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HomeMy WebLinkAboutTRUSS PAPERWORK4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 cy PH: 772-409-1010 FX:772-409-1015 A4.R00 www.A1 Truss.com TRU :Eff TRUSS ENGINEERING BUILDER: RENAR PROJECT: MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT:2 / BLK:5 / MODEL:BERMUDA 1796 / ELEV:B2 JOB#: 73317 MASTER#: OPTIONS: WRMSBMB2 STANDARD i r: A-1 ROOF All TRUSSES AFLORIDA 'CORPORATION RE: Job Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: RENAR DEVELOPMENT CO Lot/Block: Project Name: MORNINGSIDE Model: BERMUDA 1796 A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Trusl Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 0.0 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37J0 psf Floor Load: 0.0 psf This package includes 45 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 61G15-31.003,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 A0117572 A01 G 8/28/18 13 A0117584 B01 G 8/28118 25 A0117596 CJ3B 8/28/18 2 A0117573 i A02 8/28/18 14 A0117585 B02 8/28/18 26 A0117597 CJ5 8/28/18 3 A0117574 A03 8/28/18 15 A0117586 C01 G 8/28/18 27 A0117598 CJ5A 8/28/18 4 A0117575 , A04 8/28/18 16 A0117587 CO2 8/28/18 28 A0117599 CJ5B 8/28/18 5 A0117576 A05 8/28/18 17 A0117588 CO3 8/28/18 29 A0117600 HJ2 8/28/18 6 A0117577 A07 8/28/18 18 A0117589 C04G 8/28/18 30 A0117601 HJ3 8128/18 7 A0117578 A08 8128/18 19 A0117590 C05 8/28/18 31 A0117602 HA 8/28/18 8 A0117579 A09 8/28/18 20 A0117591 CA 8/28/18 32 A0117603 HJ7 8/28/18 9 A0117580 A10 8/28/18 21 A0117592 CJ1A 8/28/18 33 A0117604 HJ7A 8/28/18 10 A0117581 All 8/28/18 22 A0117593 CAB 8/28/18 34 A0117605 J10SGE 8/28/18 11 A0117582 Al2 8/28/18 23 A0117594 CJ3 8/28/18 35 A0117606 J2 8/28/18 12 A0117583 A13G 8/28/18 124 1 A0117595 1 CJ3A 8/28/18 36: A0117607 J3 8/28/18 The truss drawing(s) referenced have been prepared by MiTek Industries, 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 Iresponsibilitysolelyforthe truss components shown. The suitability and Use of components for any particular building is the responsibility of the building designer, perANSI/TP14 Sec. 2. The Truss Design Urawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents) provided by the Building Designer indicating the nature and character of the work. The design criteriaitherein 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 may be part of the projects 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 A„th�,�r�r T. engineering responsibility for the design of the single Truss depicted on the TDD only. Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. 27 r1C1J311 � Page 1 of 2 D,6 BC A2 2100 00 00 00;4C,12 87 DF r A-1 ROOF TRUSSES A FLORIDA-CORPORATION RE: Job WRMSBMB2 No. Seal # Truss Name Date 37 A0117608 J4 8/28118 38 A0117609 J4A 8/28/18 39 A0117610 J7 8/28/18 40 A0117611 RA 8/28/18 41 A0117612 J7B 8/28/18 42 A0117613 VM03 8/28/18 43 A0117614 VM211A 8/28/18 44 A0117615 VM211 B 8/28/18 45 A0117616 VM211C 8/28/18 46 STDL01 STD. DETAIL 8/28/18 47 STDL02 STD. DETAIL 8/28/18 48 STDL03 STD. DETAIL 8/28/18 49 STDL04 STD. DETAIL 8/28/18 50 STDL05 STD. DETAIL 8/28/18 51 STDL06 STD. DETAIL 8/28/18 52 STDL07 STD. DETAIL 8/28/18 53 STDL08 STD. DETAIL 8/28/18 54 STDL09 STD. DETAIL 8/28/18 55 STDL10 STD. DETAIL 8/28/18 56 STDL11 STD. DETAIL 8/28/18 57 STDL12 STD. DETAIL 8/28/18 58 STDL13 STD. DETAIL 8/28/18 59 STDL14 STD. DETAIL 8/28/18 60 STDL15 STD. DETAIL 8/28/18 61 1 STDL16 STD. DETAIL 8/28/18 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. I �, Page 2 of 2 Job Truss Truss Type City Ply A0117572 VRMSBMB2 A01G GABLE 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:33 2018 Page 1 ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-wPUWOkOL1 MZmPI EMJu5FYtwD3WXQkMakFSylt7yj2WS 1 4 6�-11 12-2-15 17-8-0 1 0 24-5-0 30-10-1 38 0-0 9 4 4- 6 4 11 5-10-3 5-5-1 0- 0 6 3-0 6-5-1 7-1-15 6.00 12 5x6 = 44 = 16 19 3x6 i 10 12 5� 0 7 23 3x6 o m 00 5x8 = 43 4 2 4 57 26 Ti 27 5x6 = vs 3 6 3 3x6 1 2 Z 2 28 3x4 T 29 1 W2 W7 0 y[ 1 2 38 m 50 3- t 9 0 0 o a 0 42 4140 Sx8 - F O m 311 _v c� 3x6 = 3x4 = 2x4 11 35 34 33 32 3x6 = 8x8 = 2x4 11 5x8 = 4x4 = 61-11 12-2-12 12- -15 18-0-1 1111 24 -10 30-10-1 38-0-0 6�10-1 0 -3 5-9-2 05 6-3-0 6 5-1 7-1-15 Plate Offsets (X Y)- [3.0-4-4 0-2-01 [24.0-2-8 0-2-0] [28:0-2-15 0-2-7] [33:0-2-4 0-3-0) [36:0-5-12 Edge] [39:0-5-12,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defj Ud PLATES GRIP , TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.11 32-48 >999 360 MT20 244/190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.13 32-48 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(CT). 0.02 30 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 281 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except` B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 37-38. 10-0-0 oc bracing: 39-41, 34-36 JOINTS 1 Brace at Jt(s): 6, 36, 24, 20, 14, 11, 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 38=0-3-14, 37=0-3-14. (lb) - Max Horz 2=-197(LC 9) Max Uplift All uplift 10011b or less atjoint(s) except 2=-139(LC 8), 30=-258(LC 9), 38=-486(LC18), 37=-402(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=475(LC 19), 30=698(LC 1), 38=840(LC 19), 37=1378(LC 1) I FORCES. (Ib) 1 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-501/185, 3-4=-54/289,4-7=-21/324, 7-10=0/259, 10-12=0/295, 12-13=0/285, 13-16=0/315, 16-19=0/312, 19-22=0/304, 22-23=0/283, 23125=-30/316, 25-27=-33/292, 27-28=-83/310, 28-29=-481/315, 29-30=-924/358, 9-11 =-1 18/356, 11-14=-118/356, 14-15=-118/356, 15-17=-118/356, Continued on page 2 TOP CHORD 2-3=-501/185, 3-4=-54/289, 4-7=-21/324, 7-10=0/259, 10-12=0/295, 12-13=0/285, 13-16=0/315, 16-19=0/312, 19-22=0/304, 22-23=0/283, 23-25=-30/316, 25-27=-33/292, 27-28=-83/310, 28-29=-481/315, 29-30=-924/358, 9-11=-118/356, 11-14=-118/356, 14-15=-118/356, 15-17=-118/356, 17-18=-1181356, 18-20=-118/356, 24-26=-659/409, 26-28=-659/409 BOT CHORD 2-42=-115/398, 36-37=-601/419, 32-33=-207/756, 30-32=-207/756, 20-36=0/269 WEBS 39-42=-133/400, 3-39=-424/193, 33-36=-116/494, 24-36=-764/405, 29-33=-357/123, 29-32=0/303, 16-17=-373/0, 9-38=-397/227, 18-37=-799/99, 9-37=-409/209 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=14ft; 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) 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 nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 2, 258 lb uplift at joint 30, 486 lb uplift at joint 38 and 402 lb uplift at joint 37. 10) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 81 lb up at 12-3-12, and 84 lb down and 81 lb up at 14-3-12, and 84 lb down and 81 lb up at 16-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 14) 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, 3-16=-54, 16-28=-54, 28-31=-54, 41-43=-20, 40-41=-20, 36-39=-20, 34-35=-20, 34-46=-20 Concentrated Loads (lb) Vert: 38=-84(F) 49=-84(F) 50=-84(F) 4) Dead + 0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ,BrteiglPlnsetlmslHl rniswen'R-1 P3CFnDSSBrSlllle} allEnt TINa IrWillch)(RIOMI I j914cL'uSMEr hra. ierifpleap inendrrs and n�sM!sntsislna DeisDlr.isq ilfLi ed Ite AtllwrT.le!eha Di,P.f. tderene 4ael rare at. Udess stanise listed ee 8eT00,c .'q PllTe'sairsmq!cessiiliL+e,el6eseeT)Otaknlil.hei!ns Desge hpc�nii s.S}e;islfy E,pee!s;,t4s Ldn orIDDsepse:mssc raupaesl l0e t�d:niesdeesse:6g rstesslMmq fo!litin?ae;lte slglsTnssi!pn4se fit IDD7,Iq;rlu Ml.lt: t!e p, nnnNn�.led:etaednn!amelart Anthony T. Tornba III, P.E. rd is, lks hns5resl leilli11,nernlosUdy tIth0ans.lh0-is0*rUde;eslwth tw hi Doil.!.mI4 ad!d situ In, a!ih(s10e hid hs'rfsde.1PI4. le gpnl if It, IDDWnt Held is, 0,Tmcicds64"14Sir.ge, iesnllshn edhnthl s6ilL. ;ie respavi`b d Z80083 i ande�an sditeen. L:cs2sse.1athEDrillsPiadnsenivilelnssslteshdhil(oulnedMlyls5Snsnn;t(Sf)dIddI?In dSPllvmft met P-!aamm IPHhtius3erespe 'i netn9biasd'kLessisasm7!essJnirsEl]i'tttt(91In!S A e Nee;nrt!S 4451 St. Lucie Blvd. tlsniu ldhdlrn6M-e0 epesls»shxTtlisl 1p stiPMn lmslni Thin.Di;P.1giner is lCl Cs idii.spDesilser,nTn!s Sishn hl e!<rt'mlh.ilhsl. Mle�ix£ad:emsrtemdds11 11. Fort Pierce, FL 34946 (opyripht02016URoofitusses-Anlhony1.TomhoIII, P.t. Reproduction ofibis dorameni,inany form, isprohibited withculthtwrilleopesmissionhoraA-IAcofhosses-AnthonvT.TomboIll, P.f. Job Truss Truss Type Qty Ply WRMSBMB2 A01G GABLE 1 1 A0117572 Job Reference (optional)4 LOAD CASE(S) Standard Uniform Loads (pig Vert: 1-2=24, 2-3=5, 3-16=5, 16-28=21, 28-30=21, 30-31=13,41-43=-10,4041=-10,38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 34-46=-10 Horz: 1-2=-33, 2-3=-13, 3-16=-13, 16-28=29, 28-30=29, 30-31=21 Concentrated Loads (lb) Vert: 38=71(F) 49=71(F) 50=71(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=13, 2-3=21, 3-16=21, 16-28=5, 28-30=5, 30-31=24, 41-43=-10, 40-41=-10, 38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 34-46=-10 Horz: 1-2=-21, 2-3=-29, 3-16=-29, 16-28=13, 28-30=13, 30-31=33 Concentrated Loads (lb) Vert: 38=71(F) 49=71(F) 50=71(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-9, 2-3=-18, 3-16=-18, 16-28=-1, 28-30=-1, 30-31=7, 4143=-20, 40-41=-20, 38-39=-20, 37-38=8, 36-37=-20, 34-35=-20, 3446=-20 Horz: 1-2=-5, 2-3=4, 3-16=4, 16-28=13, 28-30=13, 30-31=21 Concentrated Loads (lb) Vert: 38=81(F) 49=81(F) 50=81(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=7, 2-3=-1, 3-16=-1, 16-28=-18, 28-30=-18, 30-31=-9, 41-43=-20, 4041=-20, 38-39=-20, 37-38=8, 36-37=-20, 34-35=-20, 3446=-20 Horz: 1-2=-21, 2-3=-13, 3-16=-13, 16-28=-4, 28-30=4, 30-31=5 Concentrated Loads (Ib) Vert: 38=81(F) 49=81(F) 50=81(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=24, 2-3=32, 3-16=32, 16-28=17, 28-30=17, 30-31=9, 41-43=-10, 40-41=-10, 38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 3446=-10 Horz: 1-2=-32, 2-3=41, 3-16=41, 16-28=26, 28-30=26, 30-31=17 Concentrated Loads (lb) Vert: 38=71(F) 49=71(F) 50=71(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=9, 2-3=17, 3-16=17, 16-28=32, 28-30=32, 30-31=24,41-43=-10,40-41=-10,38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 3446=-10 Horz: 1-2=-17, 2-3=-26, 3-16=-26, 16-28=41, 28-30=41, 30-31=32 Concentrated Loads (lb) Vert: 38=71(F) 49=71(F) 50=71(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=24, 2-3=32, 3-16=32, 16-28=17, 28-30=17, 30-31=9, 4143=-10, 40-41=-10, 38-39=-10, 37-38=18,36-37=-10,34-35=-10,3446=-10 Horz: 1-2=-32, 2-3=-41, 3-16=41, 16-28=26, 28-30=26,30-31=17 Concentrated Loads (lb) Vert: 38=71(F) 49=71(F) 50=71(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=9, 2-3=17, 3-16=17, 16-28=32, 28-30=32, 30-31=24, 41-43=-10, 40-41=-10, 38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 3446=-10 H�orzqr:! �1-2=-17, 2-3=-26, 3-16=-26, 16-28=41, Gong oN M VW=32 Run: 8.120 s Nov i2 20i r Print: 8A20 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:33 2018 Page 2 ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-wPU WOkOLl MZmPI EMJu5FYtwD3WXQkMakFSylt7yj2WS Standard Concentrated Loads (lb) Vert: 38=71(F) 49=71(F) 50=71(F) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=18, 2-3=10, 3-16=10, 16-28=-5, 28-30=-5 30-31=3, 41-43=-20, 40-41=-20, 38-39=20, 37-38=8, 36-37=-20, 34-35=20, 34-46=-20 Horz: 1-2=-32, 2-3=-24, 3-16=-24, 16-28=9, 28-30=9, 30-31=17 Concentrated Loads (lb) Vert: 38=81(F) 49=81(F) 50=81(F) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=3, 2-3=-5, 3-16= 5, 16-28=10, 28-30=10, 30-31=18, 41-43=-20, 40-41=-20, 38-39=-20, 37-38=8, 36-37=-20, 34-35=-20, 34-46=-20 Horz: 1-2=-17, 2-3=-9, 3-16=-9, 16-28=24, 28-30=24, 30-31=32 Concentrated Loads (lb) Vert: 38=81(F) 49=81(F) 50=81(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-41, 2-3=-47, 3-16=47, 16-28=-35, 28-30=-35, 30-31=-28, 4143=-20, 40-41=20, 38-39=-20, 37-38=1, 36-37=-20, 34-35=-20, 34-46=-20 Horz: 1-2=-3, 2-3=3, 3-16=3, 16-28=9, 28-30=9, 30-31=16 Concentrated Loads (lb) Vert`: 38=59(F) 49=59(F) 50=59(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-28, 2-3=-35, 3-16=-35, 16-28=-47, 28-30=-47, 30-31=-41, 41-43=-20, 40-41=-20, 38-39=-20, 37-38=1, 36-37=-20, 34-35=20, 34-46=-20 Horz: 1-2=-16, 2-3=-9, 3-16=-9, 16-28=-3, 28-30=-3 , 30-31=3 Concentrated Loads (lb) Vert: 38=59(F) 49=59(F) 50=59(F) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-20, 2-3=-26, 3-16=-26, 16-28=-37, 28-30=-37, 30-31=-31, 4143=-20, 40-41=-20, 38-39=-20, 37-38=1, 36-37=-20, 34-35=-20, 34-46=-20 Horz: 1-2=-24, 2-3=-18, 3-16=-18, 16-28=7, 28-30=7, 30-31=13 Concentrated Loads (lb) Vert: 38=59(F) 49=59(F) 50=59(F) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-31, 2-3=-37, 3-16=-37, 16-28=-26, 28-30=-26, 30-31=-20, 4143=-20, 40-41=-20, 38-39=-20, 37-38=1, 36-37=-20, 34-35=-20, 34-46=-20 Horz: 1-2=-13, 2-3=-7, 3-16=-7, 16-28=18, 28-30=18, 30-31=24 Concentrated Loads (lb) Vert: 38=59(F) 49=59(F) 50=59(F) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Standard Vert: 1-2=24, 2-3=5, 3-16=5, 16-28=21, 28-30=21, 30-31=13, 41-43=10, 40-41=-10,'38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 34-46=-10 Horz: 1-2=-33, 2-3=-13, 3-16=-13, 16-28=29, 28-30=29, 30-31=21 Concentrated Loads (lb) Vert: 38=-17(F) 49=17(17) 50=-17(F) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin Vert: 1-2=13, 2-3=21, 3-16=21, 16-28=5, 28-30=5, 30-31=24, 41-43=-10, 40-41=-16, 38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 34-46=-10 Horz: 1-2=-21, 2-3=-29, 3-16=-29, 16-28=13, 28-30=13, 30-31=33 Concentrated Loads (lb) Vert: 38=-17(F) 49=-17(F) 50=-17(F) 25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-9, 2-3=-18, 3-16=-18„ 16-28=1, 28-30=-1, 30-31=7, 41-43=-20, 40-41=-20, 38-39=-20, 37-38=8, 36-37=-20, 34-35=-20, 34-46=-20 Horz: 1-2=-5, 2-3=4, 3-16=4, 16-28=13, 28-30=13, 30-31=21 Concentrated Loads (lb) Vert: 38=77(F) 49=-7(F) 50=-7(F) 26) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, PI to Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-3=-1, 3-16=-1, 16- 8= 18, 28-30=-18 30-31=-9, 41-43=-20, 40-41=-20,, 38-39=-20, 37-38=8, 36-37=-20, 34-35=-20, !34-46=-20 Horz: 1-2=-21, 2-3=-13, 3-16=-13, 16-28=-4, 28-30=-4, 30-31=5 Concentrated Loads (lb) Vert: 38=-7(F) 49=-7(F) 50=-7(F)' 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=24, 2-3=32, 3-16=32, 1-28=17, 28-30=17, 30-31=9, 41-43=-10, 40-41=-10, 38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 34-46=-10 Horz: 1-2=-32, 2-3=41, 3-16=41, 16-28=26, 28-30=26, 30-31=17 Concentrated Loads (lb) Vert: 38=-17(F) 49=-17(F) 50=-17(F) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1160, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=9, 2-3=17, 3-16=17, 16- 28=32, 28-30=32, 30-31=24, 4143=-10, 40-41=-IO� 38-39=-10, 37-38=18, 36-37=-10, 34-35=-101 3446=-10 Horz: 1-2=-17, 2-3=-26, 3-16=-26, 16-28=41, 28-30=41, 30-31=32 Concentrated Loads (lb) Vert: 38=-17(F) 49=-17(F) 50=-17(F) 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=24, 2-3=32, 3-16=32, 16-28=17, 28-30=17, 30-31=9, 4143=-10, 40-41=-10, 38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 34-46=-10 Horz: 1-2=-32, 2-3=41, 3-16=41, 16-28=26, 28-30=26, 30-31=17 Concentrated Loads (lb) Vert: 38=-17(F) 49=--17(F) 50=-17(F) 30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 wring-nenen mNere lerfht'Aa IMF niKsrsi sfil l'S OJAI TIM Is(OMPONS(OSIONt IVOI td(KA[M DSNEe71has rerAp resippeeONma d e re9n a•fasLass Dnip Drexitpii[4 er11le Aehkpl.I xAaC!, r.F.ldwe e!! sIQ hrea s. DNen dxnise Ba er eeheiDD,mp NDTRUIlMerp- sMike estel:rthTDDhbeWILAsa➢01DesiphCrstt(1.a.SpenellpFetluer;,nIwI.,mIDDRt... Ise -roved Ike Inassleerier.!'se±;grspaslilap'a; Ise wilaIII s:ap!eTnsstapinaoatfit TOO oe!r,eltaTPH.Re MIT, nsmpsimhadwD/eebneea,feildlu'7 e'd Anthony T.Tom6oIII P.E. ete ef�Ale TRSefiv'"I'Ali is tWespeeailllnpdIle Oxeef.Ihr-uttf#'.1TFe O,t111'11116141'!Otsip"9aheae'leg IT WelWitt;WeWPAT. As gpneldlla TOD nAmfitllal:u3. is, Truss, we"It, ieshllefin.1 kriq Mike fA retp W5'I ' Zt ak rtiYrt Des' eM Qfiet'w. Al: reks sFa7hrte lDD eN Ile amiasm! ii�IhatdNt Gilbe h¢ em Sale hirnNin;6(Sf BNIsW itl oal SlfA werNeere tt em! dal leis ft5us3.re r I 2 80083 a s r t° - ! K 7 r M r p p �s;fnes gad o n,tesaotupew,L�sies:p npa:ealrrssstla»b t er;niss eke!eise ldieti 1pa[est•ed opeed epeehvriear lydlprres in:heS lheihu Ces'.FeD eew is 7Cl Cx raAay Dtripan, erTRss Sps!•a EgnaerEop heO4>♦. ul sg:�..aeit os ntas dNAel lsgtL 4451 St. Lucie 81vd. Fort Pierce, FL 34946 CopTTighr�C14f116A-IRnarLusses-Anshaoyi.Tombo116P.t. ReprododionifThis doanmani,innayform,isprohibitedwithaDlthe writenpermissionhomA-IRaofirosses-AnthonyLlomhoIII, P.L Job , Truss Truss Type Qty Ply A0117572 WRMSBMB2 A01 G GABLE 1 1 1 j Job Reference (optional) LOAD CASES) Standard Uniform Loads (plf) Vert: 1-2=9,I2-3=17, 3-16=17, 16-28=32, 28-30=32, 30-31=24, 41-43=-10, 40-41=-10, 38-39=-10, 37-38=18, 36-37=-10, 34-35=-10, 34-46=-10 Horz: 1-2=-17, 2-3=-26, 3-16=-26, 16-28=41, 28-30=41, 3 0-31 =32 Concentrated Loads (lb) Vert: 38=-17(F) 49=-17(F) 50=-17(F) 31) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel:ILumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18, 2-3=10, 3-16=10, 16-28=-5, 28-30=-5, 30-31=3, 41; 43=-20, 40-41=-20, 38-39=-20, 37-38=8, 36-37=20, 34-35=-20, 34-46=-20 Horz: 1-2=-32, 2-3=-24, 3-16=24, 16-28=9, 28-30=9, 30-31=17 Concentrated Loads (lb) Vert: 38=-7(F) 49=-7(F) 50=-7(F) 32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallels Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3,j2-3=-5, 3-16=-5, 16-28=10, 28-30=10, 30-31=18, 41-43=-20, 40-41=-20, 38-39=-20, 37-38=8, 36-37=-20, 34-35=-20, 34-46=-20 Horz: 1-2=-17, 2-3=-9, 3-16=-9, 16-28=24, 28-30=24, 30-31=32 Concentrateld Loads (lb) Vert: 38=-7(F) 49=-7(F) 50=-7(F) 33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60 , Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-41, 2-3=-47, 3-16=47, 16-28=-35, 28-30=-35, 30-31=-28, 41-43=-20, 40-41=-20, 38-39=-20, 37-38=1, 36-37=-20, 34-35=-20, 34-46=20 Horz: 1-2=-3, 2-3=3, 3-16=3, 16-28=9, 28-30=9, 30-31=16 1 Concentrated Loads (lb) Vert: 38=43(F) 49=-43(F) 50=-43(F) 34) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-35, 3-16=-35, 16-28=47, 28-30=-47, 30-31=-41, 4143=-20, 4041=-20, 38-39=-20, 37-38=1, 36-37=-20, 34-35=-20, 34-46=-20 Horz: 1-2=-1,6, 2-3=-9, 3-16=-9, 16-28=-3, 28-30=-3, 30-31=3 Concentrated Loads (Ib) Vert: 38= 43(F) 49=-43(F) 50=-43(F) 35) Reversal: Dead + 0.75 Roof Live (be].) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-26, 3-16=-26, 16-28=-37, 28-30=-37, 30-31=-31, 41-43=-20, 4041=-20, 38-39=-20, 37-38=1, 36-37=-20, 34-35=-20, 34-46=-20 j Horz: 1-2=-24, 2-3=-18, 3-16=-18, 16-28=7, 28-30=7, 30-31=13 Concentrated Loads (Ib) Vert: 38=43(F) 49=-43(F) 50=-43(F) 36) Reversal: D6ad + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-3=-37, 3-16=-37, 16-28=-26, 28-30=-26, 30-31=-20, 41-43=-20, 40-41=-20, 38-39=-20, 37-38=11 36-37=-20, 34-35=-20, 34-46=-20 Horz: 1-2=-13, 2-3=7, 3-16=-7, 16-28=18, 28-30=18, 30-31=24 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:33 2018 Page 3 ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-wPU WOkOL1 MZmP1 EMJu5FYtwD3WXQkMakFSylt7yj2WS Standard Concentrated Loads (lb) Vert: 38=-43(F) 49=-43(F) 50=-43(F) i6'ndryS nr:d�ere7ktt rinse tlulryNrrelit!r th'" IMF HISS9I"s£(£EI' OEM I£ts!S A (MITIDrs (DS1Dki l(U'! UUME WEr hur. TO, ifsip patudm nd ee:AAd>s p Pus TrKs DK sDraviyEl[i,; Id Ih ld rl. Tecisrd, LE Id-SsniE I-5. Ddenat*.ist ddef nIeTDD,adp WIFFAueesnrFats Sidi le I'd f"bIlrDhh'dc AstTFAS DISgI£rplgF!(s.r.SpP:irllr ht.w"'nL'11.eo]IDD repKeds FA nr�=Ells. pal!ssttdttr)...u4n.ITI!4orts,11v[1ri th st'Orms{!].'htl.41 IDD willeId" 1?t�E-Thfiro annrnr�.hst:v]<n�nses. s!rldary Anthony T. Tomho III, P.E. rJue ift sirsh�,n lditns ithe nsptsi(ilmdCt Drm.tle Oruisr;>hmdijtd r. Ile ta!by DKi¢s!,atnndeddrir lR(,5t:`-adNe lrsdlw:fiDnls sailirl.le[q}mt Ells. IDDl>tanfiell Kedhe inss.iad,fiy Fsd'i�p.slsryr,iuhllditanthn eD ssdl£s!nspazs:!a]d a80083 orhl/'q. DK.dUminm.All als sawshthTDD.1lie pon!ns.1 yrukhtsdDe hdWIftpedSdeyh-M,."Iff,wnj IdlisM.4SE[AalP.dns_IM fikalensp-id.trs cdbDn Views Dtnpy Tnns Des:ya DgaernfinssMeo+irarrr; rekss 4451 St. Lucie Blvd. ilnNnldl,[lljaDmraa 07red aDlt lBwrmtp E]dlpM.'K!KrileSltlTIfSS D431LDEry I!!r!i NCI �A t91.f3l DKip3tr,trT'IssSiT!en£Atn:etdaar 6eilfizl. Al! rgL'Aterns yeas defad Off]. Fort Pierce, FL 34946 CoplTighl02016A-IAoofLusses-AnibonyLTemholll,P.E. P.eproduFtionof this dofument,inanybrm,isprohihBedwithout the written permission hour MRcofTiosses-AnthanyT.TomtoIfl,P.E. Job Truss Truss Type Qty Ply WRMSBMB2 A02 Roof Special 4 1 A0117573 Job Reference (optional)v 7-6-9 <un: 8.12u s Nov 12 2011 Print: T3.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:34 2018 I D:tWYXbtUGW VXBg9MPyEYwl7zgtLu-Ocl uD41 zofidl BpZsbcU55TPdwxKT19tT6iJi 17-8-0 24-4-8 an-45 qA-n-n vo-A� 6.00 12 3x6 = 2x4 11 6 7 axo = — 2x4 II 15 14 13 3x6 = 6x6 = 5x6 = 17 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.11 20-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.15 20-23 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.09 15 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 217 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B4,B2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-5-9 oc bracing. Except 1 Row at midpt 6-16 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 695/0-8-0 (min.0-1-8) 15 = 1468/0-3-8 (min. 0-1-12) 11 = 823/0-8-0 (min. 0-1-8) Max Horz 2 = -197(LC 13) Max Uplift 2 = -254(LC 12) 15 = -181(LC 12) 11 = -359(LC 13) Max Grav 2 = 703(LC 23) 15 = 1468(LC 1) 11 = 831(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-932/974, 3-4=-613/900, 4-5=-200/617, 5-6=-184/635, 6-7=-199/547, 7-8=-209/630, 8-9=-610/894, 9-10=-693/872, 10-11=-1229/1111 BOT CHORD 2-20=-575/766, 16-17=-331/484, 15-16=-880/166, 6-16=-392/0, BOT CHORD 2-20=-575/766, 16-17=-331/484, 15-16=-880/166, 6-16=-392/0, 15-27=-379/536, 27-28=-379/536, 14-28=-379/536, 13-14=-808/1037, 11 -1 3=808/1037, 4-17=-219/496 WEBS 17-20=-531/782, 3-17=-365/312, 4-16=-674/542, 8-15=-762/621, 8-14=-177/503, 10-14=-571/491, 10-13=0/272 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=14ft; 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 8r 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift.at joint 2, 181 lb uplift at joint 15 and 359 lb uplift at joint 11. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 6enlrg-Fleeteticrrylllrsliewfk'lT{Dbf BOSSES rMial wifil. W& 10POMENS (UST001COW" lIKI[MilGelfri Im Verdi flop penom nd re,*dn a Nslms Owp0r+il(Nio1lit Arhurl. Tube u;li.ldereae 4atl,4re He. blessr*..i, tle4l nliell)lsw'p H!ie4o0 k's rlde!!isy Il aselhrde lODtait'191d Ae(tract Des0—'s'hprI it 101.tl?srlin,, Onlresedsrt[m{1xa!dlQe {rl!s?Ind e!gsea' I. Titq;%,r'dIke'TDD9AlSn�,eTnss Lg OehetlelbD arlr, undw RH. Trx f?s'.gnnvngtirr.hrlagtadau!,t!arlliry ppej}an T. Tomb. 111 P.E. ad osedrles issst!rq ldlingis lSe«sler!ililrtgdfse Urn!etle bwuit rdeM,!deplulh{dilirg Dui{N!,ip Cz reCsldlav 18f,3?1:(udfie 6sd Fn'd egnlsallPFl.Deq/!r!r:dne lDD r?In.bellese dlhe inss.io0!§atnm,szn!!, Mlillow ul I"'kri! sEIt Ass"g3tvIrid $80083 ' de{�f:lag Dna,.se!rdeiftft.All oi!e-1 w7 n Ike TDD r?!(n pd.sof piddirs elit! Whip(.som Sell t'gMrt''W,- pllaied4 lA rA901 erbrd-- Ift,prrrel p:lutMIle5m!it respwiftn vW.r!lWassNuiper,h— hep bps .1 lrrss w,drn!v;!eess 445�St. Lucie Blvd. rle.in Idir!l Yla6d:N r e[da»t ie wrlfiq Ir dl Irtl:es it!eheS the inns r np En) yen it 1bi ".a {#!lagbr,:pa,rtT rssSTf!a Eapr?et der SrOd>y. ill s;;,'d.red't•ar tree leF el roBl i. (opyrighlCQ2016A-IEoaffrosses-AnfhonyHombo111,P.E. Eeprodoaioaofshisdosumens,inanylorm;ispsoEi60edOberst the writtenpere issionhoulA-)AoofTrusses-AnTlI nyT.Tomb111,P.E. Fortpierte, FL 34946 Job Truss Truss Type Qty Ply A0117574 WRMSBM62 A03 Roof Special 2 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:34 2018 Page 1 ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-Ocl uD41zoffdl BpZsbcU55TM6wugTjNtT6iJPZyj2WR 1-4 6-5-11 11-8-12 17 8-0 24-5-3 30-10-5 38-0-0 9-4 4- 6-5-11 5-3-1 5-11: 6-9 3 6-5-2 7-1-11 4 6.00 12 5x6 = Dead Load Defl. = 3/16 in 1.5x4 3 3x6 i 3x4 i�- 4 5 T W3 3 w 3x4 4x6 78 3x4 9 cl 1 2 W W4 1 18 17 16 5x8 =E13 5 19F' o 11 Y 3x8 = 3x4 = 3x6 = 14 13 12 3x6 = 15 3x4 11 6x8 = 1.5x4 11 11 8-1224-5-3 30-10-5 38-0-0 11-8-12 5-11 4 6 9 2 7-1-11 Plate Offsets (X Y)-- [2:0-8-0 0-0-14] [8:0-3-0 Edge] [16:0-2-8 0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.36 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.56 18-21 >812 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 217 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` 61: 2x4 SP M 30, 84: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood Isheathing directly applied or 2-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-11 oc bracing. Except: 1 Row at midpt 6-16 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 4-16, 7-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1488/0-8-0 (min. 0-1-12) 10 = 1487/0-8-0 (min. 0-1-12) Max Horz 2 = -197(LC 13) Max Uplift 2 = -357(LC 12) 10 = -380(LC 13) Max Grav 2 = 1488(LC 1) 10 = 1487(LC 1) FORCES. (lb) Max. Comp./Mai. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2624/1677,1 3-4=-2297/1467, 4-5=-1766/1247,i5-6=-1693/1268, 6-7=-1778/1258, 7-8=-1994/1422, 8-9=-2134/1420,9-10=-2681/1651 BOT CHORD 2-18=-1244/2314, 17-18=-886/1993, 16-17=-886/1993,12-13=-1308/2334, 10-12=-1308/2334, 6-16=-788/1189 WEBS 3-18=-375/426, 4-18=-127/515, WEBS 3-18=-375/426, 4-18=-127/515, 4-16=-683/524, 7-16=-489/480, 9-13=-569/481, 9-12=0/279, 13-16=898/1770 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=14ft; 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 8F 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 chard 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 357 lb uplift at joint 2 and 380 lb uplift at joint 10. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard %cdyl rinuthrFy41F miegfh'i-I r]CF fi7SS3rSEIlEI'A 6EB�SL RIMS 8 [G6i1104S (JS70x{d'i])1Cr1[&'W'"SSWti' hkz. ierrtlleu;t Pmkmelen ud m:9eshs et nishess 0elc+0rniaglrCv k�!6 rd4FFrr. rFzh u!, rE Idpent Sltsr4eaeesF. udtu Fnenhe ddel Fenkloo, W..y Ut4o¢e!mr.Fk!s4il;S!atteUtttxl)Dn4e tdlL A!eTrnF Deslp FFllote(1!.SIt:IFllf Etllu!��: solnpriD(I nfresetlt Fe ctn�:t FJ llk irsltt!Indegett;it5ityna4lltf a; kle ets:ra elnes�FT�IsL'P�admtle lU6FFlr, Fadtrrf4l.itet!srn!tmp�Fn.nF�:Frutnnx!,smnurr Anthony T. Tombo III, P.E. cStsednlsTmsf'uttn 11dl6tr is t4erespuslUlil.dne0»ank OwtkitF sittd kpdc th 1.1.1Desilt r,m [me dru K 6,11'WA, kA11'!er.1F.1Mi. 'WFPj!280083 ' Iheti!!)OK�"iNkN(M:lei'.214'lS4FlWilel[f1UDBFelhiidlllt3©II�Fdel�k!Stlkhenitiy(FrsKsmtSdtrylit�kdiakRnfPtHi!eFi57iAwd1Nltm:dtr va3ksgt nlwlne-li'rlCefirF;n:rt!prs4:iAiesFslb?isa'n:LF,so<arFa,uFssotnrF:,ttraslmsu„afFn�tt:FtFs 4451 St. Lucie Blvd. F4tswisk Ckki4ro0.drnl lffeF795N iF WllliFr lydlraFEt iFFehd.l4ernsi.ESIf9E9�OtlrlS rCt wt raCaa rFFf1FN, Fr r'k15 SySeo Urleef 6.`DJ btilAnq (II (eP. .a.l Rr6F lrtm CdzeI IAIPI I. Fort Pierce, FL 34946 (optlighSCC) 2016A-]Roof hosses-Amhony1.Tombo1%P.L Reprodouionohhisdotument,inaoyfotm,ispiohibHedwithout [he wnitlenpetmissionhomA-1Roof husses-AnPoonyLTomb 111,P.E. Job Truss Truss Type Qty, Ply WRMSBMB2 A04 Roof Special 1 1 I A0117575 Job Reference o tional Rule: 6. 12u s Nov 12 20i d Print: 8.120 s Nov 12 2u17 MiTek Industries, Inc. Wed Aug 29 09:04:35 2018 Page 1 I D:tWYXbtUGW VXBg9MPyEYwl7zgtLu-sobGRQ2cZzgUeLOIQJ7jdlOW mJBFCCCOimRsx0yt2WQ 1-4- 9-0-0 17-8-0 22-11-13 29-1-2 38-0-0 9 89-0 0 8-8-0 5 3-13 8-10-14 4- 6.00 12 6x8 = 3x8 MT201-1S� 3.00112 4x8 Zz Dead Load Dell. = 3116 in LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.42 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.59 11-12 >774 .240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.30 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 201 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T& 2x4 SP No.2 WEBS BOT CHORD 2x4 SP No.2 *Except' 3-14=-8391718, 12-14=-543/1612, 133: 2x4 SP No.3, B4: 2x4 SP M 30 5-12=-1516/2678, 8-12=-834/738, WEBS 2x4 SP No.3 *Except* 8-11=0/304, 3-16=0/379 W4: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing WEBS 1 Row at midpt 3-14, 5-14, 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-8-0 (min. 0-1-12) 9 = 1482/0-8-0 (min.0-1-11) Max Horz 2 = -197(LC 13) Max Uplift 2 = -360(LC 12) 9 = -383(LC 13) Max Grav 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2606/1606, 3-4=-1819/1224, 4-5=-1698/1242, 5-6=-3601/2321, 6-7=-3566/2156, 7-8=-3663/2135, 8-9=-4586/2706 BOT CHORD 2-16=-1155/2259,15-16=-1155/2259, 14-15=-1155/2259, 6-12=-296/369, 11 -1 2=-2285/4128, 9-11 =-2288/4130 WEBS 3-14=-839l718, 12-14=-543/1612, 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=14ft; 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a I O:O 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 atjoint(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 360 lb uplift at joint 2 and 383 lb uplift at joint 9. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard s,:dq-nnselua:ydpnelptw s-IT�an sl Euu�s<sas;rrExscEDeanDesnnonlstvs;:EEEeTEa uD'for- Trot loop Favadnse>Orsdedesutaislass De:yai-ia91EE0S,rdOrAdlupLIntaC,ILtd—,SkrOiaa"e.thensdM n!rtd!de.Orukmw ViTevuaadrrI'Vnadit—d%, IN1DD nhmliL Aseitns Destp 110m,r(L•.spnaltp hytee!rytil urhrvaplDD repesMsmnnpta7u d 14 FohnsnrdmIl—ne reslns111111i: It, 1HIpvdde da Rtts hPldd moa TODall: ,MuI&I.Ttehop nnnpnrm.I,daysnunna, a"iotl Anthon�T. Tombo IIi P.E. cd rsedtSs rnssh!,gEsilPoyis lte resynsikilihdCt Oneetle D.visas"radzde'd1; Or Ed 141(oitu?,aft areed!,It,*It,,Mtle 4Mtd'Ia3 MeWMI. Thgy51sdd Or W aIidiafol Tuss.idd.k r4si;T. tamOiav ad kvtr7,1 frees restm9i!md S ' I Itat7fa Des .:ud[c+erro:, Vmassdoals�E�TDDrdra nminsos Idmsdo!kdde (sn aMSdr Wiauvui of dated VI ndirarifa ant �)atLINfeSNi*ialf S.11asWboni9!LrsrDtsi KI!Ks9n. h urairre!SYL1da:Yte1,R'1SS + 80083 D I s� t Ts 7 I s1 1r tr a i' 'n 12 445 I St. Lucie Blvd. dleMsr Idudtpe(ed:M vprd epe ®cs@ry IT dl prd:as incises Tleln!s teti� Evyianr Is l61 ^weTdAarDasipau, arTmssps'!a hyhnr dophii3si YI t�:�ad }Pas neon ddsd IaRtl. (opyrighi Q 2016 A -I Roof Trusses -Antony T. Tombo IT, P.E. Reproduction of this document, in coy form, is probibiled witheN the writ en peimission from A-1 Roof Trusses -Anthony L Tomb III, F.E. Fort TeIIce, FL 34946 Job Truss Truss Type Qty Ply A0117576 W RMSBMB2 A05 Roof Special 8 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-L_9eem3EKHyLGVzx_Oey 4-5 6 11-7-2 17-8-0 24-6-15 31-5 15 38-0-0 49 4 p 4-5 6 7-1-12 6-0-14 6-10-15 6-11-0 6 6-1 4- 5x8 = 6.00 12 4x8 4x8 13-5-4 9-2-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.55 12-14 >833 360 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.77 15-17 >589 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.51 10 n/a n/a BCDL 10.0 Code FBC2017(rP12014 Matrix-MSH LUMBER - TOP CHORD 2z4 SP M 30 BOT CHORD 2x4 SP M 30 `Except` 133: 2x4 SP No.2, F2: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood 'sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. i REACTIONS. (to/size) 2 = 1482/0-8-0 (min.0-1-11) 10 = 1482/0-8-0 (min.0-1-11) Max Horz 2 = -197(LC 13) Max Uplift 2 = -360(LC 12) 10 = -382(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. i TOP CHORD 2-3=-4727/2872, 3-4=-4412/2421, 4-5=-4348/2437, 5-6=-3491/1945, 6-7=-3449/2077, I7-8=-4256/2573, 8-9=-4320/2558, 9-10=-4693/2889 BOT CHORD 2-17=-2406/42711, 16-17=-1831/3792, 15-16=-1817/381:5, 14-15=-914/2610, 13-14=-1800/3598, 12-13=-1816/3577, 10-12=-2488/4243 WEBS 6-15=-905/2008,'6-14=-710/937, WEBS 6-15=-905/2008, 6-14=-7101937, 7-14=-643/667, 7-12=-288/595, 9-12=-3341496,5-15=-7181704, 5-17=-73/521, 3-17=-306/555 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=14ft; 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 8a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 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 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 10 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 360 lb uplift at joint 2 and 382 lb uplift at joint 10. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI7TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 29 09:04:36 2018 Page 1 iGjXSxeYAxQBQUSyj2W P Dead Load Defl. =1/4 in 0 a7 No PLATES GRIP MT20 244/190 Weight: 219 Ib FT = 10% I Ece:¢�¢a!n:!:r na++pu.!¢,I+K!a¢•ad {gar nnssi'stutr+suax rtaus a tcrano{s tasrxt aain; zapca;:s Wplr l+rc red a!np¢parer,!!: o�a!¢¢a¢xa n(a,u¢¢, a¢;A N¢.(,p (R�;+g n¢eral..rT. r¢:a¢ o; r.t. adY¢�r uK(!�T, r,,. ud!rr ¢nM.�:r eed r¢ae mo,¢�y glhku¢r9rrpYes se9(t. rulhr C}PlDlsk.dd Aseisrss Uesys rrgx!s e,5p¢ar;rE,pu!?,tl:LdnoT PJO afresmsr¢wz•;n;e c{tle p¢I:surd euetnNrp rsp¢rs6ilrtrarfae les!pdih szpeTnss iep n:{witMdp,ealaTnt.The 6s Isxnaprl.mi.ax;.,6m:s.smailq Anthony T. Tombo III, P.E. cd rsedns LRa4!up{alfirg fslhrespxsikitiedCe!Jrr!etle0.aiseasidr;!balae{alfiu Duipn!,alk[¢hadite ltw�•.m:aa8!6!da'4rgislF stil7Lp. Re gymF': dsh TOD¢ad en field ne Ktei Tress. W,fiatA's:p. wW. io0st,s na tnrrg sUlo rr re r a:l:hd - -180083 me{iseipOn:rr![sxr¢m.lfra!asasoo,utleiCDW,hpamnumapie:hcsdfl:aalGep( penSAeplcaaiuR(s�paaGsas04pRlndla(Arr>nlxax3hpeeatlrAu!-1PrlteNus�tarpress?Teseld;isf!kxlus,oanpa.T:¢::oa!:F,t¢I;,:awaT!+!:uA,drro:a,a¢,, 4451 St. Lucie Blvd. r4enisildiruapoud¢d rgesd ¢prir xmti¢I 1pol p¢s':st,es:?sel IDeTsess Cest tapnee!Is YOT:x{a:dsp Ces'ps¢r,aTnst Sps'!ntoris!e!ump4+ilA:y. All s.j,.aa.e•wvreas detedhTPI I. Fort Pierce, FL 34946 Coppighs02016A-I loaf Times- Anthony1.Me111,P.L Reprodo0ionofthisdorumenl,inanyfmm,isprobibiiedwitheulThewrittenpermissionhemA-I Rant Tresses -Anthonyl.Tomb 111,P.E. Job Truss Truss Type Qty Ply i WRMSBMB2 A07 Roof Special 1 1 A0117577 Job Reference o tional ,� LUMBER - TOP CHORD 2x4 SP No.2 *Except. T1,T4: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except` B1: 2x4 SP M 30, B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 "Except' W3: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. WEBS 1 Row at midpt 6-17, 6-15, 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1482/0-8-0 (min. 0-1-11) 10 = 1482/0-8-0 (min. 0-1-12) Max Horz 2 = -197(LC 13) Max Uplift 2 = -360(LC 12) 10 = -382(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. TOP CHORD 2-3=-4639/2635, 3-4=-3882/2172, 4-5=-3796/2182, 5-6=-3806/2329, 6-7=-1757/1277, 7-8=-2314/1584, 8-9=-2414/1564, 9-10=-2587/1601 BOT CHORD 2-18=-2147/4181, 17-18=-2153/4191, 5-17=-270/352, 14-15=-979/2092, 7-14=-343/651,10-12=-1237/2236 LIFT. o. Izu s rYov.1220l r rnne mzu s Nov 12 zul i Imi IeK Industries, Inc. Wed Aug 29 09:04:36 2018 6.00 F12 6x6 11 1 Dead Load Dell. = 3216 in BOT CHORD 2-18=-2147/4181, 17-18=-2153/41 9 1, 5-17=-270/352, 14-15=-979/2092, 7-14=-343/651, 10-12=-1237/2236 WEBS 3-17=-707/633, 15-17=-637/1881, 6-17=-1584/3171, 6-15=-429/58, 7-15=-879/693, 12-14=-1232/2223, 9-14=-255/297, 9-12=-290/308 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=14ft; 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) 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 2 and 382 lb uplift at joint 10. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Gudq • rin:enanoghlyndtiv ne'i l IDD` f155rS{'SElIEI'I6EIg1[ RWS d [Bi:IIIDiS NS7DNj . 'TT; t[iTCAi±uDttEgi Ixot. Ttrit 60se i¢oaden 6d reel Wis athis Ns! Derpt 9-mi(RV W the Wier 1.Twit in it Iderene steel Won nt. Mail dheniu I'd ¢ lit TDD,aa!p @ITek¢eatmq%ts s5d!he nelbr ttx7DD It he rend.Alelrns Desip[ap¢stii.e,SstOdtt F6pa,r;,tleroha¢y1DDnprnees¢¢npa:tdne prdseind.usernercgonnnnpbnh, ln'iar;nes;rt:eTnn i,pntbene IDDady, rater lfFl.T&4nipatstnpuu,l6d�c7mdtbu s6ndimy Ant hon T. Tornbo III P.E. Hot, 0les Tnsttee6g10ii.l is tit respn!ililny olpt.%wr,14 It—',ftwi.,notthe 1616E De!IgEtr,®ne s,,no V1 i,n[,A,It' nithe 6!d haYe3nlr ¢d IN. The q{n,dd dno IN Atoynote.5,nt Tress. With laeyj nra¢. iesnit.hl.¢lWnAIRhe I re!p¢rhdhd Y r ' daM pDtspe�rtiac..n¢. 12 rates sdrer hi the 1DD.1 In p utuesml reifeWs .13, tnlliq[oayate Ssfrry-M li,{i6f,;p6TIni ii MWSill u,rd!ned1. pendy Aau_ E 60083 IF:I k9pslrrc:pnsiid Ats¢lb,sr'lelnn Dtsi,¢,i�ns De!!p'bgverwnnsskmM6hs±.aiss .]ereu ddnd ire [ntmd opted opa itvnliq It on pn:n issr§ei Theron Des.aFgirzer is IDT ".e ldilul6¢ipn, nTn!s hys:ea! Egiuer o;np hailli,l Ill tapitdad'e:rn Gnat 0dmd n1Til. 4451 5t. Lucie Blvd. Copyrilh1Q2016A-I Roof busses -Anthony I. Tombo 111, P.E. lieptoduchrin offbis document, in uniform, is pirthibited without the written permission from A-] Roof Trusses - Anthonyl. Tombo fll,?J. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0117578 A08 Hip 1 1 7RMSBMB2 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:37 2018 Page 1 ID:tWYXbtU GW VXBg9MPyEYwl7zgtLu-pBj 1 s63s5a4CufY8Yj9Bij5uX7sng 19J94wz0uyj2WO 1-4 75 10 17-0-0 8 4 25-0-4 32-5-9 38 0-0 9-4 -4 7-5-10 9 6-6 4- 6-8-4 7-5 5 5 6-7 4 6.00 F12 5x8 II 5x6 = 4x8 3.00112 16 15 14 3x4 = M= 2x4 II 6x6 = 4x6 = 3x4 = LOADING (psf) SPACING- 2-010 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 ; Plate Grip DOL 1.25 TIC0.76 Vert(LL) -0.54 12-14 >848 360 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.78 12-14 >586 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.46 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B2: 2x4 SP No.3, B3: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W4: 2x4 SP M 30, W3: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood Isheathing directly applied or 244 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-14 2 Rows at 1/3 pts 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 2 = 1482/0-8-0 (min.0-1-11) 10 = 1482/0-8-0 (min. 0-1-12) Max Horz 2 = -192(LC 13) Max Uplift 2 = -356(LC 12) 10 = -379(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. TOP CHORD 2-3=-4672/2643, 3-4=-3754/2053, 4-5=-3623/2066, 5-6=-3650/2225, 6-7=-1357/1158,17-8=-1622/1208, 8-9=-2405/1532,19-10=-2711 /1755 BOT CHORD 2-18=-2158/4213, 17-18=-2167/4227, 5-17=-325/415, 14-15=-480/1357, 14-25=-953/1869, 13-25=-953/1869, BOT CHORD 2-18=-2158/4213, 17-18=-2167/4227, LOAD CASE(S) 5-17=-325/415, 14-15=-480/1357, Standard 14-25=-953/1869, 13-25=-953/1869, 13-26=-953/1869, 12-26=-953/1869, 10-12=-1437/2400 WEBS 3-18=0/273, 3-17=-861/764, 6-17=-2027/4505, 6-15=-2511/801, 15-17=-1081/3099, 8-14=-718/657, 8-12=-1761555, 9-12=-384/481, 7-14=-259/504 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=14ft; 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 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) Bearing atjoint(s) 2 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 356 lb uplift at joint 2 and 379 lb uplift at joint 10. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. Dead Load Deff. = 1/4 in PLATES GRIP MT20 244/190 Weight: 228 Ib FT = 10% tiweigllevsetlnny4lrrerintk'A�I IDCT IlUS53(SfltfF }6rF�ttlEtN58(DrrAIICl1 CdS7uM{:L77•)!:e![P'�"SdEX�lur, rnif}SeLgv rerraelen wdrz>'9 e9esat3icless9e:is Drniyffrfj¢i lEelalnrT. Tc3lvG ri.Iduexe S!?.tah;e ne. Udes: cMenise sltld veNe lOP,ca7 N1Tektnnu11 r%esslil:+4dfn Pa nD 11krdiL ' a:eirns Desip fiprxe[s.e,Sse:id?(6tleee.9ts?d ve orIDU ngrnetlsuenra:eAne palnssWd?usein reynsllUAr'e; lh ers adke sarein:sLln?ereae lPD evq,e>aerTXl.it:t?ers nnaNi?c.Ir�:eUw6nre:. sfililnay Anthony T. Tembo 1II, P.E. d ad ued3s T,zssbr a}rdlCim is Ge respuililA.dtie Dui?r.Ih D.uis vS•rzd KEnrh Teilfirs Onigcs•,altanrhddtu lC,p? 6: eH: bedlalcq ner¢l IP4i. He yg:vs2dlh iDD e+l+er tides AheTnss.iu9rfial�. rv:ele, ieshllfieeulkKrsSA f r+n?gasa:rys 80083 Mtilb;Own!WCao•vw.tlrsoesstlWoite TOD W lie boos W lsidond6?100,1(oi.ant Warlrmenu(t(Sf 14liZilTN0II(A we n1mull fN lneni aem;Tn1fe5a;4e re rraf4nines usd OrmVll Disq+ef.Tresslulp EopeS eel Toss PnACrrer,."% 4451 St. Lucie Blvd. r#edti idierelyo6d•na agrrd alrvnrntiylydllnrtxs lr�altei lheinss CestFai eeerlsgCtsra'daT GtsilteynTnss Sys+?a Eafinndmyl+ilSry Allrq!t?dtems ne as ealael la TPl 1. Fort Pierce, FL 34946 (opyriRAiCLr1R16A-1Roof Trusses - Anthony 1.Torahs III, P.E. Reprobation of ibis dowaseel, in any fork is prohibited without the riness peranission horn A-] Roof Trusses - AnthonyL Telabo III, F.E. Job Truss Truss Type Qty Ply i WRMSBMB2 A09 Hip 1 1 A0117579 Job Reference (optional) mun: 8A20 s Nov l2 20i r Print: mizu s Nov 12 2U1 / Mf i ek Industries, Inc. Wed Aug 29 09:04:37 2018 Page ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-pBjl s63s5a4CufY8Yj9Bij5tL7ir8g2CJ94wzOuyj2Wl 6 1 0 20 4-0 25-0-2 32-5-1 38 01 9� 7 0 -16 5�-0 4-8-2 7 4-15 5 6 15 -4 !j?ROo R20HS= Dead Load Defl. = 3116 in 5x8 = 4x8 % 15 — 13 3x4 = 3x8 = 2x4 11 4x10 = 4x6 = LOADING20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.40 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.58 16-17 >785 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.35 9 n/a n/a . BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 218 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 `Except* T2,T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 6-13 JOINTS 1 Brace at Jt(s): 18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1484/0-8-0 (min.0-1-11) 9 = 1483/0-8-0 (min. 0-1-12) Max Horz 2 = -177(LC 13) Max Uplift 2 = -340(LC 12) 9 = -366(LC 13) Max Grav 2 = 1484(LC 1) 9 = 1483(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4625/2552, 3-4=-3706/1965, 4-5=-3626/1987, 5-6=-3198/1838, 6-7=-1751/1276, 7-8=-2393/1510; 8-9=-2708/1739 BOT CHORD 2-17=-2063/4168, 16-17=-2063/4173, 13-25=-921 /1867, 12-25=-921 /1867, BOT CHORD 2-17=2063/4168, 16-17=-2063/4173, LOAD CASE(S) 13-25=-921/1867, 12-25=-921/1867, Standard 12-26=-921 /1867, 11-26=-921 /1867, 9-11 =-1 424/2401, 5-16=-571/1275 WEBS 3-17=0/289,3-16=-844/770, 16-18=-807/2110, 6-18=-808/2114, 6-13=-717/130, 13-16=-769/1995, 7-13=-611/574, 7-11=-190/507, 8-11=-407/497 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=14ft; 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, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPl 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 340 lb uplift at joint 2 and 366 lb uplift at joint 9. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIfrPI 1. The building designer shall verify that this parameter fits with the intended use of this component. Iradq, n•A I IDDr IiDSssS I•srurl a 0111UA1NS a (DR"rIT105S (D17DNj E{R9 j:(I[XCI,'�DSaElfr hrm. T141 Ad"rL TwIs All It loari l UY1.EA!e ¢Sf. War d6 ist skid tetit Top, ay 4ATtAteaan' sp..eish smitatkmonkt.14.As II'm Dtille rtylw(L.SaJ.n?rlElttet;.1,go'nglDD ritruars it pQjl;A;t dlh prafassatd egliotIro resrnsuurcpmrit, les�p,d N sltpTress e!pnd to it, Too Itd:�lutdnus,:,�umry An;hon T. Tomba II? P.E. VAne d+tisi,2ss4!egreillill is lie rtsrosikllaydN,e9ner.tka times 1AJTde�9 ask ldlfiq Design!,. N isn't Its R(,tl?iei al tit final ItitgW,.1MI. IAtipp,faiIRrDDWaylitIl pl dikl TlRLWdfpn eSiS t�SS!gF.11S1fIIdIII nIMagsS3II �4 M•r!!'p aS13�i-her - u 800 it t tteli:/apDes�gxesifn6efq!.All amSri stlAthnoWkrucaues©lpifdmnf0eGA4q(virmilWar U`saran{r(SfreNistslkpi?IedStu ... atnd!a�enal�:din;'_TfrlG5ns2ensµasiSi:mesrs9>a5�dleLmDttipa,T:nsDes�,Fep�CaenilrrssYanle'aar.aks; 4451St.LueieBlvd. t2tnitt Itsied Eya Goad aped t}n n rmiq 1(dl psmts iedtei IAeinss Dmsf,� Egianr Is eCi "wt ea.`Aap Des:ysa,rtT:ess Sydta Egienr daoyltilAtp. Ili [��.adh;es nees ddmdlaRil. (opyriRht02616A-1loafTrusses-Anthony LTom6o111,P.P. Reprodurlion VIM$ document, in any form, is pohibiied Withcuf the written flemission from A-] Roof Trusses -AntbnyLTomb III, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0117580 WRMSBMB2 A10 Hip 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:38 2018 Page 1 ID:tWYXbtUG W VXBg9MPyEYwl7zgtLu-H NHP3S4UsuC3Vo7K5RgQFxdl 3XDW PWNTOkgWYKyj2WN 15-0-0 �1�-q 7-7-5 : 13-0-9 i14-7-6, i 18-5-11 : 224-0 i 27-2-5 33-2-6 : 38-0-0 s19-4-(I 1-4-0 7-7-5 5-0-11 1-7-6 35-11 3-10-5 4-10-5 6-0-1 4-9-10 14-0 04-10 6.00 FIT 5x6 = 4x6 = 5x10 = .Dead Load Defl.= 3116in 4x8 2x4 11 4x10 =3x6 = sx4 = 15-0-0 ! -7-7-5 ! 13-1-8 14-7-6 1 2-4-0 i 29-9-0 : 38-0-0 7-7-5 5-fr3 1-5-14 7-4-0 75-1 83-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.42 16-17 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.60 16-17 >757 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 `Except' T3,T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except' B1: 2x4 SP M 30, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood,sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-10-14 oc bracing. WEBS 1 Row at midpt 6-18, 14-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 2 = 1461/0-8-0 (min.0-1-10) 10 = 1470/0-8-0 (min. 0-1-12) Max Horz 2 = -162(LC 13) Max Uplift 2 = -336(LC 12) 10 = -359(LC 13) Max Grav 2 = 1461(LC 1) 10 = 1470(LC 1) FORCES. (lb) Max. Comp./Ma$. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4559/2581; 3-4=-3844/2159, 4-5=-3440/2034i 5-6=-3713/2211, 6-7=-1783/1329; 7-8=-1886/1313, 8-9=-2469/1567, 9-10=-2716/1739 BOT CHORD , 2-17=-2097/4107, 16-17=-2110/4115, 13-14=-1032/1977, 13-25=-1032/1977, 25-26=-1032/1977, 12-26=-1032/1977, 10-12=-1433/2407, 5-18=-26/314 WEBS 3-16=-649/610, 4-16=-853/1565, WEBS 3-16=-649/610, 4-16=-853/1565, 6-18=-1058/2289, 6-14=-440/177, 8-14=523/499, 8-12=-158/425, 9-12=-321/399, 5-16=-741/384, 16-18=-1652/3714, 14-18=-817/1876 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=14ft; 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 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) Bearing at joint(s) 2 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 336 lb uplift at joint 2 and 359 lb uplift at joint 10. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 0 s? o I�1 -q Jxo = PLATES GRIP MT20 244/190 Weight: 218 Ib FT = 10% i 8m:un;.rier:�emnyrmi„i�'rauetmns9{;ft>ups[D:p:lrErwsarnpein[hseDSTDb1sD10';ryrMea' �u[Ni ix:_re�riieyy.r�,r,a!rsris�e�:satssl:rvor�ms�i�{rto sa,aais.rT.T�ae:„rr.maeerst�!:�e;ene.uries:uh�.isedeeianetDD,�h MsreeassmrpEee Afauih,ft13D1,Mnlii.As.lais hul,bpse(u,Spo,ltf bpaerilnsla.yTOapresalsDe pnlml!d eux!r4ym 1wiiinr:lu Iwl,,O Nsl¢.Ts,Lpin-Aatt TDD all. adatiFl.It, in po armpi!n.l¢42p endn»e, srailil[r Anthony T. Tombo Ill, P.E. d medr siass4rup tulinyit tie respmsllitihdH.a Osi!eth O.aeis a�!ma><dctk tdl6my Devpmr,arx mmewdAsit(,tls lttmdme 6cdiiEsp nim si R.I. iie s{,+�,i dOe iDD e>1 rn M1elisdtle rnss. u95a k„^i:e'p. s�mps.inNldinnikorns s»I L!!'a re�patii..:lyd z80083 am Wfap Dm!ga and Ba:mnr. A.:u3s al wNs Its Mai lie pobtasmt prteliems d4iklilWp<amm Seer h'mmmlin;t(Sl;peilsted 4Pl at s3lArterekam1he pemenl P.A., IN dous !haqmY;I:nss msndatms d@:Lms Duipmlass Dvp bpinern3 rassgzadmm:e!,uxs 4451 St. Lucie Blvd. 6-h lmfimmiitoGn-�mpr!d mmvnwmiq 1p dl pm:nimo6ei ➢eims kilpbpimen lsdCT !�' tailtap Oesyan,m lass sps!'m bpmmr e..y a4q. All re,: m!i'eas memidin191111. Fort Pierce, FL 34946 ZI (oP11ighl02016A-1bofhosses-Amhanyl.TomboIII, P.E. Reproduoionofibis dornmeni,inanylorm,isprobibitedwithout the written pnmissionhoolA-1RoofTrusses-AnthonrT.Tomb Ili, P.E. Job Truss Truss Type Qty Ply WRMSBMB2 A11 Hip 1 1 J A0117581 Job Reference (optional)I Run: 8.1zu s Nov "IZ 201 / YML: S.IZU S NOV 1Z ZUl / MI I ek Industries, Inc. Wed Aug 29 09:04:39 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-IZmGo56dCKw7yhWf8Bfo8A9QxXV8yVcdOP44nyj2W M r14-0 7-3-2 11-0-0 14-7-10 1%- 4 19$-0 24-4-0 31-6-9 38-0-0 139-4-0 1 4-0 7-3-2 3-8-14 3 7-10 i0 =10 4-7-12 4-8-0 7-2-9 6-5-7 1 4 0 5x6 = 4x6 = 4x6 = 5x6 = Dead Load Defl. = 3/16 in 4 5 6 7 6.00 12 1.5x4 4x6 3 3 4 8 W 9 ass 1 aV f3 17 n n 2 5x10 MT20HS- 0 0 1 7x10 MT 9 24 13 25 10 11TT a 3.00 12 o y 4x8 15 14 3x4 = 3x6 = 2x4 11 48 = 4x6 = 11-1-8 14-7-10 1S Q-4 19-5-13 28-10-14 38-M 11-1-8 3 6-2 0 -10 4 5 9 9-5-1 9-1-2 j Plate Offsets (X,Y)— [2:0-1-14 Edgel [4:0-3-0 0-2-01 [7:0-3-0 0-2-01 [8.0-3-0 Edge] [14.0-2-12 0-1-12] [16.0-6-12 Edge] [17.0-4-8 0 3-41 I LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GIRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.4712-14 >967 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.66 12-14 >688 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.94 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 207 lb IFT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP M 30, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W4: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 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 = 1482/0-8-0 (min.0-1-11) 10 = 1482/0-8-0 (min. 0-1-12) Max Horz 2 = -147(LC 13) Max Uplift 2 = -307(LC 12) 10 = -337(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. TOP CHORD 2-3=-4595/2584, 3-4=-4182/2234, 4-5=-3703/2048, 5-6=-4242/2394, 6-7=-1959/1364, 7-8=-2362/1563, 8-9=-2458/1547, 9-10=-2678/1656 BOT CHORD 2-17=-2106/4153, 16-17=-1919/4259, 14-24=-818/1782,13-24=-818/1782, 13-25=-81811782, 12-25=-818/1782, 10-12=-1336/2362, 5-16=-52/283 WEBS 3-17=-342/494,4-17=-809/1649, WEBS 3-17=-342/494,4-17=-809/1649, 5-17=-813/449, 6-14=-1657/867, 14-16=-1112/2478, 6-16=-120912672, 7-14=-138/455, 7-12=-348/631, 9-12=-391 /501 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=14ft; 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 p'sf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSUTPI 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 307 lb uplift at joint 2 and 337 lb uplift at joint 10. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 6ndg-deretltngti+rniexik'A.] IDDEJBSSJi'S fr),6EAJd TENd(DAE111055 (!IS70Mj A1J'j A(YeDSF05dFMi hrc. Teilr 7eapv pamdenvd x:2ns?s mMsshou DesznhavnplRt)niWe.k.71.Imis,1:0.LIdsreae SOxlkrirewe. Odusahrrise add veHeIDp,w'y ddvk,.,"rpins sht Fexdhreh TDDrele,sK Asairns Deslpv EvprxxiLv.Sgetivllp Baxxptl?ud vny IDD nprxetlrwunpsedhyrd?tdndegentUe uspnsllllnr 4: He lss:1,of14 slrPTnsshpad vatie ADD wi}, miff lN-I.NM11,n-pars.I'U.;<ndnxs, sdlelllfp AnthonyT. Tombo IIi' P.E. clnedti;t TRssirn}Mllivgit�esespns111I1(IdrtOHlI,ReOY3?Ife'A3'IEd P�Rl10"ISIrPIIIIF Dtflp[ee,®itfeited liilllK,9?� 91He b[d EWiT[elF nt�Rrl.il![ppneldlSe lDDWnrEjeldeSed6v Txit.Ydedui.N;iar,i".i!tpF.itlhllcN+xdExtsl S4diEe l:�r!<.pt tii!:xel ' Ike"n;Delp:x xi fw:vfc.iP-srS !W.ftIOD.JfiIIadW.1ptldnenlsls hltGq (en{:n?d seat iabmdievrl[ff pellu 4T r71 rASHAneMs I. peemIP.I.:.TF:l eeSnsl?rxpws3a:Aet cs'rie ndlel:nsD<upx,l!xs 7x!p Fv}irxwl TxssMm4:aner; aess �80083 v#xriu ldiad! oredadr ede auxmliv 1 dl ar:x iv+d,ei l4eTxss Crsl E iven is lDi Lk lz Ao Cxi x, xTastspaea Eyivmda l+iui .die ^'adhms peas ldadioRFl. 4451 St. Lucie Blvd. i Fort Pierce, FL 34946 (oppsiphi02016A-I Roof Trusses -AmbanyT.TomboIII, P.E. P.eproductionofibis document, inanykrmihited ,isprolwirheuuhewrideapermissionfromA-I Roo(Trusses-AnthonyLTombolll, P.E. Job Truss Truss Type Qty Ply A0117582 WRMSBMB2 Al2 Hip 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:40 2018 Page 1 I D:tWYXbtUGW VXBg9MPyEYwl7zgtLu-DmP9U86kNVSnl6GiDsjuKMjNAKw9tOzms29ddDyj2W L r1-4-Q 5�-9 9-1-8 14-7-6 1 0 20-2-3 26-4-0 31-4-14 38-0-0 39-4 �-0 5� 9 3T 8 15 5 5-14 0 -10 6-1-13 5 0 14 6 7-2 1 4 0' Sx8 = 2x4 II 5x10 = 2x4 II 6x6 = 3x6 = 3x8 = Dead Load Defl. = 3116 in 9-1-8 14-7-6 1 0 20-2-3 261tO 38-0-0 9-1-8 5-5-14 0 -10 5-2-3 6-1-13 11-8-0 Plate Offsets (X Y)— [2:0-1-14 Edge] [4:0-2-4 0-3-0] [6:0-2-12 0-3-0] f7:0-3-0 0-2-01 [9:0-8-0 0-0-14] [13:0-3-0 0-1-12] [15:0-2-4 Edge] [16:0-3-0,0-3-4] LOADING (psf) i SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.51 - 15 >897 360 MT20 244/190, TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.71 15-16 >641 240 BCLL 0.0 i` Rep Stress Incr YES WB 0.99 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017(TP12014 Matrix-MSH Weight: 205 Ib FT = 10% LUMBER - TOP CHORD 2xet SP M 30 `Except` T4,T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 `Except` B4: 2x4 SP No.2, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` W4: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 1 Row at midpt 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 2 = 1482/0-8-0 (min.0-1-11) 9 = 1482/0-8-0 (min. 0-1-12) Max Horz 2 = -133(LC 13) Max Uplift 2 = -295(LC 9) 9 = -319(LC 13) Max Grave 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4619/2584, 3-4=-4456/2363, 4-5=-5210/2908, 5-6=-5150/2884, 6-7=-1976/1319,17-8=-2267/1392, 8-9=-2606/1617 BOT CHORD 2-16=-2121/4166, 15-16=-1771/3985, 12-13=-1103/2283, 11-12=-1103/2283, 9-11=-1287/229 , 5-15=-296/286 WEBS 13-15=-1262/2611,6-15=-1509/3167, WEBS 13-15=-1262/2611, 6-15=-1509/3167, 6-13=-1321031, 6-11=-545/293, 7-11=-354/729, 8-11=-397/460, 4-16=-457/1128, 3-16=-1301303, 4-15=-784/1447 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=14ft; 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 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 atjoint(s) 2 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 295 lb uplift at joint 2 and 319 lb uplift at joint 9. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard i tSe.Be! � rinutisrrrgllru•irc f>•'8�} IDGr n7SSe iltlElj 6EA1![ fE1NS [ [GI:RIC[S [USiDMj n17; t([IGA' aiYfKi Ina ie;Gf drills ramden sad res! e>Irs mfzslnss Desp)rniy{i[41,u4 ite Atl[u[l. ixi? U rl lele;se S!n! Rs'a�e es. Udeu dlerrisr sfd:i?ntle IDD,ca'y UBe'smee!ur�?;k:sSil!'e rulhrNe iDDuge edit.lseiens Days feylrzu(I?,SuzsDr htlu??,�?udno}RID re}teseds etetu eellle pal?ssind eq ee:lsgryseAlltndbrtlel?syaAUt s'x;feints dy'n:l i dle M ulj,wd NI. 7te d?slga esvnptim.6rlspashrin!, uneliGy Anthony T. Tombo IIi, P.E. rd oseduislms5?ur inilisgislke reslxsiklli7d6sOrsre140-xari Sfdmrhs2?nne[dI(neD:syr:?,mlz?sehA disc ld:,d?l:;udtleleed[#drd(tdfLkd lP.l. le q�?1dde11IDD 0.td eel M1dt 151?itl?Tnst. udstidladw�.st:ge,I?sh11ah1e and krtg 35rliMh R!r'rui:hef 80083 Re lr.lip Drsyu e3[fdlenm. Ali u'es urse?:e UxTDD rH?!e}t`xiiasadgrd:l cs d?I:1elldiri(erer,n?nSe(nr ln'emmlu;t(11; p[Dsled [?171 end Rq n?rely xedhs grseut dus TPN t<Uo?sx?:rsr?ec!IUhes esdesnsdM.?lrrn lhsigser,l�tts Des!�,iagiuert�d bass Mandr?tree, ce'ess 4451 St. Lucie Blvd. e!e?riu l?hYel lroiam:etl epeHau?iswrUiq h, dldsrtx, lerdtti reeinss Uesl�Eegneu l;gGl Ca Bx:dsg Ues!g:u,ui•s?tSn'za'cgir?erdmd Snldi�l. {II[�:..aNk;as uenddsel ldiPFl. Fort Pierce, FL 34946 fap}Tigh10P01dA-lieafimssts-AmhonyT.Tom6oIIhP.E. Beproduoionofibisdocument,inanyform,isprohibitedwithoutthtwrittenpermissionfromA-IP.nofTresses-Anthony7.Tomball],P.E. Job Truss Truss Type Qty Ply WRMSBMB2 A13G Hip Girder 1 1 A6117583 Job Reference o tional I 7-1-8 6.00 F12 B sn 2 qT 1 0 3x6 ; 3.00 12 5x8 = 5x6 = 26 LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except` 133: 2x4 SP No.3, 135: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puriins. BOT CHORD Rigid ceiling directly applied or 3-4-8 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 3-15 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 744/0-8-0 (min. 0-1-8) 14 = 2340/0-3-1 (min. 0-2-12) 9 = 894/0-8-0 (min. 0-1-8) Max Horz 2 = -118(LC 28) Max Uplift 2 = -271(LC 8) 14 = -681(LC 5) 9 = -293(LC 28) Max Grav 2 = 752(LC 19) 14 = 2340(LC 1) 9 = 894(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1831/625, 3-23=-202/876, 23-24=-201/875, 24-25=-201/875, 4-25=-201/874, 4-5=-256/1017, 5-6=-482/414, 6-7=-950/397, 7-8=-1118/415, 8-9=-1396/492 6x8 tun: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:41 2018 Page 1 ID:tVvYXbtUGW VXBg9MPyEYwl7zgtLu-hyyXhT6M8padMGrvnZE7tZFaxkDOev6v4iuB9fyj2W K 11-5 2328 4-0 32-7-1 38-0-0 39 4 q 7-0 5-1-7 5-3-3 4-3-1 5 4-1.1 1-an 3x4 = 5x6 = 5x6 = 4x6 11 3x8 = rc 3x8 = 3x6 = I �5-14 17-11-5 28-4-0 I- -8 4-5-8 10-4-11 3-3-01,[7:0-3-0,0-2-01,j15:0-2-8,0-3-41 CSI. DEFL. in (loc) I/defl Ud TC 0.67 Vert(LL) -0.1911-13 >999 360 BC 0.98 Vert(CT) -0.2911-13 >999 240 WB 0.74 Horz(CT) 0.06 9 n/a n/a Matrix-MSH TOP CHORD 2-3=-1831/625, 3-23=-202/876, 23-24=-201 /875, 24-25=-201 /875, 4-25=-201/874, 4-5=-256/1017, 5-6=-482/414, 6-7=-950/397, 7-8=-1118/415; 8-9=-1396/492 BOT CHORD 2-16=500/1628, 16-26=-476/1564, 26-27=-476/1564, 27-28=-476/1564, 15-28=-476/1564, 14-15=-2324/686, 4-15=-609/409, 12-13=-342/815, 11 -1 2=-342/815, 9-11=-356/1221 WEBS 3-15=-2475/752, 13-15=-294/655, 5-15=-1460/450, 5-13=-83/399, 6-13=-661 /221, 6-11=-7/258, 7-11=-65/324, 8-11=-323/224, 3-16=-92/964 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=14ft,- 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 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 atjoint(s) 2 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 271 lb uplift at joint 2, 681 lb uplift at joint 14 and 293 lb uplift at joint 9. Dead Load Defl. = 1/16 in 1.5x4 8 PLATES MT20 Weight: 195 Ib IFT = 10% 8) Hanger(s) or other connection deviIce(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 221 lb up at 7-1-8, 107 lb down and 123 lb up at 9-0-12, and 107 lb down and 123 lb up at 11-0-12, and 113 lb down and 127 lb lup at 13-0-12 on top chord, and 352 lb down and 83 Ib up at 7-1-8, 84 lb down at 9-0-12, and 84 lb down at 11-0-12, and 86 lb down at 13-0-12 on bottom chord. The design/selection of such connection levice(s) is the responsibility of others. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer sl'all verify that this parameter fits with the intended use of this component. i 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-10=-54, 16-17=-20, 15-16=-20, 14-20=-20 Concentrated Loads (lb) Vert: 3=-151(B) 16=-352(B) 23=-107(B) 24=-107(B) 25=-113(B) 26=-60(B) 27=-60(B) 28=67(13) woo" -Ihertleiraaitra.itwlk'Shcggrnns6i ntEnETgnunlusaealm9ea!sulisUesDe:{}svivglRivedaldhstrl.TszhaD [Lloot.'Slesllo!o—,Udessvhmwd NttdeTDD,ap M1Tekovcvmr{aissed@e"off. Mx TDD to herdit Is urns Dulphli er{I.e.SpesltA{6peelG,p: rd norIDDrt'reseds teem0.vttdlW rrdnsslrvcl euu!erlag¢srytslillnrfit tSdts!{sc?Ilesit�eiras AnM.nsett@eTDD all, its W. eas ga nsanpitcs.laNa{soadtutL nittlllly closeeEmsT,assi:t Iduiisneresaultil d&9neleP.aeistdaritie erlieldlHtaUuixr,axnshdslNIK,teoKisilioluoa6 MthonyT.TomboIII,P.E. ry h r u! a ! Welt rxlrP.l. ne t9i,•aae!dthe lDDasl er!IieN asedir inss,ia:ittiu l�.7:a�. sx;rye,iuNletin ul hers3 s4sllksa rz!{caz3'trd 80083 ' rteE^feg7tfi5�va(<rtfa.11;nksstlafaMTDDMIirrr�iusolpiidi¢sdtl:piteiyhr€Ka!tlSderyeamtnu',t(ffj{ahLsln:E{RlndSiLtn:rduexel5sgtm!�.dwa,irrlee5us3zns�m:hl:nesad6?adtleLnsDe:isnn,lnshs!nhTn:nm3irassUmlanw:r,nkss 4451 St. Lucie Blvd. tttswise IdirN Irofasi:aU aiseN apeiwmiq hT dl{n[ts IE,s?sti ThTnss Cisip Equer Is1CT kkera NOuiper,trTrtss Sys', hiiaeert':mt ailfuq. Allrq'.::s!rtrosores deEaN ianll. (opyrighl02016A-IRoolTrusses-AnthonyT.Tombo111,P.E. Repiedurtiondthisdocument innnylmer,isprobihiudwithoutthe writtenpermission from A-IRenlUusses-AnthDnyT.Tomb III, P.t, Fort rierte, FL 34946 Job Truss Truss Type Qty Ply A0117584 WRMSBMB2 B01G ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:42 2018 Page 1 ID:tWYXbtUGW VXBg9M PyEYwl7zgtLu-98Wwvp7?v7iU_QQ5KHIMPnohG8ekLJy2JMekh6yj2WJ , 7-0-0 12-11-1 18-8-8 _ 24-7-10 1,0 7-0-0 5-11-1 5-9-6 5-11-2 tefl. = 1/16 in 3x6 = 1.5x4 11 axn M I tuna-- 5x10 = 4x6 11 3x4 = 7-0-0 12-11-1 18-8-8 24-7-10 7-0-0 5-11-1 5-9-6 5-11-2 Plate Offsets (X Y)— [3:0-5-0 0-2-0] [5:0-3-0 Edgel [7:Edge 0-3-8] , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.16 10 >999 360 MT20 244/190 TCDL 7.0 1 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.23 10-11 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix-MSH Weight: 125 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood'sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1973/0-3-0 (min. 0-2-5) 2 = 1837/0-8-0 (min.0-2-3) Max Horz 2 = 166(LC 27) Max Uplift 7 = -647(LC 5) 2 = -560(LC 8) Max Grav 7 = 1973(LC 1) 2 = 1837(LC 1) FORCES. (lb) Max. Comp./Maz. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3448/1063, 3-15=-3627/1198, 15-16=-3627/1198, 4-16=-3627/1198, 4-17=-2649/872,117-18=-2649/872, 5-18=-2649/872, 5-19=-2636/863, 19-20=-2636/863, 20-21=-2636/863, 6-21=-2636/863, 6-7=-1846/691 BOT CHORD 2-1 1=-987/3013,11-22=-985/3036, 22-23=-985/3036, 10-23=-985/3036, 9-1 0=-1 198/3627, 9-24=-1198/3627, 24-25=-1198/3627, 8-25=-1198/3627 WEBS 3-11=0/681, 3-10=-300/775, 4-10=-89/275, 4-8=-1148/382, 5-8=-667/461, WEBS 3-11=0/681, 3-10=-300/775, 4-10=-89/275, 4-8=-1148/382, 5-8=-667/461, 6-8=-990/3030 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=14ft; 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 647 lb uplift at joint 7 and 560 lb uplift at joint 2. 8) 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, 110 lb down and 122 lb up at 9-0-12, 110 lb down and 122 lb up at 11-0-12 , 110 lb down and 122 lb up at 13-0-12, 110 lb down and 122 lb up at 15-0-12, 110 lb down and 122 lb up at 17-0-12, 110 lb down and 122 lb up at 19-0-12, and 110 lb down and 122 lb up at 21-0-12, and 110 Ib down and 122 Ib up at 23-0-12 on top chord, and 345 lb down and 64 lb up at 7-0-0, 86 lb down at 9-0-12, 86 lb down at 11-0-12, 86 lb down at 13-0-12, 86 lb down at 15-0-12, 86 lb down at 17-0-12, 86 lb down at 19-0-12, and 86 lb down at 21-0-12, and 86 lb down at 23-0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 7-12=-20 Concentrated Loads (lb) Vert: 3=-176(F) 11=-345(F) 10=-65(F) 4=-11O(F) 15=-11O(F) 16=-11O(F)17=-11O(F)18=-11O(F) 19=-110(F) 20=-11 O(F) 21=-110(F) 22=-65(F) 23=-65(F) 24=-65(F) 25=-65(F) 26=-65(F) 27=-65(F) 28=-65(F) , 6!rdgIPletsl tkutgNr,flitr li!'S1 iPPT nD-sS�S{'i<tEElj 6<4E1!(TIM&(PMtill[95fP517Nj 3(R]')A(1Is6&:EDDYFer Inx.iva(dedp{ulmdns me ae91m!smtSsless l!s!a )rniaq (fI P!sIE!A!t1uPl.Isaia G;i.E.IdenxeS!!s!st'!n ne. Pd!ssdls is!sld4!etle 1DP,�ay WieiuwmrP!ress5�l F. eulfir mx i)DI!i1 rtIll.Hei,ns Desyl Gprxu;4,Su7dlr Fr9ee!a,t1!uduo{IDD!q,eStltS!E!f¢*J:Cd,Li,d!S!I!!dtt[H!'I!e!!f{I!SIIIIA{9,tlllFf[3!iRe safelnss e!{a!eletle lDD odt, MnT7Fl.i&L•s!�nunWi!es.bcitp<nane!s,smosilry Anthony T. Tombo III, P.E. t�lfldllil Trril4!Itr{dl1i141f 13lft!{It!fillhd:kO'�t!!.RtPwi!Ifix'3'RFt4!YllYlk{[tlli!FP!SiE 1',2h#R!1!ddI11IN,!!Iti aItit Wo1 (.,;r1Ifusi 1.Aeqp,Fidtl!EDDW."beffstd11!Tnss,W!d.IAIG{.TF:61E,1!SM1IIIh!t W la- y!SRts t".! tlPi'fdLty d w80083 ' INIA111 Des:rt!0Csrmo!.All Wts set Wl u IN ED r!I In Ima,asas pe.lusdthIraliq{trmnl Sdtry lht na11(sophstxdilltl aad SLfAn!rdv ae.h,pe-1P.ImeTP:tvdd.!i:sdtabs, De!TsM,os hup bFtrecairess 6'a 40r.!y Wtr> F1uWs1IdI1EP1 a6drwe lftt BIBlTlllt 1 dl ertesit,?,eiltei,essCr,,aEaitlnlseGl�.GIn:la DP$,]N,e(1'1!si t!!e t�Gdfa 5ril7i..lJl! :�'s!i•roslrPaOd:aNfnlPll. 4451 St. Lucie Blvd. Fort Pierce, FL 34946 (optvighlCo2p16A-1RoofTtosses-Anlhonyl.Tomho111, P.E. Reproduction of this document, in anyform, is probibAed withcul the written permission hom A-] Roollrosses - AnthoqL Tomb III, P.I. Job Truss Truss Type Qty Ply WRMSBMB2 BO2 HALF HIP 1 1 A0117585 Job Reference (optional) Run: 8.120 s Nov 12 201 / f nnt: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:42 2018 Page 1 ID:tWYXbtUG W VXBg9MPyEYwl7zgtLu-98Wwvp7?v7iU_QQSKHIMPnolYBcgLQN2JMekh6yj2WJ 1 4-0 6-3-6 9-0-0 16-9-13 24-7-10 1 4-0 6-3-6 2-8-10 7-9-13 7-9-13 4x6 3x4 = 3x4 = 3x4 = 3x4 = 6ea0 bipad Defl. = 1/8 in 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.26 9-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) ' -0.32 9-12 >907 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix=MSH Weight: 122 lb j FT = 10% 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 - TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. WEBS 1 Row at midpt 4-9, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 904/0-3-0 (min. 0-1-8) 2 = 984/0-8-0 (min.0-1-8) Max Horz 2 = 207(LC 12) Max Uplift 6 = -267(LC 9) 2 = -218(LC 12) Max Grav 6 = 904(LC 1) 2 = 984(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1447/761, 3-4=-1211/797, 4-5=-1132/692, 5-6=-831/569 BOT CHORD 2-9=-800/1206, 8-9=-692/1132, 7-8=-692/1132 WEBS 3-9=0/313, 4-7=-512/503, 5-7=-784/1280 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=14ft; 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 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 267 lb uplift at joint 6 and 218 lb uplift at joint 2. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard &'udq-N tlareturr1r4r.h'A.1 I3CE TUSSB rS((lfri WERETEENS&(000&S(JSTOMrKIWII:.aleaEmirar(erLye!t 4esilrpuood?rs mdm^Aan"inisTiers Mop 2inispll(ird lMirri.1.Tzla M, F.E. lder.,-q.1Mke r<.e. 0drss glenisr stdd rFtlrlOD,ca.'T N1TFkoueonftles Asti It aced to Re TDD Po hedil. Aseirnsh pritorexi(e,5pendn 6plurr;ta?aelnnrlDD ripresetls serxnsi,�mdlh praLsslrFd era�xr?:inrsiusnilayfi:ile dni{ardth stoamss Opin!d m9e 100 etlr, rderl?N. Thfs:pnvnpthd,irdtpordtbrs, sdi°Miry Anthony T. Tombo IIi P.E. rte0.^ KA ISld!k'f T�rss Sl rvp Euldilp ltlk Rspn!ilild.dNs D+rm. tpPQPGtf Fdd'ild ipCles th lnidir6 DtslpFel,9(h6rhd dEl11K,3?i3(adge hvJlcY�mlr eclr!LL ipeeppo?c dtle NOWmfielirsrdh?Tnss.udriirel:.f�.sa?ge.ir!hllefur ulirr[iTs4ill4fa!e!p�tib!ird � e ' Soyhsir—ilivow.Aiirixs!eloesReIDDWAir pratiascalpne:&miOw4,16.1(rep,�sarQ083 Sdeqhia�n{ttSfpeNrsF+lSp171r>rS1(EnrnLreraat,prre?eplm_Wtees"sa:re:prs�l:mr!r�aea-rsdtirlrs:Desiper,T:ess9es�au�rern!(nssMaoAr.^.arr.asss 4451St. $0083Lucie Blvd. i#eaise Idird lya tamem ogee! rpiF it vnaq lr d1p res ierthei Tieinss Crum Eapueer N &0T N Wits: Dop er irTnss Spsna Entraer 0my Dcddl All Fsp:wn4tr:as nem ddmd iaREl. Copyright (D 2016 A-1 loaf Trusses -Anthony L Tombo Ill, P.I. Reproduction of ibis document, in any lorra, is probibiled wilbetil the wriffent permission from A-1 kaof1resses - Anthony 1. Tombri 111, P.L Ford Pierce, FL 34946 Job Truss Truss Type Qty Ply A0117586 WRMSBMB2 C01 G GABLE 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2U1 I Print: 8.12U s Nov 12 2U1 y MI I eK Industries, Inc. West Aug 29 U9:U4:43 2U18 rage 1 I D:tWYXbtUGW VXBg9MPyEYwl7zgtLu-dL41698dgQgLca?Hu_Gby_L2YY1 t4vICYONHDYyj2W I 5-10-7 9-8-0 13-5-9 17-3-2 19 4-0� 20-8-0 I 1� 0 5-10-7 3-9-9 3-9-9 3-9-9 2-0-14 1 4 0 i 3x4 = 4x4 = LOADING (psf)' SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-0 oc bracing. JOINTS 1 Brace at Jt(s): 9, 13, 7, 15 MiTek recommends that Stabilizers and required cross bracing tie installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 19 = i 859/0-8-0 (min. 0-1-8) 2 = 859/0-8-0 (min. 0-1-8) Max Horz 2 = 90(LC 7) Max Uplift 19 = -268(LC 9) 2 = -309(LC 8) Max Grav 19 = 859(LC 1) 2 = 859(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1511/535, 3-4=-1101/353, 4-6=-1082/372, 6-8=-1102/406, 8-10=-1076/436, 10-12=-1076/446, 12-14=-1102/426, 14-16=-1082/391, 16-18=-1101/373, 18-19=-1543/453, 3-5=-441 /234, 517=-441 /234, 7-9=-488/301, 9 111=-488/301, 11-13=-458/302; 13-15=-458/302, 15-17=-493/179, 17-18=-493/179 BOT CHORD 2-25=-512/1394; 25-32=-604/1393, 24-32=-604/1393, 24-33=-86/372, 23-33=-86/372, 23-34=-86/372, 4x4 = 0 4x4 = 5x6 = 44 = 44 = 3x4 = 9-8-0 13-5-9 , 17-3-2 19-0_ _ 3-9-9 3 9 9 3 9-9 2-0-14 CSI. TC 0.15 BC 0.44 WB 0.38 Matrix-MSH DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.06 24 >999 360 MT20 244/190 Vert(CT) -0.07 24 >999 240 Horz(CT) 0.02 19 n/a n/a Weight: 135 lb FT = 10% BOT CHORD 2-25=-512/1394, 25-32=-604/1393, 24-32=-604/1393, 24-33=-86/372, 23-33=-86/372, 23-34=-86/372, 22-34=86/372, 22-35=-501/1365, 21-35=-501/1365, 19-21=-356/1366 WEBS 10- 11 =-313/782, 11-24=-511/1029, 15-21=-101/262,11-22=-450/1031 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=14ft; 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) 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/TP1 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 nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 19 and 309 lb uplift at joint 2. 10) Graphical purtin. representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 34 lb up at 2-0-7, and 160 lb down and 73 lb up at 17-3-9 on top chord, and 77 lb down and 35 lb up at 2-0-0, 31 lb down and 30 lb up at 4-0-12, 31 lb down and 30 lb up at 6-0-12, 31 lb down and 30 lb up at 8-0-12, 31 lb down and 30 lb up at 9-8-0, 31 lb down and 30 lb up at' 11-3-4, 31 lb down and 30 lb up at 13-3-4, and 31 lb down and 30 lb up at 15-3-4, and 77 lb down and 35 lb up at 17-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13) 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, 3-10=-54, 10-18=-54, 18-20=-54, 26-29=-20 Concentrated Loads (Ib) Vert: 24=-20(B) 22=-20(B) 25=3(B) 21=3(B) 23=-20(B) 32=-20(B) 33=-20(B) 34=-20(B) 35=-20(B) caF!n �neF:<tiFrergilrreFit.lx'aa {oe; nnssrslnFr{ rts:la{ nws a m{atieru n�siox{ aula';.(uc�-y,�gx[nr nr:. TFrnr r<uyF roFadFn tF(rF�aF�:e n fa;:i�FFe ge+a lr,wiy{Ir;; F: �F rFnuri. (:sa> ut rE.m�exF s{:sr!,s•e e•e. aa�a uta.!:t and Font rou,wy G1Ttkausmrl:FTs sS9l r:relUrfkT9Dte{e nlif. beTrns DesigF EFpMFrp.e,S;eiWr&gieFe:;3turinnr lDD segosetls Ferm�s:eAlie lrai:uind ra'sFthegrzs{nsitlia(i; ih ln:{aFifG sapeTost leg!Ael ee tle RiD aFtl,vaierT?il. lh tes!ganvupiFes,h[l egoe6mrs, sFar)iiry Anthony T: Tombo III, P.E. r:-0eslei2!s NnS'laf{pIGtF IS Ilt ItlrFlViilar llw„lOFler.lit Oi9ISFd�r.RFI F't3i lr l'Ft{SiII eOtsilw,u9 GF:ertFFt rliv lt(•t43{("INFIFfaU!klolFHM. ToL pordho 100 AM Tell F1!/IIIeiIFFt,IA'IeGtiR'y�1%;snot" !F}h!Ido,oet ko'? AsVi IY Ieipsit?v e1 w80083 Zh Mta1+D7n;.e: rd Qm:efa•.i!: rFosse!FFlutttiDD rxllttgs sisesalr*gnsfn59,44(ealoenSdryKw-bl'111r, ltNisid 6l TM uoista Frerti xN, F.W.- alnr-. IN R5.05 mpm*Ires.?61.9'10—DisiparAns 3es:p uptrol Toss MasFlt;xrr,Fa ns du,iie(died k a Utod,pO,?aaurraiF { dl rseFs iHc?eei Th Tosshsimbli er is ALlra 6ai la rni. er,rtT•ns5rs!m Ea Fxrrm 5Fi14 u!F ab•F•os eaas eerild Fatru. Fort er Lucie Blvd. r I r 1 3 g � P Y ai. a,- Fort Pierce, FL 34946 £aptTigfilCctOILA-ItaalLusses-Anlhanyi.Tomho111,P.E. ReproduoionoNhisLomment,inoeylorm,isprohiAAedwilhcutihearitteapermissianframA-1Roo}Trusses-AnfhanyT.Tombo Ill,P.£. Job Truss Truss Type Qty Ply WRMSBMB2 CO2 Common 1 1 A0117587 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov. 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:44 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-6XegKV9FRkyCDjaU SingVCt9myGgpOALmg7rm_j2WF 5-2-9 9-8-0 14-1-7 19-4 0 20-8-0 5 2-9 4-5-7 4-5-7 5-2-9 1-4-0 4x4 = Dead Load Defl. = 1/16 in BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 791/0-8-0 (min.0-1-8) 6 = 791/0-8-0 (min. 0-1-8) Max Horz 2 = -90(LC 10) Max Uplift 2 = -205(LC 12) 6 = -205(LC 13) Max Grav 2 = 791(LC 1) 6 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1182/782, 3-4=-897/583, 4-5=-897/583, 5-6=-1182/782 BOT CHORD 2-8=-555/1035, 6-8=-566/1035 WEBS 4-8=-275/557, 5-8=-342/383, 3-8=-342/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. z/ vvina: Hz)ct /-iu; vun=-ibumpn ts-secona gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=14ft; 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) 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 205 lb uplift at joint 2 and 205 lb uplift at joint 6. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard weaq-IleesrflaegNirralakth'Al IDGE IiDSSB("sEtlEi'), 6IA9ACTENA[DA 7fID5SfDSTONj 6nA';tCCIDAiia NFXi 1!rs. fertlT dNp ryeaders¢!d red ePl!e aP IgsT!ess Be: Ss LP.iy{R'J',ed Mx Art6uYITake D; lE Ideine SlueFR ;ens. Ddes!dhnia B��Ei3 an mtle IDD,wly Mid —sin,Fire' sleliMeulW&TDDnkaoi.As aTrrssDesyd"prx!t{Le,Spuely6irhe:J.tS!u!InnrIDDrepestial ree.01Sepelassind1,1' egrzspnilitrty4tibehOltP!Nes!rleTmsd#.gelpAit Dode,esitrIM.TEed! panseap�as,l!et;goednx!,smeniq Anthon T. Tombo III P.E. Cad 1>ldii!Tnt!Se!I>TlpliitP (S lSt rega!Nllay d@e .sr.hl DWatfeA9'n"d Ppd l!I}trdI111F DdiItt!,®;�nd!dd15!ITI,i!IS. alike 1.0ka'iilolr W K]. Thilgi "like IDD al n:tidi rsidHeinst, hde6mlzdDey snlele, nsnlldiev at tre!aD s5dle!Ee n!pad3;!fid •• ' ' lktl'.,Ttq s"!"died'eft!, All et:e:!ElglnaSlDDeel lRptditlsoeljeileDe!>1I!1!iNGq le¢p1M Sdeef e4A'!etllMjl(SljpHifk2d ST TAWiSI0aeal!eidl.pera!pilsisS lrrl l'e5rle4!: t;Fed!!6'"lief&lafitld;leT!4>Peiljen,T!ess D1>r+6pi:trtll ln!SYdA}e^t!er; n'R!i ~ "3eriu Idol Ife ca"dsIretdope owniq lydllea:se laeSd. Ikeinse Ceslp EgiveerBADi Cx 6aiA;gDtsipd,rtTnrsS�mignvrda18+0Sq. All r�i;da!a a!m apes der,d lonlL 4451 St. Lucie Blvd. (oppigh102016Ad Roof husses-AmbanyLTombo111,p.E.Reprodudionofibisdommeni,inany form, isprobibiledwitheutthe writlenpermissia)Sm nA-1Rao(Tresses-AnlbonyT.TOAD111, R.E. For[Pierce,R 34446 Job Truss Truss Type Qty Ply A0117588 WRMSBMB2` CO3 Common 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:44 2018 Page 1 ID:tWYXbtUG W VXBg9MPyEYwl7zgtLu-6XegKV9FRkyCDjaUSingVCt9lyGkpOBLmg7rmyj2W H -1-4-0 , 5-2-9 9-8-0 14-1-7 19-3-4 1 4-0 5-2-9 4-5 7 4-5 7 5-1-13 4x4 = Dead Load Defl. = 1116 in 4x4 = 5x8 = 4x4 = 9-8-0 19-3-4 9-8-0 9-74 Plate Offsets (X Y)-- [6.0-0-10 Edgel [7'0-4-0 0-3-01 LOADING (pst SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 7-13 >999 360 MT20 244/190 TCDL 7.0 j Lumber DOL 1.25 BC 0.85 Vert(CT) -0.22 7-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 85 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing tie installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6 = 710/0-7-4 (min.0-1-8) 2 = 791/0-8-0 (min.0-1-8) Max Horz 2 = 96(LC 12) Max Uplift 6 = -169(LC 13) 2 = -205(LC 12) Max Grav 6 = 71 O(LC 1) 2 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 11831793, 3-4=-898/595, 4-5=-898/595, 5-6=-11841797 BOT CHORD 2-7=-617/1036, 6-7=-62311037 WEBS 4-7=-289/554, 5-7=-346/390, 3-7=-342/383 i 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=14ft; 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) 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 169 lb uplift at joint 6 and 205 lb uplift at joint 2. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard gemq � t!n:enwagereedr,+� •nd toe(nnssi smn s taeat: rrtus a nF nines (mDn{s+rta•; z(eca�;u(r' ixo; f!riFr kd� pomden eNrte9 o!tn uslisl:css ie: e+hniy{R'w;!rift+lAur7.Ieai:D Fl. tdnene 5l;ti:!r! nl. Udess dlenise GdN ee de IDD,raq Vateamrpeas ftiumeltdda TDDU ienlif. Ai,1,.s Dail. biome i!'spl.B[ Gsim-eptha sl a atrDDupeseds amp., Otte p!lsdoed equrrlgesintill!dy3:tales.pad IN sajeTnss LpIld wit TO all. q,r IN. The f sipJ esmpm Isrl:epa0ves. seaNNry Anthony T. Tornbo I1I, P.E. cl neelrh;srrs4!rq tdl6a is the respn!ilili�d&e0n?r, th0.uri!�s�N!+r5cl5e tdlCq Oes'¢:yariz md!ddtu ltt,tl!t(vdthe lud er�:fn, nfeall.Rl.11!eppmerlWTDO eN n!ban nedtir inns. i baladD.'p. large. nshDdlr 80083 tte td'ltg Des�px rt4(t4'ISNt.t!!uksseital!e1t21DD aN lie pr:�¢awlpdfelmss d+ls trltig(a,!p aed Sdeq l!:arntlin{e(SI}plbshN h}i?I of StlA nerds x!lhs pennl a>u 7Frl t:5as3e:espn 411ies eelde!adHei.essDesigaer,l as Des:p inpiracalirass tlr!d!no-�er, urns 4451 St. Lucie Blvd. ' r'luvkB4Old ire(11A quilqu ie erre!q It ell p!n:aWcb,i The To. hsipferlvuis 40TNtadmpouis'.'Trus S)d!mEla"eiof hedq. tllrq-,::nrlhras nets ldaNla n61' Fort Pierce, FL 34946 Copyrighl 02016A-I10011jusses-AnlhonyT.Tombo III,PJ. litproduction of pis document, in onyhroo, is prohibited without the written permission from A-1 Rooffrusses - Anthony L Tomb III, P'L Job Truss Truss Type Qty Ply WRMSBMB2 C04G Hip Girder 1 1 A0117589 Job Reference (optional) cun: o. izu s Nov -tz zu1 i vnnr: a.12u s NOV 12 Z01 i MiTek Industries, Inc. Wed Aug 29 09:04:45 2018 ID:tWYXbtUG W VXBg9MPyEYwl7zgtLu-ajC2XrAtC243rt9gOPl31 PQNoLIMYtAV?Ks01 5-9 15 6-7-1 10-3-5 11 8 0 13 0-0 0-9 2 0 9-2 3-84 1 19 •tin 4.24 12 3x4 = 1. c4 11 3x4 = 4 5 6 19 4x4 6.00 F12 3 7 4x4 1 2 C' 1 6 d6. 12 21 22 11 23 24 10 B 6 6• S. 1.5x4 11 1.5x4 11 1.5x4 11 3x4 = 3x4 = cs N C 1-5-1 5-9-15 10-3-5 11-8-0 1-5-1 4-4-14 4-5-6 1-4-12 Plate Offsets (X,Y)— [4:0-2-0,0-2-131, [6:0-2-0 0-2-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.04 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.05 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 45 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 puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 515/0-8-0 (min. 0-1-8) 8 = 515/0-8-0 (min. 0-1-8) Max Horz 2 = 41(LC 8) Max Uplift 2 = -182(LC 8) 8 = -199(LC 9) Max Grav 2 = 515(LC 1) 8 = 515(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-785/219,3-19=-762/232, 4-19=-715/232, 4-5=-688/238, 5-6=-688/238, 6-20=-714/231, 7-20=-762/231, 7-8=-785/223 BOT CHORD 2-12=-180/691, 12-21=-166/688, 21-22=-166/688, 11-22=-166/688, 11 -23=1 66/688, 23-24=-166/688, 10-24=-166/688, 8-10=-176/691 WEBS 5-11=0/264 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=14ft; Cat. 11; 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 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 182 lb uplift at joint 2 and 199 lb uplift at joint 8. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 48 lb up at 4-0-1, 44 lb down and 65 lb up at, 5-10-0, and 40 lb down and 48 lb up at 7-7-13, and 127 lb down and 133 lb up at 10-3-5 on top chord , and 19 lb down and 72 lb up at 1-4-11, 22 lb down at 4-0-1, 34 lb down at 5-0-14, 33 lb down at 5-10-0, 34 lb down at 6-7-1, and 22 lb down at 7-7-13, and 19 lb down and 72 lb up at 10-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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=-54, 3-4=-54, 4-6=-54, 6-7=-54, 7-9=-54, 13-16=-20 Concentrated Loads (lb) I Standard Vert: 12=45(F)5=-33(F) 11=-25(F)10=45(F) 19=-2(F) 20=-2(F) 21=-6(F) 22=-1 i (F) 23=-16(F) 24=-6(F) E'cdq Neesetk-1my ruitath'A.1 IMF TUSS9rsfufrAaim" TEN &(0NDMEN$(CSICk; it19'}IEAIC3isaNNEli hee;fe,-ly huge F—etfrs e4eee.1'suNil"Is Pesp9raviylR&jirlN)Amy 1.Trots Rl, rL ldereat Skest Stara sse. Cdesseths+iu ddedentleIDC,eay AbTkaear♦1, nep'elessscube esedhree1501i to edict. Asetrnl Desyv hplsev{i.!,Suaegy Feglu!r;5?ad eo eayiUDreNeseessesTupa:edtla Frdnnpd! u!rlep respnsllnrty hnle l!stpcf lCes eTnss!!/in!O16M1Maly,mler TM. AnthiIX 4?4pA i11111ye1/tl.Il[{,yF(ellltlN>, NII!III on T. Tombo III P.E. wles. if s Treiihreey ldhiee lsherojec ghdlh 0-040-isewbehtleest a;th lnllieeb spr, a P2 iedeetdFL 1K'n?3'adthbud lat gnlead Ntl.le[fpree[idlttlCClsd nyhdd ne dhe inss.tadesiiglsJFs}sanpe, itlhllefiev n!lnisF slsKle si!tt!pauA:Md y ' !tl {aggesa:ea[tens.Al'iuesa!!m sulm1,ftnorsdaesiedgnl9n!sdl!!w1b.1heyaenSonyfe�n0.30frda?e ptint;4P1WSIGn?Wo1,etslpdus 80083 ellrlle5us!!rcye iresWd3sdf!I:nsDtdpe,LslCes'pFn alFn!spmdeeer,aes; 4451St.0083 Lucie Blvd. ,tenelu (dierilpotea:MeNerdeyee a rmiry lydi Funs luiati 16eTnss C�s:� Fgieter is dCTrx Ia1ad ge;!Ssu, uTass Sy4!a Egom dayhulSsi. All cygS.a!lteros rte es ddaeluRtl. Copyright02016A-IRoelbusses-AnthonyT.Tombdlfl,R.I.Reprodudionofthisdomment,innnylorm,isprohibitedwithoutthewrittenpormissionfromA-I Red Trusses- Anthony 1.TomhoIII, p.t. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0117590 WRMSBMB2 C05 COMMON 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:45 2018 Page 1 ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-ajC2XrAtC243rt9gOPl31 PQKJLkgYtAV?KsOIQyj2WG -1-4-0 5-10-0 11-7-4 1 4-0 5-10-0 5-9-4 4x4 = I I y� 2 d1 6.00 12 Ni 4 ,m Ibv' �. & � x s 5 g c s 1.5x4 II 3x4 = 3x4 = 5-10-0 10-11-4 11-7� 5-10-0 5-14 0-8-0 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.39 Vert(LL) 0.05 5-8 >999 360 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.05 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 43 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing tie installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 425/0-7-4 (min.0-1-8) 2 = 509/0-8-0 (min.0-1-8) Max Horz 2 = 67(LC 12) Max Uplift 4 = -101(LC 13) 2 = -139(LC 12) Max Grav 4 = 425(LC 1) 2 = 509(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-601/426, 3.4=-600/424 BOT CHORD 2-5=-258/483, 4-5=-258/483 WEBS 3-5=-27/265 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=5.Opsf, h=14ft; Cat. 11; Exp B; Egcl., 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) This truss haslbeen 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 101 lb uplift at joint 4 and 139 lb uplift at joint 2. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Gt�dg!nexttl�t{drre.ItN lu'I-118C[tIpSSBi'inlEl;t6IAilItfE1f1S8[vfnnLlS [iISTJNt'sS1�'j7.(etl[G�uNENi IxrE Tndrlydprnt�dmmlre�o9n xtaislens7e:a)rr+it]IfC4; ed lh Artiurl,Tsa!>m,r.Elddeae clrsl4ticene. lldeu dlenise ndelxdel�D,u7 Niieisnumrjrxs shdi Ee uelLrt&TlD la he•did. IteTxu DeslpGpart�,Sp:xlir F.px ptl: vdnxrlDDrepesetltuuura;edBe pdsdxdegkrtlg xgxdl11i11`:e;lltdxi9t:'tte sar.eTnlskp!dedxtleND u¢,xda1?FI.Th [tilps muopnc.ler^!si mdnxt,shdihy Anthony T. Tomb 111, P.E. e:lese•I+ib Lzsskr en lwllig is rS<rurxatilmdSeJnsetle 0.uisezeretey r, blo1 xeesi¢er,ut`srxhtldlulK,d!IS;adNe 6rd ta'fsgxre¢117Fl.51%- d th 100.4 u!ted ue dtv Nis, W,t q Wbt sR:g4 a 80083 ih d' iihsViWU"O, 111.b WWI, eiW e>il's pUitn mspddnesdde Whg[eetwue Sd,7le.-On11sfp1l'sw If TnxdSKIr!"5-{!u patnlp.dxs TM hticA53e:npnihJ:net uddts d'1l7:ushtlpu.lsss0espinpaeueadrrtas 6axle.^.ner,xxss 4451 St. Lucie Blvd. ' d'.Wo, ldirdhjo0d•cd oired geviurdtig lT dldu'.0 lmehei TheTios Cup[a)uter!sIll mp.!dre:rosonnddMhTPI I. Fort Pierce, FL 34946 Copyright(42016A-1RoofTmsses-AnlhonyT.Tomho111,P.1. Reprodudionolibis dommenl,inonyfun,,isprohihhedwhIscuiIhewrineapermission from A-1P.eoflusses-AnthonyT.Tomb III, P,T. Job Truss Truss Type Qty Ply WRMSBMB2 CA Corner Jack 6 1 A0117591 Job Reference (optional),+ Ruse: O. izu S Nov IL cu-t i Print: al.-tzu s NOV Iz zul i rim lets Industries, Inc. Wed Aug 29 09:04:46 2018 Page 1 ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-2wmQkBAVzLCwTlksZ6pladzZG9wHK eEzcxgtyj2WF -1-4-0 0-11-11 1-4-0 0-11-11 Offsets LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 6 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc pur ins. 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 = -3/Mechanical 2 = 166/0-8-0 (min. 0-1-8) 4 = -16/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -3(LC 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=14ft; 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 3, 70 lb uplift at joint 2 and 16 lb uplift at joint 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI(fP1 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 6udq • rlenrtunrpHpresi!a Ik'A IOG; fIJS53� ittt[i'3 6IR;1St 1[Wl [DpI111G53 (USIlIN; 3trt9 j:.[rgGd [GiMEM'In.. (TE laifr 9!sipepoeaelm e3d «�utn p l7isl!ns g!: aiDrnri>9 O, mi kt hHuyl. hxfa fi, r.1.tthr.1 Simi s'Arrnr. Udns uM+ise gtl4 mNe70D,a:'p 1plitlwct!inp S!;4iliMeseebrlhel)DloHrd!L heLns DeS111hoRK(II,llt[!dlr 65iu�;.�alobe nrlDOrepresWser. unpa:erd±9!pral!ulud'Wwriquspon!1!larhas'lesi�dlh sz�xln:S iep![I!etoThWadr,r:drelpN.Ttxe!figonrmplien.lidsg!n'unns.sNetlllry AntEF00lY T. Tembo HI, P.E. Host elti;s lmslreep hillieg is skeespw!idlat ON9rieatltOn!is�.u,±d ogen o: lie roling 0es'prr,Ms.rWvd dlu Kris Xul fit Wei Wltsgnle faa KI. Tld Iottmf d Its Wool nr I!lin!Ah! T.wi'dfitrRT k: mmit. i.*Ilrh lW efrt31 l h ell r!!pJiL::fi rt .800, ' I a I a+ltila)Defig^..rNka:efa.e:.nksseswfulMlDDaleapi�irtrot�ii9n!sd±l!kAGq[eeHmntldeph'ero!enR(3fpNlstrJk7i?Iu111(lnerelyxe9?xpeml;,itmr_]FiIN5nt3!rcspzalaesn9dti>sdi-1.nsDesfpu,l!ns9n:phgxeralfrnstlmfe±4!v;w<rz 1St. 008Lucie Blvd. 445 rtH+ifl Idiedeyo hdrcd 0predenr it Yfaiep 3J dI pm:Fs inelsti IleTn!s C!si [!pots h!IDi:x tdlag Dnu,uTnss Srs'!a Earu±er dmr3sdS30. 10 ssda!d}:os uen Idsd Ulll I. • Fort pierce, FL 34946 (opyright0±2616A-IRooffrosses-AmbooyLlombo111,P.E. ReprDslurtion of1his document, in any form, is piobillited without the written permission from A-1 RaoiTtusses - AnthDrifT. Tomb 111, P.L Job Truss Truss Type Qty Ply A0117592 WRMSBMB2 CAA Corner Jack 2 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:46 2018 Page 1 ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-2wmQkBAVZLCWTl ksZ6pladzZGl9xHK_eEzcxgtyj2WF -1-4-0 , 0-11-11 1-4-0 0-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 , Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. 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. (Ib/size) 3 = -4/Mechanical 2 = 166/0-8-0 (min. 0-1-8) 4 = -15/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -4(LC 1) 2 = -63(LC 12) 4 = -15(LC 1) Max Grav 3 = 11(LC 8) 2 = 166(LC 1) 4 = 17(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=14ft; 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 8e 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 63 lb uplift at joint 2 and 15 lb uplift at joint 4. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 6 lb FT = 10% Be�dq � li!!:Inu!e,ut r!!!la lh •sa Inc; n:nss r>uFrr, area:uflxs a mEolnras nsio!a; srTa•;:(:-i!i�yVidl[III Err. ie-iFi 7!up turotl!rs eil!t� nalls!elti+L+ss 6ec� irwiaglfC4; vi Re I!tlwll. firsts„t2.ldnen! Sl;•It-;!!,!. od::,+rt�.l,! ee:� rEn!Too,�y uiitn!EmrFr!5si�;:,!:!enr�no!oE!.!u.l!eTea,o!nteley�a;e!.sKe!nfi!y� A! a!!mTrour!Weus!emerasdliepd!snndeus 1nr!y!sPN!a�ar!!I:fiat;ttesmgeTnssE!Imd!eneToos!t,ntnt 1. rxc!,ns!afnn.!!ds'avdm!!.s!n!ilry Anthony T.TomboIII, P.E. enders dmis 'T,if Srul tdlell I, As «st.sd,lal dNll—,of 0—sS?Af!h 1.1b! !fsfl',9f—edfi.11f,ai Kudtee bedkx:hVit.1MI. l!gyn ! d!s, III ad m 1169!1. dti! Tnss, i'd'dq dy}SrW'i hillsiu W boom A;!h!'a"!PWq.1 k 80083 !k!ta'ca�D!s�^!rtAkr.!no•.t!!u:!ssnwtekeTet!!aisnt!w:asm9t!iddi!esdli!tlntieifcepaedSdery6itm[liee7(SApllis4lt,TlAmdS1(Aw::d!rre9hrpec!nin6melr-IGYus�!rztes'.i0tiesnld+:sd7elusslksiper,T:ess9n:�sietia!!rc�iinssuarotsn.!r.n!ess 4451St.LueieBlvd. Cks.isetdatiychd�ttl l7nd luoie+mtiepioii laM.Kie+;l+ei lhTnss Cssifa Eal rze islCi Yx tdlnr C!v;!r,wT•ns Sis':aEaiicsrdmy bcl4ay All!.1:1d1gh;©nreosddmd is Ill 1. 44SToe•R Blvd. (opttighiD2016A-Ilioefltusses-AmhonyLTombo111,P.E. Aeprodndianofthis dommeni,inany form, isprohihiledwithout the wotlenpermissionhontA-1Roof hasses-Anihonyi.Tomho111,P.E. Fort Job Truss Truss Type Qty Ply WRMSBMB2 CA B Comer Jack 6 1 A0117593 Job Reference (optional) mull. o. ,cu s Nov Iz wt t Print. mizu s Novi/ zui / Mt I eK Industnes, Inc. Wed Aug 29 09:04:47 2018 Page 1 I D:tWYXbtUGW VXBg9MPyEYwl7zgtLu-W6KpyXB7kfKn4BJ37gLX6gVkO9VFOnDoTdLVMJyj2W E -1-4-0 0-8- 1-4-0 0-8-2 2x4 = Plate Offsets (X,Y)— [2:0-4-0,0-0-41 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5 lb AFT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-2 except (jt=length) 3=Mechanical. (lb) - Max Horz 2= 36(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 2,4 Max Grav All reactions 250 lb or less at joint(s) 3,2,4,2 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=14ft; 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) 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, 2. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 6adq-flnsenutlgMr ls!itwtk'dI IDCF IIffiSBiSi!!(I"p,6[h:rl(fftgSd(Qp iliDrS [rSlDlfj 3l77ti 1(rgDisEDSYEgi Ilsa. inrfrletlppnmden nd¢:dtdn¢(tisltln 0esgfgr,wiylfC-0; tra nt Asn¢ylrsa.'¢Ci,r.E. rtfue¢eA»I.rereess. utltssma.lct neutnneloa,ray kllekt,uMrt p!dess4,llt: nel6rnxTDDn4e,dlL Meirrss Oesirlhyi¢Ir{I.t,SpeuDr Ft[Irtst nlsltinnr100 repnerts te¢¢pta:edlSe rsafnsitecier{:+ss;ngry¢9ltltlrh!ne lss:gati llesa!el�ss L•pldsi¢ne lUP adp,uadulrH.i[f EtsiramsmNnn.IrrL�<oelmxs,sMsliiry Mih ' �thon T. Tombo III, P.E. rd,se this T¢ss;lrter rdliitp is lkresptstillt,.dHa grneneDntistt`.ci±dt;ed e�lh ldi(itg Dnip,er,atk¢d,dd(ulK,tilR:¢ltlellld Sr!isg¢p,¢l rrLl. le 11pul dlit TDD aln, rydln,dnsTnwW-,dglMxgmlf"lnnlidin l Iat' ¢jj M1a d re!p¢tli'.¢ 'S 0083 Its Sal:.; Dupe! U"Nt.j le, ul M% NTDD Wfi, p oal.1.1 rj!l'tjh 1h.1(catmeSdty li:AFtin{ilSr,:IViShiM lil ndSEGltafd`JlYt9MP-1r,Y:lnt-. TrFI EtSniN!itSpNS).1�t5 W&.1s NN`Ims Niip,l�,s OKp Elp-all Tn Yvtoftt, Wns ,itfinlldinll o(,¢,CdeFttript.il ndglydl G^,slHd,,i TECTRsi Clsi E n¢tis(Cli�4su•"Aa Ces:ier,trT¢ssS a- ilesdmlhil9 All a!Ve.s n,o lda!IKPFT. 445,1 St. Lucie Blvd. r p y r? ts'l w a Fort p fierce, FL 34946 fsrppTightmTOI6A-ItealTtusssl-AmhonyT.Tom6,II1.P.E. tepruduUianohhisdommem,inanyhrm,isprohi6AedwitheNThe writlenpermissi,niromA-IR6ofTresses-Anthony T.TomhaIII, P.E. Job Truss Truss Type Qty Ply A0117594 WRMSBMB2 CJ3 Comer Jack 2 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:47 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-W6KpyXB7kfKn4BJ37gLX6gVkO9000nDoTdLVMJyj2 W E -1 4-0 2-11-11 1-4 0 2-11-11 2x4 = LOADING(psf)l SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 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 FBC2017lrP12014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural woodIsheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 60/Mechanical 2 = 201/0-8-0 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -61(LC 12) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 49(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=14ft; Cat. ll; 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) 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. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI[TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard s,!�h:nttan�t>lHrrtwtwth•e-rraeEltLSss�;fuu-tistesetrrr�sar:;renmssasr�utxrn';urveat�nFMifua yeify9eureraradvrseAre�extseel;itirts.Aetsv7mviaglR4tr}Ihlglurr.rexi>6.r.E.ld:rznek�!hene.Udnspke+iust�:ItsHeT�P,ca'ry . AjTeeutee9rp:dte Sul :a eurfir nenouktet��rsatmsoe:ge rogue{i e. s;e dlr E.eu: aerdunrIDoar!esmsuuu;.�:enlse p,�snud tq r.,tyr.!rneiulaf5cnt tn:ras{Iers�ern:seers:e rentmoa.lr,e',awfrrt.;e.e>s':,. nvanue.ItetaAcomnxs,smcrun Anthony T. Tombo 111, P.E. cdne dns Lsun fre t INI Is lhrtspx Uny dC:Qov. In wit"!O0 HeO.vitt9salrte eed tr 1w, it hz ueut dhe Xts? 15`.ueth We Wt, at. S 80083 *garNile grurtrdtM r00 a�nrfiee vedhe Tnss. iede6y 1.Min-.sn;eye,iuhllshre adt ttignill:^P�re!p�c'sd:hd ZtIhra'a:fass�:td[ca:iCa.APnRs!eloslkde7DDe:ller!rA!usolp.ie:ln:sdtl:r.iitep[o¢hemSoltpla!a;ndin{r(SI;rdGtle.1fyrnesi364mrd!!:xedi�ptmmr.lms_RrIEeYus!>:rsrs,iSJliesniLtesL;!?7!ISeI4fIyeH,r:F53'k:FtLl�it:ttgefRSSMAb1t!!e!e!.tE:tSi 4451St.LueieBlvd. tte!rluldnHrroredrcd eaittl uiee it wsaiylydlpertas ieseltel iheTnss Ces!a E�rmen It YCi rufap Pesi;iv,rtPvs SpO:x Eaj reed*ar hilL�p. in g1llaehrvs vets Mint foln 1. � Fort Pierce, FL 34946 topyrighl02016A-]Roafirasses-Anlhanyl.Tosnbolli,P.E Repsodudi000frhisdommenl,inanyfosm,ispsohihBedwithestthewrittenpeasissionhornA-]Radbasses-AntAonyT.Tomholll,P.E. Job Truss Truss Type Qty Ply WRMSBMB2 CJ3A Comer Jack 1 1 A0117595 Job Reference (optional) Rule. o. izu b Nov rC zu I f rnnL: o."ICUs Nov i z zul / mi I eK Industnes, Inc. Wed Aug 29 09:04:48 2018 Pagel ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-_IuB9tClVzSeiLtFhXsmf22vmZgilETxhH52vlyj2WD 1�-0 2-11-11 1-4-0 2-11-11 3X4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 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 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 60/Mechanical 2 = 201/0-8-0 (min.0-1-8) 4 = 29/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -46(LC 12) 2 = -56(LC 12) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 50(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=14ft; 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT = 10% Se:dry-nenetlueeptlrledeN ISe •Aa IN! n SSES(VitIrl en:u[ Um a [Dp anDls (ISTons ana;E(NICg'i[DsuEAPINC. 9e•ATleup ramden eafreel eNx a,flisUev hvp D-iirll(£; eN N: }d(urT. Esaf> 4; I.E.Iderexe SE+I ""t ns- Odes dlv.ise sIs1N eetlelDO,cc'p NJTekaeetIN glees Mitt med6r lk TDD is k4lt As eTrns N111 hgraNjLe,Spedear by Nvle thsteles nTTDD Npesms m-pwadllelydesslnd eu!s!taepr-spnlltlnt!ar lklsc(ad[it sa•PeTrns dtp:a!hsne TOD adp, vstiff TA . hasp mNap es,"Nzlaeilnx!,smcnlrl Anthon T. To mho lI? P.E. C.�e!ed1!!!!1!t1S:N eq lNldiep (s lSempe!ilil dCe O.e!elk O-r`$1, 1udepdr:Ikridldiep Oesipe!,otY ndtd Fine ll(,at 1p[sNtie btdls4 puds¢M.Itgp!n[IdIEt IDD esI Ie!ad11}ed1Sl TRSS. LCleaej Ea'de}Ce!tIF.INNIIdNBYdlr1[Ip 3IldEEt P,e rt!pacLEard iM 800EI3 , IN NUeg Duir"!tirtamit.11imfssesm!4?kTDDealtn pmhesmd puldues Fine I iltil(.VmSelg hTTdin{IWIpNisMi:r TMASICAutrddeneafn y—lp:l—TNm]miw`e:nreosTu Nf ndds:_sditl!ets DtsipH,I:n1D!!;tEepirNtldTress YSulna!!ll, gAei �' AN'st lehs!lro4d•saepeNepee re x�t.1 Er dlpNl:m ladle!ThTuss Dm'mEapeen It ROT ladsp UvVerubss S(setm bane! d©rSedAq All ls7,JaNtrNS NemddeNnRll. 445 St. Lucie Blvd. (opyrighf02Dl6A-liectirusses-AnihonyLTumboilLP.E.Reproduaionofthisdocument, inany form, ispmbibiredwithout the wrifienpermissionfrom A-IReDiTtusses-Anthsnyl.TomhoIII, P.t. Fort pierce, FL 34946 Job Truss Truss Type Qty Ply A0117596 WRMSBMB2 CJ3B Corner Jack 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:48 2018 Page 1 ID:tWYXbtU GW VXBg9MPyEYwl7zgtLu-_IuB9tCIVzSeiLtFhXsmf22vmZgilETxhH52vlyj2W D -1-40 2-11-11 i 1 4-0 2-11-11 LOADING(psf)1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 TCDL 7.01 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL 0.01 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3 = 60/Mechanical 2 = 201/0-8-0 (min.0-1-8) 4 = 29/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -46(LC 12) 2 = -56(LC 12) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 50(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=14ft; 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT = 10% We!dq die!setbangNg r.!ita Ih'{1100; tniSB iElia'T 6[D;IiL fEWS 8 (QfD91D0f [DSiDMi dl0]'j A(gOCfiiiD dFDi hia. icily help F—drn ed red eats ei Its1,ms 9esmDr iglT[v; e41h Ad oof1. hal 11l,11.Id... f l l k]!e ese. hL•ss dbenrise ddd retleTOD,w!p madtieemr gees sirilt.edbrdsTDD ea be+dd. AsOw Dull. feglne(_,$etD( bp.?'rlb!edn ogTDDupsuts.-11 eteh grain!lud eq u:+4gr:gntiliNdias lhI'SpOle S.",Nss{eg'.n:l retlelDD alg,Ner i?ti.ltr{!siga nnnge4n.6dcg m6nral.sWaliO} Anthony T. Tombo 11T; P.E. P�eSed!L31SSS4'10}IdI{M1@I!IR!egnVGlMdNt O+ler,RtO'�'Mfff'-^A'Itrd,gale.lee{dl(q Des!gnr,mtzndrndl'v1R(,d!iS:udtle bsd kaYigreds¢frf.1.11!Rnrr:dlSe TDD eil ea!Nellue ribs Tnss.irleueela4 y.sK!ge.iunldinad kc'3; s5ii G!r n!gati 'ard —80083 ' tdh!!n*!la!gIdasia4V!r4rw. A! s4451 St. Lucie Blvd. tyobd:Nryesd agn it vaDirg lg dlgrr,.es lm;deei neRu,esla Egieen l; ADi to taiidsg D!sigeeycTn!sSgs?ea igia!erdcl6rilAg. All s�n!13'Wermsarees ddmd iaRll. Fort Pierce, FL 34946 (opyrighiV2016A-Iloot Trusses -An1bonyT.Tombolll,P.t. Reptoduction of ibis dotumem, in any fork is prohibited without the written permission hem AA RViTiosses -Anthony I. Tombo III, P.E. Job Truss Truss Type Qty Ply WRMSBMB2 CJ5 Corner Jack 2 1 i A0117597 Job Reference (optional)�. Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 METek Industries, Inc. Wed Aug 29 09;04A8 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl 7zgtLu-_lu B9tCIVzSeiLtFhXsmf22svZnLIETxhH52vlyj2W D 1 4-0 4-11-11 1�-0 4-11-11 i v 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) L/d PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.36 Vert(LL) 0.04 4-7 ,I/defl >999 360 MT20 24j4/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 4-7 >999 240 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP I 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 or-4-1 1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 112/Mechanical 2 = 268/0-8-0 (min.0-1-8) 4 = 59/Mechanical Max Horz 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./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.Opsf; h=14ft; 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) 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. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard wwrip•PleesrtlwtrpNr??lltrtae'dI rDGF 118SS2ri[LlE[j6Eriel(TEIYSd(8@F111AYS (IJST]N{'+A1t1?1.(rtlt uauElli'It!e 9erMi eeup Patvelrn rrd rr.9 e�trtnt3isl�ev 8r?nDtavizrET['C; rre lMltt6url.Tcalau!Pi. rtlueae 4xlhtS�eKe. MissIRerr6t stdd rc tlrlUD,w!p WTeko¢t,tf;rkssbglNntefirt&IPUtokoul.Ast'rasoesyr Cry�rzx;i.t,5pe[Irltp Nlau?r;.6ardnnrlDO aprrtent re rlvp!ax t7t2g hsslRl ¢§vHnlgRtP4fIIIIRr§c lit et iall sepTrnf{?plv:e retlelPD adr, talalPFl. Trek! nfrvpve5,6c��torBnn!, n001t1'r Aptho y'7. 7ombo80083 III, P.E. Hill A ttis T!isifirrul ldllnp It lie rl pwirlay ft"N.n.N0-esCasmd qd.-tie Ildliat WIN; at'&tnhrt d611K,S?8C "I lit ltf^� Win rtIt.1 KI. lklt�j� ul:dA,101) milruhei ,, if fit Tres, M,6q aA�i4 swge, iuttlldiu al trim AD 1, t" rnp'a )Lhrl � � , ' INtti!dte Disp!.4 WnM Vroes sti gl¢the DD.1In frothier 0fprill.sd ne te!16ry(tvpaett Will It S ro.ITQl; prNltlMy IN rA SKA in. hAi li, pttnOi ppint IPA MwIt?Ripl;fMUS istdres eli ssDl9jert.l!Ks Disp rO;i-1 Tws Miidl^Pi!f, Wos 44``�151 St. Lucie Blvd. n2tMte lrfintdire(edsdnpeH rnnutrdliry ip dlpul:ts it!:?!d ileTnss Crsla Enj¢nit RCi.eta:tap CtcipseyrtTnsspps3a ixpntndaptail7q..11l ry'�vdkros nets {efaelltlTTl. FO(y Pfereeuci, FL Blvd. (oppighl02016A-IRoofliosses-AnthonyLTomboIII, P.E. Reproduction of ibis document, inonyfur,isprohibited without the wtillenpermission from A-1RoofTrusses-Anthonyl,Tomballl,P.E. Job Truss Truss Type Qty Ply A0117598 WRMSBMB2 CJSA Corner Jack 1 1 Job Reference (optional) i Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:49 2018 Page 1 ID:tWYXbtU GW VXBg9MPyEYwl7zgtLu-SURZNCDOGGaVKVSRFFN?CFb0Ez53Uhj4wxgcRCyj2WC 1 4-0 4-11-11 1-4-0 4-11-11 3x4 LOADING(psf)' SPACING- 2-0-0 CSI. DEFL. in r (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.05 4-7 >999 360 MT20 2441190 TCDL 7.0 , Lumber DOL 1.25 BC 0.33 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. 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) 3 = 113/Mechanical 2 = 268/0-8-0 (min.0-1-8) 4 = 58/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -83(LC 12) 2 = -65(LC 12) Max Grav 3 = 113(LC 1) 2 = 268(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=5.Opsf; h=14ft; 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TP1 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard retdrr.n!r:enu!etyrreei!xr!'1.1roesnssnrEUEr1sEsn:tTElusamr;messEDslexsssrn;xssDxT suEsrlx.le,p4eppuead sale e9esulisless7escDrniarinSeaMeledrefITexien;,rF.Idyeaef!sE!S2al.eel's'dienomCritIRA,TDD,emj WTeicnamrj:hsslgiMeselfirlteT)DIaN!diL is eTmseesye feCrxe(Ie,S}r!nt 6poe::`;d:eAs!opieDregre:e>TsttuursedlGpdasiud eep�wlrrrzerusilililp`a Heies:Hcfllesa,'�er.�ss eep�nel retleTDD uir,nlniSFl.TIxAnthony T. Torn6o III, P.E. Heed lit T—fir eq Idleag is lie respmWap dt:R Onrl.dl-,A. de 1lY161Derip!,A N [me a 61 Ttlo!.;91A!I'dlaHtmeedn4L➢eg,:'da lit TOO W." Wil ue in, Tnss.i06a E rrjv.tRje, iuNldiry ultra rcpsau!d 80083 ' IhLatenners;erucQa:!nog.Alu!esselw!:sthleerae!ierrcclnesm9p�Weeu!tlse.JeieieruraemSderylaarnene!76�plllsledEpr?IneSEtAnereLrcelkrr�ereErn9nr:.TF41te5rte�::!rxa5tl:neser9Cs.^.s01!1assDesipn.LnsDumpF.0—oulT.'sW4..gw,aers 4451St.WeieBlvd. ellumse ldierlipo Gdrad e7rerd apse le wtili¢7 sydlpdrs imrrei rheTnss �e,la Fs9iereris NOT trt Whi0r0,tr,erinsSps!em Egmu e`ajRd,ir dl,p".dael4;us eR.1d,&dhT?11. Fort Plereeuci, IFL Blvd. Copyright 02016A-I Roof Trusses-AmhanyLTombo It,P.t. Eeprodudionofibis dommera,inany farm,isprohibited without the written peemissionhour A-1Roof Trusses - Anthony 1.Tomb 111,P.E. Job Truss Truss Type Qty ply -T WRMSBMB2 CJ5B Comer Jack. 1 1 A0117599 Job Reference(optional)y BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 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) 3 = 107/Mechanical 2 = 317/0-8-0 (min. 0-1-8) 4 = 51/Mechanical Max Horz 2 = 133(LC 12) Max Uplift 3 = -80(LC 12) 2 = -88(LC 12) Max Grav 3 = 107(LC 1) 2 = 317(LC 1) 4 = 86(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=14ft; 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) Refer to girder(s) for truss to truss connections. Run: 8.120 s Nov l2 201 r Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09;04:49 2018 Page 1 ID:tWYXbtUG W VXBg9MPyEYwl7zgtLu-SURZNCDOGGaVKVSRFFN?CFbOmz7UUhj4wxgcRCyj2WC -2-0-0 4-11-11 2-0-0 4-11-11 s te) t searing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Breiry�tleesetlenryHrr.!iex t3r'AI IDDI ODiSrSl3rt111�6[AllKi trinae(afiPAll[KS KDAOM{as78 jaAKKes:[DsaEln'I11S.T!!Ir(a!tire rtlFOdPn id lCAei1!t eliblint3 alfr,Dll,ietiR�;edlls Ar3snri.ica5lDi,ri.Metmt4t!!;!htl ts!, DdlSStaNM13l ddd eanPlaD,wy aJTlst etas tr!e!als9gonskinis 1 ,tsInhere!i1.Asilmr Det0-,s EAo,[z5.pa11 rlk, W&IDesilm,na e(Weel Ate, Ill, AK :e[a tie l3ol!s3lgd ear:tElrllg3lsile3lllirtyb:lie lls!nellk sit eTn!tkfla!l letlllDD Nr, ollq i�4l. ik EltiTannngNtt. t![{:eDtlednu3, slaolir) Anthonl T. Tombo ?11 P.E. el ase el6is Tnss4r eer Mltiry itlkresansikilmdhl Drier,IkeDr.Cited:'x'allcyeAntlet3illnrcDni¢tr,®t!!tn!lndtulS(,o!I:,Woe lx'lbtfi Wemjmt. iie gFne'a3�ioD �lel.ddanedoe rn33, adldq Kxe�. re:gl, lunu!nle o.dt et�,s>t s!!- lr.,n4:+:ga y ' ' IstAjIgH:Kaa[dos,nr-u!wasuwetfitTealbinrmne:carnl�n lssllaader[leyeesn!gltlaaneimrrKarasrmnKnuenmalrea�nen! ae�Trtelsnsxlnr lJnlSwcr,andi'et3Dluslx.lns�3 cpmer©srnvamalae,a.33 4451St80udeBlvd. etlSsrsse Idnd Irafes:la opedepe®atlfiry irdlrer:ss le!?ni ilehns Cvstx Ery�eett Is KDi6`e tr aa'C!sirve erTn!sspS!a Etymae'mr6eAdry. All tap Armes erect WAd 1011. CopIfishl D 2016 A-] fooffitissts-AalhollyT. Tombis 111, P.E. Reprodualon of his donament, in any form, is prohMed without the written permission horn A-] Rooffrasses - AesthanyT. Tombo III, P.f. Fort �i&ce,FL 34946 Job Truss Truss Type Qty Ply A0117600 WRMSBMB2 HJ2 Diagonal Hip Girder 2 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04M 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-wh?xaYD01 ajMyel doyuEkT7EFM UED8zE9ba9zeyj2WB -1-10-10 2-9-3 1-10-10 2-9-3 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2z4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 3 = 45/Mechanical 2 = 242/0-10-15 (min.0-1-8) 4 = 18/Mechanical Max Horz 2 = 80(LC 4) Max Uplift 3 = -2(LC 9) 2 = -127(LC 4) 4 = -15(LC 19) Max Grav 3 = 47(LC 24) 2 = 242(LC 1) 4 = 63(LC 22) 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=14ft; Cat. II; Exp B; E6cl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP1 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss haslbeen 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Ot=lb) 2=127. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 59 lb up at 1-4-9, and 75 lb down and 59 Its up at 1-4-9 on top chord, and 24 lb down and 34 lb up at 1-4-9, and 24 Its down and 34 lb up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 10% atmat:ntts<dnrt¢Ir ft.n« mt•s-r rot nn!!s I'uttFrl rrs;ut nws a mti �nels onor,4 u��•; z[CMDiiEvSNfMP bra Te:rt� detlp rrataden t� reedetl:s a lssle<t 7esTt AniyllGf; ud its drt1k71. ierfa G; r.E letemxe!l;tt is'�e ns. Udu: dlenizt sttlel toHeTDP,sy WTekaa 5.,1-01, slel to will hrt&1DDlaietelL Asa Ass Dsirt bpte[t{I.a.!te0dybdux;.C!saln nyRllupsees as unpuatl IN trdnsbrd'011turlry rnIstokittar lit ItspadNs"PTnsdrynsl nnelDD NIrr All lRi. lt, desltt s-p-, brdsrursmo, W&1147 Anthony T. Tombo III, P.E. atd rst ti.1mNs' er ut WE'll I, Its It3tN WI ' 111, Nat" At 0.. ai#l"WgAa' As 1.1141 D'ntEN, 0 N f.W.1 K,6,It, .115, bull Will?aleu1MI. ile aTTmtidlk iDD tal anfidd tse of he Tnss.bdt5al�d eT.t:t7fs,bfi!Ittiro ud brt3xs4ili k�r`.�ee<r;�y3?;nd All.: ssnN!sshMalAt rodusas .del resentWha b- •esee lairmm�;tc'.h rNltfed! Lis sad Stumath n 4t emd :dueTrrlN5usltert 'S'llnNW.na,'Qalnsotn nAessDes .f ereadrnsspauir^en,Nes 280083 Lucie `Sxrt r r 1 k 7 1 1 D 5a !�� P 3s' Pa'- 445t St. Lucie Blvd. aYtmse dtfiaud YrobeWeart[dtptnvrifiai ltdl ratnic+;;aeL l5rTnss fxnsm FslnarBin,.t 6m dat„e;isner, truss sps+!a by reremyl ilfx3. All rq,aaefa;ns re. deifd WRI. Fort Pierce, FL 34946 (apyrighl(t201dA-1RoolTmises-AalhonyT.TomboIII,P.E. Reproduoianalibisdomment,inonylorm,isprohibitedwithoutthewrittenpermissionfromA-1RootTrusses-AnthonyLTomb111,P.E. Job Truss Truss Type Qty Ply 7A0117601 WRMSBM132 HJ3 Diagonal Hip Girder 2 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:50 2018 Pagel ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-wh?xaYD01ajMyeldoyuEkT7FgMW1 vD8zE9ba9zeyj2WB -1-5-4 1-4-0 1-5-4 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 8 >999 360 MT20 244h90 TCDL 7.0 Lumber DOL 1.25 BC 0.03- Vert(CT) 0.00 8 >999 240 1 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 7 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 14-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 169/0-8-6 (min. 0-1-8) 5 = -16/Mechanical 3 = 2/Mechanical Max Horz 2 = 47(LC 8) Max Uplift 2 = -82(LC 4) 5 = -32(LC 19) 3 = -8(LC 8) Max Grav 2 = 169(LC 1) 5 = 36(LC 22) 3 = 17(LC 22) 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=14ft; 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 2-0-0 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, 5, 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb down and 52 lb up at 0-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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 (pig Vert: 1-3=-54, 3-4=-14, 5-6=-20 Concentrated Loads (lb) Vert: 9=21(F) 5e�dry•fle!sensregllrmievik'Ad 136F 1111.0srsluIri61011 FEW[O6idttGes NSTOw, 5hT7'; AFCNCd Fi pEMi IerT. ierrtp desip peenelm o3d readades or tSis Lo!s Jes FnBraviylfl:; vi lEe dd6tsrl.ltal!O,r.E. AdneaeSim -f—e. udnsotRe+iu dtled ennrNg,a!p kJ$ivaeemr' e!sbilEMnedUrt&iBDIa Ee!elll. AstLns besieh att t•s Idl 6 us;.n!sleluu 7D0 to rMMse!ttte .x�xd Me raizs!Inde u!;ip re uslliln krtee les: el tee s;tdel:essd! d!he neED od,u/e1rY-1. 3k E!s'ons!n i!n,lala <uEmn!. sstlalil" r r P I- Fe! t ft r r r p q' w E to p t r N g er Anthon ' T. Tosnbo III, P.E. el rsednis rscs!4!ery tdlliarlu respar!ikilihdne gaaer.ne0.nis ezwanztleyeb�ne tdifi!!gesiptz!,wbe re!htldlu IN �!'u:ud ne6tdla:r�}nit smdlM1l.71!rypnra!dlie f6D a>f nrlidl ose dneinst,sdroqlmdY:g.fS!qt,iuhdefin nlEraciA sSillk!l:a re!FavE:?:hd s80083 mr:iu+laes:��eKenn!�.ulrfa!sdHtrt!Too!vrmrtmmsmt�rdn!vin!t.dfignaia�sdtrylxim!tlee',tCfjpHts&espinnlSlGmrely!x!3!xp<!ne'�A!ve.TYrleeues7uesp!ai}snestt9dtiasaiaLessPetlper,T!ess)tsi�,Fag,•-ttairnssMao!1!!e!er;xess e.1-1.rdirtr ryo 6trM eyetdopnnwmlq IF dlitrl:ts is drei leeTnss Cesia Equurls AG1 EA`rap Cesilser,nTnuspS!x'rru!erimpinlLy All op:31a!iM,m w es rAadoTPf t. A,45XSt.Lucie Blvd. Iopyrighl 0 2016 A -I Roof Trusses -Anthony L Tomho lll, P.I. Repmdutlion of this dotumenb in any form, is prohibited without the written permission from Ad goof Trusses -Anthony L Tomb III, P.L Fort pierce, FL 34946 Job Truss Truss Type Qty Ply A0117602 WRMSBMB2 HJ4 Diagonal Hip Girder 2 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed. Aug 29 09:04:51 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-OtZJouEeourDZocgMgPTHggQ4mgaybDNNFJiV4yj2WA -1-5 5 4-3-5 1-5-5 4-3-5 2x4 = LOADING(ps� f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.18 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 16 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood'sheathing directly applied or 4-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 85/Mechanical 2 = 184/0-8-8 (min.0-1-8) 4 = 38/Mechanical Max Horz 2 = 102(LC 26) Max Uplift 3 = -68(LC .8) 2 = -103(LC 8) Max Grav 3 = 85(LC 1) 2 = 184(LC 1) 4 = 64(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.Opsf; h=14ft; 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 hasi 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) 3 except at=lb) 2=103. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 lb down and 74 lb up at 0-10-12, and 21 lb down and 74 lb up at 0-11-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) This truss is designed for a creep factor of,1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=86(F=43, B=43) i WelRwIl... A.yurrn40,'AI130MISS7TS,RInGIAEIA[TEMA[46:a11CYS[JSTOMj ERO j:(Itl[R'L'u NERi lers ierdi9eupplina'" eudn3 ednwlksl:essDe!nhavialfrCtrA!khL@arT.T.hRi,li.Adn:ueAesi:sae ne. Udssdtx+i!e ddN 1a 11e1DD.wj ' glinatremrFx}s!Sil::+.re[6r!1: F1DIa5e rdiL istiros Dull] Gone(0.SpNBl6tlu>NaednuriDO resrnestsnauiSmadf4e InIsnUld¢csrilE lnpn11,161415,Antony T. Tombo III, P.E. t�13ldt415 inss4flq{dIGryI!1'nna{N!SiIaTdNt+ttr.IFlOrielS i'N3Tdlndcrk{dlfily Desi{nt,nCe nenddl'vITT, 3elA(as Ne Wul WfijnhWMI.Thslynddn. TOD llA.!Wh edtit 80083 dt{:YYx3 Dtf efh!RaI[4'ICO'.isi[kk3!e100!i6R}TDDt�llt{raOl(!3®{frlldllt!dI4!kilNq Repatn 7dlry laarnEnn 2[SI}pNnlei 4r tN o'ISI[Amrslv:ate9htftxrol nidmce 7FFl flfirtstr:nµ:a:4u9in ezld d!l:TintD<dptr,l:ess 9es �, Fnfiuermslnss Ma»iln:n,xns 4451 St. Lucie Blvd. 't!kxdsildiltll7oGll:Napedepv(erriliel4ldl)en:esindnLT4elnssCe!IaEof4enls90T:2{oidnfot>';ser,nTu!sSys':a[atilterdm(9tillisf.F11ty1:�:rtdhrn3neasdeAeeiin1161. Fort Pierce, FL 34946 (opyrighlCQ2016A-Iloaf Trusses -Anilony,LIamb III, P.l. Beprodudionofibisdommen6inanyform,isprobibitedwithcutthewrineopttmissionfromA-IAeofTrusses-AnthonyLTorahsIII,P-T. WRMSBM62 I HR I Diagonal Hip Girder 11 I 1 I I A0117,603 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Auq 29 -1-10-10 4-7-4 9-10-1 1-10-10 4-74 5-2-13 2x4 = 1.5x4 II 3x4 =5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 43 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 143/Mechanical 2 = 519/0-10-15 (min. 0-1-8) 5 = 307/Mechanical 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 (lb) or less except when shown. TOP CHORD 2-11=-818/130, 11-12=-755/155, 3-12=-755/145 BOT CHORD 2-14=-230/748, 14-15=-230/748, 7-15=-23Of748,7-16=-230l748, 6-16=-230/748 WEBS 3-6=-790/243, 3-7=0/285 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=14ft; 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 2-0-0 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) 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 lb 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 87 lb up at 7-0-7, and 56 lb 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 38 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Standard Vert: 13=-72(F=-36, B=-36) 15=-9(F=-4, B=-4) 16=-61(F=-30, B=-30) Gntiq-Piusetlwotsllrrtlegtk'A.] tool IIUSSrS(S[tifYl,[d69lLI!!Nsb(UK:ill[5s L1f10N1 CCit7'j%LKlC t4]vt IIIP. TEIi(JFSIJItEfl9deF361f fF?!OA?S ilibtL1651 DFi ril lliYl9lIR'� Id Ih, lt6ufT.mho! r.l.rdettnt SI I:ear'm Udessti-istritidtoneroo,u'p Fd1TeKn¢Mnr'FessSilit±asedhr keLDD la 6e ttui. Aseirnr Dullt howfi.!,speutllf fqut:;,tlaud to try Too urrestes Facmr,�xdtlt lydasind tu'e!nitetesfusllllop; At lFs:VdAt srzltiress hPldel it fit ED WjJ oaeer IN. NOSIpanstajuss.nd.2isdrue,smtsllrf pnthon T. Tombo Il sthullis!'s Tnss`wttrldllogis no RurmAlInPdtt ott;etlt Umst;e:�nte tyesl e;tit rdieiog hsipr' U At aokddiu IK, it LL atdne I'd lab net ttf 11M.iler'ttddtlt Too W Iq hdl ose dtls Tnss.udohu la'd:i.. sIv p. amffdiu ed kes I, P.E. Zt _! 4P� '! ! snssld;t±rareys6l,.:hof 7jy E 80083 Ih r:ileg 9ts:la!tr�he-tda:. il:tlhs setxatuRelUU oal ne Prmnes ®l �ii:ht:s dns lnlaq (t r, en SdwP lio'attin;KSf plhsG3:P L71 nl s1U ntrelw:a!td4t gtten!pAur lFrl(eius'lrnsPtmti7;nessld+�dxe7m:Dt6ptt,l:tss HnPa FsriueewllrtssgndtCerr,nts; G451 St. Lucie Blvd. F:lwvin eFhnllJfi{Ia'm tgfnllPtofl+rrtlitg lP dl Put-n lntdlei litTnss gtal3rtgittw is KLIiS IA.ralg:Fiirlw,trTtt!f lfs:!9hyioter r.'mJlnlTal. Aa tgs'daedidasnetnedmNlalll 1. Fort Pierce, FL 34946 (opyright02fll6A-IRoof Trusses -AnihonyT.Truth Ill, Reprododionofthisdommeni,inanyfu0sptohibitedWhmtlthewripenpermissionfromA-I Roof Trusses-AnthonyT.TomhoIll,P.I. Job Truss Truss Type Qty Ply A0117604 WRMSBMB2 HRA Diagonal Hip Girder 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:52 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu437i?EFGZBz4ByBOwNwipuDYuA5uhyRXcv3G2Wyj2W9 -1- 00-10 5-4-13 9-10-1 1 1 — 5-4-13 4-54 3x4 LOADING(psf)l SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017ITP12014 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 5-5-10 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) 4 = 121/Mechanical 2 = 514/0-9-13 (min. 0-1-8) 5 = 320/Mechanical Max Horz 2 = 182(LC 22) Max Uplift 4 = -91(LC 4) 2 = -123(LC 4) 5 = -68(LC 8) Max Grav 4 = 121(LC 1) 2 = 514(LC 1) 5 = 320(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1116/234; 11-12=-1072/251, 3-12=-1039/249 BOT CHORD I 2-14=-326/1019; 14-15=-324/1027, 7-15=-318/1035, 7-16=-332/1016, 6-16=-323/1032, WEBS 3-7=0/259, 3-6=-1016/322 CSI. DEFL. in (loc) I/deft L/d TC 0.36 Vert(LL) 0.05 6-7 >999 360 BC 0.51 Vert(CT) -0.07 6-7 >999 240 WB 0.39 Horz(CT) 0.01 5 n/a n/a Matrix -MP NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf- h=14ft; 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2=123. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 61 lb up at 1-4-9, 76 lb down and 61 lb up at 1-4-8, 32 lb down and 44 lb up at 4-2-8, 32 lb down and 44 lb up at 4-2-8, and 55 lb down and 86 lb up at 7-0-7, and 57 lb down and 90 lb up at 7-0-7 on top chord, and 21 lb down and 17 lb up at 1-4-9, 21 lb down and 17 lb up at 1-4-8, 19 lb down at 4-2-8, 19 lb down at 4-2-8, and 41 lb 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. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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: 1-4=-54, 5-8=-20 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 10% Standard Concentrated Loads (lb) Vert: 13=-68(F=-37, B=-31) 15=-7(F=-4, B=-4) 16=-52(F=-29, B=-23) d"edej � rlase ISuegHr reliertSe'di iOG; fIDSi3� SERF[ j EEFEI!! TEU1S 8 (DFCti105S (DtTONj CER:I')1(1.1D��CCdfX� hra+, leriff dNgs ruwden eid rend e9es nflisT�ess Des: Dre+iglTT4; ea la Adsaf l.loxs>Ci, rF. rdaeae Aesi ta5!e as. Udes: eDx!+ise ddel atleTDD,m'y t➢Teenueder'm sldi it a:edhr&DDfsie!dil. sseirns Oesip hpnnli.e,s;ale0f atlaer;As udnerylDDeepesetlsannpma Edf4e intessiud eq norerzgnsllil�ryhrfle lnpoi roe s!epeTnss dep nedasli lDD air, ndaifFl. Th hs ga asseopiec.leMa2tnOmsSsdleSliry Anthony T. Tombo III, P.E. riaed2s T'!stS•ery ldllueistanq.!fbinfdfte 0-'N0—se4a:n!dgdw5,1d1feDnS•,ar'e ndmdf,IK,deid:milk,hdW!frdaft WMI. leq;m2drp!DD nil es!M1ddaedlie Tnst, udefialalF.s3!ge,ieshlle5n aike[i335diE:>s9 resj'sii?1!d r-80083 Zt fkr^fq Des"!WErnft-..:":nn seolOINTDDWoh rims ospOws dMWIM.1tf'sm see,, tiamCin-'W""NNiswit TA cid Stu nerdnexef'nyum`TA.m. IHh5ns4rreFroi:Lris ofd!:sV!Oms Dtfijw.LGs Drip ati—md lass Af-fmm.asess. 4451 St. Lo[IE Blvd. ¢Xenia ddiedlfoGm•edepeedepns, whI if dl Paz nssei ToIN%Drop Eqeen is lot Lrt dada2CesrKirTras sleet Egear dmf Wissi. Yl eq!LA'.w ae or 19W 141111. Fort Pierce, Lucie Blvd. (oppigh102016A-IRoalLusses-AnlbanyT.Tombo111,P.f. Reprodudionofthis dommenl,inonyhrm,isProhibited without the .4venpesmissionfrom A-IRoof Trusses - Anthony I.Tomho111,P.E. WRMSBMB2 IJ2 Jack -Open 9 1 1 A0117,606 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 201 ID:tWYXbtUG W VXBg9MPyEYwl7zg 2-0-0 M2-0-0 Inc. 2018 Paqe 1 2-0-0 2-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 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 0.04 Vert(CT) -0.00 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 FBC2017fTP12014 Matrix -MP Weight: 9 lb FT = 10% LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SIR No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 33/Mechanical 2 = 176/0-8-0 (min.0-1-8) 4 = 14/Mechanical Max Horz 2 = 63(LC 12) Max Uplift 3 = -24(LC 12) 2 = -60(LC 12) Max Grav 3 = 33(LC 1) 2 = 176(LC 1) 4 = 31(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=14ft; 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) 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. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 9edq neese drmpNrrrllr!r 1!e'11 IDOF nDSS!Si iEtlECs 6E13lL fE1NS B (Dl:9TID$ (ISTDNj el1Ei'J:(Cs08tEDicrEIR' Ins. pe!Jp ded}s pusaelnst>e reeAnNn p Id; bns Des pfiteiapElDG;erd Ca edlsael.loxlc D t.f. idvemr 4t?l!s'aR ne. Ddess r 1-m skied Wk,TDD,..! WTekoaemrp ' btted lsasieldxp+e7seshigesWe!sirr!.[4r1 l-altYedeslclsre.(g. fiAlrls,.51'.Olaydr40...,Dhn0_"s�x14 era((ers,t{Spoenullpr6lhdee0161eDWI",, ®pClD rmst dedVlIKp'6?31 updtllee p6ddnlsab'r(dgerrds'imr4nplp.uslllpinrfissrelie dn:gsclrtli;e s:annfespTenass(:enpedf emml rF .4!ie>slDaD.iadapl, nnsder.Rll.lL,&(aslgnnunpnrn,glesS2prss�Jnnts. nnsdiiNp Anthon Tombo III, PE P.E. All, Y80083 Ded;tsr,l;ns Des�p 6panwl lrtss prMsr'e!er; u'rss rfssvise ldisr!lpntnLed egeed spsuvmiry 1p dl ped:es ie!:isei lie hol Ii,ha Equir is ICT Ili IfIaj OuipairTnss Syrni Eepis:ere:'®i lnlli>1111 esp:::a4h:mueas(ae11a1tTl. 445 St. Lucie Blvd. • Fort i i&ce, FL 34946 (opyrigblC420I6A-IRoolLusses-AnihonyT.Tommdu beIII,P.E. Repdionofibis dorumenyinany form, isprobibhodwithculthewridenpermissionhomA-IRoofTresses-AnthonyT.Tomto111,liE. Job Truss Truss Type Qty Ply A0117607 WRMSBMB2; J3 Jack -Open 4 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:53 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-LGh4CaGuKV5wp6mCU5RxM5lfHaN6QVigrZopazyj2W8 -0-8-0 , 3-0-0 0-8-0 3-0-0 4x4 = 3-0-0 LOADING(psf) I SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.05 4-7 >657 360 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.05 4-7 >739 240 BCLL 0.01 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.01 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2k4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing lie installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 153/0-3-8 (min. 0-1-8) 4 = 104/Mechanical Max Horz 2 = 74(LC 9) Max Uplift 2 = -43(LC 8) 4 = -61(LC 9) Max Grav 2 = 153(LC 1) 4 = 104(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ' 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=14ft; 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 I O.O.psf bottom chord live load nbnconcurrent 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, 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard n ci 0 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 10% E".I,. Wit fIOSSf3(ifllfl'f f3F91tfEWSB(�F.A(I[5S(1S79N�E4T9'):.(1(IOdtf MEMi tacx. TertrT dtsip iueaden asd re�aslsutti.Uen Bes}�7sr+iyl(({; u1 iEe Mlte7l. iecls^; rLlduere STvt:shre est Udess dEer+ise tl+lel rr.tleIDlt,wFt FLTeeeuttmraass4tllMrellsrPai9OlaheNil.4seLxssDesifeh�ttxll.e,Sg:is9t6riere.; :s!drou7NOnpresetlsrtea;fa;edGe fnMslndegbericecesrnsJCnJhctleen:w"Msa,*7nssdrp:t!IeedeEDWI.Mul.1.Nim!Pus-p .A.,r) hfim,s.aefitry AnthonyT. Tombo III, P.E. rdmrdsih ImsIt! al Witte is lirregn!i 14.1 N oriv.fk -esedssnirir�drr Ih toting Onigrer,n N ntlrd dtv III, wrltad6nWemtj nirniKI.le qTmd d ite Too mieel h1ies, dtisTnss. uJfigW qmW, msteltshu ssih.&g AD ss Pa r,!V i'!s,d r 80083 nrtft3Ors,P?.jE=krIv.AH.!esselatrbToo WIn paiesa7 gN9nes d As tudhq(sugaed sd,7lseadirr;tar J.Ha d6rr+lu>t,111 —d—ifs, germ!p:9mc_IYI dSuslr:rsµnidmes rsftnmel!"Ims Ceo;.er,l:ess hup5ptroot fuss Basdmi :tss 4451 St. Lucie Blvd. rles+ise isceei EgafldNegreedepru+rrilirg if dl7MniHoeeiTlelnss Crslpa(qunrugCi Ce raiegorIIgser,xTn!ssgdsnfagexrdsag bnl4q In sot,dtr9t:as erres adadI, Tnl. Fort Pierce, FL 34946 (opf iohiV2016A-I Roof Trusses- Anthony 1.TomboIII, P.E. Reprodudionofthisdocument, inonylnrm,is prohibited without the written permhsionfrom A-1Roof Trusses -Anthony T.Tomb III, P.E. Job Truss Truss Type Qty Ply WRMSBMB2 J4 Jack -Open 1 1 A0117,608 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Wed Aug 29 019:04:53 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYw17zgtLu-LGh4CaGuKV5wp6mCU5RxM5119aWbQVigrZopazA2Wl 1-4-0 4-0-0 1 1-4-0 4-0-0 2x4 = 4-0-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.02 4-7 >999 360 MT20 24,4/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 15 lb I FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 87/Mechanical 2 = 235/0-8-0 (min.0-1-8) 4 = 45/Mechanical Max Horz 2 = 103(LC 12) Max Uplift 3 = -62(LC 12) 2 = -64(LC 12) Max Grav 3 = 87(LC 1) 2 = 235(LC 1) 4 = 69(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=14ft; 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) 3, 2. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard >fermek rlee;eticnryNrrriewt�'Ad k0CE 07SSrS(iElilk'y 6ER;1;;fEtHSd(.�FCiTIGSi (USTDR{'A7];A(1flf;x iNEai lne. TnArdesipt Famden tvd reeleNzsxlaisl!u!sBe:kalrt+ia;tRS?ire Weiser Utles: atkntise rlael to tleT➢D,wq Wiek[xntarr'Eeu9ili:±audln ax lBD to he nllL Asetrnf Desla6 rcu.-,S Ien Gnun;,ii?s:oln Ioox rntnsnnn �udlkt nL•siwvde ua;lu res xtiltf 'e; tie lts! efths-tin!sd:la!ItctlelDD ul,o�in iiFL lEt d:y tx!m lieuatri!v atdaxs, xaeli, Archonm d A f 3 F 7 ml thon T. Tobo III, P.E. Cde{tdtlfsleGttSe lBf Wilma it fit, x!INYNIIIrdt<dO»enat Owteler'A:A'IZFd will!Ikt IdVOF Pnikmr,ar`.Eied?ddlttlK,tl?i:.xdNll[dkS:T l3;dG41 t u3 . Ike gTmrldtk 10 lDD ail x. fidl t!edfi?Tnst,udttiukIL^g.sn;ge.ixhilCin udkneansiili9artu ft!pLAkI:h1( �w' 80083 ' IEelilag9niaerl ftfnCf!. All nRs!tl Wlle Rf lDD eae lie prbinswd ptiidnx d!t: tnlHy(tcyam SYeghaagin;tbf rd-0!Mi 6p S71 vA 36U n:rtfntateht petneipdm>_lpletiipi'ktrnpm!4DAieserSeti?!a''2:T!151 Dtlikttl,l!nt8t!!p J}a.`n COt Tn:S Yd'ell.^nlr. xt!S tivmsv leNeedl ®CeArnio «! eu+tnH 1 dI trtniu {reiileTnri±;t�E steer is aCi�Eaita Des: tn,nTnss S�s�a 445� St. Lucie Blvd. f A tN 7 f 1 v3 3 3 ? Eapr?n P: uT4W4q. Aliegea:dkros enas ddaelxilAl. Fort pierce, FL 34946 (opyrighl 0 2016 A -I Roof Tmsses-Amhany 1. Tomho lll, P.I. Reproduaion of this slowness, in any form, is prohibited withauf the written parmissicn from A-1 Roo(Trusses - AnthonyL Tomho 111, P.t. Job I Truss Truss Type Qty Ply A0117609 WRMSBMB2 J4A Jack -Open 2 1 Job Reference o tional Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:53 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-LGh4CaGuKV5wp6mCU5RxM5ImVaXgQVigrZopazyj2W8 -14-0 3-3-0 1-4-0 3-3-0 I I 1 2x4 = 3-3-0 3-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 : Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 i` Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 13 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood'sheathing directly applied or 3-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 67/Mechanical 2 = 210/0-8-0 (min. 0-1-8) 4 = 34/Mechanical Max Horz 2 = 88(LC 12) Max Uplift 3 = -48(LC 12) 2 = -62(LC 12) Max Grav 3 = 67(LC 1) 2 = 210(LC 1) 4 = 55(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=14ft; 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 8e 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) 3, 2. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard IZwars41".e nuogllrnelsrne'A IIDD. MUS 51[din MAl111TEN B(JFfAIIGSS(US1GMj 5tR]JA(e URDSMEM.Iua.Temill aeale)neodenssaseleaes it niiNss Ompl.mlETlmsdfit Anlnpl.InhP., F1Ident SleelE±:BT He. O1Ie324IECVISe dtllr eGf{PNP,44�p A6Thsqumel#a!sSil;:<otelLst&T7Dsmhe Nil. Aserress De9ps Espnseil�.$emWlr Goue.!!ss!d nary lDDseprzsedt se rrup:edne pdnsUsd eMuetlilrzymllilrtr; Ik les:p�dlle sarATalsign!l setlellP nly;Mnlxl.Ttr tesps nssoptaa.IsrSc�<nitnxs,nuslDuy Anthony T. Tombo III, P.E. ranean:T�,«e7rauigl,rs�aipn:itiirydxa.,:erceo.vr:e �e>am(eralagoe:y,:.araamddl�ltc3al.;uan!biwlaY3lnlewer1.leqy<nedA,MDWenrWill, dfit Trim Mt4igL-441.sansli.inldlAn.11 tr;skill Efim!pilmthd a80083 IlalxiY: hs4r : dliras®. Al nasseloC I01IDDsAlit prmlmsoslpsiadaesdlit k1kj(mremeaSaell omennli(ST,':ps{IlsWityTMe.ISr(An!:aaseaaSktpenalpAsin. IN sDNsnn.insslisp ®pinneelTressP Aevu:w a 4451 St. Lucie Blvd. ste�isiadis!tEpobvrcnepsedmumisvnnq{ydlpertslndseiTSeTnssC4iI;IEgimeedstlCT:e6dUapDes;gaeynTnstSps`.anim)ioarr:myheilAy.Rllegwa!dk;©sttecsddaelloTPil. FortPierce,FL 34946 (oppilhl02016A-1kildlmsses-Anlhonyl.Tomho111,P.E. ReploduaionofihiS11MMnyinonylosm,ispmhihBedwit6outlhewrittenpermissionhomA-]ReDiTusses-AathonyLTombIII,Pi Job Truss Truss Type Qty Ply I WRMSBMB2 J7 Jack -Open 9 1 A0117610 Job Reference o tional <un: 8.120 s Nov 12 20117 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:54 2018 Page 1 -1-4-0 7-0-0 V 1 4 0 7-0-0 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 164/Mechanical 2 = 340/0-8-0 (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=14ft; 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) 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 (jt=lb) 3=117. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard GeNry-rinutl.reetkly rnier V. AT 136E IIMES{4 ufn MAE TEN & @XDmC5S [OS138' �RTj A[1eDA:EDiYEIIi' 6rs_ Yet hip F—dm.4 rt.r.Nez n lli,laen Drs`cs iEorAylQ�;� u4 tEe rmnlL INN O; r.E.Iduene SE!! E?^are me. (Ides, rknise odet e. He IDD,w} U1Tek ueeeregelessoil se edI., k DD to k 04.As.Tress MIT, hone(i.e.SpeOdl}Ertleuy,lie sul.e nyTOO upmesunrpReudlie polEtreed oq'.rlee requnitlOd Sr lid iijid.sto,TO%hpmehaleTOO odr,rdeIM. N dm!damnnp!ie.s.led�.;OeIlh ,s.Dakifi¢ MtfsOn T. Tombo III, P.E. r.3 me d+5is rs.ss`xra}Icilli!p is sae resrnsililApdhe 9x�!r. tle0n!it.xar¢d! es ske lultiu 3esileer,®Ik nNrtdlu lt(,dal:E ndtle brd knYirtd!alrR1. 71e y1nsddsk lDD nl n.lield ne.(He Tnss. uiefiq kad:i�snEryF. iessdldi!, Wis.upisite r¢ mpz, 'ted E80083 r ' tke lilto DEs�gsa!rltsr-.rr.III -ssdmisAt TOO eilon11A.sod ridinsdn!hdlal(0.cao Well I'*rnn"-3(sr.ped'swsy TM M SKA mahlemd"aF.01pideim irl hAm1respm.A.,lr!s Md Wssd3!IInsD!sip..Ims Desp E ouffoal Inss 0--ufr^,ew..ahiS .3EE.Is!!di!dkpaGgNoped.pe.nvrNglr!D rer,:Es indeei TIOTnss Gulp EryhurisAGINrd;da1.Etysn,nL!sS}x:ablow e'mriOliup. rlirq�s!wflerm rem Idmi 1,1111. 445 $t. Lucie Blvd. Coppighl02016A-I Root Losses-AnlhonyT.TomboIII,P.E.Reprodudionof ibis domment,inonyform,isprohibited witheilthe wrinenpermission from A-IR.ofTrosses-AnthonyT.TomhoIII, P.E. Fort ierce,FL34946 Job Truss Truss Type Qty Ply A0117611 WRMSBMB2 J7A Jack -Open 1 1 Job Reference o tional Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:54 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-pSFSQwH W4pDnQGLP1 ozAvJ IIWJd9yyp4DYN6Pyj2W7 7-CI-0 7-0-0 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOIL 1.25 TC 0.93 Vert(LL) 0.20 3-6 >414 360 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.20 3-6 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 2 n/a . n/a BCDL 10.0 , Code FBC2017ffP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood'sheathing directly applied. 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) 1 = 25410-8-0 (min.0-1-8) 2 = 167/Mechanical 3 = 87/Mechanical Max Horz 1 = 140(LC 12) Max Uplift 1 = -37(LC 12) 2 = -122(LC 12) Max Grav 1 = 254(LC 1) 2 = 167(LC 1) 3 = 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=14ft; 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 nbnconcurrent 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) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 2=122. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIffPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard m T c%s Dead Load Defl. = 1/16 in PLATES GRIP MT20 244/190 Weight: 22 lb FT = 10% WEa�.r; flnsefkr.gd! reeiee tk'f-I IDCf nJ55rS� ittFP� IdF;ISC fEW58 CGK�AiICrS [9ST7NiCtT;l ; tIX90'&:f StIENiho m. TerAy re- .An It, lass Des yn 5-i"JITHIjid no Adlull. i alxc H. rd.l. Slxtlg.`ae ese. ME, 91,-a Odd eedeTDD,oy, ILTrtouemrftis4dite xdf.rr&TDDI,If, neL As7Tw Pulp foflui.e,5p:i0fby,t4iaudro"ITDD serres'di to startwdno l histad gnEomg resreEn Idow talEsFdtee s4.elns kpidd to fit Tan till. We UP. Tte fesp nnnpies.IrCs;uti s, s.d&7 Anthony T. Tornbo lll, P.E. ed.seA'Os Nato,." WE" 1, not rurxsiliDly d- 1.",tle 0s7shr&1A yid 614Erd!Lg Miitte,. World dti. It', SK>.1ne bed kAory+nl WMI. 7Egy rd as IDDWn•h9i ne dfir Tn:s, udu5gWDg.mye,11sM1Od1n o.1W61, s43116e Pu 1eP:o442:tret a 80083 ' Ilarda;xpDesias:Ed[[?aeN.ARWts, Elf rolsneTDDIAInprmtnsWpddnesdthWin'iCrwSeer [*e na',USrpNEW4R dSlrAEn:dog9sErre.net7edn_IrileESresLE:rkas.i'Tesndb'sd9:1!nsksiper,T!usDes'�,GpaEncmlrn:sUmfE:Rrer,EEesi 4451 St. Lucie Blvd. FD'a�lEl ldll[d{Ja Dd'N B�flFd OPl.lrS'r11714!di lldhf lEIOIElL ISE1nsS DrSIa EA)Ilrf ISMDI xa Bdlsl DulpnenrtTnss SlYtea Eog 7nr e:`©r4.ilYry. Alisger�aedhrms near idae11n1P11. Fort Pierce, FL 34946 CopyrijbiID2016A-Itoofhusses-AnthonyI.Tomb111,P.I- ReproduaionofThis doament,inany {nrm,isptobihAedwhiten; the written permission homA-IRoolTrusses-Anthony LTombo111,P.[. Job Truss Truss Type Qty Ply WRMSBMB2 J7B Jack -Open 3 1 A0117612 Job Reference (optional) nun, o. 14V s rvuv rc cu i r rnnr o. rzu s svov, -.iz zu i / nnn etc mausines, Inc. vvea Aug 2.9 U.&:U4:bb 2018 Page 1 -2-0-0 7-0-0 2-0-0 7-0-0 AID 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.16 4-7 >522 360 MT20 241 /190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.21 4-7 >401 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 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) 3 = 161/Mechanical 2 = 385/0-8-0 (min. 0-1-8) 4 = 80/Mechanical Max Horz 2 = 175(LC 12) Max Uplift 3 =-118(LC 12) 2 = -96(LC 12) Max Grav 3 = 161(LC 1) 2 = 385(LC 1) 4 = 124(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=14ft; 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 8e 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 3=118. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard t(ewy • rleeseMuryH.r:lin th %I IDDE RASES S(IlirE 61MI TEN & (0113HUS RKtl[4aMri Ern Terrty lSopJ.mom c>t wl.srs nt3i!Iress hurn 5ea+iytw!.4 [of 16.11. Inn ri, 11 ldertme Siz4!E:iz... adms dienise skid rtrieTDP,w!p WTek¢raemrF!c3s slili i!csedUr tteTD0lohe!did. Esaitrss Deslpa hCtt¢{l.!,$eruNr Grdu!r)slnaslunylDgrepesse!sre¢¢ramdNe(ralxsmdeu'af!aeg¢y¢911Int'er llel¢:Inc!Ikes e^ Tnss(ap;a.J eetle IDD atlT; ralerTrFi.RsC!s'rn nsmpiem.IrcE:¢7tadtlx!, stBAllN, Art lthm,y T. Toml]o III, P.E. cdese tlri!sT2:s`wn}leilliy is tk resyx!iulaydCeOntr, tlt Oruftry .i:ed eyeal r. l3e krl(irg D¢i9tsr,athtnmtldlvlt(,drl::ulrie 6t�ti:d!rMtallSl. ile yym[id OelDD eal nrfieli ese dfie Tnss. udetirsl 'isy sanrc, irsM1!lefin ul En�agshill'.s lla resra id.hd z 80083 ' IG RaYzg Der;m!ua ft4aenn!.E!'¢ksselmitad<TWr�rit r�ahm of l+tedn!sdtl!t!itky(xiw!m Sde!r dar¢mp(t(SfjrtNlstehl?IM11G nr¢lyexea!¢r gexnl �ieavn lr(i k5a;le:ssp�ii3Teso!a'se'ri?TII¢(gil'jMt,l!f51/tf.�llgfCREBl rfe;S N9P11:1!Y; R:<!! 44! 1 St. Lucie Blvd. sfewlu ldoeElTa+Jbrm egee9 eyoehwraiq ly ellim:es lmel!ei. ilel¢ss t+;haFrrieter is lCit railspCesirm,rtT:us SPIT howr'®j1a1Sy. in owt'oKhrm¢eas 61.41olr(I. Fort lPierce, FL 34946 (opyright02016A-tioaETsusses-AnlhanyT.Tanabe III, P.E. Reproduili000fthisdocument, inany farm, isprahihitedwithout the written permission Isom A -I Roof Tresses- Anthony L Tombo III, P.E. Job Tnrss Truss Type Qty Ply AO117605 WRMSBMB2 J10SGE Monopitch Supported Gable 1 1 Job Reference (optional) Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:55 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-HepgdGH8r6Le2QwbbV U PRW r54NDTuPCzltHweryj2W6 -14-0 2-7-4 2�q-0 r 1" 0 2-74 0- 112 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.01 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 1 n/r 90 TCDL 7.0 ' Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 1 n/r 80 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 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 2 = 190/2-8-0 (min.0-1-8) 4 = 72/2-8-0 (min.0-1-8) Max Horz 2 = 74(LC 12) Max Uplift 2 = -60(LC 12) 4 = -30(LC 12) Max Grav 2 = 190(LC 1) 4 = 72(LC 1) 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=14ft; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss -to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 12 lb FT = 10% iM¢!¢ai I'Pinst 5asxit!e!net. ke'1 iCDi itU:SES(S`l:tt „ESME74173U5 t:610.TCki {LOGY; tNa" l(C17YtFDe3fFil"a!a Ynr',. tt;!�rx¢sras ec!!M ills xrtis fs¢ss Oesil¢ kesiypODlydh: rs'tm(i.r¢air CPi Ir`.erae Sirtl hh!e ¢st. Cznc a'k!rise s...elm�tTD,¢th Yf!rtt.aseela PDtrs still le gellm*riC.hkscit As 41r¢is Destarq'set(is.Ster .K Lgtm 'lit secaesr rOupsms as mjbu, 0 tot Kam". ¢¢ym init"Stots:5'j"In lit AespAw wile Nis itf&9¢ 10N se}ndtr 141. Nitsitsntety;eu, tt�r;si atthas;s�:nh Anthony T. TomEO EEE, P.E. ¢t¢ssldlY3l(t;4131 tYitN:l:gie iaA. ttflftSi3=;tt{T¢t Crx!, ht DYtti ltatM:Irli(ttl trhrl%.¢i �1yr.,lt he:edrgei ltf ilr,Ite lCie�L�t l¢t¢IE¢IitAPiCte sdTflt. TS3 gpild;';r1;Ptvlsc¢fiFil tetfl ftf l(aSS;!YhS,yri{li¢i.S1T.f4:4.C'NV'1, 6!Mitl et¢Il7t fit{t:PieSiEll'1F ,�; 80083 14t tedYgi Dftiiat(zs!{¢AIY.1¢e. AIA9tf flltd!¢tUtTD2¢tA itrlt¢L^.tte tEliMtllirS Mltittl:lEft (¢¢�)Rtd SAsfy ldHir.¢a(Mi1)p�il:sitl tr SFl tkl Slit EtiE.`Nltfel!bt it¢t:e,e deyt¢, i?il dtfaaS lt!tiyHeiltP':rt Ctt d�trts¢I St T!¢S¢Des:csa�:tsn llS!itrl,iNH of P+:¢ll¢I¢lte:'Wtt,Rtliee 4451 St. Lucie Blvd. tlttt si!Idodirc[whel grzett{s¢u>!i HaP¢!ties incrtf. SttTstss Prsiq�(q., is 40i fit Whq Prsiim.vTim Srcet ltiaatl¢tr hUf!q. Lalil¢hzl R!os ar es drh¢te it ltSl. Fort Pierce, FL 34946 (ePY! hl; 2016A-1RaolTtasses-Anthoa 1.TomboIII,P.E Re iauuioaciihisdotumeal,inanYlorm,is pichibitedwilhounheainea FelaissionhmAIloallsuses-Anthoa 1.Tomb 111,P.E. Job Truss Truss Type Qty Ply WRMSBMB2 VM03 Valley 2 1 A0117613 Job Reference o tional 'r BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 110/2-11-10 (min.0-1-8) 2 = 80/2-11-10 (min. 0-1-8) 3 = 30/2-11-10 (min.0-1-8) Max Horz 1 = 62(LC 12) Max Uplift 1 = -17(LC 12) 2 = -64(LC 12) Max Grav 1 = 110(LC 1) 2 = 80(LC 1) 3 = 59(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=14ft; 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 8t 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. Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:55 2018 Page 1 I D:tWYXbtUGW VXBg9MPyEYwl 7zgtLu-HepgdGH8r6Le2QwbbVUPRWr4kND?uPCzltHweM2W6 3-0-0 3-0-0 . ) r i S. 1— a icl.nanaws tNIlUGU U[1 toy UIIIerb) Of IFU88 to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard We," •l east ru;*!:euo fit '1 i 11*70PfSIZO—Ifl.. 9.01 I'm d (ONDRUS Ir"Ofi; WRt",t(wrt7Kl£DgY:?+7'I a. fad+ki:ppyc"ttsof 1.11Isles uftToss Doll kisie£fDiCAt, 4141t T.£io2e GLe;. lt'ertfm Rat Itfue ese. U'e336!k!rik U[M so I''D, vei£ }£ITtti9:flttt6t )ISIe35£a�ltadhr±k lD h}teC1A I191•'iti Dti:ci £4talef{Il Spr9 ryE.T!nN1. Me jfE: fF t6£TD�ki Ie tSF0ii e19t(tltettt4t�a NteiHi'M3:[:QRItI,Cy et3ft8iU.lYIf(!E? Asiptimo'lIe tRi51!fle'a"hl jBelt,"Iff III -I, £7tIt31gE e31PS. O}. 'I9SigkN::litfl. SR !Ilh m�� T. Tombo it: G.E. eFlti!£ I$IfI�SSI31tCfET.3.aj?emtasrem}.'tfC'GtD?iNl,htDCEe!(fA:QlItlpjt3tiflkltXl ��e!^+p%,lirl;e 44'E!fktllL�£!i:{tYEtEtIWI9lISJ'.3j:�eof111-LTmgjw111!�±I'llc .eh,R.11llte£tt3f,rsel2ty9]99Ia£.St9kft,IFSd OpiUJE'etOfliilI1 rvuln,jiI'1if # 0083 , ne Nni aN CNflpit tlifltaP•ILt. 1DIaH 3111A a'Nt T:; led@t itlC.tle te/ Nde..¢fS dfks F#EIT£BDliEttl St e(f Ie{e(¢S-03(S:{I�w1LYlI}T e£I eFISKA Ct.flNle(fl£s send pifext. t!SI ddms t1ek:91nr:iC;n esi latt3 oi5e i:ess Ee>!, I1x3 Destp$s cett ai:n3e SUstf1[rtt,mlys ' taac4,Mod k-44ortgeedquiuUl740, Wits i±414lethissotsipf�stteriSNDiAWear £t,VsSSystemdvtWRl}Eltgilaattlfxa3vtndtficteisifl�i. 445 St. Lucie Blvd. (opytight02016A-I Roof irusses-AntboayLlomhoIII, P,t, Reptoduttionofthis dotumeat,inany feim,isplohibitedwithoafthe wiblenpmmissiuefrom AIRoof Uusses-AnihonyI.Tombo[it,P.E. PortQierce,'rL 34946 Job Truss Truss Type Qty Ply A0117614 WRMSBMB2 VM211A Valley 1 1 Jab Reference o tional Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:56 2018 Page 1 I D:tWYXbtUGW VXBg9MPyEYwl7zgtLu-IrMCrclncQTVgZVn9D?e_kNCMn W?dsS6XX1 TBIyj2W5 -0-8-12 s 2-11-4 0-8-12 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 7.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017ITP12014 Matrix-R 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 2-11-4 oc purlins, 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 uide. REACTIONS. (lb/size) 5 = 16312-11-4 (min.0-1-8) 3 = 66/2-11-4 (min.0-1-8) 4 = 29/2-11-4 (min.0-1-8) Max Horz 5 = 80(LC 9) Max Uplift 5 = -18(LC 12) 3 = -63(LC 12) 4 = -4(LC 12) Max Grav 5 = 163(LC 1) 3 = 66(LC 1) 4 = 53(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; j CDL=4.2psf; BCDL=5.Opsf, h=14ft; 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 fora 10,0 psf bottom chord live load nonconcurrenfwith 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 3x4 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.00 2 n/r 90 MT20 244/190 Vert(CT) 0.00 1 n/r 80 Horz(CT) -0.03 3 n/a n/a Weight: 12 lb FT = 10% 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard tIII` Nit famaepsytoots! to14Hot Vim IsalI1?, GREW IRM5ACDNODI@MS(GSiCY; rDlE1".+C009LID.Or fi'fl,inch hi'mIr"vs"i"tiwtsk Slit Tas Will, 1,6.131))os'it W-!1.h4t UP, U.lifunti Shot iltatwt. Deist a:S.io SM.tieato 100,oly Niihusxht slants stel Se wslMlu(D.It ie SClt. iSiISFSf OttiW lOpTattljll.Spt(i).?SE'1�'Yd4M,ste.N&JIJJ1tt'tws MovIhlt:A!it riflsS".nj;lltiJtf llSpt93?X1d;'1tt to, Mip➢Aw..Sint, Boss ltpICd.NI:aW!'it(M IPP, Anthony T. Tombo nil, P.E. esdwts:l9;TniSIQy6n.tap:s;l�nptss ti`MtptstDsat, ht Uxtsiseli4nael gttlrt3t Ex"a.sp intF l;,hris ta.eCe:dsIIC, 1Et RCa!'kt �nal7rilb>p trllad i!I-I. las rypiosei t'tl:-7atl of Nli.!'e nilpuss, aAnz3 tiadtnp. slpsps x:u.t+tts16!n�p sSlllfep!!ss}vuul'ra T80083 net ills Daopttl a!(rehsisr. 1DA—['4.n TDv aed ntptmua td pcGlmssd l4r.'t zp tsnsxetl Sdti:Ivfofa.xa(.:iQp+s':s5el tr;FfetlfUll aeslfxemlta 6sse:rJ paiiazca l?4I!=_sensfitst;sssni�lu;mi!*btsd5l hsss^srgel;,:nss Dls pS CsSieesl asd':nsspswhfrer:;al:ss 4451 St. Lurie Blvd. lntnsftdi!clfl/t(l�SxllpetlepcTZv;: rz?sell(su.el,tt.TtlLlssDtsylEsllntllistpirtlafs�tgDui lceT,txsnflofq:at digs+ae�q.rluplRfe:Ifr:�tatnatfitltietr4T. foltPierce, Fl 34946 (apytigbtC2016A-1Rea(Ttasses-AmbaayLJsmball],P.L Reploda(limnofINS d+tsment,inany [DIM,ispa➢biblttdWitEaWlbewsiflenpefmissian(tamA-Iloaf busses -AntAasyT.Tasba(1), P.E. Job Truss Truss Type WRMSBMB2 VM211B Valley =,YPy AO117615 Job Reference (optional) ' 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 2-11-4 oc purlins, except end verticals. 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 quide. REACTIONS. (lb/size) 5 = 158/2-11-4 (min.0-1-8) 4 = 89/2-11-4 (min. 0-1-8) Max Horz 5 = 102(LC 9) Max Uplift 5 = -6(LC 8) 4 = -84(LC 12) Max Grav 5 = 158(LC 1) 4 = 106(LC 19) 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=14ft; 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 20.0psf on the,bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. tun: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:56 2018 Page 1 ID:tWYXbtUGW VXBg9MPyEYwl7zgtLu-IrMCrclncOTVgZVn9D?e_kNA6nVHdsS6XX1 TBlyj2W5 r0 8-12 2-114 0 8-12 2-114 6.00 rl2 3 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard We," -Felt t!'i'tg9fiimis{'S1;r;,et'RfllL Tine$ A;otDMA5 CLlcortuTEl" 1(KME0b3lF Ivel.Tnd.d!!:M�em:tnsnd tea!et!es ee tkis Tnss betye fredep�D61 ad=s:st'!mpi.ba4IC,PF.it`:xteem Si'0104tn!. dc'et c7nr<ist s!eeE@teP'D,etir Ndtttnsseaa pltlei deli le c!tdfsrtS!Tf fe}e1dd.IS.,trgsatlgbpiseetlit. Spoigtnpae4fie !fee"OtOter, uttesnoou'plitee0Nrens:tmgiltu4 tesp@x!?ih}Aa de!Ije vp!v.s!splt iave!d!yvhleat!19g uir, ttdtrlPFl. lie desigt essttp`ms.'@diep!c:@e;:ce. T Anthon .Tombo Et? P.E. rtdnt t.tle 1.11let @Y Wp "j4t`lreeftmifi !:. lit Net!, lit Bite"e@te ttd sptlte'pWil De!j�!x<it lit tscere'NIK is pKtd%t Intl Wilt; it&a1111-.De4p!eltlat? 10ud Re litNutel ni Tnss, bkrgnAhj, stn,eteiltu. ad Swn It ll 7t a! tt:puskilcs d y T.M' ' n!Isiid'upP:sipctr aed rrthxlsi. Alton ul aatn'3eT5 @lttrpncie!eelg,+er:n!!a'tk tr:'.fep(en}utq SdRf ldnsa:�ie3QpiltsAel4+ifl@l cptA «tttpamitl patpurtl poieae R41 de!nechI ttpvosMN,Wpamalt!TwlNucx,luls My replete pdTnes 4seepa'�er,!wiess 4451 80083 St. WCIC Blvd. �tttnri;t pdotllyt[nLsttpeti tpait•�t@ty rtipaties it!d,tl. tet5ns(hefje Ftputt isK8l fit ldid'np grijetr,et'tni Sneea Errua tl tep ktAtap.1'I upU!li!!d I!rae@t es dcfuettaT!t 1. FortPerce, FL Blvd. .(apyaightQ2016A-1Roof irasses-AmbolyLTcmboIII, P.E. Repindutlionofthisdotement,inany fcam, ispmbibitedwilhoulThe Millen pelenissianfrom Ad Roof Lusses-AotbeenyI.Tombo111,P.E. Job Truss Truss Type Qty Ply A0117616 WRMSBMB2 VM211C Valley 1 1 Job Referencea tional Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Wed Aug 29 09:04:57 2018 Page 1 I D:tWYXbtUGW VXBg9MPyEYwl7zgtLu-D1 wb2yJ PNkbMHj4JwWtWxwQnBu2MJiGmBm ljN2W4 -0-8-12 , 2-11-4 0-8-12 2-11-4 5 4 2x4 11 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0- Plate Grip DOL 1.25 TIC 0.23 Vert(LL) -0.00 1 n/r 90 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 1 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-R Weight: 15 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD j Structural wood sheathing directly applied or 2-11-4 oc purlins, except!end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 158/2-11-4 (min.0-1-8) 4 = 89/2-11-4 (min.0-1-8) Max Horz 5 = 73(LC 9) Max Uplift 5 = -21(LC 12) 4 = -61(LC 12) Max Grav 5 = 158(LC 1) 4 = 89(LC 1) 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; iTCDL=4.2psf; BCDL=5.Opsf; h=14ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteridr(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & WV FRS for reactions shown; Lumber DOL=1.60 plateI 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) 5, 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard i Mna,•I"n:t ISa 011 tlee.N.tIilofwSSIS'Eat Ell, 6EAm lags6tOKEtTlaS atlegrm. E1*141(dow[MIEWhra.raM,lit:prmemta!t�t!rates o-a tlis'tsi pslp kt+itrODPi:d tit estmp I.taaH IG,F..idaee!t Atet{el�terst. Odess65Mrist stile!¢StTOD, ttlr YlTettaatent+lldes sMiAe csetkt5 it>Ontetdil. Astlass Otliy+Cap a!n ile Sr¢tv1!!Ia)9eNl rat itti t61NOl4y'selli00'gtm0I!1;fr'tltti:GNl: tnjlwq'esmsN1ih611t!E=.s1p0V.. single °a1Ott11,Odd iP41.I3eleslga tscasyiess aad tl �: te:; }e h�§:Yu. Anthony T. Tombo 111, P.E. td nlidllit inns itt¢yEa,:ap it!s ttsy[as4!ip tft4t G,tv!,ht 80083 Ose!itnliera gwvtrwEgNw,isht!wtttt;4.W, Qe IKMIt,,all m9n;lift OfM-1.Tas oypi0ldd;tzP9 utcjfieUc!:Atks Ltss,neklalhailup.elx[gt.fEs!o:k!ttad'vnuq ttd(7!Mrrrusuii'td T ' 61ln1lulr4dge11AAlaihsibl. Allt31! W'd.5!TO"d1E,pacnt'�lpol"nsatbrr.!fgI.J.'stsdlh rca2za0;Silpi=_�sAel4.illWSKA utd-0Illrxrdiciimtt. ItN!><atstitsesNtti!�;;!smdlaiatl3el!ttsGts:p!t,htssTenpararmettaxd rsssNtt€fafrer,roil!ss 4451 St. Lurie Blvd. 'detR it lGGtl Yrir4drFt tplltltrF9 ff Etc." Ir SI p.9lltt li�ll!tl. eAt Ttlltgtlili rlrtN!it Kai St rdlGe9lMijrtLi!Ias55 S!itea rtc F'li dan kui(ier, Al tlrihlltll lYA16t 0l ltSad iti8i. epysigbiti2016A-I fool presses-ArthonyLTembo111,Pd. tepsodunionof this dslumsal,incoy form, iselchibitedwithout the wrileap ulissiar.fre!nA-I Roof Tiosses-AnPooayLTombo111,P.E. For', Pierce, Lucie 34946 Blvd. JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTLOI 01, A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 Heigh, t. Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 1 Od x 1.5" ea. end @ .BC Attach End Jack's I Attach Corner Jack's w/ (4) 16d Toe Nails @ TC w/ (2) 16d Toe Nails @ TC & & (3) 16d Toe Nails @ BC BC (Typ) o F- ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) YW9it�Pa)±e5i`.at rf fi5{ff&h.s1f raw kw8part, nL kLi±Ira, 1Fit1E%5tiV Ce!ilit'im Se#E '�IGp; �fP I„ Yir43Y ff°H'e!r, Ca utl'eem,,p'.G±ig�tse±taeen±{ix!ed�er:f5imdnmet+. opieSP�tsi4affn 0rdt:ipaliE±lreplr: itasi F.p�tdt iv:adf. mitTtl.Aed±yaaum�5ioz idg[s�r;ebi s5 M1;ta' Anthorl V.,'jbmho III, P,E. tlAgStlta:il irf53tH to{tdiWag 110t Nf±dlJ:JtJ tl:.±� N:Ip±O/br,'1C±IL3t4fd[Et+1NIM tNIA'.1jt45�R1i811611itk#3f1^r Qi. HE f�fIhS IK,:E fcaEl9p:tAi CA11(•1. i$1.^E dr9j'Blfr'�Jlid^Ni!pYk9€AhT535i:1#±&9:±Stl3$dp; ilNCp/. g5 '3"�k634}I Y.Mj Sh{1 �i191(i tuf1�PJ ': 80083' h Grilhp€vP�uawd,aaawei. ;f"±c�15Hs?I� IC5t1S1PaYa:tix9P+blas5�791a'1i21t:�5pa±u3dfP§1H+zujl%IpebSlbti+lfl erA!GAtr:!±}e+SoraA6r jelral;7ui ± Rtl xe±.s'Sttislirrl.'Annl lniisd llr+fi Genpnr. fr!sf:kiq+Capams�irrsf kl±edq ra', sj .4451. St. Lucie Blvd; sRe'x:ad,5 a{'tpt ls*zf>gexblaiat .rra�{ft g»'+ei G�. lA. thi frttlGn ps qe u"r.M�fntd nti Ms�er alrastt7s^z EapnerrdF 6�Iti€.1.^-. yaik sfG analcegdcUudit€H&. FOft Pi4ce,, FL 34945 zi toPP1f ht6'66AdRe imssti4.mho°�itombeIII, P.L 1q dyslioaol6sdow'.l,inoftyfstr,l3 ow6dT.k.smiu.t i i [�_FEBRU'A'RY 17, 2017 ALTERNATE GABLE END BRACING DETAIL STDTL03 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD I .�•"" > HORIZONTAL BRACE (SEE. SECTION A -A) TRUSSSES F- 24' D.C. A-1 ROOF TRUSSES r. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 V - 3' MAX. I , DIAG. BRACE AT 1/3 POINTS IF NEEDED' IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN ]THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. 1/ Lom's I♦♦ END WALL 2XG DIAGONAL BRACE SPACED 48' 'D.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - IOd NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS.. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE - FOLLOWING NAIL SCHEDULE. METHOD 2:IATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING, NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-101, OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED G' D.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 021 05); 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). 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. URAL I TRUSS 3TU0 / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING STRUCTURAL GABLE T/ 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. 'NOTE: THIS -DETAIL IS TO BE USED ONLY 'FOR /. STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS'ARE NOT ADDRESSED HERE. I STANDARD GABLE / TRUSS PIGGYBACK JULY 17, 2017 I STANDARDCONNECTION DETAIL RUSS 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 E) CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24- O.C. OR LESS A-1 ROOF TRUSSES 4451 ST.LUCIE BLVD. FORT PIERCE, FL 34946 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' O.CJ A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. s'}vfezn"vrehid. Pats�si Al imumt 10 panmFs ntreaimk^aa n ,1 ba36rzca4 mk'IF ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8+ TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS STAGGERED FROM EACH FACE AND NAILED TO THE BASE TR SS 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 OT IERS) I BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWIN iOR ADDITIONAL BASE TRUSS INFORMATION. I I I I i I I i ke 9i'PP€adN X'*m 1uvn'Tan m ax ner.5sfine ry Sx etatritt�� ka*Ana,�i36;m'I E ijt ai`ea ii&,tjGf tPlsltjLtlbai bias ky i�I FkE uta341'aip4;fid�l ftH4«{=% ARt?76f1y T. £7640 juj P.E: Era ih ml aaa Ltd aza: Gatve; ,ulai(a7i��ysuy!; s�.ai csaAintirg sobs euaarSaiyxt. 6 83, s<iUa fao*i A-1 lcof jassteaokn hmyT;Tpm6a III. P.E i JUL'Y 1i, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 A-1 ROOF TRUSSES 4494 e-r i e ie ew Qe vn FOF SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. i i I I ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. -E END, COMMON 3S, 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 II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. mEoadntTmsle i�T rk eg3 �e{ts}aa3i5N rlheB atririg tienossfraifi;e aY�Efi^i;Ze<r+a: �atk+rakaslGa It tbE'^eidm;arol wd8y itci oaf iC rsrnppa�m z?fie bP eN ce�.;tidatt�tht ius7 swdirgi ' eE*ifm;$tsgirtP�[uxnat� S acaf tetPRui4a wdi4jiat esadar£Uxs�na ks�x aag,urq miumsnw;�'SP prpitkdEr Pi �SRthae �'nautlalEttere ry�,wa'RI drwrs t'a ses�estfinesnd Mit;tf&'a • \\\\ .�wittx:?ne�Evud=;ue!agrE taterr.�;n3k e�Pnhn �nr�rid Ifu nt�s j,��€c aJ'fk3.i��Pr pee atinit sirh TnP mal mr&a fag ifl rat�li:�fRnttt e: �ha�miFt�P. ^fapTagTP92916A•IP�eThsses,Eft5acyl,Tan6nl11;F.T. iap:vduuieQofltssdnca^ant:'raa6yiaem;'iiF.mkhmedwi��iox#t6studEiznFet�issianaomA-lTocf7tpssns•7rtgoaT.LTom6nliT,P.E: Faithony Ti Tombo Ill, P.E. 80083 445i St i l LfP Blvd. F6rt Piezee; EL 34946 FEBRUARY 5, 2018 1 TRUSSED VALLEY -SET DETAIL I . STDTL0,6 'J A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 SECURE W/C VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS UC I nIL A (NO SHEATHING) N.T.S. P r2 GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A" 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES. VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS I V/ SEE BELOW (TYP) ��L[J WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (1/4" X 3') WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. *J.twot'm l ro.. v_@t'I-lI of TI sf3' .lil').EtMll.i[WS4 at31T€ii CSi�%Ri'�EEs [M6#�!5 461rk,x Ex ntzTemmtas wa"sd:oxswlhF mst& '7i�Ra sp'Ib9;.mtk!.Erik�a,t sa3i:'�, Pt 44o��mz�i:e4l.Age nt �t cs t6s- ;e sha.i et9.eT,D,vfi I17H«r.glsHstWtldsis;d'trh:Po h}E el,.l;tlatadc�igir.,r.i ye�.x"j claiti.dxaeucempl0rvrr..,Esmxr,�au�t�p�tevmdapazsrsapKt�v.y?r:�sbskjs�rirsi°IGT.iie dF�utsnflit�set+�7�1:TTdee3+>ssam�tlas;'s};ysls�, tArlr'sf: �OtRIl011I.:P,E, At?thuis T i tsfauY ii:,aae cz{Sr&d:xjs4e t�av ¢il#Q.arc SC.nsstaixir'm3ugc�utt�k3daE 9est�xs m'0. itd=cet2iw lE:,3t1lCuiPa r�r,k:A :W aFd:f1>. id �pe�&m 1:0adm;St1&aseddu f:�si. ieslaiec Emdrn rvyi;as .e smdimitE xnR6t hnsSeas �Iljaf. ;'. 80iP8.V ``AEd£idSt $tf t�(WR#?S::E .iSxKSilt9'ID' i S�ht EfllhiYt N$SU IfkS�bts"d�kEE4SStf34'r�'h$kdfk7i 'I4. 7$0�:! §T iEi °`d CEP?'ffVEf[Ydr`lf �b$�1S. iIS $liP.lEdt t3' S+i>�`dlS�dtlttSSE CA TfliSid`ijS�;TfeSSbi 9:h�.?W 5L".i2SF Vh�`S Sij; ,ja . _4451 k Wde—Blvd,: - iFIY%'�ES Et`�+ji tJ4 Mb8lTTg'R2iIN§E't?jT'AES iE1F'fil, ihl lnsiilSkty T*9atF'IS tvT'�H}P'E�j[K�AiRSS�'S^3IPjET.EE4{@i([FCpS. ,�?ICi�Ei@I BSt®. I1t i{4I,•. Fort Pierce) FL, 34446 EI+J:COTi {^T QPd1.'IEVSstEr�elk5. i.lta66llI.V:I; �t 6ftlitlP4�IGIS,L'tltP:ltAlp 186 }Gitlb h4 Etk.Eitedwi16'ol fi't tfllltll tiBTSS(&7:t(ODIh•I19v'7(9SSdS��SE}s-0E 1.1•tsltlli, � �-... . JULY 17, 2017 I 1 1"-'%_')`" Vl1LLL_ 1 %7L 1 "IL_ 1 PIIL I STDTL07 (HIGH WIND VELOCITY) A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 ' ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF'HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PS MAX SPACING = 24" O.C. (BASE AND V/ SUPPORTING FRU551=5 UIKLC I LY UNUtK VALLEY I KUSStS MUS I Ct DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. I �Tai (lNMpl'�.3Yf'�fL{I Ii atd du 7i(T'7Qiu� a�T,'J 1,620l %3N Toll ltrca,S do ofI SINC53d4d P3 d+9tnTtairjt!(af�CGlAkip Ia nssOm iM V0nhs Maat n t (mv—W' d 0 in mn3 h AP NON -BEVELED BOTTOM CHORD CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH CLIP MUST BE APPLIE THIS FACE WHEN 1 EXCEEDS 6/12 (MAX 12/12 P N 0 rm !antd 3h('wn$etigeIrgrtnrilE�31ike1?��Gz �r::�i�n§�ma:niiaeacd�lNiliaq.k'to�G.(ihrm;nary'i(f�iatutPii, .ill nc n....t,...:...r.l:.l....—..,;....,r:.e.....L.Fw;J...:.L..r.L.._.:".....e:..:..t.....l.iG..ii........ a.,\....i r:�l.ill o[ Voss "y. I An•honombo III,.P.E: 80083 4451 St, Lucie Blvd. Fart Pierce, FL 34946 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/10d NAILS; 6' D.C. V ERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0'. O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B v 24' MAX. -►I NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 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 OR BETTER WITH ONE ROW OF 10d NAILS SPACED G' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0'D.C. E. 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 EXCEEEDS L/240 VERTICAL STUD (4) - 16d NAILS (2) 10d NAILS INTO 2X6 2X4 SP OR SPF #2 SECTION A -A i TDTL08 i - 2XGjSP OR SPF #2 DIAGONAL BRACE - 16d NAILS SPACED 6' O.C. - 2X6 SP OR SPF #2 TYPICAL BRACE � 2X4 VEI W/(4) - PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK 12' MAX. / T B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. DO 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'X3.5' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE 1 (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12" O.C. 3-8-10 5-6-11 6-0-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9.12 6-6-11 9-10-15 2X4 SP 931 STUD 24" O.C. 2-8-6 3-11-3 54-12 8.1-2 2X4 SP #2 12" O.C. 3-10-15 5-6-11 6-6-11 11-8-14 2X4 SP #2 16" O.C. 3-6-11 4: 9-12 6-6-11 10-8-0 2X4 SP #2 24" O.C. 3-14 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS G' O.C., WITH 3' MINIMUM END•DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. TO ROOF SHEATHING (2) - 10d NAILS I I 24' O.C. 2X6 DIAGONAL RACE SPACED 4B' 0 tATTACHED TO VERTICAL �ITH ITH (4) - 16d NAILS, ANATTACHED TO BLOCKING (5) - 10d NAILS. �l HORIZONTAL BRACE (SEE SECTION A -A) END WALL MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 T-BRACE / I -BRACE DETAIL I STDTL09 I WITH 2X BRACE ONLY J A-1 ROOF TRUSSES 44511ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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. NAILING PATTERN T-BRACE - SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T—BRACE / I —BRACE (ON TWO—PLY TRUSSES NAIL TO BOTH PLIES) NAILS } SPACING k k -A k t -A T—BRACE BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE 2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 I —BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T—BRACE 2X4 I —BRACE -2X6 2X6 T—BRACE 2X6 I —BRACE 2X8 2X8 T—BRACE 2X8 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 ✓. STDTL10 fo TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THEAdw j TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: 'STRONG9ACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUSI, FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCR W THROUGH OUTSIDE FACE OFICHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO, VERTICAL USE DRYWALL TYP SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0131' X 31). ATTACH U VERTICAL I BLS (01313)10d X 3 NAILS BLOCKING BEHIND THE VERTICAL .WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING J L ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS'(0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS, (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTAC PTO CHORD WITH O #12 X 3' WOOD SCREWS (0.216' DIAJ INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF.,SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS. NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) 1 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 LATERAL TOE -NAIL DETAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45" WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S 131 88.0 80.6 69.9 68.4 59.7 c� z 1.135 93.5 85.6 74.2 72.6 63.4 o 1 in .162 108.8 i 99.6 i 86.4 i 84.5 i 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 z 0 J 131 75.9 69.5 60.3 59.0 51.1 in .148 81.4 74.5 64.6 63.2 52.5 N h STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELDW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL. SIDE VIEW APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 166 NAILS (0162' DIA. X 325') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE FOR LOADI DURATION INCREASE OF 1.15: 3 (NAILS)iX 84-9 (LB/NAIL) X 1.15. (DOL) = 291.5 LB MAXIMUM CAPACITY NEAR SIDE ANGLE MAY VARY FROM 30" TO 60° 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.000 FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 io A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. 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 MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND,.SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE C 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 WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *s• USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE=NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S] )E TOE —NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF. SPF—S l7 ' .131 59 46 32 30 20 I ., Z O J .135 60 48 33 30 20 U7 ('7 .162 72 58 39 37 25 J I 2 0 .128 54 42 28 27 19 F- Z.131 Z 55 43 29 28 i19 I• W .148 62 48 34 31 21 J Lo J_ N Q n Z .120 51 39 27 26 17 Z .128 49 38 26 25 -17 O .131 51 39 27 26 1,17 J � .148 57 44 31 28 20 I I TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 30° L/ 1' FOR ' N IL 1- .255'1 NAIL 1-3/16' FOR 3.5 NAIL SIDE VIEW END VIEW ,FtBRUARY 5, 2016 I TYP 2x2 NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 !0 x 4 2x2 NAILER ATTACHMENT. GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0 Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS STDTLI4 A-1 ROOF TRUSSES 4451 ST..LUCIE'BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT 12 VARIES (4) 12d j MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" O.C. 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FEBRUX,RY 17, 2017 i A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NOTES: L' THIS I DOES TRUSS THE R SUPPO 2. ALL h AND H 3: THE E UNUSU 4. WHEN LOOSE 5. THIS 6., THIS STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES TOTAL NUMBER OF NAILS EACH SIDE. OF BREAK X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD 'DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561" 2342 1320 1980 1352 2028 26 39 30" 2194 329.1 2007 3011 1697 2546 173E 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 1 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 2X4, THREE' ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.' THE LENGTH OF THE BREAK 'co 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 y ✓ BREAK 10d NAILS NEAR SIDE �tir1 10d NAILS FAR SIDE TRUSS CONFIGURATION F �' AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6" MIN ` X' MIN - THE -LOCATION OF THE BREAK' MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT'• SPLICES AIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE ALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS. ARE REQUIRED. WHEN IRED REPAIRS ARE PROPERLY APPLIED, THE "TRUSS WILL BE CAPABLE OF NG THE LOADS INDICATED. 3ERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR IN PLACE DURING APPLICATION OF REPAIR. DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. [LING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID, 5 OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. AIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION 'ONLY. AIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTLI1!6 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: LOADING: .40-10-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2X6 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 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, EDGE, DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TD AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR 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.407 SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES