomMr rriveepermistiaefiomkllaltmserde�EoopLiemb IO,PJ. 1 Je{ s rA03msTms sTypeOry Ply RENARMORNINGSIDE 5=1 THmi 1 1 A0119491 Job Refer nce (ootionah A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu 5.6 = 6.00 12 2x4 II 7x6 // a 7 a 1v 1a 10 14 .- 12 3.6 = 4x6 = 2X4 II 2x4 11 8x8 = 3x6 — 1.5x4 II 3x6 &&8 11-10-10 i6-0A 19-0-14 22-0-0 2&9-0 38-0-0 i- 6-5-8 SS-1 4.W 3-0-14 2-77-2 &g-0 o_a.n Dead Load Den. = 71161n Plate Offsets (X Y)— r4:0-3-0 Edcel r6:0-3-0 0-2-01 r8:0-1-12 0-1-121 [9.0-3-0 Edee] rl4.0-2-0 0-2-81 116.0-2-12 0-3-01 117:0-2-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.39 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.82 16-17 >555 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Hoa(CT) 0.48 10 n/a ma BCDL 10.0 Code FBC201711-PI2014 Matrix -MS Weight:2241b FT= 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOTCHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3 WEBS 2X4 SP No.3 *Except* W3,W7,W6: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-14, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/size) 2 = 148210-7-10 (min.0-1-12) 10 = 1482/0-7-10 (min.0-1-12) Max Hom 2 = -142(LC 10) Max Uplift 2 = -350(LC 12) 10 = .350(LC 13) Max Grav 2 = 1482(LC 1) 10 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2701/1638, 3-0=-4183/2394, 4-5=-4111/2412, 5-6=-4198/2578, 6-7=-3873/2180, 7-8=-3837/2173, 8-9=-1915/1300, 9-10=-256311551 BOTCHORD 2-19=-129212359, 5-17=-265/347, 16-17=-1354/3171, 13-14=-1184/2207, .12-13=-1184/2207,10-12=-1183/2210 WEBS 3-1 9=-1 111/732, 17-19=-144212643, 3-17=-519/1323, 6-17=-791/1010, WEBS 3-19=111 V732, 17-19=-1442/2643, 3-17=-519/1323, 6-17=-791/1010, 6-16= 461 /1183. 14-16=-128813106, 8-16=-1494/3533, 8-14=-2174/826, 9-14=-721/619, 9-12=0/359 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=350. 10=350. LOAD CASE(S) Standard ymy.0meengVrmvaY'I113dp�R0r>OIa'parVVNXf 4[p[GIIf4[IfI0Y�1na'JIIrI[1VAJfRM-IAjMrylaua,rtolrtfMYMimslappeagfi[P,d Y1Mr11=b4111LamaWElfceu tlas6ialy aJJnblpB.aj 4ldaaarlxn LLSY,v1YbNpoYnq. AbLV IMp(gawps.fpwlfYg11be8ng1a0niaWcmaaQYlKvb]Aa%'alnymOC%YYe!q!QCa!e)elms roblpp,Ep.NnAtIYMpn!npaMgm.9ntn¢iY1 Anthony T. TOVIb0111, P.E. I Nmdbrmsbvl UVilVY,ryvvLOptlYpw.6!Oam'tefmQtl¢1vYlu'01pa¢s,sbmmatld@CYCmiEe4WlwYgnl,tlll4L lh�NtlbiWdw6H,!,QLrm�Wtylml.ymgt WVS-MMhry!IL'YY,npOil�Q # 0063 bWxxlMgadrnme. W @i,eaeatr64dYlntlaes W IeLYatlb YVgYsryvleilkam�llN,fHRId9fIn!LemtYlm2pxxx 4Flhrarsbrep Jea! W 6mtlbLrsf YvpeimsY!�Ypenallnublimv,vbs 44515t. LVde Blvd. AeaIv1641raf6NaF,d,pve�anlptllpapv Ytlrt WLov Yuyrgwv4tJ161tlkp1agm,ernvlrcaFgYvtlbbrp; a911v9Ya!v,rthbdvlRl. Fon Pierce,R X94fi (o bO101EAIhdTnuas-k6 LTmbanl,p.L Ll mdoYov o(eirdomme Pml 9 p m,ioavplmm,irp,oh5depxnhoullha xnnb pe!mirGoaAemA-I &dUnse✓AadmrLlemlo N,pi Job Truss Type OfY Plv MORNINGSIDE WRM8CMB1L15X10 �Tnuss A04 Scissor 1 1 �RENAR A0149492 Job Reference o tlonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.cem Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 3016:53:04 2018 Page 1 ID:ld — OOXyyT61Bi_TXot)wHHzefvK-aSAOMlg4Xs1 ywrT7k_V6x7LRbyYM3L17cMgWOyiczb 204 y9�-0 12-it-12 18-0-0 19A0 25-04 30-&15 38.60 Y 7.2.1 �1+ 1a-0 f-0 7-2-1 5411 I SOd 7q�- —F s-0-6 F s311 ^ 6.00 1— sxs 2 1{40 I = 5x8 = Dead Load DeFl. = 9/161n 6 5x6 G 13 Sx12= 15 14 Us MT20HSs 3x8 3x4 � 3.00 12 48 c 5x6 7 1.5x4 8 1 N 12 1 d NT20 7 101 3x4 C 1.Sr145�4 I 1.5x4 II 1.5x4 II Sxe 1.5x4 II 4x8 // 30.415 &tea &1pJ 19-0-0 &1-12 27.141 a-tI� 28-1-12 3144 2- ' 30-0-0 Mod Plate Offsets (X,Y)- f2:0-1-14,Edge], I4:0-3-0,0-3-01, f5:0-3-0,0-2-01, f6:0-3-0,0-2-01 17:0-3-0 0-3-01 f9:0-3-7 Edoel [9:0-0-0 0-5-01 f9:0-2.1 Edge] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) 0.54 13-15 >845 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.05 13-15 >432 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WS 0.63 Horz(CT) 0.64 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 205 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING. TOP CHORD Sbuctuml wood sheathing directly applied or 2-8-14 oc pudins. BOTCHORD Rigid telling directly applied or 4-7-12 oc bracing. Except: 448-0 oc bracing: 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min.0-1-11) 9 = 148210-7-10 (min. 0-1-11) Max Horz 2 = -158(LC 10) Max Uplift 2 = -363(LC 12) 9 = -363(LC 13) Max Grav 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4679/2796, 34=-4312/2515, 4-5=-3133/1773, 6-7=-3133/1773, 7-8=4339/2540, 8-9=4664/2815, 5-6=.3005/1785 BOTCHORD 2-15=2389/4236, 14-15=-1802/3597, 13-14=1797/3633, 12-13=1799/3634, 11 -1 2=1 8 12/3599, 9-11=240614248 WEBS 7-13=8181756, 7-11=-272/634, WEBS 7-13=-818/756,7-11=-272/634, 8-11=3281457,4-13=-8161750, 4-15=268/626, 3-15=327/476, 5-13=639/1239, 6-13=-638/1238 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt-Ib) 2=363, 9=363. LOAD CASE(S) Standard u yrc,.m„acymuva•I.1lxrnaseNtl�Amsuluurm¢meumlaxf�stuudcuwmmm iMnrPwwmd�mmn.mnm,u,mamvt�ro.+a.rAmrmnrtrm�m,acxra'. mt.,,m.mma„mmerr Y11,1 mIb,Y9bwIbYInOMNL 1,rho,lvq,IgmvN.IR.�ePvim,rvgR9nRvmtmm�ai00,ptlniletlYqumvingm02gtb4,@tl0"rylmsh'mtl.amPW.dviM.bbYpvvapnmYt9�vtnmmd Anthony T.Tomb01D,P.E. rv,lOblm,Y¢rNY�9kbmlwR:¢16d0,v,.MOed,rAMl�em H�1NffiT.a4mRnJ69G4brEebslHb9M,r0.L 1b4TMIb IWaImNNmA4LucliMF1s4m9eYrvRbmrS�tlIDfehnWmltltl r80083 bdY;rvrarOmo. Nvnm,av©lmrbpv�rrrWdantlbhO9r4q,wetlMrf5nmilOf,I{G,klpgdOflvekv¢dYrmtlPEmi RNCVCmImYunel6udtlim, Aapv,I:auMpf�rrims W6m:v,+4n 44515t. LUCIe Blvd. fe,NlfWlre4cmq,tlrpev�mg7dlp�v.tlrt ThinssnaP[q�hlnhraYglv�.vim,Sr9a6p,vemlklA4e�ml�veelRativllLl. � FOR PIe2E. FL 34945 fvn7irHO1576Al Ivv15vsus-AmlovrL7vmEv IIAP.E tepmdv4i®d1lisdvmmem,mvrylmm,isprdTnedvMemaemmm pe�sdvvbvm A4leALnulAmhvvri.7vmEoN,P1 Job toss Truss Plv RENARMORNINGSIDEaI WRMSCMB1L15X1OA05 Scissor rtY 1 A0119493 Job Reference (optional) N n , ".I ,ruses, ton nerve, ru .wsro, oesignLa nruss.wm mun. o.z i u s may Io zu3e rnnu o.nu s may la aul6 mu Inc. I nu Aug 30 16:53:04 2018 6.00 F12 5.6 = Dead Load Den. = 9116 In 5 5x6 9 5x6 1 4 6 1.5m w 3 1.5x4 6 3 7 12 w 6x8 = a 14 13 11A 0 1 a T 1 2 MT20HS%300 3x8 MT20 29 1 C 3xx8 . 12 3z4 r 1.Sri15J4 1.Sx4 II 4x8 1.5z4 II 5x8 3 1.5x4 II 48 30.0.15 9-104 194F0 27-1,6 2 1- 2 31 -6 38da 0. &11 &1-12 8-1-6 24 7 6.10.A Plate Offsets (X Y)— f2.0-1-14 Edoel 14.0-3-0 0-3-01 [6:0-3-0 0-3-01 [8.0-3-7 Edcel [8:0-4-0 0-5-41 [8.0-2-1 Edcel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.55 12-14 >826 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC- 0.84 Vert(CT) -1.07 12-14 >425 240 MT20HS 187/143 BCLL 0.0 Rep Stress ]nor YES WB 0.93 Horz(CT) 0.65 8 We n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1981b FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or4-7-10 oc bracing. Except: 441-0 oc bracing: 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 148210-7-10 (min. 0-1-11) 8 = 148210-7-10 (min. 0-1-11) Max Hom 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4676/2810, 3-4=-4314/2537, 4-5=-312911785, 5-6=-3129/1785, 6-7=-4341/2562, 7-8=-4660/2828 BOT CHORD 2-14=240214233, 13-14=-1831/3605, 12-13=-1827/3640,11-12=-1829/3643, 10-11=-1842/3607, 8-10=-2418/4245 .WEBS 5-12=1278/2430, 6-12=-850f786, 6-10=262/633, 7-10=-319/445, 4-12=-848f781, 4-14=-257/625, WEBS 5-12=-1278/2430, 6-12=-850f786, 6-10=-262/633, 7-10=-319/445, 4-12=-B48f781, 4-14=-257/625, 3-14=318/465 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=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-U wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI7rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=369, 8=369. LOAD CASE(S) Standard rman,am,Msrm..m•tuxrna,RNcalaewnA�Amv�ncmull�maluuaa;ur, m. rarrwrr=rwmd�am=.mrm,w,.Ps,.wcmwdm+n.nlaoarr.mmnn>nlr.... an�rm�n rea.amvy a1LLmtnb, a6hm11vble4YNilmLm EnphpeN.L�.'4firx-+im WeglE9nbuuM1omPvtlmPa�'dr9'+'4n9�m1�m1„g,Cmuye4,utgimleC,lOp,tlr.dv RA. ➢,MpenaPa:x Y[gvbau�l91 Anihoey T. T011160III, P.E. x4mEh'elmrbo/XYa♦Ymmra,A�abpna60raircd.lvl¢xvmlvV;Ovym,emrmetl4nl.NY.oimYtllaY iiu4tl0.t ib{mNtl0ID4daEbn,Obimcmlualimgmp,,m9rotadkNgdflbdrtp�0tleitl T80083 mM3g4¢pademax.aebene.tl➢'AMbP �M�+46hJRg69mtlMal�xtl.(ROWaMhI0tl9Gv,Mr-aJirpmJp4a:i lM1l Msvbugomi4muNbm P41m,E,upe.Lmlepf¢xvmlL,eYav'Nµaku 44518t. W[Ie Blvd. ramml8tlhrnxmmtl,wx.waharmaem,s r»laugv}0rm,bn161tlxq Wga,rtiml5R.a1+r.tlorkUq N�tlalbumoLtalelM1l. For Pierce, F1 34946 fopP11410ID1AA l Ioeflnueo-Avl6ovpLiomholil,rJ. teprtdoaior d0isdommrm,ioovplorgirp,ol3AedxAhoN%nnittopei¢isdeo6amA I teolimur AWh.yLT..h MAL Job Truss Truss Type City Ply WRMSCMB1L15X10A06 Scissor 10 1 �RENARIVIORNINGSIDE A0119494 Job Reference o Oonal A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com 1.Sx4 c 3 d1 2 4x8 c Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 6.00 F12 5x6 = 5x6 G 1.5m 4 7 12 Bx8 = 14 13 11 10 3x8 MT201-113> 3x8 MT20HS-- 3x4 c 3.00 12 3x4 Inc. Thu Aug 30 16:53:05 2018 Page 1 XX40RZSVVk-ep8gVL91g5RmEG6E2gyic= 1-4-0 Dead Load Deft. = 9/16 in N r' d 1g 4x8 a 9.10< 9-1I 2 F -0 02112 _4 9-1.9--0d ' Plate Offsets (X,Y)-- 12:0-1-14•Edgel, f4:0-3-0.0-3-01, (6:0-3-0,0-3-01. I8:0-1-14,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(L-) 0.57 12-14 >806 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.10 12-14 >416 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.68 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 175 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2z4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 4-7-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (fib/size) 2 = 1482/0-7-10 (min.0-1-11) 8 = 1482/0-7-10 (min.0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-4676/2809,3-4=-4314/2536, 4-5=-3130/1786,5-6=-3130/1786, 6-7=4314/2551, 7-8=4676/2830 BOT CHORD 2-14=-2401/4233, 13-14=183213605, 12-13=-182713641,11-12=-183213641. 10-11=-183713605, 8-10=2423/4233 WEBS 5-12=-127912431, 6-12=-848/779, 6-10=-254/625, 7-10=-3181464, 4-12=-848/780, 4-14=-256/625, 3-14=-3181465 2G1111*1 1) Unbalanced roof live loads have been considered for this design. • 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=369, 8=369. LOAD CASE(S) Standard rouo�lee,merry.n.m•uueriml¢PmurY�umuYcommlmmlaY�arymcnlesYtme,.r.46ww�db�m.mu.vYnpYmyen;dmYeenLbe,m.11Yaem,sd[Ymm mm,mo.w vm.Ymo,.) WeYa¢nlYMdAMm1Ym19pYYAtl,ebrubQ,l,(ap11.e,Le3ErYPve'�m Wngmrnxvm,om,3admpin9,tl,gxeNlnyMYIYYIny[msMOlnu M;lW,omlW ep.,ivALmmgevvPaf,bCgmSv; Wpq Anthony T. Tombo III, P.E. dadm M,„YgWf l¢m,vlu>YNldmmutm On,rae�mNd4xamm�Wd,kn.vmm4dtlm9lm L'.Im Yd MYTId,tlWL 1YWFlWdmID4mim&Hu,dm DutvO[AmtlIIf ®9,.emllSmmlNdAJ.-0Yb,uM+Ylhd '.80083 mmYgOnrmdfc,m.WvklsnWvmlWdmyxA¢volpnlanJ6dS' fn{amYE,rylMpp',�,ldlYd4lgdfW m„lu,auelepi/pdm RllN,m,ry,mdtlM, siYm[Rbnf d9r+.Irm,M;feyamWlmsl�vuv,aksf 44518L Lode Blvd. 4vtivltl,dhe4amq,xroY.AO>thtllivd�mrtlhb,udvP[gm¢rOtmmYq Wpa,vmnipofgbecmmlNy lo9mlatlwmve.nWhlM. � Fort Pierre, FL 34946 (opni1�07b16R1 beflnsses-/IDYovyi.7omho111,P.[.&pado4iwof0irdoamm,iodgtmm.ispm63eNYdhoNYexmne pemusivo6om A�I hdLvssn�AvnoerLlomtvlO,PS. Job Truss Type Ply RENARMORNINGSIDEA0119495 WRMSCMB1L15X10A07 �Tnuss Roof Special rtY 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altrusa.com Run: 8.210 s May 18 2018 Print: 8.210 a May 18 2018 MiTek 6.00 12 7xe = Inc. Thu Auc 3016:53:06 2018 17 16 "' 400= —" 3x6 = 5x6 = 20 II 1.50. II 3.00 12 3x8 s 8xe= f.Sx4 II 11d-10 21.2.10 23 2 Dead Load Deb. - 3/81n LOADING(psf) SPACING- 2-M Cal. DEFL. In (Joe) Weft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.44 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1:25 BC 0.85 Vert(CT) -0.82 10-11 >559 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.46 8 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 2201b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1,T4: 2x4 SP M 30 BOT CHORD 2x4 SP No.2'Except' B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepY W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-9-3 no bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 4-13, 5-13, 5-11 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min. 0-1-12) 8 = 1485/0-7-10 (min.0-1-11) Max Hoe 2 = -166(LC 10) Max Uplift 2 = -365(LC 12) 8 = -367(LC 13) Max Grav 2 = 1491(LC 1) 8 = 1485(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2635/1604, 3-4=-2700/1747, 4-5=-1822/1250, 5-6=-3652/2302, 6-7=-3743/2165, 7-8=4677/2738 BOT CHORD 2-17=1233/2283, 4-14=-313/657, 13-14=-125112421, 6-11=-276/340, 10-11=-2329/4220, 8-10=-2326/4219 WEBS 3-17=4671341, 14-17=-1125/2283, WEBS 3-17=467/341, 14-17=-112512283, 4-13=1033r798, 5-13=-413/69, 7-11=850r751, 7-10=01293, 11 -1 3=-665/1840, 5-11=-15952992 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=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 late 3) All ps are MT20 plates unless otherwise indicated. 4) This truss has keen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at Joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except at --lb) 2=365, 8=367. LOAD CASE(S) Standard rom1llmL,r!!limveb'41COi�6(8LLfr1aP,iLLN1i{rJ411lEtl(6TJe7l71YjlmC4laivlRlm PapP6tlpNo+ad,dole.b,im,bgi6wgllpC;dbLR¢rtletl,ElI14Nm9xIMnm. bl„da.6,m1YeE�1a.aY mutaamW,mxdermbm.namsw.A.uwenyW.mN-S=.-7r.#.lmuannNoimmwmo.wmubrM,wiw'+%'+1n4.®Imbf,vpaenq,lm,LYmleebmlcry.d:mt dtnPnveWwu9msv+tw 1 Anthony T. Tombs III, P.E. Neudmelm,6ralaxmlYb,uw,bWEhonabo.vt,dmtrA9l.n.x5'alon4s..e.m�eom W.mcdmmdMY�iMedlM1L lbiPMammpden E9u,abrmtetlW4Li,Mems9meltersi3SbbnwdaAa z60D63 0,daxgrnqudrm,m.ama,mmvblmdmpamvmWdoeemmuprgmmimpmnmvOfA;pwamgmdmloew ampmuWt+u rum.,anryezumnmmuebue,dvpx.lm,eup blmneflwr.�mu.xu 44515L Wele Blvd. ek.widad11e0seaendwe.marhdllvvaMM iklmikvyEga,nrabbxylaym,mlm,lpuantvxmrkffip Ing31 dvmnmlivablM1l' � Fort Pierce, FL 34946 fepi+iph107Pldkl lvviinnev-Axnvvri.tvmhvlll, P.L 4pmdvdve v104 dvmmem,iv volimgilpro10A1dxiMvnBe mimnpe�sdvv M1em A -I lvdbnsn-Ae0verClvmly N,Pi. Job Truss 7uss7ype dry Ply WRMSCMB1LM1O AO8 HIP CAT 1 1 �RENAIRMORNINGSIDE A0119496 Job Reference (optional) A-1 Roof Trusses, Fort Pierces, FL 34946, design@a1 Wss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 3016:53:07 2018 Page 1 D:ld_OOXyyT61Bi_TXoljwHHzefvK-71sX_2tygn7ZmNa2gtYCOrEo_9ZLjeiabK7iy 7A zo-11-1n 1W 6-1-11 11-1-10 W12' 1&11 2i3-2 3o 11 311 0 39� ndd 6-1-11 ants I &11-2 1-10.8 238 1 7.1-9 ]-1-5 1d 14 6 6.00 12 5x10 5x8 11 Dead Load Deft. = 3181n 5 6 4x8 5x10 MT20H5r 7 -- _ 4 _ 3x4 G W4 :.X4 5x6 1 to Oyy1 3 I 9 �8 5 qqbp 8 1 1 2 12 3x4 a rI6{2 r6 20 19 18 16 15 2x4 II d Us = Us = 3x4 II 3x4 = 1.5x4 II 3.00 12 4x8 a 8x8 = 4x10 = 1.5x4 II 2MI-18 2 6-1-11 11d-to 11 ]10 18-0-12 19-11 214-1023,32 30d11 38-0.a G1-11 411d5 6S2 1-10d �30 -0 0— 0�1 ]-]S 1-06 1.88 Plate Offsets (X,Y)— r4:0-5-0,0-3-01, [6:0-2-0,0-2-8], r8:0-1-15,0-Ml 19:0-0-0,0-1-12119:0-3-0Edgel 110:0-1-14 Edcel 113:0-5-12 0-5-01 f17:0-5-12 0-4-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.48 12-13 >957 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.90 12.13 >507 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0AS 10 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Weight:246Ib FT= 10% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T4,T5: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' W7: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc pudins. BOTCHORD Rigid ceiling directly applied or4-&13 cc bracing. Except: 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 4-16, 5-15, 6-15, 7-12, 6-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min.0.1-12) 10 = 1485/0-7-10 (min. 0-1-11) Max Hom 2 = -159(LC 10) Max Uplift 2 = -359(LC 12) 10 = -362(LC 13) Max Grav 2 = 1491(LC 1) 10 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2721/1649,3-4=-2695/1686, 45=-1883/1280,5-6=-159011234, 6-7=-3886/2415, 7-8=-4665/2990, 8-9=-4517/2737, 9-10=468912737 BOTCHORD 2-20=-1302/2377, 4-17=-225/587, 16-17=1222/2400, 15-16=619/1610, BOT CHORD 2-20=1 302/2377,4-17=-225/587, 16-17=-1222/2400, 15-16=-619f1610. 7-13=-518/621, 12-13=-1677/3641, 10-12=-2333/4230 WEBS 3-20=266/250, 17-20=-1175/2215. 4-16=961IR33, 5-16=300/626, 5-15=271/106, 6-15=1340/496, 7-12=839/889, 8-12=345/505, 13-15=-814/2158, 6-13=-1832/3531 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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) Bearing at joint(s) 10 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at —lb) 2=359, 10=362. LOAD CASE(S) Standard fveq'Ibapng8lmbm'AItlPFnm8fS01�d6R4LL N9Sra41111[ASf010!(IRRfIf WP,aieERm¢ Ie1fY0PNmmndrtf,omam,lm,bpBMyBlp•tlbhArytle,lA4rLhbm4a��Ih,e,. 0il7,Csm vSlum100.a9 Yr41mm1APn0ffih,Wbb➢pmhNe.lninmmM mpvpa•LeGIG mssSmmllmmrneeonWnJ4Phue,dWm`tlRnVmllRlYmkptlmseNmttkNMomIDe¢it,nfvmt lb NUPw%e4K9mSulvalmV Anthony T. Tombo 111, P.E. ¢ImpMlmvb,pl¢[ap5mml¢iQiNlimO,m.bOv�,etsttlg9nbkYegpuyw,fmnMpb�f.mr;dp,hmm�nleciRl.MC, ntlimiplolobJ,ntlbrmt�figkMY{�mgtmIDOEbml6nsyYIDhbngaJatltl 080083 ' bmxmempntlh.U.,ewnenIN —'We, "51 St. Lucie 61M. vsoxmlasph•4xmvpewe.&4Halawmpu mrwhuP[qm,tmlbtePryosgv.nrm,5snatgmcsmhmn mrsedvetrnmmltslnml. � Fort Pierce,R. 34946 6ppgM®PPI6A�I Wollmsul-AmdavpLivmbv W,PE PepndepinotnbAvmmev4ivaglv�m,ispnhBAdxAdvNee rritler pemisuve5em!-Iledinnm-AvAvvrldembl6,P.L Job fuss Truss Type Oty Ply RENARMORNINGSIDE WRMSCM131L15M A09 HIP CAT 1 1 A0119497 Jab Reference (oo8onal) A-1 Roof Trusses, Fort Plerce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek 6.00 12 5x10m 5x8 II 3x4 11 Ina Thu Auc 3016:53:08 2018 19 18 '" 3x4= -- 3x6 = 84 = 3x4 II 1.5x4 II 3.00 12 4x8+ 8x8 = 7x8 == 1e'159i-d' 2 Dead Load Den. = 71161n LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert( 1) -0.53 11-12 >861 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.03 11-12 >443 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.63 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2341b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T4,T5: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4SP No.3, B5:2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5;W7: 2x4 SP No.2, W8:2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-8-6 Do puriins. BOT CHORD Rigid. ceiling directly applied or4-8.13 oc bracing. Except: 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 5-14 2 Rows at 1/3 pts 6-14 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0.7-10 (min. 0-1-12) 9 = 148510-7-10 (min. 0.1-11) Max Horz 2 = -142(LC 10) Max Uplift 2 = -346(LC 12) 9 = -349(LC 13) Max Grav 2 1491(LC 1) 9 = 1485(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (D) or less except when shown. TOPCHORD 2.3=-272811635, 3-4=-2684/1656, 4-5=-2044/1363, 5-6=-178311297, 6-7=-3589/2235, 7-8=-375212106, 8-9=4708/2721 BOT CHORD 2-19=129312385. 4-16=-2561571, 15-16=-1169/2366, 15-30=73311782, BOTCHORD 2-19=1293/2385,4-16=-256/571, 15-16=-1169/2366, 15-30=73311782, 14-30=733/1782, 7-12=-231/391, 11-12=2324/4260, 9-11=2320/4250 WEBS 3-19=263/256, 16-19=-1200/'2207, 4-15=-812/603, 5-15=-316/617, 6-14=-371611603, 8-12=-879!/76, 8-11=0/281, 6-12=2586/5315, 12-14=1702/4204 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a . rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=346, 9=349. LOAD CASE(S) Standard e¢+afum,de,Mh,¢nm•uemfttma['4��unuurmcmcamwC�aiwcee:�vantt¢flown®mdma¢.mu¢,mnko.G(u;mm+ew11ma4ttaemsuevn¢. mmna¢.aaxdealm, y mamm rm¢dxt Anthony T. Tmnbo lB, P.E. M,addh lm,t RhYfp6mrtpeutN10h0,m.1W, ctaml¢d¢m MY4 Wal.%gpp ftzw aW.'em I., gLNkyMrypmAmn Whsq Mhh.,," d #80083 tmmiG¢pndfmNe.Nvx,nxlhmxpdmF+vmmiP'ddm,dbkbgfaya21d41 xxnma(gwpxtlh4pr1ed1lfln,&mltpnlp4s vrtmnti¢gratra�mexdtM,e,ap,lm,t�tp�¢atweat.uqutu I 44515t. tude Blvd. 1c¢uibtlll,hBtl,A,d,Phm�IhmP,nlN�M hlm�dvP4>mYWmrlYVbi ,rtL,s5Wa6p,¢1mt14V N��v9tunnWatl.IM1L Fort Pierce, R. 34946 [oppi1M 07AId6lloolimssu-Amhml CiomEolu LC lepodo0uoirlbdommem,urrylmgitpio6ihitrdxiAedlhrttaled prmittiw6omA-IlmfUr,vr AAnyLL lo0ll7. Job Tmss russrype city Ply WRMSCMB1L15V A1O Hip Structural Gable 1 1 �RENARMORNINGSIDE A01V9498 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek 6.00 12 5x6 = 3x4 = 5x6 = Inc. Thu Aug 30 16:53:08 2018 Page 1 OX9EEa3RGnl1 NCIGIumKwEKuf9yic19 5x8 11 3x6 = •.--� 3x6 = 3x4 = LOADING(psf) SPACING- 2-M Cat. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.13 13-28 >768 360 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.60 18-19 >467 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) 0.01 11 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-18, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-11-10 except (jt=length) 2=0-7-10, 16=0-3-8. (lb) - Max, Horz 2=-126(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-268(LC 12), 15=-205(LC 9), 13=-207(LC 13), 11=-163(LC 13) Max Grav All reactions 250 Ib or less at joint(s) 16 except 2=920(LC 23), 15=1213(LC 1), 13=455(LC 24). 11=365(LC 24). 11=355(LC 1) FORCES. (lb) Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1447/1023, 3-4=-1135/916, 4-5=-1065/932,5-6=-845/799, 6-7=-730f752. 7-8=43/372, 8-9=-52/358, 9-10=-601337 BOTCHORD 2-22=719/1235, 5-20=2961374, 19-20=-462/952,19-29=-149/412, 29-30=-149/412,18-30=-149/412 WEBS 20.22=-707/1118, 3-20=-324/315, 5.19=486/479, 7-19=-150/578, WEBS 20-22=70711118, 3-20=324/315, 5-19=-486/479, 7-19=1501578, 7-18=919/501, 15-18=-1109/468, 8-18=301/105,10-13=-255/396 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=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 2, 205 lb uplift at joint 15, 207 lb uplift at joint 13, 163 lb uplift at joint 11 and 163 lb uplift at joint 11. LOAD CASE(S) Standard Dead Load Dell. =1141n PLATES GRIP MT20 2441190 Weight:2201b FT=10% rcq.r�..�4imrm•uicno�afSRlrt'4lIDlumntamWetm'Nfm:a11(Qtv�mGfrmrm rudrrn4W®idid.bmm,umhsPdrtqt�mmldr9trmsafiw.�sxaMr,.u.maCmmmd.b100.mN p1amN,lYx+mir�IbmR3xb,mi4,lnubpFq�P+,6bh�¢ribvdmgarmmmmmWadbpx,ad,gm,gn,pG'armbey,dbmmLm ep01mb1®m.. de vN. 6lnmmverm.ed,rmexm,vlN� Anthony T. Tombo lfl. P.E. i,udm,4mbgdYafpmngn&tlmP.,e,mP.mYwL,nJgmebre�gkgm..bmandr0.mrtd0.mdNtgmhdal.Rqp,ddbrIDC9etllradbbmMdghe6gmp,.rt:fm¢ibmge®hm,gn0Y4tl •g0063 ' miIX>ihyamlraiu,.Iccnma.rlGimempwmdpea,amrgf�am�bgWcapOjpWtlhaWTJm,[e®rrrvaraSv nn6bmm�pmarrndbmabr,.nh�e.rm,d�m[�merum Nltln,mw 4451 SL Wcie eNd. ,bdssMd F.(dy,pdgmYmeghdip9emdirt lMrm,rilp kfireel'JImWI6gkgv.rimsfynlpvam.Wrq mg9Galmwmnt3nmYfil � FmI PI&ce,R 34946 (apPRd109dIdk11m1lmsmsAoeoq Lromsoa,li 4p,edvuivudldisdemm4ivaorlw,upedStledaiewll/evNupuahilm Ymm 4l rod Lassn�Aee.vpLlvsdeO,rE Job truss Truss Type Dry Ply RENARMORN INGSIDE WRMSCMS1L15X1OAll Hip 1 1 AO119499 Job Reference (optional) ` A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MD 5x6 = 3x4 = 6x6 Q Inc. Thu Aug 30 16:53:09 2018 Dead Load Defl. = 1141n 3.6 = 1.5x4 II 3x6 = 3x6 = 6x6 = 3x4 = 1.5x4 II 34 = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.31 13-15 >900 360 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.56 13-15 >502 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.02 13 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-0 oc purins. BOTCHORD Rigid ceiling directly applied or 3-1-0 oc bracing. WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 77010-7-10 (min.0-1-8) 13 = 1845/0-7-10 (min. 0-2-3) 8 = 348/0-8-0 (min. 0.1-8) Max Hom 2 = -114(LC 10) Max Uplift 2 = -217(LC 12) 13 = -547(LC 9) 8 = -254(LC 8) Max Grev 2 = 801(LC 23) 13 = 1845(LC 1) 8 = 407(LC 24) FORCES. (lb) Max. Comp./Max. Ten. -.All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1201/635, 3-4=683/377, 4-5=-536/410, 5-6=-316/619, 6-7=-109/492, 7-8=-346/567 BOTCHORD 2-16=389/1020, 15-16=-389/1020, 14-15=-881338,14-23=-88/338, 23-24=-88/338,13-24=-88/338, 12-13=377/453, 11-12=-377/453, 10-11=360/257, 8-10=-360/257 WEBS 3-15= 550/509, 5-15=-385/689, WEBS 3-15=-550/509, 5-15=-385/689, 5-13=-1072f780, 6-13=-77111049, 6-11=-664/250, 7-11=-596/918, 7-10=-323/295 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=S.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; and vertical left exposed; parch 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) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2, 547 lb uplift at joint 13 and 254 lb uplift at Joint 8. LOAD CASE(S) Standard i PLATES GRIP MT20 2441190 Weight:202lb FT=10% rc¢g.10¢edm,a4lmb.mndaef nfle(YIIQe6a31tn11tl.NenPtl rmrm(cm;mceIXmarl,m imrlmPemmmmml¢Innmtn¢rnp Fr+gP4LimtrL4gr.InAhil. rd¢m,11u:Ynne ky,@anvmtlnC,Ne.m} W18av9ilknilffitivibbte¢6nti4el,vmy6ympa.yuslhp¢Qb+,eegmnpmn¢vmuaYbrNn+moles'n+9rt4m�mra'bluptlb,q,rm,4�ommoa}. eesatmc,ym,..pmbsgm9mtm�a9 Anthony T. Tombo 111, P.E. m.ntl!'aM,b¢SM'.mGBmrt4e�l�mltrN,rt.hOear,Nvbl W„m1eYa[Wi>.nmmrtXM1fd.mC.mmh9MY9n4mn4L 16TnIdm Nimg6l u,dLrmv'e�,.u1` ktlf4M9cbAiSumh¢xlilbh AmA*�Itl 380083 trmY;m{nmfm,m.IA¢nram.bIDemhpma,a4rdM,ampaSgtmrmni[egltnmm,6;PWbdgmmsW v.nkmlmpuNerm rate:snbmpauwmim[mu¢empe.rm,ksprgs¢mrnuran¢,¢b, 44515t. Lucle Blvd. ,den¢laalreomagm9¢bmmhmrexmmu mlm,duy[gm,brcrtru:yo¢gv.mnuileatgmv[mtm+tm ageimamnmmmb4u. Fort Pierce, R. 34946 � Lppildt®7016A1 Wolbom,-k0eoP1.lamde10, 1.1. &pmleaieeof idirlommm,inmplmµivpmhihdedi4doN0enNteapemifeieehem4l &dLnenAmdmpi. immko111,PL Job TNSa TNaaTyp@ Dty Ply RENARNIORNINGSIDE WRMSCMB1L15X10 Al2GE HIP SUPPORTED GABLE 1 1 A0119500 Job Reference (optional) A-1 Kool I Nsses, FortPierce, YL 3994 . eeslgn(mat W ss.com Run: 8.210 5 May 18 2018 Print 8.210 a May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:10 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-PcYgd4vr6V6drJcLl5wLCNN105cmnDdOXp?j2yic2i rt-4-0 114Ng i 26-11-4 1 32-2-8 E— 38-0-0 119-0-0 14-0 11-0-12 15-10-8 5.3-4 5-9-8 itt� Us = 5x6 = 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 = 3xe= axe= Dead Load Deft. = 1/81n LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) 0.47 16-18 >379 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.36 16-18 >492 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Hom(CT) 0.01 19 h/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix-SH Weight:235lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 18-19 8-3-13 oc bracing: 16-18. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-8-0 except Qt=length) 16=0-7-10. (lb) - Max Horz 2=-102(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 21, 22, 23, 25. 26, 27, 28. 29 except 19=-300(LC 9). 30=116(LC 12), 16=-217(LC 9) Max Grav All reactions 250lb or less atJoint(s) 2, 21, 22, 23, 25, 26. 27, 28, 29, 30, 31 except 19=681(LC 24), 16=593(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 14-15= 335/528, 15-16=-6611799 BOTCHORD 29-30=1501382, 28-29=-1501382, 27-28=-1501382, 26-27=-149/380, 25-26=-149/380, 24-25=149I380, 23-24=-149/380, 22.23=-149/380, 21-22=-149/380, 20-21=-1491380, 19-20=149/380, 16-18=-597/551 WEBS 14-19=-5941823, 14-18=677/471, WEBS 14-19=594/823, 14-18=677/471, 15-18=363/528, 3-30=-1161252 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=131t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise Indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant 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 100111 uplift at Joints) 2, 21, 22, 23. 25, 26, 27, 28, 29 except (jl=lb) 19=300, 30=116, 16=217. 10) This truss is designed for a creep factor of 1.50, which Is used to calculate the Vert(CT) defection per ANSUTPI 1. The building designer shall verify that this parameter fits with the Intended use of this component. LOAD CASE(S) Standard Job Tms Truss Type Dry Ply RENARMORNINGSIDE WRMSCMB1L15XIOB01sG Half Hip Girder 1 1 A0119501 Job Reference (optional) ` A-1 Roof Trusses, Fort Pierce, FL 34946, design@altmss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 Dead Load Dell. = 11161n 3x4 = 1.0.° I I 3x4 = LOADING(psf) SPACING- 2-M CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.09 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.14 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.75 Hoa(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 57 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-3-10 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-9-13 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 = 784/0-7-10 (min. 0-1-8) 5 = 109610-3-10 (min. 0-1-8) Max Horz 2 = 166(LC 8) Max Uplift 2 = -237(LC 8) 5 = -323(LC 5) Max Grav 2 = 784(LC 1) 5 = 1096(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11311309, 4-5=312/175 BOT CHORD 2-6=-33V945, 6-12=330/968, 12-13=330/968, 5-13=-330/968 WEBS 3-6=0/678, 3-5=-1151/397 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=13ft; ,Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=237, 5=323. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 237 lb up at 7-0-0, and 110 lb down and 122 lb up at 9-0-12, and 155 lb down and 102lb up at 11-0-12 on top chord, and 345 lb down and 64 lb up at 7-0-0, and 86 It, down at 9-0-12, and 100 lb down at 11-0-12 ombottom chord. The design/selection of such connection device(S) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 6=345(F) 3=176(F) 10=-1 10(F) 1 1=-155(F) 12=65(F) 13=-77(F) rvw�••rWrmmm•ur�rn�spwarprmutaur�ocatmtm(wlalwnln:uerm. tmiwr,t� asmb,vn.mt�,�,dnymmr0uw,mr,ln.titw,qumammnu.,zn. es,nm.msuanmma.ay IN<laAnhn,Y@NnJmminbMkY 1„Lnt Wspay,eN.IRn%6WeFmutlegRvng,mRmmpmuampiwW qss'urmryro¢gmminPJm,grinu Lggtlemmoc}.NatRtmevpnnynno-lapminutvmiq Anthony T. Tombo rll, P.E. tlmtlNimsm4M'LAlvmrt,pYSn.E60,m.L:OmSrAco94drbkYmW4w..h,maYm9CmC VIm1,5FSY9 NerSRI mTTNtlm104miw6HmYmimsab911a24sn964e'ImudYvsiililmmaO�d A!* 380063 nmvnPnwmrmo. m.mmm.amddmrmm�mdM�+nnmwwyo.l.smm�vmuryv7Pemtihmvaswv,�nv,�dmp.nlsaa vuams�urpnmm„maanerunsuaa,mtna:mq,uyssnmmursmmn,.ai: 4451 St. Lucie Blvd. 9nmldtlh�m�rn%�wb'�rhd•'rnwu hLL mtnsshupfgm,�vrotmlxgwga,.rm,lpaigmvamrptsg logo aeomnehi�tlu. Fort Pierce, FL 34946 [vplrildl®1DHAl lvvfinsus-Anlvvy67omiv Ill,Pl lepndvmvvddisdvmmm,mvvyfnm,ispmhidindnnhvmrde nrimepmmuGvv M1vm A4 HoALnus-ArlAvvri.ivmlvm, Il. Job Truss Truss Type Cry Ply INGSIDE WRMSCMBI L15X10 B02 Half Hip 1 1 �RENARMOR A011-9502 Job Reference o Lb e & raurn cusses, ran rierue, rL ornro, uesgnLae uuss.00m 1= 9 4x4 = Kun:b.zius May 10 Zulu YMt:d.2lu 3 May i02ulb mn eK Industries, Inc. Intl Hugdlllo:aJal Zula 6.00 12 5x8 % 1.5A 11 3 4 6 1.5x4 11 6x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/de8 L/d TCLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(L-) 0.25 6-9 >567 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.36 6-9 >397 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.31 Hom(CT) 0.01 2 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-64 oc bracing. MiTek recommends that Stabilizers and required aoss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 519/0-7-10 (min. 0-1-8) 5 = 434/0-3-10 (min. 0-1-8) Max Horz 2 = 207(LC 12) Max Uplift 2 = -128(LC 12) 5 = -128(LC 12) Max Grav 2 = 519(LC 1) 5 = 434(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-426/140 BOTCHORD 2-6=-261/294, 5-6=-262/302 WEBS 3-6=-34/365, 3-5=-580/505 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (it --lb) 2=128, 5=128. LOAD CASE(S) Standard Dead Load Deft. = 3/16 In PLATES GRIP MT20 244/190 Weight: 601b FT=10% rmq.deo,a.msOrrev.m•Alrwraft+a(mMmvun>esriolxmiuunmltTialsausu;eal'mn mhmvrpa•w.m,dmsnmsm,b,�nawl0+amhlmslma411umeuw»,ms m�,sm.mm,lees,ml.my //_�� a14®mnhSsm9heWbmilhmbdd lselmakAphpau0e.lpm%bmA audoeplmmmmtew¢vatlmpenaa<ycapmym9mlmYenpemzcjelnugaJwmmeeh.^mALLm4m^�A'�h^'S�°'+m+.uml� Anthony T. Tonto ill, P.E. Memdh torah,mlkw, hb.'*6p do, rimcmOmfsr6hdplmmtdradpepm,ehWnadM a.da Knit. hobb'nbmlml.%g Wditnpwmbunadh. rum bhmAde'ovne. WWeaml" dflwfv pwird 480083 .MUNSWANbUDsdn a jmpl I, M dWraeuealb reoplm lln OPoestliegenlYmuWhmlmLna p"p $ bsR+5g¢cmllmsMOL®e.ehu 44518t. Jude Blvd. UbWk'hsgn,ff rdvdududltefeS>deprd�h� 40 P sb Oelov hdmrgbm 4rnmWYalbqu,ulnufl�MMk udelM84 DgftvM neemdvi M. � Fort Form, FL 34946 fv hl®7616 A�I Hvvlrnsses-Amlav LlvmhvlNLE & dv4ivedtdisdvmmem,iovv Im s Ivhi6ued YndoNlderNlve ermissivl5vmkl HovlLnses-Av%vv 7. romdvm,PL pnh P vm r �i p v r Job Tmss rnssrype Dty Ply RENARMORNINGSIDE WRMSCMBIL15X10 BO3 MDnopitch 2 1 A0119503 Job Reference (optional n-1 pool I runes, von vierce, rL b u4b, cesigntmaiauss.cbm M nun:b.nus MaylbeUlbrnnr.b.zlus Maytbzutb MIIeK 1.5x4 II 4 3x4 = 7.5x4 II 4x4 = LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 6-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.43 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/fPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 641-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8-2-7 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 = 51910-7-10 (min. 0-1-8) 5 = 43410-3-10 (min. 0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -107(LC 12) 5 = -191(LC 12) Max Grav 2 = 519(LC 1) 5 = 434(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-599/184 BOTCHORD 2-6=-470/484, 5-6=-470/484 WEBS 3-6=0/274, 3-5=552/535 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=107, 5=191. LOAD CASE(S) Standard Inc. Thu Auq 30 16:53:12 2018 Pace 1 PLATES GRIP MT20 244/190 Weight: 621b FT=10% Pmbg�n,v6enQlgmhb'41UOfIn56(YIIfPI®011lnxSllOfIXll;nmlr1111RIflRWT,alarhn 9mYgtruppowntlrtisArtp011mrOnRhgOf4?d0alGmll.InhRtFldnem9W Nn`.c C�mCnwOTin@ICI,a} YRrtm9npn LLgbplbeb➢Ab4,dt gnNvlSpfyxxp.r.$�g5m�fjhuixg141rtpxm�nxo{n¢atlbpd!xbtlquaulnymJSrybW k�pCbuj,inulyadublf®¢�I.tlxpFL LrMgawgMSMugxCms�mJ®'( Anthony T. Torniho 111, P.E. veatlCi4mtrgl^iWbbmP�il?LbO,m.bbmlM>d4iabbYallulR.xhvlmdb KYCdh4�imYSI Mee1QFLMPl,N,IhIDOdgbtlmtlblmt Wei h{nLNNl03Cani6rtgY06bx�p911f1d 380083 mtl bWYgMgmdfMu. N4Asu'mxbinWbrmnW pdunrtb WbfagewSanm.emOwldhYMp01d9am,tlumlhipdu OVI6Mr<mpmiarntlia6�M�boP.l,mk;prgmbllnurmmx,aYm 44515t. Lucie 61A. Re�hrl,4edlfenhb9xdrAYnmfbtllgmn RWrtl Ninss bqa Fgmhnibld'dglxpp,xlmslPWfgYmtyfhgdn NgLadtmpbltatlbinl. Fort Pierce, FL 34946 � (vpPigtl0lPlAbl rvvilmues-ANAvgi.ivshv lll,RL bpmdvaivv dne Avmgm,vvgivFvyispmlildedxuA:nnr vnoerpe�ssig6vn A�I&dGnses�AvlAvvpLlvmlvlO,PL Job Truss Truss Type ory PIy RENARMORNINGSIDE WRMSCMB1L15X10C01G Hip Girder 1 1 A01b9504 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 182018 MITek Industries. Inc. Thu Auo 30 16:53:13 2018 3x4 = 1.5.4 11 4x4 = 3x4 = 4x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.11 6-8 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.21 6-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Hom(CT) 0.08 5 nla n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 `Except• T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or2-13-9 oc puriins. BOTCHORD Rigid ceiling directly applied or 6-10-7 oc bracing. MiTek recommends that Stabilizers and require tl cross bracing be installed during W ss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5 = 1431/0-3-10 (min. 0-1-11) 2 = 1477/0-7-10 (min.0-1-12) Max Ho¢ 2 = 80(LC 8) Max Uplift 5 = -438(LC 9) 2 = -467(LC 8) Max Grav 5 = 1431(LC 1) 2 = 1477(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2659/819, 3-15=2285/765, 15-16=-2285/765, 4-16=-2285f765, 4-5=2622/802 BOTCHORD 2-8=-70112310, 8-17=700/2334, 7-17=700/2334, 7-18=-70012334, 6-18=700/2334, 5-6=-643/2263 WEBS 3-8=01679, 4-6=0/658 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 5=438, 2=467. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 237 lb up at 7-M, 110 lb down and 122 lb up at 9-0-12, and 110 lb doom and 122 lb up at 10-3-4, and 261 lb down and 258 lb up at 12-4-0 on top chord, and 345 lb down and 64lb up at 7-", 86 lb dawn at 9-0-12, and 86 lb down at 10-3-4, and 342 Ito down and 41 Ito up at 12-3-4 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=-54, 3-4=-54, 4-5=54, 9-12=20 Concentrated Loads (lb) Vert: 3=176(B) 4=-214(B) 8=345(B) 6=342(B) 15=11 O(B) 16=11 o(B)17=-65(B) 18�65(B) PLATES GRIP MT20 2441190 Weight: 81 lb FT=10% 6aey�@vemryYlmvrm'YI GIDIIC66(1WR{�llllalir[pWM61R19r(N�1[r6eC.{irarmn Pvtlrkvpp,m0rdrttlartnfslmrBe¢ ee Vbf Meain O,alwmIDi.wl! Modu0 kpw"t' albmEWm9MVn n.dit lYoo'W'mrmombma n.uwlmm WmmP,.ymrywari,mutlm.lmomramnu.�mampxnu„i,gs,vupmpY:�mml„pmm,epmn Mm�lnmsovp.avmt tnengnnamm,Yawmmmn,nm:ml pr,thonVT. Tomho i[[, V.E. J \ dmdYvlmtbmllm�rugem,ulnaNttlbP.u.mO,ar,rbRtlyaluhkgvl4vCm.YhMo6m OCml'ulmbdlrYryN,ef0.1.N4T�nItlmIDBolu4ti u,d4fn,chffi9�wL�YyPm4lFatlln3i,l-0bmrtT 3tlgd It80083 nlltPlauEmtd&lfegam Nmm•OBjptlWJ41Rd9am,tlrtmlYl�lrrtm llFl EOu&,nnmiEmuMYmvLiMf muyv.L,stEnry+Ygmelfmspmfim4�n 44518E Wde Blvd. UmmY�AegndWma.l➢nl,mnlYmIDOeYbpum elenul4udlrfmalq,tl,pY,mglydrym,mtlmt rnlnuauyrgax,6WIbIWglcpm,xL,ulp,abpatlmrbaq Noie4n4tnmmliutlmlM1l. � Fort Viere,R 34946 (v hl®PIIIA�I bvlLvsses-Amhav L7vmYo N,LL le dv4ivvdnivdvmmem,ivvv m s rvAilnvdrvdvm%v nNev mmissiveM1vmA-I lvdLnus�ImEm Llvmlvlll,Pi PFk I Pv 1 qi / 1 I Job Truss Truss Type City Ply RENARMORNINGSIDE WRMSCMB1LM10 CO2 Hip 1 1 A01195O5 Job Reference (optional) 4 L A-1 Hoof I msses, Yon Flerce, I-L 34946, 0esign(ma1 Wss.Lom Kum 8.21U s May 18 2Uld Vnnt: 6.21U s May 15 2U18 MITek Industnes, Inc. Thu Aug 3016:53:13 2018 4x6 i 3 4x6 c 4 3x4 G 4z6 = 4x6 = 1.Sx4 11 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vart(LL) -0.27 8-14 >846 360 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.48 8-14 >477 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.02 5 We n/a BCDL 10.0 Code FBC2017)TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING-- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 7-1-7 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 = 700/0-3-10 (min. 0-1-8) 2 = 781/0-7-10 (min. 0-1-8) Max Horz 2 = 95(LC 12) Max Uplift 5 = -161(LC 13) 2 = -200(LC 12) Max Grav 5 = 700(LC 1) 2 = 781(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 23=-1005/600, 3-4=-815/657, 4-5=-1011/603 BOT CHORD 2-8=-376/811, 7-8=376/815, 6-7=376/815, 5-6=376/810 WEBS 4-6=-35/265 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=S.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 5=161, 2=200. LOAD CASE(S) Standard Dead Load Defl. = 3/16 in PLATES GRIP MT20 244/190 Weight: 76 lb FT=10% rayr e.,�rryn.e.m•viuomm¢(vlu[AFa+ulexlrmmmwslmxefnrcnlmcrla:oul•m¢s.ryargl•�mb,m,.ms.¢r=yn.rygilwimmw�Acze,4rtewo.sne.,n. m=,m..wma,.mma Y . Ylltlman r�h4WbbIDptlbNYA�tLneluryeep¢uN.b¢%4[ NUJ¢gN9ryrtuN¢¢v,�a06Pb�llbq'urmpnN��Y�lxlnpdMseyolnallptln0e6C¢h ¢�i%r. rn MPmneM¢t�¢'+i�¢�.^Wm'! Mthony T. T=bo III, P.E. dneESer+ntr¢IFWgkmmpmilntlbNmtrO.vi+�eetlq!¢hmxypnKe,eemoud6pl.bCWh4ii.xzlW�d0.L ibpy4A�W 1ppdmha u,Y44ustm5gl¢gp�nMivdxe¢yJahen�ta¢Sryd 380083 ' YrNg4ugedLvv.N¢nv�K.bIDidbl��¢lpddverYOer.a�futaY>RLMvmnl4Y)WWMI{gmnW vn,mmlYpMP�mlkher&ngmBfinWOm Eblm,l,apeim,Mmercatlrmrr�µ¢4v 4451 St. Lcle Blvd. �eaMul&W Ire4¢leped,NerAmrh4IlwM.itl¢d hLvukvpF9Y¢e6Nt6115yk�gm,¢ineSP4e[onnlmklfry.NgaJvd¢weemldrd Efil. � Fort Pierce, FL 34946 (oppi,8®IDlEbl loollnsusAMovpi.ivmEvlryli IepmdoaiorAOudemmem,6urMcisp,vl�Aed¢ideNWemLev peimissievhomAI loAineses-Avdeori.ioMoN,/i Job Truss Truss Type Oty Plv A01195O6 WRMSCMBIL15X10 CO3 Common 1 1 �RENARMORNINGSIDE Job Reference o tlonal A-1 Roof Trusses, Fort Pierce, FL 34945, design@a11russ.com Run: 8.210 s May 182018 Print: 8.210 s May 182018 MiTek Industries, Inc. Thu 414 = 4x4 = 5x8 = 4x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.14 7-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.30 7-13 >750 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.20 Hom(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 7-5-7 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 = 700/0-3-10 (min. 0-1-8) 2 = 781/0-7-10 (min. 0-1-8) Max Horz 2 = 99(LC 12) Max Uplift 6 = -165(LC 13) 2 = -204(LC 12) Max Grav 6 = 700(LC 1) 2 = 781(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1 1 58f777, 34=-873/579, 4-5=-869/577, 5-6=1142f764 BOTCHORD 2-7=-612I1014, 6-7=-594/977 WEBS 4-7=-269/531, 5-7=308/363, 3-7=-343/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed, end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=1b) 6=165, 2=204. LOAD CASE(S) Standard Dead Load DeB. = 3/16 in PLATES GRIP MT20 2441190 Weight: 84 lb FT = 10% RW �PlmeOevlal,mv.ee•urummrstmltPPurtuPemuo¢mcn��-mro)mculnmurm4 LrhAmrowme„d,rum„rmlwsoncnw4l�daie.rLucevtrtra,ma�neaiew eayse�mawtrss.af //_�\ etRacm{Md@hnee4rbti9aYKi eselmtingle^�e(WSICYIRbp�,M1aloglEe ap¢a,orupaY4r,IWNaUm�,pnymFf%trbenpOhujlNVC{Mo0en0 ery. CePFt lb My,wµLah6¢jmfan.saLl� mthony T.Tenlbo Ul,p.E. d,YdYS lnz,trmPldkvPYPortfpuLrndhpwvb4.nisdxvd gVeM1Hnor Puip,rhwkedh0f.lrFNbadixYqubd6FL lhpntldO,IpD¢Im6n,ndl,im,,NE91�9s WEFm�1Yrt4JShhnpdi%d •80083 jU■ \ OeWYyOngmdfmm. Nvx W,nehIlNd Nr�mtffip,i,IseldW Yl9gfeq®Sd,RlAemr(�wtlWtlgdrmenflmttlumlM1�tlld�imtiviSupailmrt¢tl6md0iURtdvye.ImtA¢gire nllmlYsnm4rM�t 44515t. Lcle Blvd. e4emu16d{te4ffwryHmdr,mglydwmmYM iYnraepyfgvwbrahldYgkym,ulm,SlwaenwdmrYaq NpslaltromevlBalYml. � Fort yierce, EL 34946 fvppiBbOID1AAi WAimaes-AvnogLromlvlli, RL lepnde0oe oflAisiomruv4imvoyfmm,ispiah0nedriMedlEr rneeepewissiwbem A-1lvAbvsses-AmAvvri.lodvm,Pi Job Truss Truss Type Qty Piv RENARMORNINGSIDE WRMSCMBIL15XI CO4 Half Hip 1 1 AO119507 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:14 2018 Page 1 ID:Id_OOXyyT61Bi_TXoijwHHzefvK-INnASRyLAx0a6ScOarAsW2X?5dM5 W NDJ9nCspyicZ3 1-4-05-9-4 11-0-0 19-0-0 140I 5-94 { 5-2-12 8-0-0 4x6 = US = Dead Load Deb. = 5/16 In LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(-L) -0.27 7-10 >840 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.56 7-10 >404 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 99 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 69510-3-10 (min. 0-1-8) 2 = 776/0-7-10 (min. 0-1-8) Max Horz 2 = 247(LC 12) Max Uplift 6 = -197(LC 9) 2 = -188(LC 12) Max Grav 6 = 695(LC 1) 2 = 776(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1103/624, 3-4=-774/392, 4-5=-631/427, 5-6=-636/485 BOTCHORD 2-7=-811/963 WEBS 3-7=-376/434, 5-7=499U38 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=166mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 6=197, 2=188. LOAD CASE(S) Standard rmblr e.rMhmv.b•ulmlmmoCIDurlcu+ulaalAmem2umra.ltorrl, w:ca;uel•mm lbgwanwmaban.m�nslasAmgim;mYYnmAl�cribmo,uaax,m.. ¢ert:�.mm�x.erma,xr wnm�bnh,dmbrdmYrabbmd ssvumb�mlrrwN.srn[+rad+n/buau.�Mnpnm,eurEmrabMnmvr�s'+m+InymrgYmmmaY:eyelmstlad„Ytconry,minmL Ytapm..pmbs;a,anus,evah! Anthony T. Tombo 111, P.E. d..emimsbWbCiSnbrt,pul6p out-k ert's'Sa .Y rir9WjP.6ho4vdW nwcolOe�La'9 ,dmA,g7 iwrddmYY,udYlme"k6arn'9u.M6o dhNiYPYbnWsiVld 2a0083 YYYgmgatlfnur. abtsnlMbYlWdhyaoswlpJdosdfi4Aeg4,I®eY.gbveem'di�ytlutrfbl WdSW.Mu bpNpivu initrAnsEsgalAsoWKnt6lmbVpn,Im,W.gYp,ndlmsYm[pn,e4a 44 le alvd. ///////��■•��\\\\\ ❑n�krldW4sld�9�dWb.mgSftllNm,Yditl.IYlnubapFgm4l�Ibbpgkge.ulmiSl,Arthrimimrb38q NgRivlbo,rtmll+tlblM1l. � Fort Pierce,, FFL 34946 Pierce, J (vpyd'b®IOIAAi Ioollnsses-Annav/1.7vm5v10, PJ.tepnle?YvvllEisdonvem,mvgivrgispwd3bediudvmnrvMnpamissivehvm Al lxofinsses-AetEvori.ivmEv111,Pi Job Truss Oty Ply MORNINGSIDE WRMSCM81L15X10 �Truss-rype CJ1 Comer Jack 10 1 �RENAR A0116508 Job Reference optional) 11 r .- I msses, ron nerve, IL .weao, oes�gnLauruss.com Kun: mzTu a May iuzun d vrint: 6.21u s ID:ld_00XyyT61Bi -14-0 0-11-11 14-0 0-11-11 6 .0 0 F12 2 Ti B7 4° 2x4 = 18 2018 MITek Industries, Inc. Thu Aug 30 16:53:15 2018 Page' 1)wHHzefvK-mZLZgnz_xF80jcBa8Yh52F4LL1 viRAtMXpXIPFyiccZZ22 3 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([oc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 HOR(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 6 to FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = -3/Mechanicel 2 = 16610-8-0 (min. 0-1-8) 4 = -16M1echanical Max Hom 2 = 42(LC 12) Max Uplift 3 = -3(1-C 1) 2 = -70(LC 12) 4 = -16(LC 1) Max Grav 3 = 12(LC 8) 2 = 166(LC 1) 4 = 20(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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left 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 noncencument 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 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard (mnn.kmmm,rrymb4'}1OdfaflarW8laEatlflef t016aCGt0lnlpnRjtr(IL91�mRYn ImryislpvYmmrtlydrtn�4anb4m^'4IO�dhl,tyLLm4it lLmm9MKnce viu�erm9Nmminl.mr YlelnumnmtmlY,alh,mN9nYNl lseLrum+WlmmnN•Y<;iNYtaWngne,y,wnmmgmaCminMtletiv�Immu1m1e8ugbm Mq,tlmsgetnn MpMnmTke�.meR4L iYNupw,enm,bupm]nen,cml0q Anthony T. Tombo ill, P.E. d.,dO NotRkllalmm�,PmOntlh O,ucmOnlve�Etl4lamMm94nbR.rmmmJm9f.mCmneYdlwlWM,m0.1.AWrNtlmID4mmbYmdmlm}YLWtf�MN.lic4P mhmiilOmdnWmieltl t80083 m kxyMlxmfe[+mv.ICe»wmnmlfodmpaIDnmlPN�:am4egrwF mYeglseemhyrtu,trekmmllWn,enmlbpMpmn Rlmmee,memeimnmoaemLn,Mrye.imskvga�neumrmserNageb� 4451 St. Lucie Bind. rSvnIUW4lPrfmvepmW+rma94dlvennNm lMimsAup[q'ca,¢I61dlp.yykcpr,umustma[gsmnmrkl9a ew'��Ymm,m mmeml. � FOR Pieme,R 34946 fvbrivbd77P16}7levlLasses-Amdmyl.ivmdv N,PL tepmdvmav dmisdvmmem,ivvvyly,vyispmliddedrithvmMernnevpermissive6em AJ lvdlmus�Avldvvrf•ivmdvO,Pl Job Truss Truss Type QN Plv WRMSCMB1L15X10CJ3 Comer Jack g 1 �RENARMORNINGSIDE A0119509 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@aIWss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 3016:53:15 2018 Page 1 ID:ld OOXyyT61Bi_TXo1jwHHzefvK- ZLZgn2_xF8QjcBa8Yh52F4LL1 uPRAtMXpXIPFyic72 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 . 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/fP12014 Matrix -MP Weight: 12 lb FT=10% LUMBER - TOP CHORD 2z4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOTCHORD 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 oulde. REACTIONS. (lb/size) 3 = 60/Mechanical 2 = 201/0-8-0 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(1-C 12) 2 = -72(LC 8) 4 = -27(LC 9) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 49(LC 3) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except n when show. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard ramynwmn,rJlmdrm'N41of8iIltartlOa-IBr�Itd4irNPtlAG1{061W(W1n11fpRtf&�LLA-be 1eYp4YplamtlmmMumtlb�LeuM�heny(IW;rdm4Sgttmdsrtllhlnev9.E4mu ftlnss6nvoEdmmlOAej MntlmmpbbvddmsslmbnptlYNiln4ruhVP6yuN.ycnar6pM msWegNBnpo2imvGmaGmpdwo9erprc2lnymtlOEltrbn�gdYst4ln�LryMlomIDYmy.drill. Tutlspbuetlam.Yv!Gm3mtaml'9p Anthony T. Tombo 111, P.E. dw4Ailmsktll AUtyummN>bU7pb0a'm.mO+m'seta4dy9vbleY'op GYtla.rYm#etlbtll.m Kdmb.LMYSIMed0.L Mp}Mdm119m1abtlusJmtmv NYpbfermgs NA9vdhsdl mCGbnQ;nligtl ^80083 h mKg0.s{mdfmw.Ipees2mrbIDEdmpS¢svEptlla�tlmCtlg4gmeYq Hzsme7RlpllodglRetl#IwrdxmlYtvvJpiv¢TFIMs.6mpa11tludY1n84LnsAuye,lmspmpGpmdlimtls.Gv4dm 4451 St. Lcle Blvd. nmmu16d11sGsr14dWtlmmaihdPM�mdd lYLvmGvpa(smtlWfblmSmlm�.mimsSryfa6AmmlvtWy NgyodmmwmWdelM1l. � Fort Plerce,R. 34946 fvBripEl0701Aklfooflnss¢-AahvgLlvmiv N,Pi Pepndvaiva vltlulvmmev4uverlwaispivbtiudriRvmaevmkvpaimivuvrhvmAI Pvdinsus-dv2vvfL1vmlvlry Pl. Job rmss TmssTyps PlyRENARMORNINGSIDEWRMSCMB1L15XIOC3A A0119510 Comer Jack rtY 1 Job Reference (oo8ona0 A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:16 2018 Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzetvK-Emvxt7 aYGHLmmmiGCKbTdVEREgAd7WmTGJYyiczf 3.4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 3-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hou(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-7-9 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Wss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 136/0-3-8 (min. 0-1-8) 2 = 88/Mechaniml 3 = 42/Mechanical Max Horz 1 = 52(LC 12) Max Uplift 2 = -31(LC 12). Max Grav 1 = 136(LC 1) 2 = 88(LC 1) 3 = 56(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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical 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 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 100 lb uplift at joint(s) 2. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert:1-2=54, 3-4=-20 Concentrated Loads (lb) Vert: 7=-75 PLATES GRIP MT20 2441190 Weight: 9 lb FT = 10% Fvq.goupv,q�4mwmtlnOrllaffi(S6at)(ailtl&Rrlaefl¢AmlNr�ma}tr➢:Sla:rfll'Yr.1.erM¢rv,vmna,elnrtr.ml,erUe4FvgpW;dminerl.IzaoLrlydem9aibe m. run, Ce.mmLemIDo.ay G1,i 2,rN5tltkutlfvbliBBb NL 11rLNreWh,.�aeN.LciOrhP�[YmWOR1Ti�vknr%maOm PMtlelmsaYln4mr001hmlak'iimsVlnlll9'@14b1aall.vNlM AtJPMaR'Po.btxiOYAVaSISr Anthony T. Tambo]it, P.E. rdn,44b Im.,YWmYiphmrt,ra>WXPdd P.,2m0eei,eased,raemaxmpew..am�oim Yl,mCmlm Ydkaxyo6mf M1FL mggmltlmlmmlmubmdmrm�aJ,rglalhgRysmbl5arlfnilp09NbnyaJilltl r$0083 ' buft,wtmd4mW. ui�amm.mmpmmimm,ms aanmuusvr asem *o6Arawahmmmlas,on,rsem pft'> miaa.e; o.:moueemuR,nage.im, uw 4451 St. Lucie Blvd. Malu1Ltl11r4Smg,A,Pa�mrMmrmn Y,tln1➢,iw[ fqm,6rolbbYghupa.aNaSlma4bwaolMBSy. NegGL�bee,n4btleml. � Fort Pierce,R. 34946 (v 6i®IDIPAI Pouf lmssn-Avaaa i.ivo5o P6Pi Pe mdaDioaAandvmw m ppiP P P m; mpMyispivEil3ediohvnee•nlievpmmusiwbamA�l Pvolkrsur-AoRmri.lemWN,Pf. Job Truss Truss Type pry Ply RENARMORNINGSIDE WRMSCMB1L15X10CJ5 Comer Jack 5 1 AO119511 Job Reference o Bonal A-1 Koor I msses, hon Pierce, FL :RIB4b, ceslgrigaI WssAam Kun: a.zlu s May lb Zulu Pnnt: 6.21U s May 18 2018 MTek Industries, Inc. Thu Aug 30 16:53:16 2018 Page 1 ID:ld OOXyyT61Bl_TXoljwHHzefvK-Emvxt7_dyGHLmmm!GCKbTdSERBuAd7WmTGJxiyic2l -1-0-0 4-11-11 4-11-11 0M 4-11-11 LOADING(psf) SPACING- 2-0-0 Cal. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 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 FBC2017fFP12014 Matdx-MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-11 oc puriins. BOTCHORD 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 = 112IMechanical 2 = 268/0-7-10 (min. 0-1-8) 4 = 59/Mechaniral Max Hors 2 = 123(LC 12) Max Uplift 3 = -80(LC 12) 2 = -69(LC 12) Max Grav 3 = 112(LC 1) 2 = 268(LC 1) 4 = 88(LC 3) FORCES. (lb) Max. Comp.IMax. 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical 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 nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard rmp.lmuemµmm.m'wlofmasar'mml1lmmemoncnmrw(mmlmee.¢um k' yet rop,rv.nv,wvams.mnnumq,m,Myp[cidm+m.rtimenumn®aml,s,nv. rmu,mv.momnmma.aS unnman'wwomwmmmoadm.A uaun,wgapup,,fpmm�apmr m,dovtlmmmmmmpwamr�xvnmexwaruymorymmfnpamsyemuyndummpw}.ewlrx me.,�pw.nuvAegmm:wyamoiap Anthony T. Tombo ]II, P.E. dn,akv M,asQk';emmr+�mwvlmo.vo.mo..hnmvdgm.mmm�omrn..m,maamRmo:edmsmf.ra)uudrnl m�}naemmlol,nravmamtm�em9Ptmgm,RwuvmvdYv;'q,mMmrcpwi%m t80083 mmxgMeaa dfumatGvesuii,q.mPComr�mmstllyddn,dm4Jhq Lqu6Yn LMmIIdfNlLblryMdameeKsmNY pNpim lrN6M,E�nymBlm,mtlius[mLn,gspa,ImfMWUA'+adrmvraitiva.�m I 4451 St. Lucie Blvd. nv.mlrwhvummmmW.nmahmm�n4d�LL Rimsna�fqnvbinmre5yfga,eLn,spafgLvaerFt4{m mltrnnnldalYml. � Fort Pierce,R 34946 fvppyMO701/A�l lvvflnsses-AmhavyLlvmSalll,pt. lepmdamvv vnlndvmmem,mmlhim,isp,ah3de1W41vm%a monevpe,misGvahvm A -I lvolkasuv-AmAvvrLlvmlvll, P.L Job Truss Truss Type Dry Ply RENARMORNINGSIDE �WRMSCMBII-16xi0 CJ5A Comer Jack 1 1 A011951I Job Reference (optional) n-1 moot i russes, Von coerce, rL a4946, designigialtruss.com Run: 8.210 s May 18 2018 Pdnt: 8.210 s May 18 2018 MITek Industnes, Inc- Thu Aug 30 16:53:17 2018 Page '1 ID:Id_ _OOXyyT61Bi_TXollwHHzefvK-IyTJSTETsO8mLzGzjZ799c6q W Iv4Mf77OsT8yial 4-7.9 4-7-9 3x4 = 4-7-9 4-7-9 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.04 3-6 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.05 3-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 2 We n/a BCDL 10.0 Code FBC2017frP12014 Matdx-MP Weight: 15 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-9 oc pudins. BOTCHORD 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 uide. REACTIONS. (lb/size) 1 = 20210-3-8 (min. 0-1-8) 2 = 119/Mechanical 3 = 62/Mechanical Max Horz 1 = 93(LC 12) Max Uplift 1 = -3(LC 12) 2 = -78(LC 12) Max Grav 1 = 202(LC 1) 2 = 119(LC 1) 3 = 89(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical 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 load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 100lb uplift at joint(s) 1, 2. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=54, 3-0=-20 Concentrated Loads (Ib) Vert 7=-45 emW�mmm,Mrma.m•urocrmm�C�Mmsurtnoucmnmurmlmfwnluucr�emumm. uhewwmmndrtdrm.mlmrmcm«§liu:a>+nwic�nrluw,smvrm. mmrme.tr xwmama.rtY ertrtm mre,acm,mmtrrsnr,ma rrru,,,r,wW,,.W.Lcenararim.a.nmo,.rrtm.. aetra+m,mv'+�rmwunao-mlmnetruWnm�rrm®mnmM.mwl.ati:q�e,,.Ma':mn r,•.oa� Mthony T. Tombo 111, P.E. da d" rm'b q Mnqum mpvlM dit n NO.m'1e gagamldmmDW W.,dmut'Rww Ynb m-q 3.4 a80083 6d'IarOe¢mdf�®.Ne3s �dWe6ID4dgh�rmlldam�gNIM676gam'lglha.al pY:tltlhAdnrloeMmllapiJpdv mlliu4�rgmdaxuolbvdbLmr Aape.lmfbpnyavmirm,BsM4�, I 44515L WCIe Blvd. ,bmul4dlr,4IIm mdw vrtaghmp avert 14-Dv 19®,4roltrltlYyMyv,rtimcSrsa6pm dwWy ary9lvdYmmml3rJelnl. � rw[Pterce,R 34946 (oppyM®IUIEAI roollrvsse-Amdavpl7omla0,pE 6pmdu0ov of6islommrm,mvgbrm.ispra03dedrMoniEe ntlnrpr�esior6om A�lfad(mmr-.IeiEvori.lomtoil4ri Job Truss TmssType Oty Ply MORNINGSIDE WRMSCM81L15X10D01 HIPGIRDER 1 1 �RENAR A0119513 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 3x4 = Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-A81 hlp7sEAW7a4w9phEogui!E I.JxV �I Sx9= LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deg Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.11 7-8 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.10 7-8 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.16 Horz(CT) 0.03 5 We n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD 240-0 oc puriins (3-8-11 max.) (Switched from sheeted: Spacing > 2-0-0). BOTCHORD Rigid ceiling directly applied or 5-10-9 oc bracing. REACTIONS. (lb/size) 2 = 98510-8-0 (min. 0-1-8) 5 = 98510-8-0 (min. 0-1-8) Max Hom 2 = 53(LC 26) Max Uplift 2 = -592(LC 5) 5 = -592(LC 4) Max Grav 2 = 985(LC 1) 5 = 985(1-C 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-166711089,3-15=-14(>4/1016, 15-16=-1464/1016, 4-16=1464/1016, 4b=1668/1090 BOT CHORD 2-8=-94711444, 8-17=961/1463, 17-18=-961/1463, 7-18=-961/1463, 5-7=-914/1444 WEBS 3-8=-241 /420, 4-7=240/420 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=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at=lb) 2=592, 5=592. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)108 Ito down and 144 lb up at 5-0-0. 58lb down and 86 lb up at 7-0-0, and 58 lb down and 86 lb up at 8-0-0, and 108 lb down and 144 lb up at 10-M on top chord , and 188 lb down and 202 Ito up at 5-0-0, 47lb down and 68 lb up at 7-0-0, and 47 lb down and 68 lb up at 8-M, and 188 lb down and 202 lb up at 9-114 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-55, 3-4=-55, 4-6=-55, 9-12=-20 Concentrated Loads (Ib) Vert: 3=-60(F) 4=60(F) 8=-188(F) 7=-188(F) 15=-58(F)16=-58(F) 17=39(F)18=39(F) 3x4 = PLATES GRIP MT20 244/190 Weight: 65 lb FT=10% I GeqlbmCmgllnnwb'lilCOf II>45(fDIE[IGIHll P14f v(prrCG1[afalpnajL�CCpfx4lrbm IertbLppomnd,mvaneM1Slm,Pupkm40�dbk4arLtmb 4lLbam WEldmm. pdmtlbniumbverClvtlk Ylnlmmnla, Ob4mibbi]80MnW.lirLm Usplyw(u.lpdr4ga�.truY.mlCpnPnm,uvq�mad0eptln�mlq'acgrt9mdmlM1'Gtupbbsejelnul9+mublCBap edemL tY 4xpnnv$m,YCvpuNmn. uYl2r Antbony T. Tombo 111, P.E. mmdki4n,4gbYybErn�W,kN!tlbUw.bO+sivvb.4tl4tvbW6pWt;mte,madb OCNCmI.YipYyrt4mRL lhRmlib NJmwEetl u,d8, inntlb=#1Y4N9. C,310vmMhl S9bhnYa�Lld S80083 br!'evppnpaelfmw. 44515L Lurie Blvd. MaiuldvtllraaaalmptlpmenWhdllmnewmIklnuku)fgvml,IplbldYalk,pe.rtinu Sraafgtrabmrkam ln, 4emmmidmdelhl. Fort Pierce, FL 34946 UPifgM0IDIIA41ad1muvv Imlovri.IvmSv IO,Pilepmlvoiuvlaidvmmevl,'mvghrvLivpvOitineErahval Mv.Mevpamienvv6voAllvdfnsses-AmEvvrf.tvmkvll4Pt Job Truss Truss Type Oty Ply RENARMORNINGSIDE WRMSCMB11-15X10 HJ5 Diagonal Hip Girder 2 1 A01b9514 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.com Run: 8.210 s May 182018 Print: 8.210 s May 182018 MTek Industries, Inc. Thu Aug 3016:53:19 2018 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK- Ka3W90U7TesCDVLNOm1C5F7KeEfNzJySRVzY0y(ic2 -1-10-11, 3-9-9 7-0-2 ' 1-10-10 3-9-9 I 3-2-9 3-9-9 3-9-9 3x4 = 7-0-2 3-2-9 Plate Offsets KY)- I2:0-0-1,0-0-31 LOADING(psf) SPACING- 2-M Cat. DEFL. in (lec) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) -0.02 7-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.02 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) 0.00 5 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 31 lb FT = 10% LUMBER - TOP CHORD 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 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cuide. REACTIONS. (lb/size) 4 = 70/Mechanical 2 = 379/0-10-15 (min. 0-1-8) 5 = 178/1VIechanical Max Horz 2 = 141(LC 4) Max Uplift 4 = -56(LC 4) 2 = -150(LC 4) 5 = -97(LC 5) Max Grav 4 = 77(LC 19) 2 = 379(LC 1) 5 = 178(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-11=-392/94,3-11=-366/123 BOT CHORD 2-13=-158/346, 7-13=1581346, 7-14=-158/346, 6-14=1581346 WEBS 3-6=-383/175 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcumeht with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord Wall 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 100 lb uplift at joint(s) 4, 5 except at -lb) 2=150. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 1-4-9, 77 lb down and 61 lb up at 1-4-9, and 32 Ib down and 41111 up at 4-2-8. and 32 lb down and 41 lb up at 4-2-8 on top chord, and 63 lb down and 35 lb up at 1-4-9. 63 lb down and 35 lb up at 14-9, and 59 lb down at 4-2-8, and 59 lb down at 4-2-8 on bottom chord. The designtselection 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 (pit) Vert: 1-4=-54,5-8=-20 Concentrated Loads (Ib) Vert: 14=-9(F=-4, B=4) iatiq'rnneAvnl9rmYrm'41rIDin'ARnNRIaI"iLLI1116YNCflI`SSmlpq(Iple'IlmlT.e-JOrr¢ reY(i9pF+mtlmad M,mnnminu MPmwnOfedm45mr1. Wh4rE6rmUMIMM OmsCnm9tltl,emlG6,w} eleYmnimlYY,491mnslmrn6bNNd 4v4mmsmf4baW§mPt egzd bnOwwrm6npecmio Yvpmaarpde�brtlwimn9nVm'Ym(mrlv�par�ej,InsslpaulwrIDoo¢.deVlt bbui,m�o{nm,YdryatleatrmmJ Andurty T. Tombo III, P.E. tlne4tislm,mwAmBynbminmlg4b O.m.mOM�ehttlganmmlrAblrn.rbMeddb Ol.mA[�Arhd MdgM, wA0.Lmgy,Ndmindomaw,dmrmem,991iii®W.raiGarl Yu=IJ4mb�+mrltl 180083 m rk9ru4nbteo�.lAvarmmvb6oalmF�,mpetlx�BrmlOqugmns&grcuce®',Ampbild%mdnun amfmmpa®Tnila,4nymeurielb�eb4momps.lm,mq:.ryYvmG,vbY�m4.Yw 44515G Lucie Blvd. rfn.m6iatlllv4&m9+tlwbMmlAlmrrwnwwi lminuda;tfp"ne�hmtbltlYarBe,pr,nL,sSpnfg6,adg1�0Am Noir!¢9bmeeeltralYlRl. Fort Pierte,FL 34946 bPmbhl6) 1016A1 h mdmr 1,01vnn Avl6m r hIll,Pl Jos Tuss TussType Plv RENARMORNINGSIDE WRMSCMB1L15X10 HJ7 Diagonal Hip Girder rty 1 A0119515 Job Reference (optional) r A-1 Roof Trusses, Fort Pierce, FL 34946. design@a1huss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Thu Aug 3016:53:19 2018 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK- Ka3W90U7TesCDVLNOm1C5Fwge85Nu1ySRVzYOyicz_ -1-10-10 4-74 9-10-1 1-10-10 4-7-4 5-2-13 1 2x4 = 1.5x4 11 3x4 =' LOADING (Pat) SPACING- 2-M CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Hoa(CT) 0.01 5 n1a n/a BCDL 10.0 Code FBC20171-rP12014 Mabix-MS Weight: 43 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bmcing. MTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance With Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 143Mtechanical 2 = 519/0-10-7 (min. 0-1-8) 5 = 307110echanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -107(LC 4) 2 = -145(LC 4) 5 = -50(LC 8) Max Grav 4 = 143(LC 1) 2 = 519(LC 1) 5 = 307(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-11=818/130,11-12=-755/155, 3-12=-755/145 BOTCHORD 2-14=230/748, 14-15=-230/748, 7-15=230/748, 7-16=230/748, 6-16=230N,18 WEBS 3-7=0/285, 3-6=790/243 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical 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-M wide will 8t between the bottom chord and any other members. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at --lb) 4=107, 2=145. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 It, down and 61 lb up at 1-4-9, 77 lb down and 61 lb up at 1-4-9, 32 lb down and 41 lb up at 4-2-8, 32 lb down and 41 lb up at 4-2-8, and 56 lb down and 87lb up at 7-0-7, and 56 It, down and 87 lb up at 7-0-7 on top chord, and 24 lb down and 35 lb up at 1-4-9, 24 lb down and 35 lb up at 1-4-9, 20 lb down at 4-2-8, 20 lb down at 4-2-8, and 38 lb down at 7-0-7, and 38lb down at 7-0-7 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 (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 13=-72(F=-36, B=-36) 15=-9(F=-4, B=-4) 16=-61(F=30, B=30) r�au[rPmel mo a,,MuWwmvgptt,*b" l.lr.AgrLr&cmML% .Ad,smn�vmJumlG9.wy rmmm rmmr„yemv.d'e1mO0a'" jWEryeIiLLla�Offtl.'m;a5[mMytna7l� p n,bF Wtlaa9n�4ShemlbMaPtlX�p4 Aeeum M�epwpr.SKa%brsYgwm.InBmpo6�eeertmMMptln,btl,qup.�pnymH�%bW1��pg6sb7eNmlgntrukRW¢ry.depL ib Anthony T. T0111b0IIt, P.E. dn,dLilm,trq Wfmnbrtpvu}NI660vc60m'reRmhticpebekYnrWTe,r6ufotlh Ol.bL'dEeh2HYgW,dpn l6mPe,6iW Nidw6JmEErlmtsh.:!` kfry MµazuR9d4,sy Ytlh6rt�tllgE II80083 ' Ytwsrhs�tlfmxn. tCexiO�Irbld,ibpsvetulptl,Wtlbe4PpgfN IMIIeOaIId 90eertleeztlmrmNpSm fil�LrtgmWmuNim[IDeLne ErLp.lnu&s4aAmmrfine ln:4ageke 44515t. Lurie Blvd. kM da, ,SmrW Kvtl11e0tle1 getl W bmxgnApmintlnl filmsgvl0rvrb 14ihrbYgbyu,mlmsSPbv EamsdmMay Ng9Av3emenmHMmlM1I. 144, � rod Pierce, FL 36415 0 M®IOIdAl lveffassesAonvv limielrylL Pe m2voivevfJndvmmev4tiv hm,is ivlabedrAhrNtderNrce nmissiwhvml-1 &dlnsseo-AtlAvv 7lvmlvN„Pt PfnA /• v P % v v r Job Tmss Ply WRMSCMBIlL15X10 HJ7A �Tnrss`rype Diagonal Hip Girder �QtY 1 1 �RENARMORNINGSIDE A0111)515 Job Reference optional) I A-1 KMT Imsses, Fort Pierce, FL 34946, design(galbvss-com Run: 8.210 s May 18 2018 Print: 8.210 s 18 2018 MiTek Industries, Inc. Thu Aug 30 16:53:20 2018 3r = 1.5x411 '"--' 3-5-14 6-4-2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(L-) -0.09 6-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Veri(CT) -0.22 6-7 >541 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 44 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-6 oc puriins. BOTCHORD 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 uide. REACTIONS. (Ib/size) 4 = 181/Mechanical 2 = 57210-10-7 (min. 0-1-8) 5 = 305/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -128(LC 4) 2 = -137(LC 4) 5 = -26(LC 8) Max Grav 4 = 181(LC 1) 2 = 572(LC 1) 5 = 308(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-1139/161,11-12=-1100/183, 3-12=-1079/194 BOT CHORD 2-15=-272/1068, 7-15=-272/1068, 7-16=-272/1068,16-17=-272/1068, 6-17=-272/1068 WEBS 3-7=0/309, 3-6=-1092/278 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for tmss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 5 except at -lb) 4=128, 2=137. 6) Hanger(s) or other connection device(s) shallbe provided sufficient to support concentrated load(s) 77 lb down and 61 Ito up at 1-4-9, 77 Ito down and 61 lb up at 1-4-9, 46 Ito down and 38 lb up at 4-2-8, 32 lb down and 41 lb up at 4-2-8, and 59 lb down and 85 lb up at 7-0-7, and 56 Ito down and 87 lb up at 7-0-7 on top chord, and 24 lb down and 35 Ito up at 1-4-9, 24 Ito down and 35 lb up at 1-4-9, 18 lb down at 4-2-8, 13 lb down and 40 lb up at 4-2-8, and 35 Ito down at 7-0-7, and 38 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=54, 5-8=-20 Concentrated Loads (Ib) Vert: 12=-45 13=24(13) 14=78(F=J6, B=42) 16=-18(F=4, B=-14) 17=-64(F=-30, 13=34) rvtlr'llaEngJimtr.6i16iifdfar00tr4aF�Imatl(L"N[6f1{IOYI901�tmLTimtfRN IeCf Nrylamtlmmin�m�mtl,l Oe4bMim1'itlhllmrl laA4ll ldv®r&EHrM Otlnf�.la0@IehR4a'( //_�\ I�n1mm.Antmf YLlb,Wb6CNeMNLL In4vrWph�4e¢L$eh9(a,veFNu[nglpBapaMom,'9.YJYptlw'vtlegvWlnyWOhtrh4tpCOts67fNnlgWlublpOUl�. tivWL Nhp,ss,fnagbl9m�m�:m�m'r Anthony T. TORI]O III, P.E. / \ dmdWim,bmrltlfaph6M,uetl9EEt Muctl Oml <avd,g9vn,MMA4nA.mku@ndd9Cb0:o1MYm NY9M,W11Fi.NYSm�aE, nOdmE,Ym,IC,rmtm96tlfd'+4>�1sumISmWY¢mItl�G66mpauWhE S800a3 mlPt �dm,PtlPqfogmvlLeryLtems,bpid4WhrMdnGnerh�ih V.�m Ptl.nnHlSmE,ryratlLnellnnY4Lnspupc.imsbipa¢urWrnuYSMbn,¢4v 44515t. Lu[Ie 13Nd. U4rstl90npmdfav,m.2Lmmmmsbl[OmlbP ,]amlfialnlamm Jh m.�IhnPm�mmni @lms dos r9•mhl0ie, l0'bim .nin.,SNtartlm�mbaR N9aaabenmlJ.dmnU. � Fort Pierce,FL 34946 fepphEi®1014A�1Ivvnnsses-Amlverl.ivmSVlgeE bpndvoivs vieislvmmem,ieegl9tl.ispml�lhedm9hvmtlt mri4et peemisuvvhvmkl tvdinssa-AeAvvri.lamly W,rL Job --Truss Truss Type Oty Ply RENARMORNINGSIDE a WRMSCMB1L15X10J5 Jack -Open 4 1 A0119617 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 30 16:5121 2018 Page 1 ID:Id_OOXyyT616i_TXo1jwHHzetvK-a)igwrl kX5uaRXfkVpoVIWKHySsiruMFwl_4bvyicYy 1 4-0 5-0-0 1-4-0 5-0-0 3M = LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.11 4-7 >554 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0." Vert(CT) 0.09 4-7 >650 240 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 Weight: 18 Ito FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. 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 = 113/Mechanical 2 = 269/0-M (min. 0-1-8) 4 = 59/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -98(LC 9) 4 = 48(LC 9) Max Grav 3 = 113(LC 1) 2 = 269(LC 1) 4 = 88(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=S.OpsE, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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-M wide will fit between the bottom chord and any other members. A) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard rm¢yAuuYn9'hmn.m•u1anFa'LSSI'��t�ttmmrm¢In[umnOY(LL1r11tm'.r',n;efel•me euryeYpw,wmodrclumemnm¢MPme�Yll�aivamA/+n1.Ichm.urA¢m2nvvew. BI¢nme.rs�oxduatpB.s1 Yrteo¢mnrpp�tlIDb.utbbnpYb„m UeLru b¢Nfym¢N-IRmvYYimdFbuYevriOBng¢s�evomatlmpoLwvlgemYrny¢Wl�bmb¢ilmsykAve!rmrnmlMn'r.gvRLL IYMpwvp:,n4dym9emtuvimy Anthony T. Tombo Ill, P.E. dmdW raebglaY,ghmmP,&Md60.u,.b0.nis C dvpubNY+impdmmHendbrmtY;Yyl flage YASYb mlhv94mbbrtyx4tgd V80083 bmYxrbnFn mlrm,m.mm�mrnmmlftdbFm��W'rmJ6pJ6yfgmv�b.}14vmv(0ppllotrfhlYvefffivekemlbrmNpim lM1lMUL,npadfenmfba6bLybVYv.lmehuphYvcmlrwYc6tivµ 'un 44515G LKIe Blvd. O¢muldodltr OSmigmlWY.�q M1rll�nir!^1 RIn¢Raxlq�hr0lmr/Yglaga.ulmsStmYeramenrm1S4 m9��bmm�Hmleml. � Fort Pierce, FL 34946 (vppilh®741Ak11vv1lnsses-Amlm/llvmiv114I'J. lepmtv4iamvleis dvmmem,bvrylmm,ispivEadedriMvcllberdtlevpmmusievhem AI rvollmses-AmbvorLlvmlell4rA. Job Truss Truss Type Oty Ply AO1195t8 WRMSCM81L15X10J7 Jack -Open 6 1 �RENARMORNINGSIDE Job Reference o 8onal i A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 182018 Print: 8.210 s May 182018 MiTek Industries, Inc. Thu Aug 3016:53:21 2018 Page i ID:Id_0OXyyT61Bi TXoljwHHzefvK-ajigwrlkX5uaRXfkVpoVIWKBKSoXwMFv4_4bvyialy A-4-0 7-M 1-" 7-M 314 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.17 4-7 >478 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.22 4-7 >386 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 me n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD 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. fib/size) 3 = 164/Mechaniral 2 = 34010-7-10 (min. 0-1-8) 4 = 85/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 = -117(LC 12) 2 = -79(LC 12) Max Grav 3 = 164(LC 1) 2 = 340(LC 1) 4 = 126(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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical 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 nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jl=lb) 3=117. LOAD CASE(S) Standard ra Otluv,6aMP�tla41f-0.m} Bvxq rvbM,l'hmhp'4I0.mfaSS(h.U.MOb;Y l�fli[4�10�(ipIR140.Y.t1e411'6c IeEr6Y'po&rsdmYuu Y061wby hYlpiu.'a T h'm.m 0.4.nhsUil aNlm,rtpbt0IDNw14t0rnpbYNLL l�r4rupepY a,,5R 6)ve1qutlnvlWBnpaMov�pm'lOby,Mfld4�NrtgmtlOilbMlrsg6bu,'alml LghWCbN4eh. tleAt Ol4pnueiluLFYvlm6laf, vlAm1 Anthony T. T-bo III, P.E. d,u4ailmtb RkW3n6rtslu,dPlEb Onu.60miietmR9R9ed MYvq Oupe.64mRntlb RNGvrInYd4uYmure¢1 MLAgpntltlE�104¢tlwE,H,ntll�imt®tlW9MA1nx9elAA6m u11m.4 ilANbn�dYfE t80083 bwx' wWevrm,.3E¢osMMhhlU9,il Wlm>�Mpeltlmirit„Ctl9qrgm21tgh1v�a�1}I,tlubM111mnVAm�vinrnlblv�Iprdm lPVltlux&nq,mOtlmuef ldalleLruhYye.ImiaupajucWr,m YmA�µeYu 4451 St. Lucie Blvd. rbNul9utlllra4'm9utWm�mghalmY��u!>alvsskVp lgim�ertlmliYallugir,vLn�Sryemblameg6,19y. Nopba9YouvnlAml�lRl. � Fort Pierce, FL 34945 6ppi'N®1PIAkI IxtLvsul-A41vvpLlvmhvlA,Pi tepmpomvvvllhudvmmem,avrlhim,isprolaned Ynbvmae YrIDeepenvedxham4l WApmus-Amhvvrl. ivMoBI,PE Job Tuss Truss Type OtY PIY RENAR MORN INGSIDE WRMSCMB1L15X10J7A Jack -Open 1 1 A0119519 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 182018 MiTek Industries, Inc. Thu Aug 3016:53:22 2018 Page 1 ID:Id_OOXyyT61Bl_TXollwHHzefvK-3vGC8A2NIOOR3hDv2 WJkgktRarBasLcO8Pjd7LyicYx -14-0 7-0-0 14-0 I 7-0.0 3x4 = 7-0-0 Dead Load Dell. = 3f16 In o M 05 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.16 4-7 >527 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC O.66 Vert(CT) -0.26 4-7 >316 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a rue BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP I Weight: 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SPM 30 SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 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 uide. REACTIONS. (lb/size) 3 = 203/Mechanical 2 = 41510-7-10 (min. 0-1-8) 4 = 95/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 = -97(LC 12) 2 = -34(LC 12) Max Grav 3 = 203(LC 1) 2 = 415(LC 1) 4 = 136(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical 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 nonconcurent 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 100 lb uplift at joint(s) 3, 2. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=54; 3-9=-54, 4-5=-20 Concentrated Loads (Ib) Vert: 8=45 Trapezoidal Loads (plf) Vert: 8=-99-to-9=-54 (®.srllm4,esarme.m'I1nOfl�afWlClfffiS(If11IIf4YN. i1pISWW(G1aj WIGFnNfrl'hn rulitrJPp �mtlmltlnam�LruOnpfig9W;•tlN4MrLLcArlilhlvm8aiklnu 0tlafdmm YdnL1W,¢Y Nretwwlweambwmmnammvnturumm�php.rp..gewryup..}mua„gmonpamvompaCmrymmgamgnymruhmbe�yamsqtunscymiummodpmcmtneupmvM,a,t,symmx�,wsmp Anthony T. Tombo 111, P.E. rlmtllblmtmoikY>f YmW4 mP� "A UX% Kwfi. almY', w RL iMQPntltlm Md m6tl oedm rmt MY, km' mq'Wft 80083 ' mmY9tnSndf®aw. Nun WaI�mlWdbl �dldtlmm6m4meprmi.�cbplh�ealp4JlkNtl%IIIdfVlce,A,mfhlmltlpSm. Ai61c&�nirmilaa�dYm[41mpna.im,MAPY-adrmsra5me,eM 44515L Lucie Blvd. neNvbmdhrrnerydgo..emfhmrmn wens m.imsttophpm6rNbr.umkye,aimislm6pmdory N.remmnNd�mt � Fort Pierce, FL 34946 0 m®7DItbl ladlmsses-AmEw 7.iomEelry P.E !e mde4ioodhirdomoeN,mm tmm,ir ioladdsitEeNMr'N¢o nminiorhom A -I @dLrsses-AnEN Llemlolll, P.I. PPIB r P / P v r MORNINGSIDE ;Jo;��T�m��Tnuss ��Q�pypjy AO11S520 ce o tional A-1 Roof Trusses, Fort Pierce, FL 34946. design@altruss.com Run: 8.210 s May 182018 48 = w nn� 3x10 = 3x10 = 2018 MITek Industries. Inc- Thu Aug 30 16:53:22 2018 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(-L) 0.09 9-10 >896 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 •Except• W3: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except and verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 435/0-3-8 (min. 0-1-8) 9 = 41310-3-8 (min. 0-1-8) Max Horz 10 = 145(LC 11) Max Uplift 10 = -196(LC 8) 9 = -190(LC 9) Max Grev 10 = 435(LC 1) 9 = 413(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat. II; Ecp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb)10=196, 9=190. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 891b FT=10% OeMIm,.'ph..Wfdm:nIInCw iumnrlommcnmlW unena;uman ietllWap.emaal.m.mlm,wve�^dita;k lERi1 4<n. rmrmv�ev:.rx. w„rmeNrYOluame.®h T.,0 YIIRoma,Ib,Ymtr,MbtrP3mk Nil„tm,Oop,M7nepe.11,:Y�ILPn}0,¢facllnnFme,vv�dhFA,W¢IRsabin4u09%kbW@®P�sekNssfi MthonY T. 117, P.E bR urmlavxur.bu�lm33pmsmeu�e,mtlemePmmm6ry0.av'm„pmlms/nwpu,Fmltmrm.m;m;pm9tlpmm9a 580083 UW11Wmcd' Wmu,mfbpNpmvn mlat.t&„yvufa[erfememUStpopeirmmP4p�mlussrwaP:et, I 44515t. Lurie Blvd. ffiMlmtlireemeyearp�v�mggmre� dmL,uGop[gmnrolar:Yareapv..Ln,slnahpweg6afy moaxWdkvnml3vl�ml. � Ron Pierce, F. 34946 6 MID 7d16A1 to,llrvssenAveo i.iomleiq PE b mdemoeollliNomvem,M M'm.is al3dedvdlenllevnlho e�missier6om A4lodimses�Amloo l.iomloN,Pl vnh w v eer w v r Job Truss Truss Type Ply RENARMORNINGSIDE WRMSCMB1L15X10 T02 Common �QtY 1 1 A0119521 Job Reference (optional) w-3 Kooi ! russes, von eterm, rL : u4u, oeslgntgal➢uss.wm tcun: a.nu s may is zuie rnnc 6.ziu s may ia_zuia mu ex 4xa = 6.0052 4 1.5x4 II 3x10 = 1.5x4 II 3x10 = LOADING(psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/defy L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.09 9-10 >887 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS- LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x6 SP No.2 BRACING. TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 430/0-3-8 (min. 0-1-8) 9 = 43010-3-8 (min. 0-1-8) Max Horz - 10 = 143(LC 11) Max Uplift 10 = -195(LC 8) 9 = -195(LC 9) Max Grav 10 = 430(LC 1) 9 = 430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end ver ical left and right exposed; porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=1b) 10=195, 9=195. LOAD CASE(S) Standard I; - me. ! nu qua dU PLATES GRIP MT20 2441190 Weight: 75 lb FT=10% gQR.lYmeev,gQj h41pre11ffie(YWrd6E4yu➢ICd[PG1Ca[CIpY!'bi➢'jempYl®iefRYm ldr4QpParNmdwdtlaw0l pegeYc,lglmldhlrturLlwYCI£Ide 4¢ibbeme Ptlas@sbQQQnSe➢A } WLtaC!Y!k ilQIM aNh,h➢9aYNd lseLra PaMinMap baYi bQ Ah J F➢r partsmymutlbpAa,MQugewgrt4�'NShkinQhvt7elnalgaell¢hR4my wNlwl LwlYp¢uepxm:YCgNQma.uYl@p Anthony T. TPmho 7g, P.E. dwdPat ball YaPahtllmdvmlQbamchprslzdwvdueadalnYaepayah�atlh0l.bv:vlhYMkxYgoYdllFt lb9p,Ntlh2Amlm.fxYnedblm�Ylg4lX+3zKY.9A9tinotYdl Y�Ibtl AOtlbtl E800a3 hNYyeay�dfinear LLwmzdoesh➢pdMP�'+dP'Q�'dQ ¢YmiYRum Ya}Yietl, µlNdhlllmeft4eertivevlle R®uly dm. R:IHtmsOertpmitlme.al6zfW1 pnipe.Lmpe4YPmmll sYmhme: cku 44515L 1.ude Blvd. • ef,wu4hdhr6tpgwlq YwmRhm M«a lhlmckvy[Rm�6emhlenylegv,ntmzSyaaFRMvdmMi4+r Mq>ddYM^emldmicml. Fart Pierce, FL 34946' bppipn®IDId Ad 4dlmsses-AmdavpLpvp.Evlll, P.E lepmdvmod vitlisdvmmem,mYvpfum,ispmhihnedrAdvNkernrtevpnmisuw6vm AI hvtinsses-Amhvvpl.temlvlO, P.L 1 Job Truss City Plv MORNINGSIDE A011D5222 WRMSCMB1L15X10 TO3 �TrussType Common 1 1 �RENAR Job Referenm (optional) i A-1 Roof Trusses, Fort Pierce, FL 34946, design@alwss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 4x8 = 6 on 1.5x411 3x10= 15x411 3x10 = 1b10 P-10-14 7d2 ]-&148-P-6 1066 0.1�] &M 0. 1"1 1 1-40� LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Wait L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ve an 0.09 9-10 >917 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' W3: 2x6 SP No.2 BRACING- TOPCHORD Structure[ wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 41910-3-8 (min. 0-1-8) 9 = 432/0-3-8 (min. 0-1-8) Max Hoe 10 = -149(LC 10) Max Uplift 10 = -196(LC 8) 9 = -196(LC 9) Max Gmv 10 = 419(LC 1) 9 = 432(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-11=141/261 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 10=196, 9=196. LOAD CASE(S) Standard Inc. Thu Auc 3016:53:23 2018 PLATES GRIP MT20 244/190 Weight: 75 lb FT=10% aevara«e>.�h a m•ulx:nmaruumt�irtwsrlamnramlai1mo74p,so:wr1.ffi larrdrowwmmm�mvmmmum,mv®wnl�n+mmmA�rl.l�erfre..><s><nm.�oaa2,m.mmmmmmsm7 Y4elorsm ghz mmh;*lmmmvmxmd. rsvuvma4vrpwp�gcwlrapm;mw mrmampwwemoscsumrd+,mar4mmagrcvmnmgma,fnyam q.usys4'�wmmoW,axvu. mpm.pmnasrnaeyawvayammp Anthony T. Tombo 111, P.E. mme4aht mWlImgNmm,µuxW dhvna,mOvm'1v,ravtlegmemleYappnpm rm,MNtlmvl.mQmlm YoihYrme¢EIIFL 4yp,NdmlBBmmmpmetlmimsa93q krd'mg�mpeu093amh31LLbkmrtgaNAhd A-!& Y80083 mkatmo�gmm(eavar. Wmrsawlmmmpmbl mlpNmpmmtl6o1fm1mm5Cegamcym�p,llWlrrHtlSYAmmawxeml'mdy,`^Mlm2ertinymw�smmes6mimspv®.Imsoegi6ganrmarnurdmam�+s 44515G Wek Blvd. rSo4ulAxdlle(palgedge9s,0ghdlµAnaMei me1m;C.mmlghmh lahvaq gb gm,miwimtaraamirrydrl*q Nptla�YmxemldmlaMl. Fort Pierce, R. 34946 rvpgiigM�4AlAA4Ivoflwues AmlvvyLrmvlvllAP.E. lepwdveiwollhudvwmem,ivvvgfmm,ivptoh3BedwAhvmmrmllevpewnssiwM1vm A-1 BaAlnssw AhdNq.lvmtv1l4PL Job Truss Truss Type Oty Ply RENARMORNINGSIDE WRMSCMML15X10 T04 Common 1 1 A0119523 Job Reference (optional) y N-1 KWT I russes, ran coerce, rL satlaq ees1gntda1cru55.Wm nun; a.clu s May 10 Lu ir 4x8 = 6.00 12 4 o.z i u s May to zw o MI l eK mousmes, mc. l nu nuq au 1o.no;z4 Lu10 1.5x4 II 3x10 = 1.Sx4 11 3x10 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(L-) 0.09 9-10 >887 360 TCDL- 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Hom(CT) -0.00 9 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W3: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 43010-3-8 (min. 0-1-8) 9 = 43010-3-8 (min. 0-1-8) Max Hom 10 = 143(LC 11) Max Uplift 10 = -195(LC 8) 9 = -195(LC 9) Max Grav 10 = 430(LC 1) 9 = 430(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 10=195, 9=195. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 75 lb FT=10% saw�lmmur - etluermm(wl¢-taraulaarmcmr¢Imaul"aT,ryunorn.eurma YMarouamw,maa�an mlm,uun¢trmlrrdr,+m=rtam,nrfu�lsxtr n. ran:ma+e<vml�mme.w'r W1Apsnidkl dIDm Immil'Jbk,dLbluva:�6,maM•mdr:trss4 Nlnrymzs ragrsnANptl:u¢tllxw5s9eymT➢ttrd4lpth yeurubnknCnlrrfxlflt lmaupenvpa bdgm%m4rhs8q Anthony T. Tombo III, P.E. tlrslmm4r mu}MSal6mmiv!o.u,tl60nn@h.m'veteh94m1a6rvYa4hs$+akmNrtro 6lb6eiMF9EaY9M,diM1LhOTrtItlhIDBdo.E'4u,ibimtM^Wlm"1wVtu2P NheWilAMb OII r80083 h FiMp0e4+eI4Sn0e NsammseailAmnlmwsmpolas.Inemtiytgztlstrl Y.wro;mr,.IrtlatrlhmmsumrtlumEmrmltySce A:l msstmpaumsm� CLLmkspe.tmsonpn$a mlimskaamaekl 4451 st. Lucie Blvd. lfuwlffsslhraxblPldplYMSghtllpeelMrtl neinssk;g61au41hihtdkgPCGv,rt1ms51maGlbellmYp4i3. N�p5latiwmaeliel6mL Fort➢ienR, Ft 34946 (v bl®ID76Rd bolinssn-Aruba 1.ivmho111,Pi. [e mdvaivavYlhisdvxoev4wo Ivr n lvb'S'4edstlhvmthe writhe elmissiveham Ml [volUlsseo- Amboy Lb h I%P.L Y Job — Truss Truss Type Oty Plv MORNINGSIDE WRMSCMB1L15X10T05 Common 1 1 �RENAR A0119524 Job Reference (optional) A-T K00T I ru55e5, tort Fie", hL 34 b, beslgnLUJaltruss.CAm Run: 8.210 s May 18 az6 = 6.00 12 2 WO- 1.5x4 II 1azU18MIIexmcusines.mG Inn Auq.lu lb:bJ:242uib LOADING(psf) SPACING- 210 CSI. DEFL. in floc)) Wall L/d PLATES GRIP TCLL 20.0 Plate GriGp DOL 1.25 TC 0.23 Ved(LL) 0.16 7-8 >493 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.13 7-8 >603 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 HOrz(CT) 0.00 7 Na n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 60 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOB CHORD 2z4 SP No.2 5) Provide mechanical connection (by others) of truss WEBS 2z4 SP `Except' to bearing plate capable of withstanding 100 lb uplift at W4: 2z6 SSPP No.2 joints) 8 except at --lb) 7=183. BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 6-0-0 oc Standard pudins, except end verticals. BOTCHORD 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) 8 = 20810-3-8 (min. 0-1-8) 7 = 46810-3-8 (min. 0-1-8) Max Horz 8 = -118(LC 6) Max Uplift 8 = -89(LC 9) 7 = -183(LC 9) Max Grav 8 = 208f-C 1) 7 = 468(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed; porch right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.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. ens�thrum4Ahme.m•uummsaMln't�uwuelanvmunmueNnatwaeniwmma-imp�saw.asm.a�oermml�,amwnm4sclx'.wmumrTt=mxrFw�aMed�m:. mweea.sameeaLoe.wY /(/.��\ urtuaumPexsmmm..zemnmunwmuss.uruomptyevepe. 6 mwxrnnena�mseveu�stdpanraegswugmpumgbml�,arose)euxrgmrdwam¢ey.reemt �t pmralnm,bzpwmwn,smsq Anthony T. Turbo I1I, P.E. mdaeAes twrbagMlOdemerupSJu d40nn.&Orviremmvdr,pmhk8vih�.etrm49ptrPC0rCdbh�lak�W�r4a-0 mL ➢,P Wdit INW'nI WWI.e�59A�®1 �@. tu6@F mh=,"h h n' Vpd o80083 teK. NeaslMhhiroaLbl�msmlptldeyel4 htleo16vpmL$leryffn0a70fplfd�fpRINNI v:MoeaEhprt'prlrvv.11Hh5sr&apmlPEgr�WydLLrsf ONpr.LMMgregar¢1rwuYnWWeSak:s 44515t. Lucie Blvd. UIhMLgpnllmeyf rdarbeedaairanmtlrpetl4nhantigkdfPmr L�dnt netmsw mrgmrermeHMglapx,rzmrzdrRa6damd4rklm; Nmiawlmmennadnml. � FOR Pierce, FL M946 (vpitiln®107AA�I Aadimsses-Anlhagi.7vm0elll,Pi. leprvdvmav vf0isdvmmem,ioveyfvrm,isprohbihdnineNMexdnev permissixhvm A-1lvolibsses�AvlhverT.ivmkvl9,Pi Job Truss Truss Type City Fly MORNINGSIDE WRMSCMB1L15X10T06 Common 1 1 �RENAR AO119525 Job Reference (ootionan A-1 Roof Trusses, Fort Pierce, FL 34946, design@allruss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 182018 MiTek Indusines, Inc. Thu Aug 3016:53:25 2018 Page 1 IDAd 0OXyyT61Bi_TXoljwHHzetvK-TUyKmCSFaJO0w8yVkfsRSMV103COngDrgNyHkgyicYu r 3,53 6-B4 8343 35_8 33-12 164 48 = 6.00 12 1.5x< 3x10 = 1.5x4 It LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.16 6-7 >490 360 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.13 6-7 >600 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` W4: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puilins, 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. (Ib/size) 7 = 23510-3-8 (min. 0-1-8) 6 = 35710-3-8 (min. 0-1-8) Max Horz 7 = 103(LC 11) Max Uplift 7 = -95(LC 9) 6 = -140(LC 9) Max Grav 7 = 235(LC 1) 6 = 357(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=123/300 WEBS 3-6=-183/305 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom .chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=1b) 6=140. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 58 lb FT=10% r.mrr ammvrmo-.m•Ainesmmnf>>umtneauwuere+warmoq-8+sl+m[suummm lmhtrWw �mmmeuvsumlm,imams+a(i8?�m+cmtr�sarAsm�ssxts.,,st mmsm.�umxuummt.h wielmmnbs>dedmfmmnomtrm.vseumrogsr, N.b !fiP'�.muuugmp rz.oasumpsampl•wmi egsw.gnx�vmrtrmfxAaamsrmmmgmsummovry.buu. taevpmu.pv5boegmv�aawiap Anthony'r.'rombo Ill,P.E. tlm46r rmvtrmre'v?nmmrwbrmemo.sn.m0.aiv..4vtlax5emlaiagoniF..bmanaaBCmCmmYmMYRMsm Rt lbmniemlJJdarevmnmrn�tef.59m'+i a8t¢msamdYa5�6&hmmRmiga �80083 muupwymdrmum.w.a,m®.mummmv�usaes.axmsamavais.pmafaquaar�,mr,pa:mtgmduuosnn,mfega.up�nuas.serzumaam�eamnetrum Ruca,fmsonpup~.marvuevvn.,tam 4451 St. Lucie Blvd. Rm4seliatl{i.64wspeagev. �lk�ima+marcf. t6elmsgsPrgmpvulmr:ayk:�a.mim�irsargvmcgbmy. mvvaimmvamf2wnIDt � Fon Pierce, FL 34946 (vppighl®401AA-i Waliwsses-AmtvvyLivv5v8i, P.L tepmdveivvvilEislvmmem,'mvgimm,ispsv6�dedviMSNmv.nneopernissiwfivm A-i &ofinsses-Ael6vvrl.ivolvlll,P.L Job Truss Truss Type OtY PIY RENAR MORNINGSIDE WRMSGMB1L15X10 VM03 Valley 1 1 A01 �3526 Job Reference (optional) I A-1 Roof Trusses, Fort Pierce, FL 34946, design@aitnlss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Thu Aug 3016:53252018 Pagel ID:ld_OOXyyT61Bi_TXoljwHHzefvK-TUyKm05FaJO0w8yVkfsRSMV2S3JRnhLrgNyHkgyicYu 2x4 1.5x4 II LOADING(psf) SPACING- 240-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 11 lb FT=10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing he installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 95/3-3-8 (min. 0-1-8) 3 = 9513-3-8 (min. 0-1-8) Max Hom 1 = 52(LC 12) Max Uplift 1 = -15(LC 12) 3 = -42(LC 12) Max Gmv 1 = 95(LC 1) 3 = 95(LC 1) 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=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical. connection (by others) of truss to bearing plate capable of withstanding 100 lb upliftat joint(s)1, 3. re�y.rnumepk d�uuxm�(mu'zekdu>!darmrem�m�rm.;>Dvn+mrnua�:rrm. roe;+mvrv�.roam:r.mu�dmna«a(�mc:e�acr�nrFr�snxm.m.edxi.msucmomrm,sr m!a PbnwN,mtrmnfntrrtt b.Imcmnwas*aG ,Sw:t imwowtm '.c+ae aco.mvsWumm ?2btcaead'ptm✓ rvmtmws rams 2U�Pes�'s*,tnaucm.v�tn NMony T. Tombo 111, P.E. ' r.,nmrmnmmrd'ae>e�w�'9dre.r,aor,tmmdym.r wmc+.err.+aamm.mm.drtrnwdawrrnt racwadtnrnmmmumarmn.mawm r.mesexrnevy awmmw'ad '80083 rrsymyparbumn w.miueseerrurmpmeapmdrree3al..eueraumvpapaeaqurmta,�eemy�tPnm mumnragr ramaeteun�.umeayraruesauaa<s,m„ 44515L Lucie Blvd. rhm:ad5 it Gda®rgmbaap7ommma+N tabu milp eeplmMaggvps,nMsfrnnb, dnYdmrew4^�rrmma tam. Fot Plum, FL 34946 • {1m PB1EAILEBI1wtt1' t14IDE0 rJ.0 ckmvo Htlisds 1^Pr�9 d�°7 • a. P mmtl,nserbm.npv4iGbd�ffianMenmeopnmsveekm:47 rvd4asusAoaxvr7.iomEo01,YE Job puss Truss Type OY Ply RENARMORNINGSIDE WRMSCM131L15X10 VM05 • Valley 1 1 A0119627 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@alwss.com Run: 8.210 s May 18 2018 Pdnt 8.210 s May 18 2018 MTek IndusMes, Inc. Thu Aug 3016:53:26 2018 Page 1 ID:Id_OOXyyT610i_TXoljwHHzefvK-xhVLY5tLd W LYIXhH MOg?a 18kTdq W8b_31 hrH7yicYt 1.5x4 II 2 3 2�4 ' 1.5x4 II LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in (Joe) /deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ve JILL) n/a - n/a 999 MT20 2441190 TCDL- 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a, n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 19 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 5-4-0 Oc pudins, except end verticals. BOTCHORD Rigid ceiling directly appliedor 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) 1 = 169/5-3-8 (min. 0-1-8) 3 = 169/5-3-8 (min. 0-1-8) Max Horz 1 = 93(LC 12) Max Uplift 1 = -28(LC 12) 3 = -74(LC 12) Max Grav 1 = 169(LC 1). 3 = 169(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 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) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 100 lb uplift at .joint(s)1, 3. Yvq.(�evbv�wnb'111G➢11IDS8('4.IQIv�StiaG1R1®f94�IJjIPn}1tiF'fll®H:ti'be raFkapµ^meaeCrtiloanwtitLm6,s�i0.mg11®jWh4.°vtlubgrFld,m9etlbrtera 9tlattbnvi�Imm1�,W midmae rWn4mb.mhSi6aakeffi �etnaRarN.Wc*r4nelmvL Wras:av�P eb6Ceh+otrTm4^�dNACblVadm4c�piclvmP.9N,.ssAt hblCo�F .k2n¢tTwm!^n Anthony T. Tom6o III, P.E. mwdAxLmmcmllq Smmpmm'etdmrm,mmm5 covedreevm458gh:w.�mvmvdm H,b6fdmkdlflYv{ubdigl rustmddmitlCR480083 A!0 mdikitv�Pvtlf¢faac aeleWMem1[?WmFwtlryNa,lbt&gfeaaeEWp WUCa�S,rbkmlbWtlancerteWk�dpdmlM1! m445L$L Lurie Blvd. emnnb66ibeteAtlrralquhnl�trdtctivbnpd lbLruhdpfry cvplmkYhpkq�ximrlrypvtgvadmkdeq. m,gsAdmmmotdM'e1M.Fog Plece, FL 34946 (spyeig9tiwld A48edlmsusAsPour LlemEom,P.E IepNadeed@isdemmrm,'vmrhee;upobi6irzd dEan0en0mpm®uuvtr<mAiPMLmsn Aeaeeri,te¢De N,PE Job Truss Truss Type Dry Plr A01 FJ528 WRMSCMB1L15X10 VM07 Valley 1 1 �RENARMORNINGSIDE Job Reference o tional i A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industnes, Inc. Thu Aug 3016:53:26 2018 Page 1 ID:Id_OOXyyT61Bi_TXoliwHHzefvK-xhVLY5tLdWlYIXhHMOg?al7vTY2W8b_31 hni7yic3t 7-4-0 7-4-0 1.5x4 II Y 2x4 i 6.00 F12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deb L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) n/a - n1a 999 TCDL 7.0 Lumber DOL 1.26 BC 0.56 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 7-4-0 oc puriins, except end verticals. BOTCHORD 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) 1 = 243!/-3-8 (min. 0-1-8) 3 = 243f7-3-8 (min. 0-1-8) Max Horz 1 = 134(LC 12) Max Uplift 1 = -40(LC 12) 3 = -107(LC 12) Max Grav 1 = 243(LC 1) 3 = 243(LC 1) FORCES. (lb) Max.. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-177/310 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)_Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live laid 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at --lb) 3=107. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 27 lb FT=10% Ywj(mCnr�lMn6'AAI[WIip66(1fLRj,s<ARIA%i4nlYR�653hYjW�)lmlnQg3rtry Wp.4yprssxdnig(miyrtswti4+upYphwy(1®jtlEelmgLlm4IX,!£aMms4e!Mmsa @!m butv4C6nMFA W mdmII,llW mAl �trmll)il c§A blt oT1+91n:n.l�lalsCaL�ne4 C2anT.emaeiµmamptnm..prehPrt,�aAmdaesyamm,Mlmigi@avmt.9m.caml.leL• oc-sv,i�mis®, t+'s, Anthony T. Tombo III, P.E. ldwo-'blm 41mridigammgah3lrim rxm,6lfoSmW�lBdnmiskq 0c�m.b&e 'N K hB:mimlo.a' Wmt M1elp WebltldalmJmgblmkhKgiaQty trgr,OGtlaNkegtleAzhe¢ynd6.rya '80083 ' h[Mp@eupvtl[Wtl®10lmsnlW bR:d@FrMnmlpS'itpmtekalaelaq$LSE'syflnQ.l�,fiyLW(FWWBael�wlhpmYitl� ml�hrtgmYYndlmntl m➢m 4451 it W[ie Blvd. al..alarmll.from@atNmuA'�fhdtavbkM 1imlQSPkAvw¢pimkVei&.aimSM!".b'vndwmwFumQlvd�rmwrs!§i6u1: FM Pierce, R. 34946 ( rb9IDIdA-I pvtlmlus Amhvyi.fcmdv N,P.E 4yedooavdmildvmmem,mmrfnm,rspoh'ddedaBCnnOeereevpmmssav5em471octtmsct AWh,gLtveh N,Pi. g7n. � JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTL01 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 Attach Er w/ (4) 16d To & (3) 16d Toe 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. AMh=yT. Tambo III, P.F 4 80083 4551St. fade Blvd: Fw Dterce, FC 34946, FEBRUARY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 A-1 ROOF TRUSSES 4451 5T. U IE BLVD. F0 T PIERCE. FL 34946 772-409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1' - 3' MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER DR 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. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 24' O.C. 2X6 DIAGONAL BRACE SPACED 48' D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - Wd COMMONS. 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 ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH V(5) - IOd COMMON WIRE NAILS. END WALL 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 WINO SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF IOd (131' X 3') NAILS SPACED 6. O.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). GABLE TRUS j/ I I / 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 / I TRUSS ---"--URAL TRUSS .�.�.. �.. STUD 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. " JULY 17, 2017 I STANDARD PIGGYBACK TRUSS I STDTL04 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 3494E 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' OL] A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'D.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. Anthdny T, Tombo ID, P.E. 0 soosl, ,4451-St. tude Sid:, Eat Peree,: f,L 3444fi' JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05 _ -A-4-ROOF TRUSSES_ 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3490 772-409-1010 VALLEYTRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS DETAIL A 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. BASETRUSSES .t LNU, UUMMVN iS, OR GIRDER TRUSS TRUSS CRITERIA: 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 11 BUILDING EXPOSURE 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. ANh=y t TamhP III; P.E. rsm 44515t U`CL.Im. firrt A`ercet FL;,34956: r FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE=3'X0.131'=10C C 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24- O.C. MAXIMUM) AND SECURE PER DETAIL 'A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. �- 5. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 45 ROOF CIE BLVD. 6. NAILING DONE PER NDS-01. 4457 IE CE. F 3494 GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 7 772-009.1010 TRUSS I VALLEY TRUSS 11 II II II II BASE TRUSSES 11 1 (TYPICAL) II �� GABLE END, COMMON TRUSS, OR GIRDER P r VALLEY TRUSS TRUSS (TYPICAL) SEE DETAIL "A' BELOW (TYP.) SECURE VALLEY TRUSS W/ ONE ROW OF 10A WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH NAILS 6- O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT =30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE 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' X3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. AnftM T, Tmbo I(4.P.6. 6 80083: 4451 SL bid.Bly& Fort Plekei FC 34946 JULY 17, 2017 ` (HIGH WIND VELOCITY) STDTL07 -A-1 ROOF TRUSSES- - — 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT. 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 CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24- O.C. (BASE AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE 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 MAYBE APPLIED TO EITHER FACE. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48' O.C. SPACING. CLIP MAY BE APPLIED H ITO THIS FACE UP TO A NON -BEVELED MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORD BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) owe 4mftwmn'C4n<rtriYiW01NllT6i0.'PLTit4tittOCIM6ID'WC'11i11�T.1.'Wist4x laeiPmPFc�as{WulamoMl ahnFPs.'RlIDimim Lagf irib0.H:h5aa5MMmev. K-ti V.ullugeioml3P,�dt WLf aa�tl�p9brd6bilDsii,t/..A�timulY+4. P4SM�tt�i ivdnglC9ol!>$aanF�dtll'✓ ^^i �a4��W'�1*.M9itlrt,+:m,!6A4+n`Ie�AsmlNari.ada193.bbdP �&^^iid '- kd=j T. ToTbo BI, P,E. da4mummgtmtamnyu�8mptm0.m mom'c.asRul9m�mwlgoads,bivm/mKiembtaa�3tvmmmtTigms4mIDdgmmotiuwdagmgamon.dkmiYebbmraaa 980083 ' btetlgc<s;wdraaeb.uwmm.biWhU Asau4ledHt-"m4*!dgv6nfiiNerybimbd neTm+b�T sptEe6d�A7 z.�tm5amtgbxltYb 4451$t.Wde Blvd.. .tYw�:442irtcmeie4V4 Pod Pi*, R.34946' STANDARD GABLE END DETAIL STDTL08 ri FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O,C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUDVBRACE #2 DIAGONAL BRACE (4) - 16d NAILSI6d NAILS SPACED 6' D.C. (2) IOd NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF 42L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - IOd NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO 71 BLOCKING WITH (5) - IOd NAILS ** (4) Bd NAILS MINIMUM, 3X4= PLYWOOD SHEATHING TO 2X4 STO SPF BLOCK v * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. NOTE: / 1. MINIMUM GRADE OF.#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. / 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO 12' MAX. / 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. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 DR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4'-0'D.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) - 7. GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240. S. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE S. OD NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131-X3S' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSO. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SPWSTUD 12.0.C. 34810 5-641 6-6-11 11-1-13 2X4SPM31STI1D 16'O.C. 3-3.10 4.9-12 6.6-11 9.10-15 2X4SP431STUD 2470.C. 2-8-6 311-3 5-4-12 8-1-2 2X4 SP #2 ' 12O.C. 3-10-15 5&11 6-641 11-8-14 2%4 SP #2 i670.C. 3&11 4.9-12 6.641 10-8-0 2X4 SP q2 24'O.C. 3-14 3-11-3 6.2-9 93-13 ,'-- DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. 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 10d NAILS G' D.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 90Y OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING NAILS lOd '—TRUSSES 0 24' O.C. 2X6 DIAGONAL BRACE SPACED 413' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) END WALL )F HEIGHT= 30 FEET RC MPH .OAD INCREASE: 1.60 FEBRUARY 17, 2017 1 1-U1 v, " ) I-ulv�v� v` I l IL STDTL09 WITH 2X BRACE ONLY 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 n21B9-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 I 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / ]—BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 ]-BRACE 2X8 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 ]-BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4']-BRACE 2X6 2X6 T-BRACE 2X6 ]-BRACE 2X8 2X6 T-BRACE 2X6 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. 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 OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM ENO TO ENO,. CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT \NAILS TACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) B WITH (3) - Ind AB WITH (3) - Ind (0131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL \ I WEB WITH (3) - Ind NAILS (0131' X 3') w awr�wrrw�. w r �w rrr�r�� rum li, �c M• 1 ..I 0/1 w���rrrr�.wrr�r� c 10 1 WEB IS RECOMMENDED HILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH TO BOTTOM CHORD ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. ATTACH TO CHORD FASTEN TO TOP AND WITH (2) #32 X 3' BOTTOM CHORD WITH WOOD SCREWS (2) - Ind NAILS (0131' (0.216' DIA1 X 3') IN EACH CHORD F'w000 AOIPN�10 'OA ATTACH TO VERTICAL SCAB WITH (3) - Ind NAILS (0131' X 3') /INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (OD NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - 0' WALL STRONGBACK I (TYPICAL SPLICE) (BY OTHERS) 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) - Ind NAILS (0131' X 3') EDUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - Ind NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 I LATERAL TOE -NAIL DETAIL I STDTL11 A 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 ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL 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 88.0 80.6 69.9 68.4 59.7 o.135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .12B 74.2 67.9 SB.9 57.6 50.3 o .131 75.9 69.5 60.3 59.0 51.1 J N .148 81.4 74.5 64.6 63.2 52.5 Mi VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (D162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X B45 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE FVT- NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00' FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-0031010__- THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING 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 J .135 60 48 33 30 20 N !7 .162 72 58 39 37 25 H 0 .128 54 42 28 27 , 19 V Z Z OJ .131 55 43 29 28 19 W .148 62 48 34 31 21 --I in J (V Q M Z .120 51 39 27 26 17 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 O .148 57 44 31 28 20 M NOTES: 1. TOE -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. 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 BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - -16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WINO DOL OF 133: 3 (NAILS) X 37 (LB/NAIL) X 133 IDOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WINO DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 IDOL 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 DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENTCONNECTION. sss USE (3) TOE -NAILS ON 2X4 BEARING WALL *as USE (4) TOE -NAILS ON 2XG BEARING WALL r�x:1:a-yr��a FAR S, )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTL13 2x2 NAILER ATTACHMENT A-1 ROOF TRUSSES 4RT IE `E, F 349 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE FORT PIERCE, U 34946 772-409-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. I.0x4 April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIEBLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011 (21-61I) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 Anthony T. T=n III, P.E. s 8 83 "51 S Lode 5 W. fart Plain, R 3 "6 Z017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 I FEBRUARY 17, DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 '5 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 1S% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1708 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 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 • 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 2X41 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 ilk • 10d NAILS NEAR SIDE + 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN DR 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 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 ENO 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. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. S. THIS REPAIR I5 LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. I + FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16 I A4 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-009-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2XS 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, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF IOd COMMON WIRE NAILS (148' DIA. X 3') SPACED 6' D.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 DR SPLICES. 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 400 SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LDADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TD INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES