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HomeMy WebLinkAboutTRUSS4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 772-409-1010 772-409-1015 . ������ v.A1Truss.com FLCf i� !I !O rtl N 1� LL .TRUSS ENGINEERING BUILDER: RENAR PROJECT: MORNINGSIDE COUNTY: ST LUCIE LOT/BLK/MODEL: LOT:68 / MODEL:CAYMAN 1763 / ELEV:B JOB#: 73323 MASTER#: WRMSCMBL OPTIONS: LANAI 15 X 10(NO VALLEY) i Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. i; TRUSSES R A FLORIDA CORPORATION I � RE: Job WRMSCMBL A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Inf& RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1763 Address: Subdivision: City: County: State: FL Name Addr ss and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code, FBC2017/TP12014 Design Program: MiTek 20/20 0.0 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 29 individual, dated Truss Design Drawings and 16 Additional Drawings. W ith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G115-31.003,section 5 of the Florida Board of Professional Engineers Rules. I �I No. I Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0117704 A01SGE 8/29/18 13 A0117716 B03 8/29/18 25 A0117728 J6 8/29/18 2 A0117705 A02 8/29/18 14 A0117717 B04GE 8/29/18 26 A0117729 VO4 8/29/18 3 A011770`6 A03 8/29/18 15 A0117718 C01SGE 8/29/18 27 A0117730 V07 8/29/18 A0117707 A04 8/29/18 16 A0117719 CA 8/29/18 28 A0117731 VM02 8/29/18 5 A0117708 A05 8/29/18 17 A0117720 CJ3 8/29/18 29 A0117732 VM04 8/29/18 6 E74 A0117706 A06 8/29/18 18 A0117721 CJ5 8/29/18 30 STDL01 STD. DETAIL 8/29/18 A011M6 A06A 8/29/18 19 A0117722 CJ5A 8/29/18 31 STDL02 STD. DETAIL 8/29118 j8 A01177 ,1 A07 8/29/18 20 A0117723 D01 8/29/18 32 STDL03 STD. DETAIL 8/29/18 9 A01 1771 2 A08 8/29/18 21 A0117724 HJ5 8/29/18 33 STDL04 STD. DETAIL 8/29/18 10 A01177b A09 8/29/18 22 A0117725 HJ6 8/29/18 34 STDL05 STD. DETAIL 8/29/18 11 A0117744 A10 8/29/18 23 A0117726 J5 8/29/18 35 STDL06 STD. DETAIL 8/29/18 ;12 A011775 A11GE 8/29/18 24 A0117727 J5A 8/29/18 36, STDL07 STD. DETAIL 8/29/18 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 Desiggn Engineer's Name: Anthony Tombo III ,My license ren',iwal date for the state of Florida is February 28,2019. NOTE.The seal on these drawings indicate acceptance of professional engineer ng responsibility solely for the truss components shown. IThe suitabilitya,nd use of components for any particular building is the responsibility of the building designer, perANSIITPI-1 Sec. 2. The Truss Design Drawing(s)(rDD[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 criteria therein have been transferred to Anthony Tombo III PE by [Al Roof Trusses or spelcific location]. These TDDs (also referred to at times as 'Structural Engineering Documents) are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional thAn T. engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. 3 B BC A2 2100 00 00,00 4C 12 97 DF Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 ,r A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job WRMSCMBL No. Seal # Truss Name Date 37 STDL08 STD. DETAIL 8/29/18 38 STDL09 STD. DETAIL 8/29/18 39 STDL10 STD. DETAIL 8/29/18 40 STDL11 STD. DETAIL 8/29/18 41 STDL12 STD. DETAIL 8/29/18 42 STDL13 STD. DETAIL 8/29118 43 STDL14 STD. DETAIL 8/29/18 44 STDL15 STD. DETAIL 8/29/18 45 STDL16 STD. DETAIL 8/29/18 Page 2of2 h Job If Truss Truss Type Qty, Ply A0117704 WRMSCMBL A01 SGE Common Girder 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com i i 1 i O Run: 8.310 s 21 May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08: :08 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-QuSm3YgE7H2rzML1154amV_nV_xX3UYocglwGByj36L 15-6-0 1-4 6-8-5 12-0-3 1 -1 -3 18-11-13 25-1-13 2511 10 31-3-11 38-0 0 9-0 -40-10-0 3-5-13 6-2-0 0-9- 3 5-4-1 6-8-5 �- 2-7-13 5x6 = 6.00 12 22 Y� Y� -ry 21 �.s �v --1 19 �� 18 17 _ 3x4 = US= 3x6 = 5x6 = 3x4 = 5x6 = 14 18-11-1 liitclim1w, LOADING (psl`f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL .2010 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.05 18-19 >999 360 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.08 18-19 >999 240 BCLL 0't) Rep Stress Incr NO WB 0.95 Horz(CT) 0.02 15 n/a n/a BCDL i lob Code FBC2017/TP12014 Matrix-MSH Weight: 290 lb FT = 10% LUMBER- 11 TOP CHORDI 2x4 SP No.2 BOT CHORDII 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD! Structural wolod sheathing directly applied or 5-8-5 oc puriins. ! BOT CHORD Rigid ceiling {directly applied or 10-0-0 oc bracing, Except: j 6-0-0 oc bracing: 20-21,19-20. WEBS 1 Row at mi Ipt 12-19 JOINTS 1 Brace at its): 8, 12, 7 MiTek recoil mends that Stabilizers and required cross bracing be installed during truss erection, in accordancclwith Stabilizer Installation guide. REACTIONS! All bearings 0-7-10. (Ib) - Max H&z 2=-166(LC 6) Max Uplift All upliftl100 lb or less atjoint(s) except 2=-193(LC 8), 19=-483(LC 9), 21=491'�LC 8), 15=-175(LC 9) Max Grav All reactions 250 lb or less at joint(s) except =642(LC 19), 19=1672(LC 1), 21=1326'(LC 19), 15=550(LC 20) FORCES. (Ie) Max. Comp.�Max. Ten. - All forces 250 (lb) or less except when showgi TOP CHORb 2-3=-883/286, 4-41=0/316, 4-6=-47/415, 6-9=-31 /544I,I 9-11=-24/534, 11-13=-117/,485, 13-14=-120/420, 14-15=-735/200,3-5=-123/264, 5-7=-79/28II,1 12-14=-851 /401 BOT CHORb 2-22= 283ld33, 22-42=-290/696, 42-43=-290%696, 43-44=-290/696, 2144=-290/696, 2145=-381/224, Continued o�I page 2 BOT CHORD 2-22=-283/733, 22-42=-290/696, 42-43=-290/696, 4344=-290/696, 21-44=-290/696, 21-45=-381/224, 45-46=-381/224, 2046=-381/224, 20-47=-526/320, 4748=-526/320, 19-48=-526/320, 18-19=-92/569, 17-18=-84/602, 15-17=-81/613 WEBS 8-19=-1063/339,8-9=-783/192, 12-19=-1156/452, 10-11=-261/201, 5-21=-538/357, 12-18=0/258, 3-22=0/610, 3-21=-11311413, 14-17=0/251, 4-7=-467/368 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=15ft; 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 193 lb uplift at joint 2, 483 lb uplift at joint 19, 491 lb uplift at joint 21 and 175 lb uplift at joint 15. 10) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Graphical purlin 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) 240 lb down and 267 lb up at 6-3-9, and 129 lb down and 119 lb up at 8-10-15, and 129 lb down and 119 lb up at 10-10-15 on top chord, and 270 lb down and 54 lb up at 6-0-1, 68 lb down at 7-0-13, 68 lb down at 8-10-15, 68 lb down at 10-10-15, 31 lb down at 12-4-12, 31 lb down at 14-4-12, and 31 lb down at 16-4-12, and 31 lb down at 18-4-12 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(fPl 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, 3-9=-54, 9-14=-54, 14-16=-54, 35-38=-20 Concentrated Loads (lb) Vert: 7=-64(F) 4=-89(F) 3=-1 44(F) 22=-270(F) 41=-89(F) 42=-57(F) 43=-57(F) 44=-57(F) 45=-1 7(F) 46=-17(F) 47=-17(F) 48=-17(F) 49=-64(F) 50=-64(F) 51=-64(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=24, 2-3=5, 3-9=5, 9-14=21, 14-15=21, 15-16=13, 35-45=-10, 45-48=18, 38-48=-10 Horz: 1-2=-33, 2-3=-13, 3-9=-13, 9-14=29, 14-15=29 ,15-16=21 $[!lllrrl!}Sl II4(nJElf rNllF lieI1 IDD'-IiDlSTS rSFIIFPA DED9lI RISIS BIDFTDTIDD$ nnJx{-SIRB n:IIDA:-�'>KEII INZ ILS I!eel Dtfp)r3v1.!)fRj Rt IE1 �INLIIT. TY1>D'r l.E llEyl3tl SL'lel Ef2Tlf4. DdtS;!@H�iSI Sltlll eFNITDD,gy PjTlDUlefe,,F':n,,!s9Iee l,dh, D[IM ,,III. Ise Iles DlSlg4ltg lRHil.l,Slti 11Y hci,ser;,"s ud,e uy TDD rgresnismuu^inn dl0r plaletsind eg!eerUg!elpus 1la1;a: Nu lrskelE h!l2yP Lnsdeg!ad. B,10D nly. We In-1. el uecnx!,sV*Iq Anthony T. Tombo III, P.E. cd ned!tis Tsssshr,gldlf,e istM sesrnsikilA.,11"onsr.QeDneis l4,L,d ,mm�tk lsilfi,r DniSw!,a hz Instant d li lll,ss lS 1111, bad enfgrsle adirty.TielDnne`:dlle!DDC>fn.fieli lse dtil Tms.udl5n l.-aliiq.srtsere,iuhflefin!llkmrsg sSale4l �+resps� O�ThII r $0083 Ih ra lxlDlsiga!td ([7:,tl,:. Aii Is sesw: t¢eTDDnllilp!30neim1piidues if tee Gdtiq l,apseedSr(eryf xnlau'sPDSf,�p,Haeni$TAMSeq re:elvlxel4s?.,la:lve RN dlDu;t:nls*s:eames asle,a!sd+lel!rss Detlpn, I:ns ksp nlrcn:,31... M,ee^.e!,n'ess 4451 St. Lucie Blvd. stlMnldi,d eparetl:ca el!ld,p,nwRD,l Iydll,rt:esln e,ei The Cop loiterer DOT 1.4 Iff.1 to er,orT-SW!. biieer d©7eoM1 nil coti,1o,,=uemddado,Tltl. Fort Pierce, FL 34946 (opyright(02016A-lioofhusses-AnlhonyT.Temboill,P.E. P.eprodudionofthisdomment,inanyform,isprobibitedwithculthewrittenpermissionfromA-lRadhosses-AntbonyT.Temboill,P.E. Job Truss Truss Type Qty Ply WRMSCMBL A01SGE Common Girder 1 1 A0117704 r A-1 Q fTn,a C-1 Dt­ - CI -AC A__: r,_A._.__ ___ Job Reference (optional)j LOAD CASE(S) Standard Concentrated Loads (lb) Veft: 7=10(F) 4=97(F) 3=213(F) 22=40(F) 41=97(F) 42=-19(F) 43=-19(F) 44=-19(F) 45=-8(F) 46=-8(F) 47=-8(F) 48=-8(F) 49=10(F) 50=10(F) 51=10(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=13, 2-3=21, 3-9=21, 9-14=5, 14-15=5, 15-16=24, 35-45=-10, 4548=18, 38-48=-10 Horz: 1-2=-21, 2-3=-29, 3-9=-29, 9-14=13, 14-15=13, 15-16=33 Concentrated Loads (lb). Vert: 7=10(F) 4=81(F) 3=173(F) 22=40(F) 41=81(F) 42=-19(F) 43=-19(F) 44=-19(F) 45=-8(F) 46=-8(F) 47=-8(F) 48=-8(F) 49=10(F) 50=10(F) 51=10(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-9, 2-3=-18, 3-9=-18, 9-14=-1, 14-15=-1, 15-16=7, 35-45=-20, 4548=8, 38-48=-20 Horz: 1-2=-5, 2-3=4, 3-9=4, 9-14=1 3,14-15=13, 15-16=21 Concentrated Loads (lb) Vert: 7=-37(F) 4=119(F) 3=267(F) 22=54(F) 41=119(F) 42=-9(F) 43=-9(F) 44=-9(F) 49=-37(F) 50=-37(F) 51=-37(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-3=-1, 3-9=-1, 9-14=-18, 14-15=-18, 15-16=-9, 35-45=-20, 45-48=8, 3848=-20 Horz: 1-2=-21, 2-3=-13, 3-9=-13, 9-14=4, 14-15=4, 15-16=5 Concentrated Loads (lb) Vert: 7=-37(F) 4=103(F) 3=227(F) 22=54(F) 41=103(F) 42=-9(F) 43=-9(F) 44=-9(F) 49=-37(F) 50=-37(F) 51=-37(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=24, 2-3=32, 3-9=32,, 9-14=1 7,14-15=17, 15-16=9, 35-45=-10, 4548=18, 38-48=-10 Horz: 1-2=-32, 2-3=-41, 3-9=41, 9-14=26, 14-15=26, 15-16=17 Concentrated Loads (lb) Vert: 7=19(F) 4=69(F) 3=146(F) 22=40(F) 41=69(F) 42=19(F) 43=-19(F) 44=-19(F) 45=-8(F) 46=-8(F) 47=-8(F) 48=-8(F) 49=19(F) 50=19(F) 51=19(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ' Vert: 1-2=9, 2-3=17, 3-9=17, 9-14=32, 14-15=32, 15-16=24, 3545=-10, 4548=18, 3848=-10 Horz: 1-2=-17, 2-3=-26, 3-9=-26, 9-14=41, 14-15=41, 15-16=32 Concentrated Loads (lb) Vert: 7=19(F) 4=84(F) 3=182(F) 22=40(F) 41=84(F) 42=-19(F) 43=-19(F) 44=-19(F) 45=-8(F) 46=-8(F) 47=-8(F) 48=-8(F) 49=19(F) 50=19(F) 51=19(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=24, 2-3=32, 3-9=32, 9-14=17, 14-15=17, 15-16=9, 3545=-10, 4548=18, 3848=-10 Horz: 1-2=-32, 2-3=-41, 3-9=41, 9-14=26, 14-15=26, 15-16=17 Concentrated Loads (lb) Vert: 7=19(F) 4=69(F) 3=146(F) 22=40(F) 41=69(F) 42=19(F) 43=-19(F) 44=-19(F) 45=-8(F) 46=-8(F) 47=-8(F) 48=-8(F) 49=1 9(F) 50=1 9(F) 51 =1 9(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) cun: o.c t u s may 18 20i8 Print: 8.21 u s May i8 2018 MI fek industries, Inc. Wed Aug 29 08:24:08 2018 Page 2 ID:ld_OOXyyT61Bi TXoljwHHzefvK-QuSm3YgE7H2rzML1154amV_nV_I X3UYocglwGByj361,u Standard Vert: 1-2=9, 2-3=17, 3-9=17, 9-14=32, 14-15=32, 15-16=24, 35-45=-10, 45-48=18, 38-48=-10 Horz: 1-2=-17, 2-3=-26, 3-9=-26, 9-14=41, 14-15=41, 15-16=32 Concentrated Loads (lb) Vert: 7=19(F) 4=84(F) 3=182(F) 22=40(F) 41=84(F) 42=-19(F) 43=-19(F) 44=19(F) 45=-8(F) 46=-8(F) 47=-8(F) 48=-8(F) 49=19(F) 50=19(F) 51=19(F) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=18, 2-3=10, 3-9=10, 9-14=-5, 14-15=-5, 15-16=3, 3545=-20, 45-48=8, 38-48=-20 Horz: 1-2=-32, 2-3=-24, 3-9=-24, 9-14=9, 14-15=9, 15-16=17 Concentrated Loads (lb) Vert: 7=-37(F) 4=92(F) 3=200(F) 22=54(F) 41=92(F) 42=-9(F) 43=-9(F) 44=-9(F) 49=-37(F) 50=-37(F) 51=-37(F) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-3=-5, 3-9=-5, 9-14=10, 14-15=10, 15-16=18, 35-45=-20, 45-48=8, 38-48=-20 Horz: 1-2=-17, 2-3=-9, 3-9=-9, 9-14=24, 14-15=24, 15-16=32 Concentrated Loads (lb) Vert: 7=-37(F) 4=107(F) 3=236(F) 22=54(F) 41=107(F) 42=-9(F) 43=-9(F) 44=-9(F) 49=-37(F) 50=-37(F) 51=-37(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 (plf) Vert: 1-2=-41, 2-3=-47, 3-9=47, 9-14=-35, 14-15=-35, 15-16=-28, 35-45=-20, 45-48=1, 38-48=-20 Harz: 1-2=-3, 2-3=3, 3-9=3, 9-14=9, 14-15=9, 15-16=16 Concentrated Loads (Ib) . Vert: 7=-61(F) 4=87(F) 3=197(F) 22=27(F) 41=87(F) 42=-9(F) 43=-9(F) 44=-9(F) 49=-61(F) 50=-61(F) 51=-61(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 (plf) Vert: 1-2=-28, 2-3=-35, 3-9=-35, 9-14=47, 14-15=47, 15-16=-41, 35-45=-20, 45-48=1, 38-48=-20 Horz: 1-2=-16, 2-3=-9, 3-9=-9, 9-14=-3, 14-15=-3, 15-16=3 Concentrated Loads (lb) Vert: 7=-61(F) 4=74(F) 3=168(F) 22=27(F) 41=74(F) 42=-9(F) 43=-9(F) 44=-9(F) 49=-61(F) 50=-61(F) 51=-61(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 (plf Vert: 1-2=-20, 2-3=-26, 3-9=-26, 9-14=-37; 14-15=-37, 15-16=-31, 35-45=-20, 4548=1, 38-48=-20 Horz: 1-2=-24, 2-3=-18, 3-9=-18, 9-14=7, 14-15=7, 15-16=13 Concentrated Loads (lb) Vert: 7=-61(F) 4=66(F) 3=147(F) 22=27(F) 41=66(F) 42=-9(F) 43=-9(F) 44=-9(F) 49=-61(F) 50=-61 (F) 5 1 =-61 (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 (plf) Standard Vert: 1-2=-31, 2-3=-37, 3-9=-37, 9-14=26, 14-15=-26, 15-16=-20, 35-45=-20, 45-48=1, 38-48=-20 Horz: 1-2=-13, 2-3=-7, 3-9=-7, 9-14=18, 14-15=18, 15-16=24 Concentrated Loads (Ib) Vert: 7=61(F) 4=77(F) 3=174(F) 22=27(F) 41=77(F) 42=-9(F) 43=-9(F) 44=-9(F) 49=-61(F) 50=-61(F) 51=-61(F) I. itrowel Pln«dervepllrr!siewlae'AI IDOE IIISSES(VCICrI OEM TIDIS8COpEdfILlSf7STDNj $t1E1'}A(deDAirdJdFAi In', Telly Swipe pereaden.4n.I rotsnWsLess Ouer D.hj(TEO, met IkekokteyLT,t gCtE.Maexefledks`ore n!. Ddesst@avisd Add mtk,ED, w!r Ialievosretmp:v!fsm9l k emitn@a TDDtek mhi.As On., Desipe lepne!Ie,Seer leq 6peeer;,6! met ., my ED m1mvels neneptxn d Im Idnatad eep4eiq nejuni fitj Er: l6e deVIndIlm srerOms i.•plad tent ED odp, elerTPFl. IN d.!pe esnapti-holepd 0w,sdduap Anthony T.T ho III P.E. cilolenis rms4r up Win!, It, nm1m NlIerdeeN-Ano.ens44m-Adepd trtteldifitl Desl1w,mNm4,1414W,60"aitAt brdla!Fagvde¢I RFL le nipnn dlit EDWeer liditndtaTnx.icle6nAsd eg.tRrye, inhVdinrid 1," sUIit re:PaAaa:gd .Tor8qo83 ehGi'l:epgesaga:etd[eCMA�.A!rs:essetafu2+16Dndltrr��tesml;•id9nsseldepAGqfcrtFamSderylinmenu166f.ptElis!!dSTitIoa1SA[Aer:rdL•rise!fxgeemlaldmtelpleeSe¢2:n:pdaeJTfesaldS;pd�:Tms44Apter,T;dss9n!�FnpiaxreaeTnss4'ault:'e:er,x'ess 4451St.Lu6eBlvd. vzs.Mte (stied Ipatedrea apreH opts is wrifiq Ay dl pert:K Isadsei iheTress Cesta Eviiveer Is dCi Ak Pd!dsp Desfpor, m toss SpY!dm Eapit:er lop S+ildiad. All mpitdadhtos peas ddad Io1Pl 1. (opprighl02016A-EfoofTrasses-AnthonyT.TomhaIII,P.E. Eeprodudionalibisdocument,inanyform,isprohihitedwithoutthewritteapermissionhomklReotTmsses-AnthonyLTomhoIII,P.L Fort Pierce� FL 34946 Job Truss Truss Type Qty Ply A01177O5 WRMSCMBL A02 Common 3 1 Job Reference (optional) A-1 Roof l Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:09 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-v408GuhsuaAibWwUJobpliX_dOJMo3exrKmUodyj36K 1 4- 6-7-0 6- -5 12-0-3 1 -1 -3 19-0-0 25-1-13 25 11 13 31-3-11 31 -0 38-0-0 9-4- -4- 6-7-0 0- -5 5-3-14 0-1 -0 6-1-13 6-1-13 0-10-0 5-3-14 0- -5 6-7-0 4- 6.00 F12 5x6 = 6 16 15 "" 14 -' 13 12 3x6 = 1.5x4 II 5x6 = 6x8 = 5x6 = 1.5x4 II 3x6 = 18-11-13 19 0-0 25-11-1 6-11-10 0- -3 6-11-1: LOADING (ps' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.18 14-15 >476 360 TCDL 7,0 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.16 14-15 >528 240 BCLL OA ' Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 10 n/a n/a BCDL 10iU Code FBC20171TP12014 Matrix-MSH LUMBER - TOP CHORI BOT CHORI WEBS BRACING - TOP CHORI Structural wl purlins. BOT CHORI Rigid ceiling Except: 6-0-0 oc bra WEBS 1 Row at mil 4-14, 6-14,£ MiTek recc cross braci (lb) - Max H 2=-1661 Max OF All uplift except: 14=-531 Max Gr All reac except FORCES.( Max. Comp when show) TOP CHOR 2-3=-377/1 £ 5-6=-0/453, 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 sheathing directly applied or 5-10-4 oc tly applied or 10-0-0 oc bracing, 14-15. 4 be installed during truss erection, in All bearings 0-7-10. 10) 00 lb or less atjoint(s) -109(LC 12), 15=-390(LC 12), _C 13), 10=-190(LC 13) 250 lb or less at joint(s) :0(LC 23), 15=687(LC 23), 1), 10=614(LC 24) Ten. - All forces 250 (lb) or less except 3-4=-22/335, 4-5=-14/338, 7=-0/453, 7-8=-14/302, 9-10=-781 /458 i BOT CHORD 2-16=-83/28b, 15-16=-83/280, 15-23=-269/�'44, 23-24=-269/344, 24-25=-269/344, 14-25=-269/344, 12-13=-249/640, 10-12=-249/640 WEBS 3-15= 501/3�7, 4-15=-316/174, 4-14=-168/294, 6-14=-691/371, Continued ct i! page 2 WEBS 3-15=-501/377, 4-15=-316/174, 4-14=-168/294, 6-14=-691/371, 8-14=-724/574, 8-13=-117/434, 9-13=-495/424, 3-16=0/253, 9-12=0/252 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=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8: MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2, 390 lb uplift at joint 15, 530 lb uplift at joint 14 and 190 lb uplift at joint 10. 6) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 19, 20, 21, 22 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11=-54, 17-20=-20 4{., 31 PLATES GRIP MT20 244/190 Weight: 209 lb FT = 10% Standard 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=95, 2-6=56, 6-10=56, 10-11=48, 17-23=-10, 23-25=42, 20-25=-10 Horz: 1-2=-103, 2-6=-65, 6-10=65, 10-11=56 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=48, 2-6=56, 6-10=56, 10-11=95, 17-23=-10, 23-25=42, 20-25=-10 Horz: 1-2=-56, 2-6=-65, 6-10=65, 10-11=103 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=0, 2-6=-36, 6-10=-36, 10-11=-28, 17-23=-20, 23-25=32, 20-25=-20 Horz: 1-2=-14, 2-6=22, 6-10=-22, 10-11=-14 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-28, 2-6=-36, 6-10=-36, 10-11=0, 17-23=-20, 23-25=32, 20-25=-20 Horz: 1-2=14, 2-6=22, 6-10=-22, 10-11=14 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=24, 2-6=5, 6-10=21, 10-11=13, 17-23=-10, 23-25=42, 20-25=-10 Horz: 1-2=-33, 2-6=-13, 6-10=29, 10-11=21 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=13, 2-6=21, 6-10=5, 10-11=24, 17-23=-10, 23-25=42, 20-25=-10 Horz: 1-2=-21, 2-6=-29, 6-10=13, 10-11=33 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-9, 2-6=-18, 6-10=-1, 10-11=7, 17-23=-20 23-25=32, 20-25=-20 Horz: 1-2=-5, 2-6=4, 6-10=13, 10-11=21 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 �Bedq"rl±ss A-ghlyn!k.fit"A-I I. TWAD, E.E.ldme let!?!tiers. Udessdhnrst nd:l{a8elW,scy hTtetBetHU p*.At±eldns litefn dxlDD ls%,dlL It, lHip{Ile SR ET'e±t{±pul±l se fit;Damr;uoeerl±Y-t. TEe E±s go nsmpi{s!.6el:ynetln»s. nimnnry Anthony T. Tombo 111, P.E. o ne d±6isL ss4?{gldlti{¢istlerzsrx±binrdria 0•ueik D.uisrl:m�i?d{gW ortaz lnlii{y Desilc±±,aH.enrt:ddlse ta4 d?eiultlelrtd Fa:Fn, mdr rzd lY.I. lit qon' deit TODnA..! eld{se dhtlimss,W,6gkad.g.nrgt, InWIda NO Ningshd;tt lw nryF947:Lhd 80083 rt:N:ezD Des�gaed RS{G.A: mYssdisixL4lDDmilN irc4nes mS}ni9nsdlis Wltiq E{ffi.a.d idery lasmvin'ltfrjT{tlittMgT7l esd SlUm:sly s:es§s gemidaidme lY.I feSm;t?ttgsaila:nesm7er..!sdi?i!a!Devi{et1?ms9e9�,6g'e:ernAimssNaut{±h!er,mxss 4451 St. Lucie Blvd. isterriseldis±liT!Jd•tttepedeps6wdtiglTdllm:±sleschH.ileTmss±I�Ee7ienrislDTwe6>tLa7:tsyssr,mT sspr.�E>glrmdmrS{ati�g.ulea==d:r�:n!maer:!efn11F1. Fort Pierce, FL 34946 Copyrighl 0 2016 A -I Roof f asses -Anthony T. Tomho III, P.I. Reploduoion of ibis dommeot, in any form, is prohibited witAcul the wriven permission from A4 Raaf Trusses-AnthunyL Tomho 111, P.I. Job Truss Truss Type Oty ply WRMSCMBL A02 Common 3 1 A0117705 A_, D,s r..,..--- r _i D: _ r-r 11- Job Reference (optional)I cun: o.z l u s may its zu To Prim: ts.z1 u s May is 2U18 MI I ek Industries, Inc. Wed Aug 29 08:24:09 2018 Page 2 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-v408GuhsuaAibWwUJobpliX_dO Mo3exrKmUodyj361e. LOAD CASE(S) Standard Uniform Loads (pig Vert: 1-2=7, 2-6=-1, 6-10=-18, 10-11=-9, 17-23=-20, 23-25=32, 20-25=-20 Horz: 1-2=-21, 2-6=-13, 6-10=-4, 10-11=5 12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=24, 2-6=32, 6-10=17, 10-11=9, 17-23=-10, 23-25=42, 20-25=10 Horz: 1-2=-32, 2-6=-41, 6-10=26, 10-11=17 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=9, 2-6=17, 6-10=32, 10-11=24, 17-23=-10, 23-25=42, 20-25=-10 Horz: 1-2=-17, 2-6=-26, 6-10=41, 10-11=32 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=24, 2-6=32, 6-10=17, 10-11=9, 17-23=-10, 23-25=42, 20-25=10 Horz: 1-2=-32, 2-6=-41, 6-10=26, 10-11=17 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=9, 2-6=17, 6-10=32, 10-1 1=24,17-23=-10, 23-25=42,20-25=-10 Horz: 1-2=-17, 2-6=-26, 6-10=41, 10-11=32 16) Dead + 0.6 MWFRS Wind (Neg. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=18, 2-6=10, 6-10=-5, 10-11=3, 17-23=-20, 23-25=32, 20-25=-20 Horz: 1-2=-32, 2-6=-24, 6-10=9, 10-11=17 17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=3, 2-6=-5, 6-10=10, 10-11=18, 17-23=-20, 23-25=32, 20-25=-20 Horz: 1-2=-17, 2-6=-9, 6-10=24, 10-11=32 19) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-41, 2-6=-47, 6-10=-35, 10-11=-28, 15-17=-20, 15-23=-50, 23-24=-11, 24-25=19, 25-26=-20, 13-26=-50, 13-20=-20 Horz: 1-2=-3, 2-6=3, 6-10=9, 10-11=16 20) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-28, 2-6=-35, 6-10=47, 10-11=41, 15-17=-20, 15-23=-50, 23-24=-11, 24-25=19, 25-26=-20, 13-26=-50, 13-20=-20 Horz: 1-2=-16, 2-6=-9, 6-10=-3, 10-11=3 21) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 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, 2-6=-26, 6-10=-37, 10-11=-31, 15-17=-20, 15-23=-50, 23-24=-11, 24-25=19, 25-26=-20, 13-26=-50, 13-20=-20 Horz: 1-2=-24, 2-6=-18, 6-10=7, 10-11=13 22) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Ing 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-31, 2-6=-37, 6-10=-26, 10-11=-20, 15-17=-20, 15-23=-50, 23-24=-11, 24-25=19, 25-26=-20, 13-26=-50, 13-20=-20 Horz: 1-2=-13, 2-6=-7, 6-10=18, 10-11=24 Sud[q PlelseA-111trrrinrth'A 1100T f17Si3(SEtIFI'16frilAtlElliSBrerMdedq[turodenndseededesi[tiisleess 0r.¢a 0rarinq lTr�G;e�n, Adleyl. Tsaii0i,r.E. hIme4edLr:iim. 0d:ssclLenise ddel ertle100,i[!y IliTizciaunr q:Ees sShct: eselLrttxT0D la6e edit.As[Lns Usti, t[gI[euQ.e,Ste:h0t 6du:;,ibesnlnotT00 rryruedsuu¢is tse eltto lratsssUed ea iee;Ugresgnsiltlntfar lSe des!gnetlte sa eTnss tegio4 ea Me 10DWt, ealul7Fl.IIat:s!gi nseognees.lu4:[Tcutine.s, gnelnry- Anthony T. It III P.E. rJ nedriis Tr[sshe n}ialfee istk sestnsilile.dlx Oaur.11e 0nti s[:isirelei;�de.•Ite tdliin 0esigar, esh�t nehddFa adttebsdta'teg rife rid lT 1. rle eyrmddsk IDD[alvy 0dr erz dfie Lrss.ude6gladz q.sz:rye.leshldin nl Gnssg sgill'a fcs reerc[igl:gd a80To ' Re�iinhs!ragen(aw'.!.AOcetssit M.M1001AInpcowwdgwidnndIt! hillig(cegaeuSIq mean,;leNn&ditinWSM.,ml:l[aedisge.,,Ipdae�PIMris3:mterait:lines.4&IMV%Oms0edq[er,isus0es:giiagis:usmdlnssYmh^e!n,u:es'. 4451St.0083 Blvd. eAcslse ldnsd Edo (n!a cd IpeHigee n rmiq 7 dl Pm!ss Imdsei Igelnss Oesla Talleeer Is NOT ke 1a�iaq Origau,.,Tress Spfsa Ealie:u dnt Wil'i. All r .W rid:ums ueas defael hiPl I. Fort Pierce, FL 34946 Copyrighl02016A-IRodTfusses-Anlhonyt.Tombulll,1`1 Reproduction of This document, ineoyform,isprobibitedwithout the written pirmissionfrom MReo(Trusses- Anthony LTombo111,P.E. Job Truss Truss Type Qty Ply A0117706 WRMSCMB A03 Roof Special 3 1 Job Reference (optional) 7 A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.wm Run: 11.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:10 2018 Page 1 ID:ld_00XyyT61Bi TXoljwHHzefvK-NGZWUEiUfuIZDgVhsW62rw44LnYpXNT44_W1K3yj36J 1 4 7-3-8 11-10-10 19-0-0 25-0 4 32-1-9 38-0-0 9 4 -4- 7-3-8 4-7-1 7-1-6 6-0 4 7-1-5 5% 7 -4- 6.00 12 5x10 MT20HS= Dead Load Defl. =1/8 in � 6 17 16 3.00 . 3x6 = 4x6 = 2x4 11 3xl 4 11 5x12 = 3x6 = III 7-3-8 r 7-3-8 Plate Offsets (X,Y)— p:0-3-0,0-3-01, [11:0-4-8,0-3-0), 11 LOADING (p `f) SPACING- 2-0-0 TCLL 20'�0 Plate Grip DOL 1.25 TCDL 7 0 Lumber DOL 1.25 BCLL 00 Rep Stress Incr YES BCDL 1011 Code FBC2017/TPI2014 LUMBER - TOP CHORD' 2x4 SP M 30 `Except` T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` IB2: 2x4 SP No.3, B6: 2x4 SP M 30 WEBS k1 2x4 SP No.3 `Except` W3,W7,W9: 2x4 SP No.2 BRACING- ' TOP CHOR Structural wood sheathing directly applied. BOT CHOR4 Rigid ceiling kirectly applied or 4-2-6 oc bracing. WEBS 1 Row at mi pt 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance!with Stabilizer Installation auide. REACTIONSI (lb/size) 2 = 1482/0-7-10 (min. 0-1-12) 9 = 1482/0-7-10 (min. 0-1-12) Max Horz 2 =-167(LC 10) Max Uplift 2 =-370(LC 12) 9 =-368(LC 13) Max Grav 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2654/1639, 3-4=-4224/2520, 4-5=-3578/2091, 5-6=-3485/2116, 6-7=-3262/1.858, 7-8=-2382/1529, 27-10-2 8-8-12 CSI. DEFL. in (loc) I/deft TC 0.93 Vert(LL) 0.35 14 >999 BC 0.88 Vert(CT) -0.4811-12 >945 WB 0.99 Horz(CT) 0.30 9 n/a Matrix-MSH WEBS 3-17=-1304/841, 15-17=-1485/2692, 3-15=-630/1441, 4-14=-767/718, 11 -1 3=-1 424/2784, 7-13=-141455, 7-11 =-1 006/570, 8-11=-389/478, 6-14=-547/700 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=15ft; 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 370 lb uplift at joint 2 and 368 lb uplift at joint 9. 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. Iq L/d PLATES GRIP 360 MT20 244/190 240 MT20HS 187/143 n/a Weight: 222 lb FT = 10% BOT CHOR�_ LOAD CASE(S) 2-17=-1276/2306, 4-15=-211/377, Standard 14-15=-200�13890, 13-14=-1104/2894, 6-13=-994/2 40, 9-11=-1414/2374 WEBS j 3-17=-13041841, 15-17=-1485/2692, l 3-15=-630/1'441, 4-14=-767(7111, 11-13=-1424/2784, 7-13=-14/455, I t :1 T. M- e h dtd [I d Fad rted edxmtlsLessDe: DFr+ rrvV3 dlAr,INT. TtsfsOi r.r.Idll;Yl fled t!4Pi5S. DdteS iMHvltl ddd FB!IPIDD fA � thmFg�e�Ff:FnfFmslrf„n,F�F•rtl�eEtl�=Slsrurrresr>i:uurutsarcFinrsc�s� t�Tri•;zaruc,uur' fg.TFrM ryr �+� ri �I r y PITAO-mb,p'rxsbdleimedhrlMTDDttMFdltAter— D.11,feprxe.(ce,Spe:lFllykpw,tltt!dFeIFTTDDuplewtsFempwedIs, prImIrtdFeteunegag.01119thos,ItriAdleese}eToss@p.aditAtTOO oily;WUIIFT.TMdeslrassssupiir,louquoldhu,smdury AnthonyT.TomboIII, P.E. uJFsedra ."erFgrs+&JI'lMtespul,lay dt"Oria. nF Oreisr :i!fdF;vlelSt edllin Dairur,aNa ndlFtdeu It(,>ba l;i ud Hebcd l;ufq neE ¢1 tRi.➢s FtPwItllke TOD ud.." htle ne diit Tun,le:IFliu esd'. welt, iFsleilo-liFF ud tfrtsg s6il!.M 15 rup nh!:hd t 80083 l ' In,t'xe:p7Es:rre�Fd Q'GFCJ:. lalplste!w!htteTODalso 4451 St. Lucie Blvd. F'tH1isl LfilFEL itaiFll'We)reFdB]IF It Y'rllitrlJ ill teR�[SI[1.-1tt RtTfF53:EilA E9riFtlf if lCr CtSA'�3jOF5:y]U,FfT't:sSji•!9La)1F4fFmyEF111hr llll9p':,..IKY"OS IIFIIF O�dte lJlrFl. Fort Pierce, FL 34946 CoPgighi02D16A-1loaf Trusses -Anihonyl.TomhaIII, P.L Reproduction Dfibis document, in smy Tom is prohibited without the written permission from A-1 Roof Trusses -AnthonyT.ToentoIII, P.I. Job Truss Truss Type Qty Ply WRMSCMBL AO4 Scissor 3 1 A0117707 Job Reference (optional 1-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:11 2018 Page 1 ID:ld OOXyyT61Bi_TXo1jwHHzefvK-rS7uhai6QCQQrg4tQDeHO7cJ81 ujGgEleFbsVyj36l.. 14 7-2-1 12-11-12 19-0-0 25-0-4 30-9-15 38-M 9-0 7-2-1 5 9-11 6 0� 6-0-4 5-9-11 7-2-1 4 6.00 12 5x6 = Dead Load Defl. = 5/16 in 5 5x6 T 5x6 4 6 1.5x4 W 3 1.5x4 3 2 7 12 1 W 6x8 = 1 N B 14 13 11 0 1 1 2 3x8 MT201-1S� 3x8 MT20 19 T 4 0 3x. 3.00 12 3x4 Zz- 1.5x145ii4 11 � 1.5x4 11 4x8 :::: 1.5x4 11 5x8 1.5x4 11 30-9-15 4x8 9-10-4 19-0-0 27-1-6 2 -1- 2 31 -6 38-0-0 9-10-0 9-1-12 8-1-6 2-8-40. 7 6-10.10 Plate Offsets X Y 2:0-1-14 Edge],4:0-3-0 0-3-0 6:0-3-0,0-3-0 , 8:0-3-7,Ed e , 8:0-4-0 0-5-4 , 8:0-2-1 Ed e 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 0.67 Vert(LL) 0.55 12-14 >826 360 MT20 24 /190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.80 12-14 >570 240 MT20HS 18 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.50 8 n/a n/a I/143 BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 200Ib Fri= 10% LUMBER - TOP CHORD 2x4 SP No.2 `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, 'Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. Except: 4-8-0 oc bracing: 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min. 0-1-11) 8 = 1482/0-7-10 (min. 0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2810, 3-4=-4314/2537, 4-5=-3129/1785, 5-6=-3129/1785, 6-7=-4341 /2562, 7-8=-4660/2828 BOT CHORD 2-14=2402/4233, 13-14=-1831/3605, 12-13=-1827/3640, 11-12=-1829/3643, 10-11 =-1 842/3607, 8-10=-2418/4245 WEBS 5-12=-1278/2430,6-12=-850/786, 6-1 O=262/633, 7-10=-319/445, WEBS 5-12=-1278/2430, 6-12=-850/786, 6-10=-262/633, 7-10=-319/445, 4-12=-848/781, 4-14=-257/625, 3-14=-318/465 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 2 and 369 lb uplift at joint 8. 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 'Leuqriett 8ueepdp rtrirxt3e'AI IDGF Oins3('irtltT'1 �A81t OrNSd[DF„dll[k3[1tTOM,3lT]')1(KlCk1ED4EtE�iarrt Te;ify dtug!ga!neltrs ed«edoat!suriisUev Denim Drnviar irf„J,. erg i6e l!Ipwyl.hsD>D(,e.E.Tdncn!1pal Fa.`ae!se. Ueless ttlenise tltlel rortelOD,w!y thTdosDnrpY.esu'ili to estITo& TODI, be! old. Is CT—WIT,[quers(1!, SFr.I!Rl bd,!N„ IS? L4 .myM uptestit,.unsrp'.^9:! dIt, pushssind q6 ellgaquAR41' I. IKIgAEIi< s4,*Tmis hp.l.4:sneTOD Wp.1.PIT]. Thetaepa asl,urmn. We.;menxs. nIIAIGp Anthony T. J lembo 111, P.E. c3 esedtiis Trt;shregreiilbe is lle resp!sitiGl.dhtDee!r.tlt Orruiteasuti!y.9e;lh lritli!g Ueiyrcr,a Lk nNndta It(,�tl;;a,ltl!btd ta:GzgnleallpLr. le clprnddl4e IDO mdea! tidlee d6i Trsss.lad:ffuW# vvwte. Test thaWkwq s01,in_•resvnllgd 80083 tte tutip6eiq^.a ed ha7edr d u'es!emlikelDD td lirprglrtes af�ld .s dt!!tnlhq re Kaxt Sdetp la4�neDn{tQfplfsssikpmoafsEO ne:etvemlhr pwnt eni9mn_TFri hYns3rrcspersiD9:nesadb'i!so't!Tvss D!up.x,Lrss pest, i,�r:er�a rnu x�,r+!m:e, cc�a; 4451 St. Lucie Blvd. 2ts'EeMte IdiretTpa (eV�N operd ape le rdeep Ip cll perl:es irad!es. TgeTless a Im rig Beer h 9GTCe 6adap 3e!gae,!rinss gsvea 6gn!er rmt4eilAag. All!cp;R re8 h;os peas deice! fxTPil. Fort Pierce, FL 34946 6pyrigh102016Ad Roof Trusses -AnthonyT.TomboIII, P.E. Reisraitudiondth is document, in mayhrm, is prohibited without the written p4mission hom AA Roof Trusses -Anthony L Tomb 111, P1. I ryl I A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MITek Industries, Inc. Wed Aug 29 08:24:11 2018 Page 1 ID:ld_OOXyyT61 Bi_TXo 1 iwHHzefvK-rS7uhai6QCQQrg4tQDeHO7cJ FBujGriEleFbsVyj361 1 4- 7-2-1 12-11-12 19-0-0 25 0-4 30-9-15 38-0-0 —"4- 4- 5 7-2-1 -9-11 6-0 4 6-0 4 5-9-11 7-2-1 6.00 12 5x6 = Dead Load Dell. = 5/16 in 5 5x6 T 5x6 4 6 1.5x4 W 3 1.�4� � 3 2 12 1 W 6x8 B 14 13 11 10 1 0 1 2 3x8 MT20HS-- 3x8 MTWHS_ 1 89 I� of o 3x4 G 3.00 12 3x4 � o Job Truss Truss Type Qty Ply I' A0117708 WRMSCMBL A05 Scissor 10 1 Job Reference ('optional) 4x8 11511 _t .1-12 38-0-0 1-12 9-10-4 4x8 Plate Offsets) X,Y 2:0-1-14,Ed a 4:0-3-0,0-3-0 6:0-3-0 0-3-0 , 8:0-1-14,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20I0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.57 12-14 >806 360 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.82 12-14 >557 240 MT20HS 187/143 BCLL 0 0 - Rep Stress Incr YES WB 0.93 Horz(CT) 0.52 8 n/a n/a BCDL 10r0 Code FBC2017/TPI2014 Matrix-MSH Weight: 179 lb FT = 10% - LUMBER 11 TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 WEBS BOT CHORD 2x4 SP M 30 5-12=-1279/2431, 6-12=-848/779, WEBS 2x4 SP No.3 6-10=-254/625, 7-10=-318/464, WEDGE 4-12=-848/780, 4-14=-256/625, Left: 2x4 SP�o.3, 3-14=-318/465 Right: 2x4 S I No.3 BRACING- � NOTES - TOP CHORD, 1) Unbalanced roof live loads have been considered Structural wood sheathing directly applied or 2-2-0 oc for this design. pudins. I!' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) BOT CHORD Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Rigid ceiling inertly applied or 4-7-7 oc bracing. Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) MITek recommends that Stabilizers and required and C-C Exterior(2) zone; cantilever left and right cross bracing be installed during truss erection, in exposed ;end vertical left exposed;C-C for members accordance,With Stabilizer Installation guide. and forces & MWFRS for reactions shown; Lumber I DOL=1.60 plate grip DOL=1.60 REACTIONS. (lb/size) 3) All plates are MT20 plates unless otherwise 2 = 1482/0-7-10 (min.0-1-11) indicated. 8 = 1482/0-7-10 (min. 0-1-11) 4) This truss has been designed for a 10.0 psf bottom Max Horz chord live load nonconcurrent with any other live 2 =-166(LC 10) loads. Max Uplift , 5)' This truss has been designed for a live load of 2 =-369(LC 12 20.Opsf on the bottom chord in all areas where a 8 =-369(LC 13) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Grav bottom chord and any other members. 2 = 1482(LC 1) 6) Bearing at joint(s) 2, 8 considers parallel to grain 8 = 1 1482(LC 1) value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing FORCES. (1)') surface. Max. Comp. �Max. Ten. - All forces 250 (lb) or less except 7) Provide mechanical connection (by others) of truss when shown., to bearing plate capable of withstanding 369 lb uplift at TOP CHORE joint 2 and 369 lb uplift at joint 8. 2-3=-4676/2809, 3-4=-4314/2536, 8) This truss is designed for a creep factor of 1.50, 4-5=-3130/17,86, 5-6=-3130/1786, which is used to calculate the Vert(CT) deflection per 6-7=-4314/2551, 7-8=-4676/2830 ANSI/TPI 1. The building designer shall verify that this BOT CHORD parameter fits with the intended use of this 2-14=-2401/i,4233, 13-14=-1832/3605, component. 12-13=-1827/3641, 11-12=-1832/3641, 10-11 =-1 837/3605, 8-10=-2423/4233 WEBS LOAD CASE(S) 5-12=-1279%431, 6-12=-848/779, Standard 6-10=-254/6?5, 7-10=-318/464, 4-12=-848/7I80, 4-14=-256/625, 3-14=-318/4,65 I I>!auy•Iie¢seNu¢yHr,trie+Tx'sl{GGE Ii;iS6 rSI(IEfi 6Tg;lit EEUISB(GF ITIBSi(gSTURj Lt4]';liM.M[4�;aEpiln:, Tutlllesilllolod¢n wi md¢.�lnnt�sllssDn�LnisglR�CldNlAlNu11.I�lnCI,LE IdnlaeSlls7 ERRess. UilnlsNu+at CslellnNe TCO,u;p �UiT¢'rna¢nu{!res sb¢CE!¢sdL, tta tUCaSenlid.As¢Lns Ge¢1yn1.01214.e.1ytady 6uu; „Nl rnl re uTlDU lyasees le¢�¢papaliNyralnxladerkl!ll;iyrqus1111ertt llldnasdlRescplL•usi:Cinllleee mo edT, eadaT?Fl.;ts tasys assln{n¢cs.pet:elontinlh s.nAlury Anthony T. Tombo III, P.E. IcdlselfNif Ta554!!I}IuIfi1F,Stit fl3TNllEilih 1lF.eGnll.NlG+�tifld�.•Qd FyW 1:It, {pllle¢hlndlneila N(.N¢Iah 99 tit Ind Win ldP u1 R41.i1l ypll[!lI Ike IGG ud Mildut dNl TrsSt.w:ilFn lxSbg sa:yP,iuNIPlfll ulIt E!¢lsg sSiliM l?a leslatiD:ihd 80083 thF:eap Gesa•ld Qr¢n!. Liuhsit x! ftlUD "IN T:mnnal pildaes lfit! Glfyr¢ ya?nSderyh'am¢7!!�•6CfjpNisleAEp fal sM l{fA¢eulu-xd:lt lenu¢i pidnle lirl ki¢r>2lm��1:6nes m0d;i>s¢!3:Urs: Deugm,t:lssUnpBlismul hnc pal tl:'!lv,n:ess 4451 St. Lucie Blvd. I¢tudu ldldlpo(!¢hM aged aplaMtiyiT dlTmlsin:-sei Them<.stl,Ia it MCI ct 6n:SaT Blsigan,ulnssSTnla Eagla!!e.'®rDllttiy tJl eq^�a.H3:o: ¢rlmiekael,aIIli. fort Pierce, FL 3494E �� '�Copyright (ti4Dtdd•Itno)Trusses-AnldunyT.Tom6oIII, P.I. Reproduction of this dotumint, in any form, is prohibited without the wdflea permission from A-1 Roof husses - Anthony 1. Tombo III, P.L Job Truss Truss Type Qty Ply WRMSCMBL A06 ROOF SPECIAL 3 1 A0117709 x A_'I giv.f Tn��cec C..A O:....... Cl �]AeIAC i Job Reference (optional) „+� carynl,a nruoawnl Run: 8.210 s May l8 2018 Print: 8.210 s May 18 2ol8 MITek Industries, Inc. Wed Aug 29 08:24:12 2018 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-JfhHuwjkBVYHS f3_x9WwL9QF6Er?JBNXI?8Pyyj36H,. I 6-9-4 11-1-10 19-0-0 0-11-1 23-3-2 29-0-9 38-0-0 9-4 6-9-4 4-4-6 7-10-6 -11-1 2-3-8 6-1-7 8-7-7 4- 6.00 12 7x6 = Dead Load Defl. = 3116 in 1si 18 4x10= r 3x6 = 6x6 = 2x4 II 1.5x4 II 3.00 12 3x8 8x8 = 1.5x4 11 21-2-10 23-3.2 G9-0 11-1-10 11710 19-0-0 0-11-1 23-0-2 29-49 38-0-0 6-91 4-4-6 0 0 7-4-6 1-11-1 1-9-8 6N 8-7-7 etzn n_3-n Plate Offsets (X,Y)— [6:0-3-12,Edge], f8:0-3-0 Edgel f10:0-0-10 Edge] f13:0-4-40-3-81 [16.0-5-12 0-4-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.42 12-13 >999 360 MT20 2411190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0:60 12-13 >762 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.34 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 221 lb FT F 10% LUMBER - TOP CHORD 2x4 SP No.2 'Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2,134: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- ' TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-10 oc bracing. Except: 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 4-15, 6-15, 6-13 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS- (lb/size) 2 = 1491/0-7-10 (min. 0-1-12) 10 = 1485/0-7-10 (min. 0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -365(LC 12) 10 = -367(LC 13) Max Grav 2 = 1491(LC 1) 10 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2688/1636, 3-4=-2697/1713, 4-5=-1823/1224, 5-6=-1717/1251, 6-7=-3646/2296, 7-8=-3627/2163, 8-9=-3731/2142,9-10=-4654/2724 BOT CHORD 2-19=-1280/2341, 4-16=-232/608, 15-16=-1253/2419, 7-13=-260/318, 12-13=-2307/4199, 10-12=-2310/4198 BOT CHORD 2-19=-1280/2341, 4-16=-232/608, 15-16=-1253/2419, 7-13=-260/318, 12-13=-2307/4199, 10-12=-2310/4198 WEBS 3-19=-309/263, 16-19=-1139/2226, 4-15=-1031/800, 6-15=-410/67, 9-13=-844/743, 9-12=0/297, 13-15=-667/1840, 6-13=-1588/2985 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=15ft; 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 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) 10 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 365 lb uplift at joint 2 and 367 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 4"uury rlere thsnelHrnrier WIT I061`111 ESrsOlfl"IQW11fE1WSd[ur 111CSS (gSTlkt 1a10'f AErrGdIEgSAIEai hlc. krM dtup raeoelen udre:/rrl!s aetlislressgn pa gra.ing iTfdl,: rrd lkl Arte±nrl. Ttabr gl,t.E, lelHexe sl±slt!S�e ess. Udess NlHeise malelmtleND,!a!y trlTfi(tl!F!IIrf�EPe 3illiie lStlftrl[S Ig01!fe1611..V!ttfNl UHy6 Elp[!H{I!sspnlg(Eecltfe±)Il3 LI�11 eeTlaafeffmmfse wmpa;e[IMl fraL>ssimdeC!AH'111 r!yruiiiaffitlil lfScq!dPeeszreTnsse!p!a!Iutle TaD!elr,uduleFl.'te1!s'p rsnnfrien.f!s{xlordnx�sritdnr7 Anthony T. Tombo III, P.E. mim'd+iis I.—S!r,I Wbilsfimusf.0hM AMs P.untle 0aafite3kri±fef,�e; lie lrelii!g auilu±,rsgemt±d rf n!IK�e3:ulri!br;ilxleg nl!asl EYrl. lesfjmudlk lUU ul u*fiellue dli: Tnsc mdetip l; ,sK;rye, usNletiu esl fncee, siallti s'a±e!rmtif:l:h sE ' 80083 ther, 0;D1s:qrs aI LM04%E Hks eelwlii Rs TO liefrmnesmsf ii�n:s lfthkfifgsDnfu±n srlery ltcnetin;6pf plusMl6p IN aal SM rrerd.!Wlt' pun! p:dus_ TRI feSust!resff:slid/ies eclEl.:!sV10i,sshirrei,Irm, kipbo—o. Tress Msnrts:'erer,a'ess 4451 St. facie Blvd. e'lHaite lsliesd ipa(at;m Bred opafir ffl riyd1p"esluehe- ThOomtulp Easieeerls a6i 4.e lailag esilrH,nin!s SyS.!a Eryir:tte°tsr ieil9ay. Ill syad:±!@hras uem deraN lnRll. Fort Pierce! cl 34946 (opyrighl02016A-IRoolhosses-AnArrayT.TombaIII, P.f. Reproduction alibis dommeni, in any form, is probiblied withaul The wrivers permission from A-1 Real Trusses- Anthony LTombo111,Pd. : i t ' A-1 Roof l Plate Offsetsl� LOADING (psI TCLL 201i TCDL 7J, BCLL 0; BCDL 10 1 I LUMBER - TOP CHORD BOT CHORD WEBS WEDGE Right: 2x4 SP BRACING TOP CHORl7 Structural wo puriins. I ! BOT CHORD Rigid ceiling as WEBS l 1 Row at miq l 4-14, 5-14, 5- 1. cross Jot: Truss Truss Type Qty Ply . A0117710 WRMSCNIB I A06A Roof Special 1 1 Job Reference (optional) �s, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:13 2018 Page 1 I D:I d_OOXyyT61 Bi_TXo l jwH HzefvK-nrFf6 FkMxpg847 EGYeg ITYie G?aOklVXmykhxOyj36G 14 6-8-5 1111-12 19-0-0 23-2-10 30--6 38-0-0 9-4- 4- 6-8-5 6-3-6 6-0 4 4-2-10 7-1-12 7-7-10 4- 6.00 12 6x6 II 5 " 14 13 3x6 3x4 = 4x6 = 5x8 = 2x4 II 3.00112 4x8 = 9-9-2 VZOVA Dead Load Defl. = 3/16 in SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.44 11-12 -999 360 MT20 244/190 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.63 11-12 >721 240 * Rep Stress Incr YES WB 0.91 Horz(CT) 0.34 9 n/a n/a Code FBC2017/TPI2014 Matrix-MSH Weight: 212 lb FT = 10% 2x4 SP No.2 *Except* T1: 2x4 SP M 30 od pt tt BOT CHORD 2x4 SP M 30 *Except* 2-16=-1329/2317, 16-23=-937/1860, B3: 2x4 SP No.3, B2: 2x4 SP No.2 23-24=-937/1860, 15-24=-937/1860, 2x4 SP No.3 *Except* 14-15=-937/1860, 6-12=-313/410, W5: 2x4 SP No.2 11-12=-2376/4239, 9-11=-2368/4227 WEBS No.3 3-16=-344/428,4-16=-246/552, 4-14=-655/606, 5-14=-568/69, 12-14=-670/1844, 5-12=-1702/3187, sheathing directly applied or 2-2-0 oc 8-12=-879/772, 8-11=0/280 NOTES- irectly applied or 4-8-2 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) 12 Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; emends that Stabilizers and required Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 3 be installed during truss erection, m and C-C Exte,dor(2) zone; cantilever left and right with Stabilizer Installation guide. exposed ; end vertical left exposed;C-C for members and forces 8f MWFRS for reactions shown; Lumber (lb/size) DOL=1.60 plate grip DOL=1.60 f `,An fb 2 = 1482/0-7-10 (min. 0-1-12) 3) Thls truss has been designed or a . ps o om 9 = 148210-7-10 (min. 0-1-11) chord live load nonconcurrent with any other live Max Horz ,i loads. 2 = 166(LC 11) 4) This truss has been designed for a live load of Max Uplift 20.Opsf on the bottom chord in all areas where a 2 = -369(LC 12) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 9 -369(LC 13) bottomchord and any other members, with BCDL = Max Grav I 2 = 1482(LC 1) 5) Bearing at joint(s) 9 considers parallel to grain value 9 = 1482(LC 1) using ANSI/TPI 1 angle to grain formula. Building I designer should verify capacity of bearing surface. FORCES. (Ib) 6) Provide mechanical connection (by others) of truss Max. Comp., Max. Ten. - All forces 250 (lb) or less except to bearing plate capable of withstanding 369 lb uplift at when shown:) joint 2 and 369 lb uplift at joint 9. TOP CHORD 7) This truss is designed for a creep factor of 1.50, 2-3=-2635/1 78, 3-4=-2403/1576, which is used to calculate the Vert(CT) deflection per 4-5=-1668/1�36, 5-6=-3648/2333, ANSI/TPI 1. The building designer shall verify that this 6-7=-3612/2�70, 7-8=-3739/2156, parameter fits with the intended use of this 8-9=-4684/27,!75 component. BOT CHORD 2-16=-1329/' 23-24=-937/1860, 317, 16-23=-937/1860, 15-24=-937/1860, LOAD CASE(S) 14-15=-937/,1860, 6-12=-313/410, Standard S,ntrg'rle,.flk—gllJ re!Il4aa!1I 1001r anss rmilP;Milk!TIMACDArl11G4S(DTFON{{"i4T]jtTllrDd'a<OSxEgi Ixx. TerEy Leaptvendnsfad rnl,aesulashes Desah,riytTlv;,dIt<lAarl. TsxlaiJ,I.E. rdrene!ln3;ehee Hs. Ddess ethnin GaelmMeTDP,w'r klieku,eemrgn, feairasedter ne lDDta le nlil.A40—Desig, hprer.{te.$enatr hp,Frrj,t63 seetnny TDD regrue,twonursucl lh trai3411,ta{ef3:F llg r!y,ltitilath'III lesiraoi lee sepTress hga:Iit Me TOD Wyeaader UP. The i3zge avengti¢a,.ledagoeoinx:,nD,IDry Anthony T. Tomb III, P.E. d eseda fi:ae4•nr ti lti,t it l6e resrn3ikilin,111C O*,•r.ae Owulf,'�s id'ea,i rse talre4 Des'gc:•,aHe[,a¢aatL K i31eiialth1uclUteguIefStIX]. Tki cr,e1Ed1h IDD A.,ybillmI K80083 ' lteetileg7es�g^euehnCr.dLrttrsfelas!athIDDe4ll to tts®lpldnssdtl:pJGghr aSalerylzemGiee{i[Sf,.pll�sh.'SrrAe>esr[Amrel�xelh,ge¢erasduc�TFrtedus9::esresihdmsWd3srYar.m[nvpa,t,esfgef ing nfasrnuumtr..w:r,n!ns 4451 St. Lucie Blvd. r#e.dst Kid Ilarea:Neptl art.ie rraigtr al gea:es hechd Fort Pierce, FL 34946 (opyrighl(D2016AIRoothosses-AnlhanyT.Innate III, P.l. Reproduction DfIbis document, in any farm, is probibiled without The written permisiion from A4 Roof Ttusses - Anthanyl. TomIm 111, F.E.' Job Truss Truss Type Qty Ply WRMSCMBL A07 HIP CAT 1 1 A011 �711 Job Reference (optional) 0i e r 'erce, L .JYJYV. ueaiyn�Wd i uuss.wrrl nun: 8.210 s May 18 2018 Print: 8.2111 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:13 2018 Page 1 ID:Id_0OXyyT61Bi_TXo1jwHHzefvK-nrFf6FkMxpg847EGYegITYigB?al kmhXmykhxOyj36C 20-11-10 1 14- 7-59 11-1-10 18-0-12 19-11 23-3-2 30-0-11 38-0.0 94- 1 7-59 3.8-1 6-11-2 1-10.8 23-8 7-1-9 7-7-5 14- 1.0-6 5x6 = 5x6 11 6.00 FiT 19 18 — " 3x4 = 1.5x4 11 34x8 zzz 3x6 —_ 5x6 = 2x4 II .00 12 8x8 = 4x6 = Dead Load Defl. = 3/16 in 1.5x4 II 20-11-103-0.2 7-59 11-1-1011 7 10 18-0.12 19-11 21 -10 2 2 304-11 38-0-0 7-59 3-&1 0 0 6-52 1-10.8 0• 0 0- -0 7-1-9 7-7-5 1-M 1-9-8 Plate Offsets X Y — 3:0-3-0 0-3-0, 5:0-3-0,0-2-0 6:0-2-4,0-2-8 9:0-1-14 Edge], 12:04-4 0-3-8 , 1 6:0-5-12,0-4-4 , 19:0-3-0 0-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.44 11-12 >999 360 MT20 241/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.63 11-12 >724 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 231 lb FT'— 10% LUMBER - TOP CHORD 2x4 SP M 30 `Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` B2,B4: 2x4 SP No.3, B& 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-5 oc bracing. Except: 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 4-15, 6-14, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min. 0-1-12) 9 = 1485/0-7-10 (min. 0-1-11) Max Horz 2 = -159(LC 10) Max Uplift 2 = -359(LC 12) 9 = -362(LC 13) Max Grav 2 = 1491(LC 1) 9 = - 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2660/1610, 3-4=-2692/1716, 4-5=-1874/1275, 5-6=-1602/1239, 6-7=-3675/2318, 7-8=-3765/2150, 8-9=-4702/2755 BOT CHORD 2-19=-1246/2309, 4-16=-308/644, BOT CHORD 2-19=-1246/2309,4-16=-308/644, 15-16=-1218/2400,14-15=-615/1602, 7-12=-335/430, 11-12=-2356/4260, 9-11 =-2351/4244 WEBS 3-19=-381/301, 16-19=- 1155/227 1, 4-15=-971/733, 5-15=-263/545, 6-14=-1253/461, 8-12=-872/767, 8-11=0/276, 12-14=-794/2109, 6-12=-1707/3245 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=15ft; 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 at joint(s) 9 considers parallel to grain value using ANSI[TPl 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 359 lb uplift at joint 2 and 362 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 6e¢iry-fle!a luregNrreti!ntk'AI IDDE 0US58i iELLEy",t 6tPIRL 10NS8CDA:6IODS[DSTDMj EIrt]"ACCrgd',EDONFMi'Ia�TerAp desip paa9ders ooe re!dtsLsataSLuss 7es!p Drmiig{If�feed ttt Aelapl.leala8l,r.E.tr1!rratSlttt!?`re[s!. UelasttFer+ise tlel!C eotle iDD,w!p 91TO tM p'hsslthosedfitepe iDDlt heediL f!oLns Desyv6pne{I.!,Sp!un(fep¢a;.lt adntep1OO apesmsaa¢gtxaeltegPoi.'ssnedeu earUg r!gtaltln(`a;tlela?aeIltsrfeTn!sd!pte!l eeleTDDodp, rdn T?{d.itx{!gamslnpil6<-Ied:egla'unal.!tlnilmp Anthony.TI bD III, P.E. tlesedt sfassh!ag rsilfgis ik reslx!itileidhDna,11e D+ttts s-s,aittl eywl er lie kiltirg gesignr,at'zHd!tldlie lRC,ti!ISCudle brdta4rdodt¢dIi41. le tyg!nr dIt, TDOnlrip fide in iffiiq l.-d^rp t Tnss'W'd""W, but' ite ad InrsgisSL. iliA!te!F'11 :l:tpd yµQ083 ' INl fag Bes gs!erd Qa:TfA.Jul ¢i,sSowat,TODWli,palosml pideMsetle Udki UapaM Seery tra.em.;s0¢pt6s 4 TM oee S111 rtere4-11.ge-1pit.. T7l 9u*e!1!nspt^AUr'S WeM e,lbbst Destpurhis, 5 pEepn iad TossNasde't!er,¢:ess 44$1 St.80083 cl Blvd. el!n6ddie!ilpeCoU•etlogit!9 ega inenficg tpolgM;a laduL lheTtrss Des.gc Eapeuris rCU.a la dsgO!sfgteg uTn!ssps4a Esj aat®y ttUti:y. Alleq Js.I k;nnremdetAed laiPLl, Fort Pier[ei 34946 (opyrightOTDI6AA Roof Tiosses- Anthony 1.TomhoIII, P.E. Reproduction of ibis document, in any fork is prohibited without [be wtiffea permission hom A-1 Roof Trusses -AnhonyI.Tombn111,P.E. Job Truss Truss Type Qty Ply '' A0117712 WRMSCMB� A08 HIP CAT 1 1 Job Reference (optional) A-1 KooT I russ�Cs, r-on rierce, FL 34946, design@a1 truss.cwm 1 M 18 2018 P ' t• 8 210 M 18 2018 MiTek Industries Inc Wed Aug9 08•24.14 2018 Page 1 I jj r1-4-0 7-5-10 11- 1-4- 6. it 1 �tt 0 Run. 8.2 0 s ay nn . . s ay g ID:Id_0OXyyT61Bi_TXoljwHHzefvK-F1 p1Jbl?i7o?iHpS5MB_?mErtPul TBUg?cUFTgyj36F 23-3-2 1-10 r 16-0-12 : 20-11-10 21-11r4 : 30-4-11 : 38-0-0 B-0 s 4-11-2 � 0.11- 0 7-1-9 7-7-5 s1.4.0 1-3-14 00 F,2 5x6 = 5x8 113x4 I I Dead Load Defl. = 114 in 18 17 � , „ 3x6 = 5x6 = 2x4 11 1.5x4 11 3.00 12 4x8 Zz 7x8 = t 7x83 = 2.i A312 11-11 1011r7r10 16-0-12 20-11-10 21�2-10 23r3-2 30-4-11 1 38-0-0 7-5-10 3-8-0 0�-0 4-5-2 4-10-14 0- 0-3-0 7-1-9 7 r, ' 0-8-10 LOADING (ps' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 2010 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.59 14-15 >778 360 TCDL 7 0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.87 14-15 >527 240 BCLL 0°0 * Rep Stress Incr YES WB 0.99 Horz(CT) 0.48 9 n/a n/a BCDL 10b Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD j 2x4 SP M 30 *Except* l+ T3: 2x4 SP No.2 BOT CHORE 12x4 SP M 30 *Except* B1: 2x4 SP No.2, B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W8: 2x4 SP M 30, W7: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SPI No.3 BRACING TOP CHOR Structural wood sheathing directly applied or 2-8-6 oc purlins. BOT CHORDI Rigid ceiling directly applied or 4-8-13 oc bracing. Except: 10-0-0 oc bracing: 15-17 WEBS 1 Row at mi apt 5-14 2 Rows at 1/3 pts 6-14 MiTek reco�' ds that Stabilizers and required cross bracig be installed during truss erection, in accordance4 with Stabilizer Installation guide. REACTIONS! (lb/size) 2 = 1491/0-7-10 (min.0-1-12) 9 = i 1485/0-7-10 (min. 0-1-11) Max Horz 2 = -142(LC 10) Max Uplift 2 = -346(LC 12) 9 = -349(LC 13) Max Grav 2 = 1491(LC 1) 9 = 1485(LC 1) FORCES. (I ) Max. Comp.fMax. when shown.. Il Ten. - All forces 250 (lb) or less except TOP CHORD 2-3=-2663/1P93,3-4=-2601/1635, 4-5=-2622/1781, 5-6=-1806/1285, 6-7=-3592/2�34, 7-8=-3752/2105, BOT CHORD 2-18=-1233/2313,4-15=-184/264, BOT CHORD 2-18=-1233/2313, 4-15=-184/264, 15-29=-749/1758, 29-30=-749/1758, 14-30=-749/1758, 12-13=-374/0, 7-12=-236/392,11-12=-2324/4260, 9-11=-2320/4249 WEBS 3-18=-288/236, 15-18=-1067/2259, 5-15=-637/975, 5-14=-93/253, 6-14=-3626/1636, 8-12=-879/777, 8-11=0/281, 6-12=-2623/5232, 12-14=-1663/4257 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=15ft; 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, with BCDL = 10.Opsf. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/fPI 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 346 lb uplift at joint 2 and 349 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 ANSl/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: 227 lb FT = 10% ilVmiq•tles:e Hsnridro!i!at}e'SITJOEB§'SSrS('A((f[16�'rL'rElY58(01C10055f9R7Rj 4t17j.'.'.[MA7rLwNEXi Isrz TerAp d!slprye4!Irrs sad rr eNaspYa;LessOncs hr iy{R4j ui lh AsiserT. Tese>04r.T IdYeasfM!ts3re es!. Odess at -ill tl", "IpDO.sey 'IWall osrworfl lessldito lot Ill k 13D to to uId. As aTrns Dull, fgistss;i.e,Srrldlp Bsau!rli,its sat eeor TI)Myserts ee ro;laesdf6sprd!snseden'es!rog aipnsilll0(3!lee d!s:cn ct ltes peTnss isp'd!d snAe IDDodp, ider ipFl.tki!si7s msmpru!s.url�e; ordnos. sduhlry Anthony T. Tombo Ill, P.E. or sToss4!sep 1d1611 is lit restnsiliDhdskOn:r.tkt 0—s Nwh,de;sdrlee Fe e,@Nitx!,ltk mustdtieIr,*it,xdlit W1.4aq ole.1151-1.l!gpmddl&IDD and n. field ssedPoe Toss.lods0g t�dii�.rtole,inhllstise ud tres lsSilitt ev rest©c0�(gd 80083 ' Iks QeXeD V�(l9:er,4!.FDK:TS!eiFd i6ltelDD ndl'apo0ios©Ijr1i!III!{die:Irlllr(t2p�ttl Si}dp(!'le[Aq IrC�'pAI15tE15p p71 csd SEfA m:ely tW%gxrsl ailms!. iP�l EeSns�!rtsp!n159:oe{o9Er:sdt!7:ns Detipen,t:essBn.>ys6geeralTnss MJide^P!r,tt:!SS I I.W. 1po bA'eds esleto I. w0ir 1 dl on.n is+9o1 Tit Toss CsslxE se: sCt lSe lx da „s aer,ul+ss l}t!a !err©p sailY ulr TKO s'as wens ddAdhmL 4451 PieSt.rce, , FL 3494 • I P I r r ;3� ; l; D" ;q 61 - ;( ��- ' � • Fort Pierce, FL 34946 CoptrighlCQ2016A-Itoolhusses-AmhonyT.TomhoIll, P.l. Reprodudiors ofthis donnonent, in Gny bass, is prohibited withcut the written permission fions A-1 goof Trusses - Anthonyl. Tomb Ill, P.I. Job Truss Truss Type Qty Ply WRMSCMBL A09 GABLE 1 1 A0117713 Y Job Reference (optional) MUSS—.. r Run. 6.2 1 u 5 May n120 t a Print: 8.21 u s May 18 2U18 Mil ek Industries, Inc. Wed Aug 29 08:24:15 2018 Page 1 I D:ld_OOXyyT61Bi_TXo1 jwHHzefvK-jENPXxIdTQwsJROef3iDYznOMiFjCnipDGDo?Hyj36E. 11-1-10 1 7-5-9 10-7-10 14-0-12 19-0-0 0-11-1 23-11-4 30-6-5 38-0-0 9-0- -4- 7-5.9 3-2-1 0-6-02-11-2 4-111 -11-1 2-11-10 6-7-1 7-5-11 4-4 5x6 = 5x10 MT20HS-- 3x4 = 4x4 = 8x8 = 3x8 = 19 16 15 12 3x6 = 2x4 II 4x6 = 3x6 =1.5114 ;I 3x6 = 5x6 = 1.5x4 II 1.5x4 II 23-3-14 11-1-104-0.12 11�g II 7-5-9 10-7-1011710 20-11.10 2 2 11� 30-6.5 38-0-0 7-5-9 3-2-1 01612-5-2 6-10-14 0• 0-7-6 6-7: 7-5.11 0-&0 0-3-8 Plate Offsets (X,Y)— [3:0-3-0,0-3-01, [5:0-3=0 0-2-01 [8:0-3-00-3-0][13:0-2-• LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 7.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 Rep Stress Incr YES WB 0.41 BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B5,B2: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 or, bracing. Except 4-7-0 oc bracing: 7-13 10-0-0 oc bracing: 21-23 WEBS 1 Row at midpt 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-11-10 except (jt=length) 2=0-7-10. (lb) - Max Horz 2=-126(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-243(LC 12), 13=-626(LC 12), 11=-156(LC 13), 9=-134(LC 13), 14=-133(LC 23), 14=-107(LC 1) Max Grav All reactions 250 lb or less at joint(s) except 2=886(LC 23), 13=1565(LC 1), 11=428(LC 24), 9=324(LC 24), 14=719(LC 18), 9=302(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1339/869, 3-4=-1124/847, 4-5=-744/645, 5-6=-631 /632, 6-7=0/305, 7-8=-14/353 BOT CHORD 2-24=-W4/1130, 20-21=-384/954, 20-31=-68/303, 31-32=-68/303, 18=32=-68/303, 16A 8==68/303, 15-16=-68/303, 13-1 5=-1 043/819, rn M o 7 iq �s� ; DEFL. in (loc) I/defl Ud PLATES Vert(LL)-0.1218-20 >999 360 MT20 Vert(CT)-0.1718-20 >999 240 MT20HS Horz(CT) 0.01 13 n/a n/a BOT CHORD 2-24=-574/1130, 20-21=-384/954, 20-31=-68/303, 31-32=-68/303, 18-32=-68/303, 16-18=-68/303, 15-16=-68/303, 13-15=-1043/819, 7-15=-391 /239, 4-21=-307/469 WEBS 21-24=-538/1086, 3-21=-276/315, 4-20=-519/417, 6-20=-230/569, 8-11=-237/276, 14-16=-285/0, 8-13=-288/307,6-15=-944/576 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=15ft; Cat- II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteri6r(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) 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 MT20 plates 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, with BCDL = 10;Opsf- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstariding.243 lb uplift at joint 2, 626 lb uplift at joint 13, 156 lb uplift at joint 11, 134lb upliftfatjoint 9, 133 lb uplift at joint 14 and 134 lb uplift at joint 9. Weight: 219 lb 10) This truss is designed for a creep ft which is used to calculate the Vert(CT) ANSI/TPI 1. The building designer sha parameter fits with the intended use of component. LOAD CASE(S) Standard 90 43 = 10% or of 1.50, flection per erify, that this Vol' I-P.tos,ftvM U14. At *A I KOF113SES;Saul, ciit. inx t or!2Xuso0;!lt!EI'; 4ICs7NSiD'oY;ST sa 1.6lnippmem:Eta leaf"Its !04?,I'sDIVph'6-igfp(-MA!e1UIT.Tt91erlt,T,tdti!0!SSeel kieuxtCt!t!soNSe!xiu U['e6 aatCeT;O, sea. ANICaando thlts'NU1, t dtah lh; h leidid lse tvstdas. Ts3iatn(e Sknikt/3 n7ht I'd Itmy rUnxesms m mntlhteslh t'eItI mti tn3:a u:gms=ms,', tyhr a.0p$1151 oSt! Tmsdgi;!eecsel 9sel.,velx 141, 1 aMira-1-.o -it, m:"iu;.,sMtilr t�J�thOd T. T Ito l[I P.E. a:t dies Tntt ltt.1 l 4nf ! nitulfea'a..Je dite g+w h'0steisPAI rtfi3td nAr6g' gDtt�, A II'meir o rn itt he V!At Intl ld!1 p ttdlh1.11!6tmsl0-!1:8ni eajfiell wol At Trtn, sadbj wilui. nnett.a;ctcae aslkuia3siol It P! na}rasiidatd Y A 800$3 , ' nt kilfnj Msipn ai Gnhaar. IOadn aiMoS!P'"me;aynexn mf gt:m.:esa'htLr'.ftigComss+lnSchif MM'Gd:m{YS.'jT'al".dStl S.TB ui Shl«e;afnes:d:`u;ln;dlmfcte. le41lt!an 6e n;patvS,Gn awfdes al5ti:a?tCr;gvw;itetaClu3a iynesr safimsdtwfadeer,a�sss seenist deiiaef lrs(aaktda eei ie rl iir k aS` is rt!alita. tli Lesl gdi Ee;.a!l�is S4i Gt talfh Oat ne.!ns Snlem Ea awdsn, Eelrt 2_tt a,lad L;ai at ss dsyuef is 101. 4451 St. 4Ucle Blvd. P re� 3 T t�l §° s, 3^, • '" r' §- t Fort Pierce, FL 34946 .(opyrightw'10i(rA-1 Raul ltesses-Anthony 1.Tomheill.R.E. Rep,quAlon of 1his domment, in any form, is pohibited without the w6thea Fenmissioa ham A-1 Real, trusses Anthony LTomhnIII, P.F. I r Job Truss Truss Type Qty Ply A0117714 WRMSCMB A10. HIP 1 1 Job Reference (optional) A-1 Roof l ron: rlerce, rL ava4o, 0e519F1(W iuuss.wru 0 7-1-10 12-6-12 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:16 2018 Page 1 I D:Id_OOXyyT61Bi—TXoljwHHzefvK-BQxnkHmFEk2jxbzrDmDS5BJBICbFxBJzSwzLYjyj36D 17-11 4 18 -2 23-3-13 25__4 30-10 6 38-0-0 9 4- 5 4-9 0- -14 5-3-11 2-1-7 5 5 1 7-1-10 1� 5x6 = 3x4 = 4 5 T 1.5x4 II 5x6 = 6 7 6.00 V2 3x4 i 3 4 W6 � m I pi 2 0 11 16 15 14 23 13 12 24 25 1.5x4 II 3x8 = 3x6 = 6x8 = 3x6 = 3x6 = 7-1-10 12--12 23-3-13 25-5-4 30-11 III -56-1 7-1-10 5_ 10-9-1 2-1-7 5-5-1 Plate Offsets Y)— [4.0-3-0 0-2-0] [7:0-3-0 0-2-01 lI(X LOADING(P4) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.32 13-15 >881 360 TCDL 71.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.45 13-15 >620 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH LUMBER- l I TOP CHORD' 2x4 SP No.2 Dead Load Defl. =118 in 1.5x4 II 8 rn 1 1r !m NVI 9 10fv 11 0 3x4 = 3x6 = 38-M _I 7-1-10 .PLATES GRIP MT20 244/190 Weight: 205 Ib FT =10% BOT CHOR ,, 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 3-15=-536/507, 5-15=-327/617, BRACING- 5-13=-1033/721, 7-13=-678/779, TOP CHOR I 7-11=-1217/730, 8-11=-391/527 Structural wood sheathing directly applied or 4-8-12 oc pudins. NOTES - BOT CHOR 1) Unbalanced roof live loads have been considered Rigid ceiling directly applied or 6-0-0 oc bracing. for this design. WEBS 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) 1 Row at mi pt 5-13, 7-11 Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; e-0 mends that Stabilizers and required Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) aci IaEccordance!vvith 1g be installed during truss erection, in and C-C Exterior(2) zone; cantilever left and right Stabilizer Installation guide. exposed; porch right exposed;C-C for members and forces 8r MWFRS for reactions shown; Lumber REACTIONS. (lb/size) DOL=1.60 plate grip DOL=1.60 2 = 768/0-7-10 (min. 0-1-8) 3) Provide adequate drainage to prevent water 13 = 1846/0-7-10 (min. 0-2-3) ponding. 9 = 348/0-7-10 (min. 0-1-8) 4) This truss has been designed for a 10.0 psf bottom Max Horz I chord live load nonconcurrent with any other live 2 = -114(LC 10) loads. Max Uplift I 5) ` This truss has been designed for a live load of 2 = -216(LC 12) 20.Opsf on the bottom chord in all areas where a 13 = -563(LC 9) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 9 = -244(LC 8) bottom chord and any other members, with BCDL = Max Grav 10.Opsf. 2 = 799(LC 23) 6) Provide mechanical connection (by others) of truss 13 = 1846(LC 1) to bearing plate capable of withstanding 216 lb uplift at 9 = 406(LC 24) joint 2, 563 lb uplift at joint 13 and 244 lb uplift at joint 9. FORCES. (1 7) This truss is designed for a creep factor of 1.50, Max. Comp Max. Ten. - All forces 250 (lb) or less except which is used to calculate the Vert(CT) deflection per when shown ANSI/•TPI 1. The building designer shall verify that this TOP CHORD parameter fits with the intended use of this 2-3=-1159/�91, 3-4=-669/356, component. 4-5=-527/380, 5-6=-305/593, 6-7=-305/593, 7-8=-316/755, 8-9=-284/502 LOAD CASE(S) BOT CHORE Standard 2-16=-338/976, 15-16=-338/976, 14-15=-25/307,14-23=-25/307, 13-23=-25/307, 12-13=-378/524, 12-24=-378{524,24-25=-378/524, i 11-25=-378�524, 9-11=-287/209 WEBS 3-15=-536/5I i 7, 5-15=-327/617, Zr!dq.tlrrsethrnpHrreriroth'p 1150 nU5SE5i'Si11EPi 6E01111W58ls11ur1.TtshN,tiId­ Mir rk—tot nAtWAtTDOnj 'r klTekur!e!Inp�e!n s5dit:ase(6r ttxldglax!dll. ssrinm Urslp hpl� (il,4e:hV(hnurr;.t5!s:d rr rrylDD repres!ns re rrrgta:edllgraL•ulud eep:erenrp myutiliUy`a[ISe lssimAlee s+r!Tnss L•p4n!1«t1e lgD ad(,aa(ul&t,ite dslpa nrr,p!urs. irel:epmdimrs.nudury Anthony T. Tembo 111, P.E. r;d rse d! sl'ra hnaS tnldire is lle rtspssililihdH,eOn=.etle0ruisaam.aKr,Wo!13e 1uliisp pesifcer,a@z snh+ldsa!IS(,n!.S; udsle bed tsiz;;ed!x3(E:L ih qS+ard dth TOD.1 ghdiw dtiiNss, ud!Cq k AA st: p. isshlkt, red Enni3 slab h lz mst. si Err,d « 80083 Itel^is77es5!sr4(cs-aesuilluksse7w:sCxlUDaallarp�isesalpui9esd!IstnlGq(oe{ca:mSderylfi,ruiw;6(S11p!Hisfelapl7lydSllArerdsxelksp<urat�:lne>_IYlkiees3::r.Etusd:nesradetsY:l:1!rssD!seer.l!ssdd}�6p»ernllrtsswamr:�u,a�a:s 4451St. Lucie Blvd. rU i.1dirrelpabd;NrpmdrperitwsinglJdlpass&sd!ei llelnss4rslaEapasisACiFx1a`d�pcssiparr,rrTnss5ls�aFapuxrdrJp9ail5ap. rJleq�da!Jk;osrreosddANmlpIL Fort Pierce, FL 3494E (opyrigh1C47p16A-1Roof Trusses -AnlhonyT.TomhoIII, P.I. Reprodudionofthisdommem,inanyform,ispmhibiiedwbhoutThewrittenpermissionfromA-I Roof Trusses -AnthonyT.TomboIII, P.E. Job Truss Truss Type (1ty Ply WRMSCMBL A11GE HIP SUPPORTED GABLE 1 1 A0117715 Job Reference (optional) ....., — r tct , I .rta , ucaiynitua t u uo,— t A-4-0 11-0-12 6.00 F12 6 j ST3 3 g ' sIT2 if I 1 2 5T1 nut s. o.t s u 5 sway i o GU r 0 rnnl: a.L r U 5 May 10 LU 10 MI I eK InausSnes, inc. 1Ne0 AU! ID:ld_OOXyyT61 Bi_TXoljwHHzefvK-gcVAydnt?2AZZIXI nUk 26-11-4 32-2-8 38-0-( 15-10-8 5-3 4 5-9-8 5x6 = 5x6 = 7 8 9 10 11 12 13 14 3x6 = 6x6 '= 18 31 30 29 28 27 26 25 24 23 22 21 20 19 3x4 — 3x6 = 3x6 '- 15 29 08:24:17 2018 Page 1 dOsMvc1 jgfl6haiv49yj36C 9-4- 1-4 Dead Load Defi. =118 in Cis 6 to 16 1 v7i� 0 24-9-8 2-1-12 11-0-12 I Plate Offsets X Y :0-3-0 0-2-0 14:0-3-0,0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.47 16-18 >378 360 MT20 2411190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.36 16-18 >492 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 19 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 232lb FTi= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 18-19 8-2-9 oc bracing: 16-18. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-8-0 except (jt=length) 16=0-7-10. (lb) - Max Horz 2=-102(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 30, 31 except 19=-297(LC 9), 16=-220(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 30, 31 except 19=678(LC 24), 16=597(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-285/165, 14-15=-344/548, 15-16=-670/818 BOT CHORD 2-31=-139/357, 30-31=-139/357, 29-30=-139/357, 28-29=-139/357, 27-28=-139/357; 26-27=-137/355, 25-26=-137/355, 24-25=-137/355, 23-24=-137/355, 22723=-137/355, 21-22=-137/355, 20-21=-137/355, 19-20=-137/355, 16-18=-615/558 WEBS 14-19=-5139/812, 14-18=-676/471, WEBS 14-19=-589/812, 14-18=-676/471, 15-18=-362/527 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=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load 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 100 lb uplift at joint(s) 2, 21, 22, 23, 25, 26, 27, 28, 29, 30, 31 except (jt=lb) 19=297, 16=220. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSVTPI 1. The building designer shall verify that this parameter fits with the, intended use of this component. LOAD CASES) Standard I t#'tie^s}•NroterttiuyllrniltMt»:'A?lGCriIUSSESFSFtL'S".SS£IAt lli3!Si(CNDi117MS.CS1pMr1U!EI"l:Ki5i11ED-ek4T4ro.role!2es`¢a}stsentstri setieeses itt is trnsUesye C•exit3^CQitalMes:itepT. Ftalt Ill.P.:. lee tat:SAteshlert M. !'.t'esa!u±.ist cYrixatttlUD, �el� J kliffiamaplaits set!ISeneittr:st lU9hheceil Astlnss 7tsmEt}evr[e.Slmr.}is}tni<He sedurEyT Dnrns�snrJtetse¢a3,t rstes;.tta tt}atni}nsrtasskih6s �t tipdtit sit}h Utss rgi�^edta3t1:9ve!!,te4x lr31. lit ruin nsts uti"op rtamns: tak„w5h Anthony T. Spmbo 111, P.E. tuts Albs 7nisLrtep G, a}e;'!�rtsptts"ttrlie Cr4e, sit il*a+'t mhilergNn„s3=:h}Ces.utat:tCtc t-ttt UL Welt: adt4lntlttdru}uisatrifld. Lt ryPttAultl:Utd tq fiddnrA&tims,m,c+*.}uetl }. ssxryr ..A'n aJS:vst}t4t0 St at;esrttsitd-yd „80083 nskiltitrMsi}tvniuehMtr.AllznesiAMaa.lUEtkrrecusvlgs�crxssdMtx's:tp[asttttnSehtZMtrxna{i,irsrs51s5e/k.'AtNSKMat:Avetnrktur:AStilat RS7!>•7:then.7ttvlit°nmi9>tintl7tt.KsCts:S:v,.msCnipryiceandTnstWcetts'Av,wltss 4451 St, Lucie Blvd. ett«FBt it!�tr Sretwhtdtvtti gait r!si'!gkptip�lrts h!aLd. lit Toss Unf}tbity?it SCl lit VIT&I Utsipcv. Tom Witt Et}iht,•ettn Edltoj Al upilAnf Ives vt as filini itTKI. For` Pierce, FL 34946 Copytig6tC2016A-1loutItusses-Artbny1.Tomba111,P.E. Atpsedacionoltbisdnmmtm;inanyform,aBobibittdwt@oulthewriltonpermissionfromA-ItaafTiosses-AnifonyT.ToobaIII,P.T. i A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:17 2018 Page 1 ID:Id_0OXyyT61Bi_TXol jwHHzefvK-gcVAydnt?2AZZIXI nUkhdOsPEexxgkM6haiv49yj36C -1 4-0 , 5-2-9 9-8-0 14-1-7 19-3-4 i 1-4-0 5-2-9 4-5-7 4-5-7 5-1-13 4x4 = Dead Load DeFl. = 1/16 in ` 6.00 12 1.5x4 3 4 1.5x4 i 5 � n 2 1 6 rn 7 4x4 = 5x8 = 4x4 = Job I Truss Truss Type Qty Ply A0117716 WRMSCMBL B03 Common 2 1 • Jab Reference optional) I LOADING (I TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHOR BOT CHOR WEBS BRACING - TOP CHOR Structural w purlins. BOT CHOR Rigid ceiling cross 6 = 2 = Max Horz 2 = Max Uplift 6 = 2 = Max Grav 6 = 2 = FORCES. Max. Coml when shov TOP CHOI 2-3=-11831 4-5=-898/5 BOT CHOI 2-7=-617/1 WEBS NOTES- 1) Unbalan� this design. j 9-8-0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 7-13 >999 360 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.22 7-13 >999 240 ` Rep Stress Incr YES WB 0.21 Horz(CT) 0.02 6 n/a n/a Code FBC2017/TPI2014 Matlix-MSH � 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 �d sheathing directly applied or 5-0-4 oc ectly applied or 7-4-3 oc bracing. lends that Stabilizers and required be installed during truss erection, in (lb/size) 1 710/0-6-14 (min.0-1-8) 791/0-7-10 (min.0-1-8) 96(LC 12) I-169(LC 13) -205(LC 12) ' 710(LC 1) 791(LC 1) Ten. -All forces 250 (lb) or less except 3-4=-898/595, 5-6=-1184l797 6-7=-623/1037 5-7=-346/390, roof live loads have been considered for 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;end vertical left exposed;C-C for members and forces 8: MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 6=169, 2=205. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI(fPl 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: 85 lb FT = 10% ZE� Rxtiq • riee:et6u,gH!relit!! Ik �41IOGF fiL'ii�S(S(Ila'I6(R�lL IE111S a (erriIIC1SC7519M.{ i61]?!(XICS'�uYEAI' Ina ru%( 9!5prnmdns calms nl?e a.tiiti::ss Pe:a hnur{ILv^; ed IM Artlwfl.I,nDe4!, I.E tddese }!M 4sart ns. Uels: sthr+iu °dd:eM1eND,wj q�re9onemrr�PxssSall:^.rselte!B�1)D lau!oH1. Aeei:ne De:iq:6pxn{(s,Syet°Hr Fclu;t;,tl: sisal eo eerlDO!er,en°: ee u¢-!re:e 0l6e palnsUcd erg!ee!nee!esPeesOildy`o:tSe ln:paet ttes�eTrns kg�aalmrle lUD adr, paler U`41. IDx dtSpn!mNin<.le:teg<ntinnLs:Nl:iry Anthony T. TOInhO lIi, P.E. rl ese!t!!Itin4: nr r�ll:e is lk!espy!dilAydke9»eet(e0.ais.,+a�de,¢9.Ike rill yeesir:xr,otk°!!:»eifal8(,�a':: aad Ne be�ka(zluh a9l7N. ile �In!e dISe IDD eJ n: Hall nedtlerra:s.u.b5u k�lL�. tKeere,i:stalletiet uekvti3 s4ill4e ea neµntik::hd w80083 IN tz!'fe;7:s��:r4 Q4-eCa:.F.In!n WWI sit, iW°ila puAiees®lp.il9nnetll:kitig(oya¢nSet!rylramHin;tCr!pH:steID 41(T oai Sr(fmrdv:xelh!lecmlalaeilbl h5nt3::asµn:hJ�fiesaldtstfal!n!Den7en,1!tssImp Fnpunm!(°;s Mauhk!v, nest 4451 St. Lurie Blvd. e'(emse letie!lryo Gt�c°:ged ayn to weitiylr:llrartn e!:+.ni iaeinss Cwpf>j!eene7Cl.era:ls3�e,iper,nl�ss Sys:!a Eyie:cre':arb!ilL�gle�:da:d z•�s nemd�el laRl 1. Fort Pierce, FL 34946 �.(apyrighlCS14p16A-Irteattmsses-AmkeayT.Tom6oIII, P.f.P.epmduni°aollhisdorumenyinany lorm,ispr°hihitedwincculThe written parmissianfrom A-IRwlUurres-An✓hnnyT.Tomb III, P.E. Job Truss Truss Type Qty Ply WRMSCMBL B04GE Common Supported Gable 1 1 A0117717 fT A1R F Job Reference (optional) 0o russes, or Pierce, FL 34946, design@a Itruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:18 2018 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-8p2Y9zoVmLJQAv6DKBGwAcPe5OTj IEBGWESScbyj36B, 1 4-0 9-8-0 19-4-0 20-8-0 ll 1--0 9-8-0 9-M 1-4-0 4x4 = M Iv O zz zl zu 19 18 17 16 15 14 °x" — 3x4 = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRiI? TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 13 n/r 90 MT20 2441�190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 13 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.01 13 n/r 120 Weight: 101 lb FT = 10% 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 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. All bearings 19-4-0. (lb) - Max Horz 2= 90(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 19, 21, 22, 17, 16, 15, 14, 12 except 20=-103(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 18, 19, 20, 21, 22, 17, 16, 15, 14, 12 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industy Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are.1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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-M 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 1,00 lb uplift at joint(s) 2, 19, 21, 22, 17, 16, 15, 14, 12 except (jt=lb) 20=103. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) 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 �ercag•('eeu Ganaysii rldt. Ge'r' COMOSSHilsilFlr E{:ISIIEUAitiCKO!@Rf[OSfBN;tN.'U",R[[FSiFtE05Vi4T[2Fa. TtIdYl44�s,dr3e9!'EtSklttilattFS Ft 11tSTla!fUtg114[*e-s�¢r,i[�bit!t!bldy`;k>t(T.Ta9fi lle.r[. p4YMt!Sled pebre as! tdess o'iw:ist sMN!nielvU, aelY I{ plhttave[tppid:sshtle sedfxn:ICtsh'ciA i3e1 ats N. Eyatx(le.Spero'.yEayi�xp.H2ped!eaytE�JiFghctss®xttpta¢c!alhgntnser: saym!et�tnptasu`:lrfit!5!d=.sged�!sitgletm:t!!ptu^!!wR!1:O adr,ndxfttl.2iesf,�duaY:su :ca3ag st5x+, srk5!Pn. Anthony. TOrpICO lt' P.E. !t:drattis3tassla Bas!- 'fire it.+dlnC+a�,s!tthasisMy!u! tetart!rr3 ka• hrsttaeteritsll !t!2{!rduelnFliaOi. raretlrni.Te!aypaadAtz!POutc heilr;eAtllTrtssotr}a baflu.sm eu _!tivadbnn sse0leP!tepasu0'(d Y , » 86083 t Ael.dtup Pesiyxrl[Frhukr. Sd safes iersafoS.T uaeldtprce�iet ulr;f, zssdtst.(nagxetl Sdttt ld¢isfia(fOpie--tlti ty:NetlSt(A!tt rdveettl,Y. ptst:dpailmte. TtEilt!ms6err;passiiiC';nn!lMn 9tpil TefiS.Ei�BaxilriitlS�p![rgietx aN re35 ttMdaL#lt.ttt)!ef 4451 St. Lucie Blvd. rlltr htddutd he[!ahu;l ryatel (oPYrt bt02016A-1RoofTruagsxs,eisa.-Ar:'irytbkogo aiLrafteiRmbhenllllt,lP. iEy Ttnou Poedsui¢rliEovyn!uolsrtbisis50dioTrautm{eeOndtm,pinOeosnip!oit6m6m!T,tpisxI prohibited itYwaileht oaun,iEthe ldwegr.NLte: ampermission :hGuensAl.e1ficRoof lIPrNal. ses - Aflibany T.Torok (11,P.t. Fori Pieree)FL 34946 Job Truss Truss Type Qty Ply A0117718 WRMSCMB11L C01SGE Common Structural Gable 1 1 Job Reference (optional) Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:18 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-8p2Y9zoVmLJQAv6DKBGwAcPboOR2PDrGwESScbyj36B 1 4-0 4-0-0 8-0-0 9� 0 4-0-0 4-0-0 1-0 I 1 4x4 = 3 2x4 = 2x4 = LOADING(psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL Oii.0 Rep Stress Incr YES BCDL 10 0 Code FBC2017/TP12014 11 LUMBER - TOP CHOR I�' 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS , 2x4 SP No.3 BRACING - TOP CHOR , Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD{ Rigid ceiling directly applied or 8-6-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in REACTIONS! (lb/size) 2 = 371/14-0 (min. 0-1-8) 4 = J 371/1-4-0 (min. 0-1-8) Max Horz 2 = 44(LC 10) Max Uplift 2 =-151(LC 9) 4 = ,{-151(LC 8) Max Grav 2 = 371(LC 1) 4 = I 371(LC 1) FORCES. (lb) Max. Comp.)Max. Ten. - All forces 250 (lb) or less except when showri TOP CHORD 2-3=-369/660, 3-4=-369/662 BOT CHORD 2-6=441/286, 4-6=-441/289 WEBS 11 3-6=-356/180 NOTES- 1) Unbalanced roof live loads have been considered for this design. j 2) Wind: AS1, 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ex%erior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces * MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 M �o 4-0-0 8-0-0 I 4-0-0 4-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.32 Vert(LL) 0.03 6-16 >999 360 MT20 244/190 BC 0.22 Vert(CT) 0.02 6-16 >999 240 WB 0.07 Horz(CT) -0.00 4 n/a n/a Matrix -MP Weight: 35 lb FT = 10% 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) Gable studs spaced at 2-0-0 oc. 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 100 lb uplift at joint(s) except at --lb) 2=151, 4=151. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIJTPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard ffiatwy P»it laate7ih IUfta Ht'!T I[7f TIUSSESr$�i;r;.:zlfUl T:UiS t dClgiiglS.dSiitlftNEl jS.UOitl[0eYd4P faro tad; AvP?i,tatrtr, eva rnd uas K Ns rent cop 4$01 T.6aN 11 U. tduea!SS1ttSdarrxu. g�e!ie5aris! sMedw5i1;9, ng IYlit'l tpiP(slejldlES SlLI1E FIPE!a E! le_It6t.LGiA )StIR31Ref.pE]g:FE[r(It. SILfA'jS)9!a1,MSE¢r5(T.DEEtf�:i]ii:(Lt7iEUC�GES'iftli�Pe#f5�y'L9ait�EES�;3 ��1!Ia IbSG3UtEtIEEt Sfltlt Ti01E da1.^.td0A Y6eT:�tEI(, $Ca IIFI, ISE,F251§F LSSFF3AS :F)161:.,Qfi: ?F:EC'�ih Anthony T. Tombo 111, P.E. Fd.itid PJsiras lis er ln3agaK rtsdfi :x dAt N"LNO•w's snkrritd getl eritS,s! grh!ip"F6r«str.C4,1411U,lltadtk 1.0miti;166.1I.N.t.lit iipntlett IN it Fs fidi.ltt!deTnst; iutroagi:idlar sh?nLmkh§* Fe16!au7 sid it ti!180083 ' n31 Lucit S �rVlr:GgxatidT6Fnai4(.. Inta"W.!gINllh drtft¢mots.1I: I*S0RfkA6J(Vjwostit!1:IE1&a':Ai(I:$iJ�=f.MdfiiFIFISGIOtrt:Nta! fiegf.Fl(si(Ehf. I'!!d?!q?SGt!FiiMi�ll`E?GII,11tlFIEI!r,3tiQifmE;:ENlCUJ13!LIVEFf3fdiM55N]tP!FG Ft,EiESS [TQSS SLUEI� Blvd. deEn�,tdduti eF,r(ndi;l tpnfgFiF.t Ey si fates b!tI!Ld. iet hw ksigt lis�l 4e31 lit ldUiFd V'sita,f, Otis sphoEaMaAl Fd 106.1. E egihhal LaE ato Mni is W. Fort Pierce, 34946 1-Upytight� 1016A-1goal Trusses -Antbanyl,lombe111,P.E. RepEaduhioaofINS domment,inany farm, ispsobibitedwi4outthe wEtienpesmissionfrom A.1Roalliusses AnthonyLTomboIII, P.E. Job Truss Truss Type Qty, Ply WRMSCMBL CJ1 Corner Jack 6 1 A011 Y719 Job Reference (optional) r.00 uuaaca, ruse rrostx, rL .reavo, uestgnA(Va Au n Run: 8.21u s May 1a 201a Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:19 2018 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-c?cwMJp7XfRHo2hPuvn9ipxplQi I8g9P8uBO82yj36A. -14-0 0-11-11 1-4-0 0-11-11 0-11-11 LOADING(psf) SPACING- 2-0-0 CS1. 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 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purtins. 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 = 166/0-7-10 (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=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/rPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 0 0 0 an 0 PLATES GRIP MT20 244/1 Weight: 6 lb FT'--, 10% I s!dag•nnsenmWgelgrerhwtnaIroDEnsss{' UErIGcrss(EwssteEtsTiees(gsmn{ ni';IugDa[asuEMTmr�TerM7esipFume!'"Msv4mIrs.VIisLussDesk7uiD{fEdaikrArtlufT,lsxaani,LE.IarseSimi ti'veesaVilesscRe+ise seimHrTDD, g p;Te;!unmrgrcesiiiliE�red hs tEe TDDb6e rrld. AsnLrts DWI. hgeex{Il.SgeG.01 kemr:.d:tslre aYIDD repumtsrtn¢r—arM Esal:sslnd eeg'er!mg resgusODaf'or III hs!iptiIN s:geTi!s dgigslu Ike say.�eerl?0.IMdEvgnn!mpirn. UFsapaelmx;. onal iry Anthony T. T I6o III, P.E. .disedr s(msTs,.11.11.q is tfe mslutUdy fND+u,.Waosissl!xed egeies its Whi Desiper, Ii emaid ON lt(,ri KstitehsdWen mle and Rol.Tle ggmrdeuielDDasgnph6i next(1eTWss. ®dr6g lal .se:vge,inNlmre ud kFdr{siil!.s+i L•!eiE;� L!:7d ' „80083 raRe4-a'La'Des,:sNkrsas:.d:'tesulwsxR2TDD.il',Trminesmlpddnssdtlstd!eq(.Ia.n !dse,plon,."t('.fpTllstel4l?).Ast(1sr.Mnrslh!p..IpeWm.1P!64WI!mpsa:4Rnesssdb:+.es>}tl:lmDr!ipee,Trns7ng�k,�>•mestTmuMauirse�n,x:ess- 4451St.LucieBlvd. e:4ETie Adak 410 kdmd egred Ogee Iswifiglydl pulps lud!iel. Tle Tm!!(Fil',fl F9gmeeflS YDT..a 6daug Drs!p¢r,nlnu ssM!a Eag ner s:'mT 4sil$e;./D sq;dzdst•ms uiosdemdis TEl 1. Fort Piereej IF 34946 (optrighf02D1AA-1AooETrtisses•AmhooyT.Tomhu111,P.E. BeprodusBono( this document, inonptmm,ispiohihi!edwithout the wriftenpermission homA-]NoDfIrosses-AnthonylTomho111,P.T. Job Truss Truss Type Qty Ply WRMSCMB,,' I{ CJ3 Corner Jack 6 1 A0117720 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:19 2018 Page 1 ID:Id_0OXyyT61Bi TXo1jwHHzefvK-c?cwMJp7XfRHo2hPuvn9ipxplQpg8g9P8uB082yj36A -1-4-0 2-11-11 1-4-0 2-11-11 0 2-11-11 2-11-11 Plate Offsets�(X Y)— f2:0-4-0 0-0-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]oc) I/deft Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TO 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7j0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.01 4-7 >999 240 BCLL , 0 0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL lob ! Code FBC2017[TP12014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 4) Refer to girder(s) for truss to truss connections. BCHORD I 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BRACING- Ii TOP CHORD!! to bearing plate capable of withstanding 100 lb uplift at Structural wol sheathing directly applied or 2-11-11 oc joint(s) 3, 2, 4. id 6) This truss is designed for a creep factor of 1.50, puriins. which is used to calculate the Vert(CT) deflection per BOT CHORD'S ceiling directly applied or 10-0-0 oc bracing. PI 1. The building designer shall verify that this ANSI/TRigid parameter fits with the intended use of this parameter MiTek reco 'mends that Stabilizers and required component. cross bract g be installed during truss erection, in accordance,with Stabilizer Installation guide. LOAD CASE(S) REACTION S.'i (lb/size) Standard 3 = 60/Mechanical 2 = 201/0-7-10 (min.0-1-8) 4 = 30/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -72(LC 8) 4 = 27(LC 9) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 49(LC 3) FORCES. (I ) Max. Comp./ ' ax. Ten. - All forces 250 (lb) or less except when shown I NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; Cat. Il; Exp l Encl., GCpi=0.18; MWFRS (envelope) and C-C Extehor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 346;0 tall by 2-0-0 wide will fit between the bottom chord!and any other members. I I'�crme le ut Hr>.iertk'A�19-flb9"'ll[I 6rA8dt lErflSdiffdilBBS USTuN ".Lt.I A(!!Cli;}giNEX�6rt; rer leu G10e1lfSedRil mlPSnIi1ST!Cs1gPe1)19V1 Tr.edlle APHcr T.1[aloG.l.t Mueme.lPtl}e'eu me. I 6 'SS (>F 1 f 4 dr PI ! q{ ! Ud:ss rRer.iuntlN tFrirIUD Fa 7 �i idkw,",P!Y.tes4rit'a.tsdbrthe W."i,•dt ssclrns Desip hpuu{Le,5,e0tly 6tluPr;,hs:Pinolloo repeseFluermp�ue!I!e!n!a9uderF ePeita rqus!1!Irtrslle letsa cttlesi�'einss Ey:nPhetle le6Wr, nittl?N. lk!tsar nnnpm4.IrtlxioPhau�tFNNiry Anthony T. Tombo III, P.E. 6A me A1ltl,tFtrwrpllllP le L!l emrttsililihdrie OtRr.!FtOWSIeF:>-0'QFIF'>t]II:11!!HI(1p Oe51![S',I Cd FFlleef 1l11iLK,9:i�:9lHe IF(rJl3ll�geliP iF:�I I.Illl!(!FPFi eE Ile TUOI]ItllEtll eSlFr&Tnss.lair6q Fwiq. ttF�P.iuh!!FtieF eFdkerel sS>f!}s+'a asµtii!:7 P1 s80083 ' Ike ttilag ge4g^err4 G.autCtP.11.nYsse!xa:atle7GDWluli�iPes®!}•l:I tettfrie Wllg(tey.¢ts Stftry lsmnin7rSf!!tllisted St lA tad Sl[d e:dnecelt geuns �dn`1F.I ftsGfirie;ti(f^.3:9;.eeSrslb-e50!M1!T!eSSDISiIFtf,T:ReIPStaifetrpllre;S N&tAt^F!Pr, x'tei 4451 St. Lucie Blvd. trixriu lrftP!lpoion� ogees tgn't rrmq I! eil pn Ft Im:6ei i5eTresz CFH[m E:gweer is 1GT Ce ra.Aa! CKgsa, uT•ess SpOm rgtur mmrlFiliiFg. !II sq adh•os uem Mad! IPli. Fort Pierce, FL 34946 Copp•right®?DI6A-I Roof liusses- Anthony 1.Tombolll,p.I. Reproduction of ibis document, in any form, is prohibited without the written ptimissionboat A -I Roof Trosses- Anthony I.Tomb,Ili, P.E. Job Truss Truss Type Qty Ply WRMSCMBL CJ5 Corner Jack 1 1 A0117721 A-1 Rnnf Tnreenc Fnee Di— FI ��o.ta a,..-:,...�.,�m...__ _ Job Reference o tional I { nut I. o.c r u s May Ito 2018 rnni: 8.2l u s May 18 20it; Mi 1 ek Industries, Inc. Wed Aug 29 08:24:20 2018 Page 1 ID:Id OOXyyT61Bi_TXo1jwHHzefvK-4BAlafpllzZBQCGcSclOFIUxep6Jt7OZNXxZhUyj369 1 4-0 4-11-11 1-4-0 4-11-11 R 2x4 = 4-11-11 4-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRI� TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 360 MT20 244/ 90 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 112/Mechanical 2 = 268/0-7-10 (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=5.Opsf; h=15ft; 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 ffitrdq-Hnulisns$!lr rFrieslfe-A-1100!HZES con GIA311 FFtsIS IMOM USTM,ILI ;910ICLEVAEAr lnz ied]i::ipi°�aden Prd re:/eN=.saoebsLns3e!pfi»iylTFw;t�lEtltfhxJl.That C;]l ldseaeQnl ire esP. Dd:s!u!lenise udei tP Ne TOD,ra'p M1Te'e°eeeI q:ces MitindfirbDD la le.dil Isaias DWI. flow. (I.e,SFaidlt bgmrlthstlIII eryTDDn]re!emts¢mp:tda, Is, e¢Eae!IN0,10niss ia]inee retie TDD¢I], wlalr�l. tte iasigo a!tuptimr,.ItftepotNntty s.ilthilry Anthony.Tp 6o III P.E. Grateds6is T.10!,g1u1by if the respmilua.0NIt.%N0—soAMW v7A t. III,kilfhP DPSI$SRI,Jft'"Id d lht K,meICWlkehcdW19We¢.SKI.The tly,ml If III IDD W to cellest dthe Trnss, ixl,ia h:� n.=,pP itshlldiu W kdirt Adl E: oer,spsjrgI y ' ' ' INlxfve0ts' .e!erdQarlGal, dwhssesaashdxlODxsll» n�i:aoS rildnesdtLhilpm Ftn stm$de tdmr°tlinr(Sr tlIlsEMs IA¢df1[Antrds°aefh+ eveld du:>_Ie:Iftises:Eem 307ies¢et+od'lehessksi tr,l!essDer. 8D083 s 1 D ! T n T 4 T e' p� i• frau] er¢sr¢uK� dt t:tr,akss 4451 St. Lucie Blvd. i�E+YIY TFDIFF ITPCmd,edeglFl t]II h Vmltl lJdl]Cd:Es Imdlel the T°SS DtSI¢ Fi$I¢f Is IDl rut 1a!/3) DFS�JI¢, tr Trt!S $�!9 Etjitelf d2Jld1As1. III w"tiaee'tr°S trPaf tfTafl isTPrl. Copyrighl©2016A-I loot htusses-AnlhanyT.Iamb Ill, P.E. BeproducienIII this dommenl,inany form, isprobi6Bedwithcuithtwrineaptrmissionfrom A-lioofTrasses•AnshonyT.Iamb 111,P.E- FortPiercei R 34946 Jqb Truss Truss Type Qty Ply A0117722 WRMSCMB CJ5A Corner Jack 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:20 2018 Page.1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK4BAlafpllzZ8QCGcScIOF1Uw7p54t7OZNXxZhUyj369 4-11-11 4-11-11 2x4 = 3 Plate Offsets) X Y 1:Ed e 0-0-4 LOADING (ps1. f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20i0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.06 3-6 >999 360 MT20 2441190 TCDL 70 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.05 3-6 >999 240 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL lob Code FBC2017/TP12014 Matrix -MP Weight: 16 lb FT = 10% LUMBER - TOP CHORD' 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORDI; 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift at BRACING- joint(s) 1, 2. TOP CHORDi 6) This truss is designed for a creep factor of 1.50, Structural wopd sheathing directly applied or4-11-11 oc which is used to calculate the Vert(CT) deflection per purlins. P ANSUTPI 1. The building designer shall verify that this BOT CHORD parameter fits with the intended use of this Rigid ceiling directly applied or 10-0-0 oc bracing. component. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. LOAD CASE(S) Standard REACTIONS;] (lb/size) 1 = 182/0-7-10 (min.0-1-8) 2 = 117/Mechanical 3 = 64/Mechanical Max Horz 1 = 100(LC 12) Max Uplift 1 — l -29(LC 12) 2 = -83(LC 12) Max Grav 1 = 182(LC 1) 2 = 117(LC 1) 3 = 89(LC 3) FORCES. (Itj) Max. Comp./ ax. Ten. - All forces 250 (lb) or less except when showni 1 NOTES- � 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124m6h; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext.;*(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 loan d 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 3-0=0 tall by 2-0-0 wide will fit between the bottom chop#and any other members. 4) Refer to girder(s) for truss to truss connections. ' I 'Yefig�rfate HutgdJrnitKt#'1�11DCl OLSiES(iE00 j,fi[DclirfftNlB(DFr11106S CIITDNI;LRJ'I dIXNCii;F;SHEei br�yeilJ dtsip im!nden ad reedasl>.sal5isiress Des�t Drr+ig{r[9j trs lkt dt>Vuerl.lerann!,rE ldyexe 4:sllti:•tes•,. Ddess sMeniu s!d!lutl!iDD,w!J Milka¢emg!Ces er,ll'e udf. ftt IDD to k old. is, Tins Desye 1.11—{0,SPO'llf9pu!r;, W ed a yED rerrstns a=Aw it le, plssUfd er£if!rvg r!gnst ldfla•te,dis:Tadn.4g?Tr,ss deerrht At IDD We. Wei l.Xl.Thd!rg. sstnpitw.6rlayofdinus, snulllry Anthony T. Tonitio III, P.E. rd!sedssi;fss 4r eg tnlinpislie ugxrikilm flP,efhtn,lle0.-sitra'�itflfgeilFtl!IpUite Uni}Nr,a:afuhndlu llLdslr'ultit4f;ikx:tyude ulf?:l.leR;nuidl"u IDD nvff•M1elhsefth!inss,udt6u ksd�.g.sasge,itshlletiu ulkuig sl!!fs resr:eb!:7 ff L80083 ' Ilerti aD Du�g^t�fre Cc arra. rruassnu; ! f EDWh,pA.,W}.idtrsfnae Wfig(,apaui Wei INA Stu .!rd eedtfgnfn!p;d�4451 St. Lucie Blvd. F3E"Vitl defilediTO'a>!'ta aJtlFd t'JII II%'llalr iJ d!ylltfr l[edsei Tie slier Drop 1a31ur's121 R,eCA' :hjtesq,er,!rTrier SJ9ea br!eera': aJafddig. All rg,,.,rW r.s uem Matalnl. Fort Pierce, FL 34946 �i(opyrighl02016A-Iloaf Trusses - Anthony 1.TomhaIII, P.E. Reirroduation of this doonment, in any Iminn, is probillhed without the writnen permission from A-1 Roofhasses - Anerhonyl. Tomb III, P.E. Job Truss Truss Type Oty Ply WRMSCMBL D01 HIP GIRDER 1 1 A0117,723 A_1 P-f T-- 9:-. Di CI osnec ,, _ _ _,._.__ ___ Job Reference o tional �•• • •�• ,a 1e:uoa.s:vol Hun: 8.210 s May -Ira 20i8 Print: 8.21u s May 18 2u18 Mffek Industries, Inc. Wed Aug 29 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-YOkgn?gO3Gh?1 MroOKpdoE1 -1-4-0 5-0-0 10-0-0 15-0-0 1-4-0 5-0-0 5-0-0 5-0-0 5x6 x4 = 1 1 4 ;6.00 1 1 8 17 18 7 r& A. e 1.5x4 II 3x4 = 3x4 = 3x4 = 10-0-0 2018 LOADING (psf) SPACING- 2-0-6 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.11 7-8 >999 360 MT20 244/1 90 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.08 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 65 lb FT 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD 2-0-0 oc purlins (3-7-5 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 5-10-2 oc bracing REACTIONS. (lb/size) 2 = 1010/0-7-10 (min.0-1-8) 5 = 1010/0-7-10 (min.0-1-8) Max Horz 2 = 53(LC 7) Max Uplift 2 = -597(LC 5) 5 = -597(LC 4) Max Grav 2 = 1010(LC 1) 5 = 1010(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1722/1101,3-15=-1514/1027, 15-16=-151411027,4-16=-1514/1027, 4-5=-1722/1101 BOT CHORD 2-8=-957/1493, 8-17=-971/1513, 17-18=-971/1513,7-18=-971/1513, 5-7=-924/1493 WEBS 3-8=-252/449, 4-7=-251 /449 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=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) « This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=597, 5=597. 7) Graphical purlin representation does not depict the size or the orientation of the purlih along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 138 lb up at 5-0-0, 58 lb down and 86 lb up at 7-0-12, and 58 lb down and 86 lb up at 7-11-4, and 105 lb down and 138 lb up at 10-0-0 on top chord , and 215 lb down and 213 lb up at 5-0-0, 47 lb down and 68 lb up at 7-0-12, and 47 lb down and 68 lb up at 7-11-4, and 215 lb down and 213 lb up at 9-11-4 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=-55, 3-4=-55, 4-6=-55, 9-12=-20 Concentrated Loads (lb) Vert: 3=-58(F) 4=-58(F)'8=-215(F) 7=-215(F) 15=-58(F) 16=-58(F) 17=-39(F) 18=-39(F) Gedryrllre tlultpHrr..ire tie'AI IOOT 110553;SELlR'16tFECt1E1WS8(G6dIIDSS[DSTDM{inl';A(t7C3iuialEM'Iwc fe,-tlr 7eup iutuden e:d mie!t=sutlisl!ess Dews Jrr.iy(fC�; rti lke Ansu7l, rcaiaD'btL letu!se:d!sl Esreess. Uei!ss utlenis!nd�!ntleTOD,w!1 NJTekstlueNlp!eiessld;kesetfit rt210Daau tlDl.A!eLms Dmigv 6ptte(I.s,SpmilDi 6peet;,frudte uTlDD reptesetltrevnp¢xt AtSe r!al:tsleld ew!er;ite rsrnsiMiillerl,Wlaillh skrern;stepi4wke TOO oldie cadet i?FI. Ile txlillnlii. irm, kleputdnns. sodll i Anthony. T I bo III P.E. CA as, dSis Inss`,,mi Mini is litwjuihlhn She Ostlr.11o.""ld'•'6Wled er de idltile Desilee!,utt'nismdlit ITT, theil(at18e We1A." rltoad Ti Tleppmei dale TOD wtni wiedPoe Ties, mddiu b�^y. snre¢. iefilldi "i li¢iegshdi Ss C+a re!pael:!:h.1 Yys ' ' ' tkt kr'luDOts�.a:td[td:taas. Al Ms sit atria the HOW IhlW -1jAdws dti! Wail Silt W-vi.,110f dUMb TA W All er!IdH!xWhs etttdsiAstt, Tr Ediub(etm;iila1ts H061ldx!Tuss Ne ;.Mltms Dts �063 s r 1 I r n r r t r. r P rmermaleesawtn:eex,st 4451 St. Lucie Blvd. t3tMsdtDttt Ipe fim�tdsyeH tpa it wmiq Ir dl pd:ei lee6d pleTnss Ctsl� Espieuds d0i � laidap Omaatr, eT:ms Syt!!a wtilaer d©y61i15ry. All s�0.�'a>dk:ovtem tdael ie1PFl. Fort Pierce, (1 34946 topiTigb104D16A-1RoofTrusses-AnibonyT.Tomboill,P.E. Reprodu0ionofibis domment,inany form,ispiobibitedwithoutthe wrineaptranissionfromA-1RoofTrasses-AniM1onyLTombollO.E. J0Mb Truss Truss Type Qty Ply A0117724 WRMSCMB HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) ^ A-1 Roof I Plate Offsets LOADING (p; TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS BRACING - TOP CHORD Structural wo, purlins. BOT CHORD Rigid ceiling ( MiTek recur cross bracin REACTIO 4 = 2 = 6 = Max Horz 2 = Max Uplift 4 = 2 = 6 = Max Grav 4 = 2 = 6 = FORCES. Max. Corn when shol TOP CHO 2-10=-289 BOT CHO 2-11=-132 6-12=-132 WEBS :s, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:21 2018 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-YOkgn?gO3Gh?lMroOKpdoEl4kDPGczUicBg6Dwyj368 -1-10-10 4-3-14 7-0-2 1-10-10 4-3-14 2-8 4 0 JX. — Y)-- [2:0-0-13 Edgel SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.25 TIC 0.41 Vert(LL) -0.06 6-9 >999 360 MT20 2441190 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.10 6-9 >789 240 ' Rep Stress Incr NO WB 0.07 Horz(CT) 0.00 6 n/a n/a Code FBC20171TPI2014 Matrix -MP Weight: 29 lb FT = 10% j2x4 SP No.2 2x4 SP No.2 2) This truss is not designed to support a ceiling and is 2x4 SP No.3 not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom id directly 6-0-0 chord live load nonconcurrent with any other live sheathing applied or oc loads. 4) ` This truss has been designed for a live load of lirectly applied or 10-0-0 oc bracing. 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 ;imends that Stabilizers and required bottom chord and any other members. g be installed during truss erection, in 5) Refer to. girder(s) for truss to truss connections. with Stabilizer Installation guide. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at (lb/size) joint(s) 4 except (jt=lb) 2=1 M, 6=112. 46/Mechanical 7) Hanger(s) or other connection device(s) shall be 378/0-10-7 (min. 0-1-8) provided sufficient to support concentrated load(s) 77 205/Mechanical lb down and 61 lb up at 1-4-9, 77 lb down and 61 lb up at 1-4-9, and 32 Its down and 41 lb up at 4-2-8, 141(LC 22) and 32 lb down and 41 lb up at 4-2-8 on top chord, and 63 lb down and 35 lb up at 1-4-9, 63 lb down and 63(LC 26) 35 lb up at 1-4-9, and 14 lb down and 40 lb up at -151(LC 4) 4-2-8, and 14 lb down and 40 lb up at 4-2-8 on bottom -112(LC 5) chord. The design/selection of such connection device(s) is the responsibility of others. 61 (LC 19) 8) This truss is designed for a creep factor of 1.50, 378(LC 1) which is used to calculate the Vert(CT) deflection per 205(LC 1) ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. ax. Ten. - All forces 250 (Ib) or less except 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 3-10=-277/88 , 11-12=-132/261, NOTES- 1) Wind: AS E 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever le land right exposed ; porch left exposed; Lumber DOI 1.60 plate grip DOL=1.60 i LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 12=-9(F=-4, B=-4) G �d As k"'R�'e NNE �s" Ins r 4d of � ed >f tl✓ 1, sDes 9,r+i D.�er#lie Melu I. exfe0 1. Idneae i:,e5a ne. Ddes elNrise ndelm 1DD w�. e. q IleeselnsrPHrneivx lk't�I EDGE IIDSS3{'iitlEf }6f .lit 1EWS8(DH 1➢CMS USIA LeL ],IS CNvurCdFNr - esdp a PP a.lm soda esu t is p yfl Y I C E S s T s le j innenn Pdes sMil{ie eselhr Ce iDDuie aDf tsahns Deeiph�sxe(tn,5peaear 6tleen tans•dunYlDOrepreseduesm :eHtlgralessWder{x-e;he rsPsuiHldr rndss:pn at ne sz ernes L•pnNmne tDD adrs/n T1Fl. its t:fi7o nssapnen.hd:eposamr smdtlry Anthony T. Tombo Ill, P.E. xJnedl'.s TT 'Amer ldlftT is lie nspses'Mayd Ose:n Ise lie oilier D"Ilot"m bmilEd d III RE, lesit" .4 He Wei Y,14sds sal MI.lerypsnd IT A, EDD Wen West die Tnet. ie:lefrS laACu^}mete. wailihm eri hessp sIalSh Pa rest oti Ird .t 80083 ' At KU;3"r.,.etr![oCes'ee.All sees III Witne, TDD ssi la Prises sal rhIms dive W6.1 fe Pain Sdary lzemsme IKSf leHisErd;j TM aal Sift needy 1t'1n 1pl—IN61.1ns3erts".Hftt War- elalnss Dedleer,r,ess Imp Espor.1 rives 6'mdehrs; akss .;q51 St. Lucie Blvd. dhsrlts dIr.0 It a Correct Bred III, so Idif IT ell Penn h�ehdl. lie Tress EeSeeef is M wlnhy Desgve"Or'ss Spfea Eelnser e.aso. J, flsq'.di,nShrns rteas Ndael ieTPl1. I Fort Pierce, FL 34946 'copyright 02016A-I Roof husses- Anthony ITombs 111,P.F. Reprodurtionofthisdorumenl,inany form, isprohibited without[be r<riffenpermissionhomA-] Roof Trusses -AnthonrT.Tnmho[it,P.E. i Job Truss Truss Type Qty Ply WRMSCMBL HJ6 Diagonal Hip Girder 1 1 A0117725 r A_1 Gr...f Tn,ccuc C..w or....... - —.tc - - Job Reference (optional) ee e, y�a rtruoa.wrrs rcun: a.uu s May 8 zula Print: 8.2iO s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:22 2018 Pagel ID:Id_OOXyyT61Bi_TXoljwHHzefvK-Oal3?KrOgapsfWQ_Z1 KsKSZBO If9L?FrgrQglNyj367, -1-10-10 4-8-14 8-5-1 1-10-10 4-8-14 3-8-4 Dead Load Defl. = 1/16 in rn M N 4X4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRI TCLL 20.0 Plate Grip DOL 1.25 TIC0.69 Vert(LL) -0.16 6-9 >634 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.24 6-9 >417 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Weight: 35 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) 4 = 117/Mechanical 2 = 452/0-10-6 (min. 0-1-8) 6 = 313/Mechanical Max Horz 2 = 162(LC 4) Max Uplift 4 = -105(LC 4) 2 = -170(LC 4) 6 = -81(LC 8) Max Grav 4 = 117(LC 1) 2 = 452(LC 1) 6 = 313(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-1 0=-466/16 1, 10-11=-461/187, 3-11=-405/177 BOT CHORD 2-13=-238/436, 13-14=-238/436, 14-15=-238/436, 6-15=-238/436 WEBS 3-6=-476/260 NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft-, 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 is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 4=105, 2=170. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 1-4-7; 77 lb down and 61 lb up at 1-4-8, 32 lb down and 41 lb up at 4-2-6, 32 lb down and 41 lb up at 4-2-8, and 56 lb down and 87 lb up at 7-0-5, and 58 lb down and 90 lb up at 7-0-7 on top chord, and 24 lb down and 35 lb up at 1-4-7, 24.Ib down and 35 lb up at 1-4-8, 13 lb down and 40 lb up at 4-2-6, 13 lb down and 40 lb up at 4-2-8, and 38 lb down at 7-0-5, and 36 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) Standard Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 12=-82(F=-43, B=-38) 15=-67(F=-36, B=-31) B=-4) SsrWg-rlevetkrrsgNeretitxtk'ed IDCF fIgiS81'SEtSF476T6i1tt Tf1Y36[Ok:T11G5$(JSIOId{'Pdi]'j AteX031fciWFM�6la fertlr desiprutmtlen erd rtsltN>snIN, I ss0e:ml.vj(irC tllhe ltlwpT. fexleG; r.L Mrrene4ef!:s. Est. Ides dlenise Ctled mtleiUP,w!p — 91Teiueeemrr:6essbil[kosedtvbUDlsknhi.dsOnsDesythoue{L,S,�:IdltGglrtE6rm!sednssTTooreP—Etsteu¢p!mEIIl,rmhsslud"punksespnl111AphrNreln4sdlks: �isTnssEtpintlrrleeiDDtt¢,osderl%d. Ttedn'gnomngatas.Irea:cp[teElnrrs,stadnrr Anthony. Tb bo lII P.E. rd esedf�s Ts;s4•aq ldtditg is lse resrnsiTlli7dhe DreeeR.e Druis rA. ste•eal s•Ile litdnp Oesigur,max nehs!dFu lt[, t5t le:ssllle 6tdtd'deg rids fc3 R:l. ilt yrma'el1k 100 ml sgtie!d ofedfie Tnst,irJoGglsd:my 59:ggisshDdire udGsfgshd(t t Pa¢sKni:!:hd Y r ' 1leh-0: gfS! [rAI(i'r/at:. VnintsSOW MTODWIn nnansol slddotssl0etnnn 6.r naWi laimditt(ItSI slltterd= T?IMSlLSntrdatmdTu eevelPJ—IrFles!!ruit:es m4'altscaad^nm'hImshfi mbEssDes—dT(isSd8ldth!M.RlSS 8083 g r�r r g r r� n 1 T lr ram' r ri a 445.t St. Lucie Blvd. sehse Idisd Ipo[Wrm sgeH opv n matg IT dl rrres It+ehel ISeTnst C<s:xtEsgiutf Is NCi, Ca'!ag Ct;irse, trin!s Sps'a 6Tuur c®r lrilLv9. YI ecp�a?f'e;ns nem d>}aei iaRll. (appighlCRr20111AIRoathusses-AnlbonyLTombo111,P.E. Ru eprodu0ionofibisdommenl,inanyfarm,isprohibhedwithmthewdueopermissionhomA-IRaDITmsses-ArahonyT.WhoIII,P.E. FortPierceI FL 34946 jo, Truss Truss Type Qty Ply A0117726 WRMSCMBI� J5 Jack -Open 4 1 Job Reference (optional) A-1 Roof T i Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:23 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-UmsRCgsebuxjHg?B7lr5tf6OM16j4U8?3V9Dlpyj366 -1-7-0 4-1-0 - 1-7-0 4-1-0 I lO 5 4 '� 3x3 II 4-1-0 3-11-8 Plate Offsets'(X Y)— [2.0-2-0 0-1-12j i LOADING (p 9 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TIC 0.53 Vert(LL) 0.06 4-5 >827 360 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.05 4-5 >917 240 BCLL 0"0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 3 n/a n/a BCDL 10`0 Code FBC2017ITP12014 Matrix -MR Weight: 17 lb FT = 10% LUMBER - TOP CHORDI 2x4 SP No.2 3)This truss has been designed for a live load of BOT CHORD r 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the BRACING- bottom chord and any other members. TOP CHORD Structural wo d sheathing directly applied or 4-1-0 oc 4) Refer to girder(s) for truss to truss connections. truss 1 puriins, except end verticals. 5) Provide mechanical connection (by others) of to bearing plate capable of withstanding 100 lb uplift at BOT CHOR I joint(s) 5, 3, 4. Rigid ceilinglirectly applied or 10-0-0 oc bracing. 6) This truss is designed for a creep factor of 1.50, MiTek recommends that Stabilizers and required which is used to calculate the Vert(CT) deflection per cross bracing be installed during truss erection, in ANSI[TPI 1. The building designer shall verify that this accordance)"with Stabilizer Installation guide. parameter fits with the intended use of this component. REACTIONS. (lb/size) 5 = 263/Mechanical 3 = 84/Mechanical LOAD CASE(S) 4 = 37/Mechanical Standard Max Horz 5 = 103(LC 9) Max Uplift 5 = ; -82(LC 8) 3 = -78(LC 12) 4 = -47(LC 9) Max Grav 5 - 263(LC 1) 3 = 84(LC 1) 4 = 71(LC 3) FORCES. (lb) Max. Comp.fMax. Ten. - All forces 250 (lb) or less except when shownil, TOP CHORD 2-5=-222/28 �� NOTES- 1) Wind: AS�E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext�erior(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 II 2) This truss has been designed for a 10.0 psf bottom chord live lo,ld nonconcurrent with any other live loads. i ' Gc.dry•rlev:e8ErE4llrre!te4IVA1FOD•r 113si5('511111,efafu!TEN e(aIDIRE9S Teat hop taeadm se{redon. Ns hus Dnp DrreiyfED) iIN AdWrl.T.btD>r.1.Id—, 4W Wree!E. Ddess al—odrlduteT .'r b Tft<Etttea,t keEl)fiC: meldrBx lDDliie ldlL A!LT,nfDttitf flj lSNII.!.dECidl(1e94f.Yr 17!L•II,e UTTDfltftSeds re urt:;aedlil tr8l!!EIEEd tt{IF!'ItE Rfre131CIIa(bFit!IN[9<I CkESY�eTrf!E{?ri:ly EthefDD ielr,fidd Ttl.1C!{Esp.,nsmNuu,bE{srm6nx!,shrinry Anthony T. Tombo 111, P.E. o�!sedtSh T-1.r.tr Wins 1,th,op0lnitrdlNNur.I��D.aissa:aizEt,nd er It, IdIarDestue,®he rsehdd la lRL1.23.(eel IN bsd b.,fnn{E¢dMI. le stpmddtte TOD&A En Intlstdhi Tass.udh4 b.44 ss:ryE. toshllefiEe M tnrinstAh, stj w130"I 280083 ' ifRRi:eet Des rEr%RtrEro6 Al."ssdadmlt..M14lit pw im¢.7trdtevl tie hIlkIIt.p.?d MIT[!mcan',4011, jdiwt? P1.4 SlUorInkanedhr Pr Ipidnu_ 4451 St. Lucie Blvd. dstrisf ldi,d 1po(ed'ed Ore(: ouvnrmi4lTdl prrfslmdsei TteTress tfssmEati!eer isdDT..e6z.{adDn:sxr,rtTn!sSps±eanj Deer n'pT BEDS AIIopa:�1e9'eratueosddaeis!Tr61. Fort Pierce, FL 34946 (opyripbi02016A-1Roollmsses-AnthanyT.TombaIII, P.I. Reprodartion of ibis document, in any form, is prohibited without The writlen permission from A-1 Rooffrusses -Acthony L Tomb 111, P.I. Job Truss Truss Type Qty Ply WRMSCMBL J5A Jack -Open 4 1 A0117727 Job Reference (optional) A-i Roof trusses, Fort Pierce, FL 34946, deslgn@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:23 2018 Page 1 I D:Id_0OXyyT61Bi_TXoljwHHzefvK-UmsRCgsebuxjHg?B7lr5tf6Pt15g4U8?3V9Dlpyj366 . -1 4-0 5-0-0 1-4-0 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CS]. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 7.0 Lumber DOL 1.25 BC 0.44 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017lrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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 ouide. REACTIONS. (lb/size) 3 = 113/Mechanical 2 = 269/0-7-10 (min.0-1-8) 4 = 59/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -98(LC 9) 4 = -48(LC 9) Max Grav 3 = 113(LC 1) 2 = 269(LC 1) 4 = 88(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 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. DEFL. in (loc) I/defl L/d PLATES Vert(LL) 0.11 4-7 >554 360 MT20 Vert(CT) 0.09 4-7 >650 240 Horz(CT) -0.00 3 n/a n/a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 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 Weight: 18 lb Fj 1= 10% a'adey-fleardmgHp relieefft'A�I iggf 119SSES I'iRlEl"sfdlTiftlEtNSt(QF ii1G5S(gSIgN{5478';ACCIgA:lc;dEli'Illa.Tt!rpliLSiJlrllltitillS PJd ftieel?Smiti5 TI451 dP1�g1 g1iY13)ITt�e±idl AtlEN(T.T#�>Iiir.L Id1:T,tE(Yi t4S'!H?.�BILSS f7EKVifl S111LI I611lnI O,fA'j WT!§ultetny'tessSdf Foul 6l d. TOO hh,did. At fvVNIts.vctINs!EreTnssd±ymlO es HeIDgaelr, oNerlrXl. itofts!gtnulttnlu,lta: luElnm,smomp Anthony T. Tombo lII, P.E. cA eseaon Trotter," Win It Ik"afo !lddy Ith hv1.111 He ldleieg Aesisee±,.Caneedd is 111491 lYudth Ird{aSq(.14.1 1.Thcipmd a re TOO oil oytldlnefth T—leddgko—C4mr"14 inelldin of hetleg sidEh f>!relr dI.eel a80083 ' HNts'.t.ggete..vi Qeft.F'.rassselteiEetSellla eollSeitbeessmlp.e:l.ts eitlttnlGq[ortp alp Sdegl orntlip;t0l;ytlliseeilp iNMSlU utretvtrelMgeunl�eme irrl kaps3trzsptailtietstAta+lsE1llmt Gdper,llessgr.Qsp>•ttmlTlest 6aedo±lrv,a'ess 4451 St. •Lucie Blvd. otl.�u l�tsiSpa(e.Vrtd ogelitieeio vnaq 1pol punslmehef. ThTnssGtpEti4o, it NOT Ct 90.1 Brsigser,0rns Spsle. E+pexr a'©p t.Mq Allr 'itdhras oanief.Nlti1F1. Fort PTert:2, FL 34946 CopyrightCQ2016AA Roof Trusses- Anthony T.TombaIII, P.E. Reproduction of this document, in any form, is prohibited without the written parmissionfrom AA Real Trusses -Anthony I. Tomb III, P.L' Job Truss Truss Type Qty Ply I; A0117728 WRMSCM L J6 Jack -Open 3 1 1� Job Reference o tional A-1 KooT l cusses, rorr rierce, rL .34a41), aesryn�sLa Its uss.Wur 3x4 = Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:23 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-UmsRCgsebuxjHg?B7lr5tf6Nu1364U8?3V9DIpyj366 6-0-0 6-0-0 6-0-0 2 3 LOADING (psf) TCLL 201 TCDL 7l0 BCLL 0 BCDL 1010 O 0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017[TP12014 CSI. TIC' 0.62 BC 0.54 WB 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) 0.11 3-6 >634 360 Vert(CT) -0.11 3-6 >656 240 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 19 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD 2x4 SP No.2 BRACING- I'p to bearing plate capable of withstanding 100 lb uplift at --lb) TOPCHORD joint(s) 1 except at 2=102. for factor 1.50, Structural wood sheathing directly applied or 6-0-0 oc 6) This truss is designed a creep of purlins. I which is used to calculate the Vert(CT) deflection per BOT CHORD ANSI/TPI 1. The building designer shall verify that this Rigid ceiling irectly applied or 10-0-0 oc bracing. parameter fits with the intended use of this component. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation uide. LOAD CASE(S) Standard REACTIONS. (lb/size) 1 =1 220/0-7-10 (min.0-1-8) 2 = 143/Mechanical 3 = 77/Mechanical Max Horz 1 = 121(LC 12) Max Uplift 1 = -35(LC 12) 2 =-102(LC 12) Max Grav 1 = 220(LC 1) 2 = I 143(LC 1) 3 = 108(LC 3) FORCES. (Ib) Max. Coax. Ten. - All forces 250 (lb) or less except when shownI NOTES- 1) Wind: ASGE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext6rior(2) zone; cantilever left and right exposed ; e d 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 trusts has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34, 0 tall by 2-M wide will fit between the bottom chord and any other members. d'Iirder(s) 4) Refer to for truss to truss connections. &e!dq•rleatenarryNrrseieptle'Ad IDGr Ii nSrS(i(IIFPj,G[D;IA(TEIIISWIN AClurT.hbIII. r.E.Mrs, rnenise dried eeneIDD,wy ;41TeicorteNrp'Eu siil;:±rdfir nxTdDlau.dil. Iseirns Desigv Gpue;1.e.SF:idtl F.au�;,n:udnvryiDD rerresetlsanu�„.edne pal±tnuderx'xe;irensrusnWt h; ne ln:ci<{!h sar�eTras t±gin±I rcne lDD adr, ea6u T?iI.itel±iya nsmpucs.Ird3}<oecfin!.smcml� Anthony T. Tembo III, P.E. C.AYSedt 3Tieii:t!16fedll!Ig if qe ltSpil(Ililil.d3tOutf. nlDrulff::aTtl rgei ar li<tnlEa Desiptt±,atianehddt>t lr n±S;mina b!dta:'fn nle!�iI?l.11.gp—i dtfe TOD of re. Will uedli±Tnst.W'6'j W4s!orge. iuhgenu ud lxecrg dd!4±Ra mpaui:!:h al z80083 ' IRer'1e2n Des:gx.QJ(efirRi!. 1Il Fe'l1 SOW kiftelDDad In p!sdw mirlAw,fth 4,16cg(f p-.t sell h;'pmn,arr, t slider Mnlgaee!ai P.e P TT'Te nresrte tsrfr5iA Airs fsdbnes VIO!es1( upar.litis D±spbpwoae fn±S HM.r.'a', R'esi 4451 St. Lucie Blvd. �rnerrise ldiudhro!at;Mepetl eyce it rrtnq lr dl Armes lndsei Tsehess Gu!�Enyiuer is i(T Ce ra lag Desgaer, rrTn!sS(S±e pp uerdmr hALag. All sgs..asd�os rtem letaelhlPl1. Fort Pierce, FL 34946 ��Copyright02016A-I Roof Trusses -Anihony1.TomhoIll, P.E. ReproduElion of ibis ilorument, in any form, is probVed withcul [be wriffen permission from A -I Roof Trusses -AnthimyT.Tomho111,P.E. Job Truss Truss Type Qty Ply WRMSCMBL VO4 Valley 1 1 A0117729 Job Reference (optional) � A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:24 2018 Page.1 ID:Id_OOXyyT6IBi_TXo1jwHHzefvK-yzQpQOsGMB3augaNhSMKPtfhSR ,Spx08l9vngFyj365 2-0-0 4-0-0 2-0-0 2-0-0 6.00 12 2 3x4 = 2x4 2x4 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 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 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-P Weight: 10 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 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 101/3-11-0 (min. 0-1-8) 3 = 101/3-11-0 (min. 0-1-8) Max Horz 1 = -11(LC 10) Max Uplift 1 = -24(LC 12) 3 = -24(LC 13) Max Grav 1 = 101(LC 1) 3 = 101(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; 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 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live, loads. 5)' This truss has been designed for a live load of 20.Opsf on the. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and: any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) 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 6ara�pro[e0.uis/dp!p4.!:t'Ad IQOFTyO'SES;S1't„rstlit lEi4i t:05DT�5MSt8ZOM"MEM 1ICi7YtF0Ek;(7'h:aTu>frlti�gaPrn::as ul seadfuts fefFis dais Ofzila 4[shp ODlal5:4:'taaFT.bait lD.P:.I<k;efe S7eetiefueay. i`�es a'fn.ist s!:!e6fo!leTCD, nir NdeYtn[tikr rifles sb:ik[sedfwh.iC. hket�ii. AsaLns CermTejuufertit.Sprv7fn➢oinf, He sedu¢yr7uYfsueim[s:pisftes!;fF'ftesiiatiffpa�ersgstiFai�l:hM�1:(?iq[el%x tifpleTmsitpiheea6>eT.9fd52ux iPI I, R:3eii;eaisaap`eai [aliag �a:;ufs; ie:h3intr tiOnY T. JTombo III, P, E. ira[sfii 0is ir+si lni csTSai:dap!tt'smyms f:;ig aiTat Oxror., Gt �tti%s raikaued [9e!ft4:&:'.ary Dfil stt,ahf!e [nt?dt I1;�S[s4t[ad0a liial eztll itlinTl i111, Tlf eDP�eHI$ta17idol fisliwifui iros, W1giiiW1uj.stry,adS!ttnl s4dlfepe:eipaxii'[il7a T y0083 fit lvd£niW'st-d lttnantt. SD 9unflitde!zfTD31ed3tptC:ffi tfl§k2:lf[i 0.tCJ iS?(aa)ilftl Sehh ldttt:sm(i;iDp7kglefiiH[!(St<I wf IGYN[f(1%aeN!Ll laiifKt.T?1t (3-0tSHt iilpiff111L:fi 6�(ailll9l T'E!it'ViipS; Tfiil Df111fCtSifttf eflF@]f Ntt€itfxer,Wifsi tRmiielfiwdhekfhrt ef( it♦fe k R Uia!tI!t(.ilt4'iDfii E'iw:is*ihttfit(' ofii u.e?ttssfFsleaEa;iawalwE4[iffie Pt hhrlhraiu[na6dikTrsl. 4451 St. 'Lucie Blvd. Q ` m s° T v Fos: Pierre, FL 34946 (opysi9E1b1016A-1Raul Trusses -Anihooyl,iembeifl,P.E Repradartionof [his duument,inany form, is prohibitedwithoutthew[ittenpeimissionItemAIRooflmsses•AnthonyITomb III,P.(. F Jib Truss Truss Type Qty Ply WRMSCMB � V07 Valley 1 1 A0117730 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:24 2018 Page 1 ID:ld_OOXyyT61 Bi_TXol jwH HzefvK-yzQpQOsGMB3augaNhSMKPtfe3RR8pxO819vngFyj365 3-6-0 7-0-0 3-6-0 3-6-0 II 3x4 = I ' I I 1 I it o 2x4 M-8 LOADING (ps.) SPACING- 2-0-0 TCLL 20.11 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0. Rep Stress Incr YES BCDL 10. Code FBC2017/TP12014 LUMBER - TOP CHORD i2x4 SP No.2 BOT CHORD j 2x4 SP No.2 BRACING - TOP CHORD ; Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracin6 be installed during truss erection, in accordance With Stabilizer Installation guide. i REACTIONSi(lb/size) 1 = 212/6-11-0 (min.0-1-8) 3 = 212/6-11-0 (min.0-1-8) Max Horz 1 = -23(LC 8) Max Uplift 1 = 51(LC 12) 3 = -51(LC 13) Max Grav 1 = 212(LC 1) 3 = 212(LC 1) 2 6.00 12 2x4 3 0 0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.21 Vert(LL) n/a - n/a 999 MT20 244/190 BC 0.43 Vert(CT) n/a - n/a 999 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 20 lb FT = 10% 6) Provide mechanical connection (by others) of truss to bearing'plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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 FORCES. (lbI Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown., NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASOE 7-10; Vult=160mph (3-second gust) Vasd=124mp'; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp BflEncl., 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) Gable requires continuous bottom chord bearing. 4) This truss �,as been'designed for 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 oh the. bottom chord in all areas where. a rectangle 3-61.0 tall by 2=0-0 wide will fit between the bottom chord) and any other members. ! "era'as�Pmtr li±ltzsil�rsuytle'ld lDOEttU;SESrS[t!!1?,P!YErrt7[tYStfONO?i!04f[D7lCk;"lU±fl"{(Cl7tliED53R:iT!tte. iertlrlfetsPxe2ettn selrenl eetesxtkis7rnsbeslp fxesier;OD:rAa:te;a�t.r±�leli'.rt.lcrettae S{tet laltre rse.Gr't;sc!srris!sn!MwlttTD, oet,. ttti?r±trN /ld Sits:)i±t.({[p� ID his iClt i3±I•li: Clt Ar6{:i!!i{Il..iltn2!/ bJ3?. r±rrd fgayr.Dinpaviat r'lrrr3L i!E?rd±14!fE}tal39rffbj"slt9iii_trhr!adxod:a. nrrir Tins rerC±t" ntMrc 061xiril. IS± i±rlra rrrY pm hfin rcn"lw.+.e!dshh l±it±rS�;#ayir.±rnresrliardllr0>icu, Anthony T. III, P.E. ! r;±F lqr itrn ht Ocrci srala:rtrgrelm3e rzcxy E4i�,nht rter>•d11:lIGdr 6ftaltle!ad bdiuyretraafi?I�L Tf±erptrrl d:dt[dnlerhddurdtir tnrs,iultsl �xtfny, rhlEie,'a±e:E�tr elbetuy rldl l±a±a:>nrikiL'r tt 80083 ,�, 8Q083 4451 St, Lucie 13W. ��Plriqhi,02016 Fort Pierce, FL 34946 A -I Real Trusses-Anthnn tTanabe111,P.E. Rerodactionatlhisdawraol,inaa low, is ohibitedwilboullhewrirlen ermissionOomA-IRoo]Tmsses-Amhoo TTombolIf,P.E. Y• P r P P Y• Job Truss Truss Type Qty Ply WRMSCMBL VM02 Valley 1 1 A0117.731 Job Reference (optional) =,it' tea a ustas.wm Hun. 8.2 i u s May l8 2018 Print: 8.21u s May 18 2018 MiTek Industries, Inc. Wed Aug 29 08:24:25 2018 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-R9zBd Mtu7VBRWz9ZE9uZy4BsWgtnYOelXpeKMiyi364 2-0-0 2-0-0 a 0 2x4 6.00 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 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-P Weight: 5 lb Fjf = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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) 1 = 51/1-11-8 (min.0-1-8) 2 = 37/1-11-8 (min.0-1-8) 3 = 14/1-11-8 (min. 0-1-8) Max Horz 1 = 28(LC 12) Max Uplift 1 = -8(LC 12) 2 = -29(LC 12) Max Grav 1 = 51(LC 1) 2 = 37(LC 1) 3 = 27(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=15ft; 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 2O.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 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 100 lb uplift at joint(s) 1, 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 I we,"-rm,ft»tslilr Ewe. Ike '1; Ie9rttUSS6(E i!I'�.E:'1f4tl1ttNit:9eI YSt@iit1M"IUiI jttt+9tlt[DEu5rtera. terh2e;. spxea±sas enlnil rilesnhisrms6mte&exit';plr od a±et'!arrttaMIR,P.E.r±`ateeitets keel nt. Wiss c!tnxist sYrt±#tbs1;D. tt7 NistmeCsx tlaes sb!i ltssedfah;@hkettlil. istinss Se[gt EyaeerQl,Srye,*'gfsptlaS ee seuurFrf 9a esmsmY.ttihee:d#zsR;nsiter,ta}.na�resl±a4a:trfie is ksittdat thyltbess iaikGea 2tt �vei.,trixf141.It±dtsiysnsc#psm,.tNajsui as, W."d? python T. ar e[tltit lraslts ar r�i': aktttsjm ly drit cw, 4t Gxteis 04fil lytel-4±R=.'G_r! 2t.,7r"13 fit tw,0.0 Ite[!G�t R{e��z ettl Ssi'#:tquv'saliflA. lit yrnrat a'+tiE9ad of h1k. el of Dees, kdei.l4sdln}.shiere,ww"esee ad l:nm3 Ad it P±;esrasiiJ'ed y 7 mbo III, P.E. ' nt la6a [t•' tt al Gehxur. ,t�sttes selnta3t i5C tedW tcin u! rd._tvatttEx:[ (ex ued Se.:t hferam:ca YSp »=mttir;Fl tttSErl nriFL aalh: treist alma. PII ltSs±sfustsrstsAl'es malaies ei,S±L•s?t Cas:ms, inss lhn are team{;nss 4mA¢'in,m'ns T 80083 i •�r r r n r t t t' s t t S 4451 St. Lucie Blvd, ettvxtst Mm1 kr t Eehxl yae! gteu.rvs�tr o' paths uteFtl. its Lia Desire Er.,;taas:.hi lit (tillht prsisweer. imslrsiea tyxe<dtphAty, Y: afihliat Itras at es dtfict! it 'PIT Fort Pierce, FL 34946 .tapprig51�2016A-1pool itntses-Rat6aayLJsmAaIII, P.E. Niprodaaiaocithis dctitm>nt,inany [arm,ispmhibitedfiewt witEautlihenpsstnissiaotrcmAlAuclLussssdntfivayT.lam6olll,P.E. Truss Truss Type Oty Ply III A0117732 WRMSCMBL VM04 Valley 1 1 Job Reference (optional) A-1 Roof I Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc- Wed Aug 29 08:24:25 2018 Page 1 I D:ld_0OXyyT61 Bi_TXoljwHHzefvK-R9zBdMtu7VBRWz9ZE9uZy4BgvgsvYNolXpeKMiyj364 4-0-0 4-0-0 LOADING (p SPACING- 2-0-0 TCLL 20 0 Plate Grip DOL 1.25 TCDL 7 0 Lumber DOL 1.25 BCLL 010 Rep Stress Incr YES BCDL 1010 Code FBC2017/TPI2014 LUMBER - TOP CHORDi 2x4 SP No.2 BOT CHORD,,, i 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. j MiTek recommends that Stabilizers and required cross bracio be installed during truss erection, in REACTIONS, (Ib/size) 1 = 87/3-11-8 (min.0-1-8) 3 =-92/3-11-8 (min.0-1-8) 4 = 1-39/3-11-8 (min.0-1-8) 5 = 294/3-11-8 (min. 0-1-8) Max Horz 1 =I 69(LC 12) Max Uplift j 1 = -4(LC 12) 3 = -92(LC 1) 4 = 77(LC 3) 5 =-125(LC 12) Max Grav 1 87(LC 1) 3 — 73(LC 12) 5 = 294(LC 1) FORCES. (Ib) Max. Comp./k1 ax. Ten. - All forces 250 (lb) or less except when shownJJ WEBS 2-5=-211 /397 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124m6h; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp b� Encl., GCpi=0.18; MWFRS (envelope) and C-C Extgrior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces &I MWFRS for reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable regtiines continuous bottom chord bearing. 3) This trusshasbeen designed for a 10.0 psf bottom chord live to i tl nonconcurrent with any other live loads. 1.5x4 II 3 5 4 2x4 1.5x4 11 I CSI: DEFL, in (loc) I/deft Ud PLATES GRIP TIC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 BC 0.07 Vert(CT) n/a - n/a 999 WB 0.12 Horz(CT) -0.00 3 n/a n/a Matrix-P Weight: 13 lb FT = 10% 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) 3 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, 3, 4 except Qt=lb) 5=125. 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 i r • nn L rtt '1 1 iir' r 'EI''.rsX fA W.S N R'JX V-rQN tUtEl .r 7 EOEik:Si'tsm 7ntk a� I'i'1t'kI tkl ttidk KkR4 f 76ti G'e.a ROg1 eA 5. ern 1 FtaNll Pf it e•tt!SSetlk re rs e4rs o'fn itt cft'Nwiit l:U tel. '�na+qWn.e vey ilt a tC9 U,SEStlEt. ,..E tII t90 i > ul ,k'e�i �" r, t ll8etuvettu llaRs start to sdMS IC ntttcit lsetms".esaEalaterlle Slma-a Fa;averf Re lest sarsrlv'Uttprc+ramtsspk¢a �t rstest'steeel�eetil teslsas .nM'.t Hole al tr. si+l�t'ratt tqL^Neo At1 g+I kan lrlt, r tes l+es;ss2•:an 4a.ml sr.Rkt. se!aS.Sn Anthony T. Tombo 1111j.E, 61.!tatbt best I. at) I,c.S51 [S,Mi'retrKS!} Brit cw, Gt Ows asdkrd alto a'!t&Aon Nu;,. N e(Cip it Its [it lGtlfiCtdtE!tl7}&jisttalPA, r80083 et twl'�tilysilex nl raen>:tcr. Slle+tet settRe3tF59 setCt lteeus esllrtr..ets s! W.€dn rcnlutdSeHtlefersrm{i:Sg1N+sYNl:iHeNS!(r aetutrentl3:l+et:slliteie. l3ttlr±rns6e tetNt:iul_noftdits al at F:ws us:ax, Posttesysfsluetr ar;ms4ludstrtt,aitss 4451 St, Lucie Blvd, it4et se tdt+ed ir+ 56A alkedalas is erisgkyn lctik unhN. itt resss Dessp Er,:tze is t6T ht rsitb+l Pesi;tu,t: Trns S!tlea Fel kL'+ittrlrttiei,L:tyitslier lsr:>tt at is ttAtN is id 1. For, Pierce, FL 34946 Copyrigbf C 2016A-1Roof irusses-Antbony1,Tombs 111,P,E Repledurtionofthis dstument,inany lotm,ispmhibitedWithal lkrtivenpermissionfrom A-1Roof trusses- Anthony T.Tomballl,P.E. JAN UARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL HIP / KING JACK CONNECTION ' I STDTL01 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 7-5 0 ti Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 3ch Corner Jack's (2)16d Toe Nails TC & BC (Typ) Attach Corner Jack' w/ (2) 16d Toe Nails @ BC (Typ) Va nP: PlesSef ary.lmi lt,'li 7F iltZsi3'f%k(;a1i j1,1241i4lCwRT $;�<.F;Ji{'Li?�yF (3 [at kn tuVld ajueaskii pirdehan'Ei Gyif ie;g+Gc+ j;tUb; oit?. it1e�} €sfo3l tf,iein !a SkdM a s/' .�rPS.n* rsklaid:.l€j. lr .� Bisaaa�aanpe'r53i�r:l:Ytmr �t Foimj�r . j:,K w:rj3Ftv:»t asrmr,, f»p rrt,a l�tum�r .�q +wt:eic„tac,�tz x�:ss end e5 caj,.5p, :;Mr�3k3�sFj,alQcSejrc riKs:yceim a r s5isiwi. ltetaacls�.j'rrcls<€la gauiria urmaa; :Anitiony T:. I. bo l[[, P.E. OS4lidlj SIS1Si�{a6`ajsfl'.13jfi91(1jtm.i;#t8�!Q tM QI[faF3t'S ItiEMi:j[jWINIotj311:di Qt:�ylCeitl#1§'4'#dl M1i Q.; QfQLifd IM lnWi jv)Fmj 51{3 Cd iQ 1. 3Cjjro'ljY15ajtla#mjjrtj,#!k�Au}jM5i 1lLNSQiYkRj ivg1'amt—A6C3GE'I'tKttjtb$F jl F:I ltiKa;3i6!,d Z�1{(`,j_j�3. fd tlfl FtS+{rba Pla.B'CtvW.li/F01 flfWW:YiI°Qi0.'1Ft p6151:a1#ts.4btitjl/EiK:Sfij(�rt}fi?ii�EJ b±V.T'YEC�(i�}Nb`AShI:S �Gd k1?Wf sa(153ARd fj bW jm7Wi i;1.3'Gai'1a R5�RJ�:�MIIN dfiKd�3!m 0aS". IM,O/: ..yMlif 6�ifK3Nfi�4,'�t?;#1ST 445 st. [.i3l1Q �IV�:. ai�xusiePa:1�3Gj>pa�ajelpgr kp aTivi'+ttwihi i9.efl 9tvjafljaaYf%[�rlarafgRr�6.�Fn5a7s.rGpnitt�ta bal�g0.+r:rnfkammeei N.fifk€Pof. • ... �,-,....., .. . , . , .::.., , . ..., . . < , :..... .. . , , ,... .. ... ,..... Eor1;. Pierce.IFl 34946" f 17, 2017 A-1 ROOF TRUSSES 4451 IPT. LUCIE BLVD. FORT PIERCE, FL 34946 IT IS TO DES', ATTACH', OUT OF THE BR. METHOD METHOD NAILING - FOR 7-10) X 3') - FOR MPH I GABLE ALTERNATE GABLE END BRACING DETAIL ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1'_3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED RESPONSIBILITY OF THE BLDG. OR THE PROJECT ENGINEER/ARCH THE CEILING DIAPHRAGM AND IT IT TO THE TRUSSES TO RESIST I .ANE LOADS THAT MAY RESULT FI NG OF THE GABLE ENDS. STDTL03 2XG DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES AL GABLE TRUSSES MAY BE BRACED AS NOTED: (ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE lOF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. ATTACH 2X- SCABS TO THE FACE OF EACH VERTICAL rMEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME' SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCHEDULE: NO SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE IR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' (AILS SPACED 6' O.C. 00 SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 3CE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d ') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). SCAB ALONG VERTICAL 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. UKAL TRUSS CTl In / AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR/ STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS I JULY 17, 2017 Aw A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 STANDARD PIGGYBACK TRUSS- . CONNECTION DETAIL STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS 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' D.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" P TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. LATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A I AAXIMUI 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 C ORD OF THE BASE TRUSS. I (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING F ADDITIONAL BASE TRUSS INFORMATION. 4a,r�}-Necsitaaa*�i}etm s.`f I U'.aFTpSFS;YEtIFi^6itELt iU 60aCY'hai4 {,7N('LN!Fijlt}33i1F aa4RT'}a P.d. taq�a}e4a�n at:rod readas !arsYtaxga +�tl%(i[3 pt la3m}F.tanh itl,la i;A nitSkr.4-on 4iy:stf:ra: s4s case l7A,akr t23dmizxiprera cha:ittat s�3a}irar�l.Itita<s S.tirPsi s#s{a spe th S ". roe sntas�t}3QPra}rra. Ha�r}a istne }eclat,inch¢,+tra3 ro'•Mi?&tT Ft dalr,Baal sa a+�t aralS trFhrt�ro;.L's'ac.aie}Twd. T!a a,she++swraa'v ve}:�uet•,an, c++ih�t! Anthony T. To 5Q IE7 D.E. odraat a} SaTrr+ssrssa8'6�gts sates}ras3i»ta(BeOna', vb Crwisnt5s+cal yr lart: Cilia; Peyvs.��?ae td sLLGm6:ot5a:r,I FdArryaafamd't'L 2ta}seam`sl#sli?reM m}pxlfa.tdC±lms, aclr9iyt� ;,tsrya,bmlis.91,xaot w1k 6eansaatafid Toa)b r „y M++iitsaptasrrwrsas[sabrass.:t;acassa'aA�:'x ilA�vi9)uFas v;l Pa6Jixsf4et�:yrcq(aoHr4Cah, �IKrthhr�Y.4q:5hst:tlrlKteA4S:F �nidKaxzt}arS«-taa:ws,'3f:dtauvAeuv}twaA?ritsa>i CesAna!%sfz;.yar,lsssikaP+yav=ssnlinss a:v+trar,,rh?sss .� }2 +r,z f�:iw!}aCs a. a¢r s7aato rpm Gi PahY reashrQ Ra bus i.GSei xx K}W°i7etrfimDesi}�er,al ssS}ieah :isar mrtwl5ag t9 e;�l'a;dMatate 6i!v<f SP i, 4451�St. Lu3 "eslo: (a l02016A�IirMussei Ait m �LromboIII,P.E:�ia•TrAea}icae'tkisdaaaecl,ina orm,is anEi6itea!utitEoe3tFeraritten tsris<Jh,froaA-1Reatlsasses•Atihen 1.TomdcltLP.F< �`r(P+2ttt}, FL 34946 5rsr9� Y r RY' P P Y JULY 17, , 2017 fc y �I I • a ,f TRUSSED VALLEY SET DETAIL —SHEATHED I STDTL05 ........................ _...... .._— A-1 ROOF rRUSSES 4451 ST. L .CIE BLVD. GABLE END, COMMON f FORT PIERC , FL 34946 TRUSS, OR GIRDER 772-40 ,�1010 TRUSS I VALLEY TRUSS (TYPICAL) i I ;1 I i ill I i d j SECURE VALLEI'JTRUSS — W/ ONE ROW OF 10d NAILS 6" O.C. DETAIL A GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES ^"Oe_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 ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4" X 4.5") WOOD SCREWS INTO EACH BASE TRUSS. duel F�iEisra;£I�e v Ik i.lE?9f;ts�t('Kzilt9�,ciRt6ssSigdi3t0lrTlraSlCei3ft;'t:!?1'a1iRk9i'P.t�^Ax."t�['bra hilt ,;i�jeaaraiaaitpw-0sDeea'�s ^astSiNjA�a.uy:DP;a�iLxAm�7 ,inarl�t,Liah3eee}F;dL.a6,�n �"ilasa�ri sh�6aa;5tiDD,Rfi . ne'f;saat,. g bsia ie a,etEyt ktT, 44 -Ai asi yaa ftlaes i;+Rs Ieueara;; sDrreds:ar, ,GH,s,s.uaKen u-sg�ax> taDt p6a5nm';agare ieg �eE�aiju`7'N 16±deei}xd fnyle irai4 t+g kiasda s53 t aria T?61, Ial (ssi +eefxgliG:F ds � ;.vtdB;a54+S+ Lh .RsiE.ha9a T: Tflil:Etta oadasad.sirarin eai Se tv-y asv retie?=i6+ifP>'Oar:u,-a(�uarsoreFaineicje_eeF,s SiIDpirur mlW aCrtiel Ea ll`tL. ac4rArFa-el iedts.peuamfitt; TSesggcxrds9a'DD taf re:.5t>$zaa; aye tenss. uciyUa€ag .urae,nt JlaaE sftta35Edthet'ae atpu:dil;?p of >.7 E„en a+ r gi a kaa*ai g sit . 8008e' 4451 St. L6cia swd. e:^aa':isavard6gvlrnzsu agrtga. 'q tx vdgctaestara':rad i5t irassats:t+Fscm aDstar:.t>%:i>;i Pe Baer �,:^,ei atsexct t eromr6viM` E tli saj:4�16»iN°m3�a® dirtmTPFk. �. Fart Pierre, FL 34946: fapingtf.27ItIRu¢(Tresses-letdasgl.Taa6aIII,P,f. Yspradutiiasofil¢tsdnzu�eet toorpintm;isgsb,nCedw n�tthtsvei4ienpetaisst.nfr�m�-11orffrosses>kstbuayT,ioa�nlA,P.E, FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 -- GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. �i 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 45 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. PIERCE. FI BLVD.3494 GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 TRUSS II II 11 II 11 II 11 11 I I II 11 11 II II II II 11 11 11 1j II 11 II II II 11 II 11 I 11 II 11 11 II 11 11 11 II II II II 11 i 11 1j 11 II 11 11 11 11 11 II II II VALLEY TRUSS II II BASE TRUSSES (TYPICAL) l GABLE END, COMMON I TRUSS, OR GIRDER P 12 r VALLEY TRUSS TRUSS �\ (TYPICAL) SECURI W/( (NO SHEATHING) N.T.S. SEE DETAIL "A" BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6112 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO LISP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (1/4" X 3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. 3e[k+j�Fliai[l�vmpd nr.l?P,'!-Il.�f il'�:"$<x,lfl}.E!ssti[tE1LLjd{;1idi s'S(iS3W?R:?EYjh{FMu�:!75.a!Ai'tac ix�nsydyeasmirr.3rAr5w�h5 ra5i?i,ip'�v cy1U! mi:telshm i, � »'tl.t.f„d4.ssq,DenhAae rsr U�Ie rgls�ie SM dwSeT,D,0.c+dT AVH"m7a. jlat55ut. 4600po t a:ilstTat [giP(910ma mfior iS & ptF[iiw xyw !a;n pttWu:�b•<3+.d gadka "IrcrrsSdsFxtdw,2r Pslir rr&uTRd. rHvp,suaiF�s;lS jt»�tmf.tal arh ArltfioSiU T: fCir:I{�AJlI I [YL9R Y{NSIN;[�Jt O,{t�rt!1f•5t.'I�Of5C11h d'�f0•mI LL�N.S[+55:rf oml SriklG7&ySPsASd (adttlSSI�R 2lIL(4�1'lJ�t[t11tj 3d1 ma pi im FipSid Y!sAti ii mt:t(�51(a5all4!T(t5S.LL!ItCIN f.9fa[lYfjWGa`I14�9f SILIINIr155['3�51lS,m15Y31}[i Y 8fs68..1 IiI. P.E. 2rCr10x16e;gw�fmtrrtiSi,L[S+ts itlaPa!p;�mdSbjM!KtMgnkiwsdk[!ceamt(soyevid5tsglu+.na�I:m S01`FvWrwtSj jCa�r43 ca rfameln5 sen�lw3na. 111 dt�53Ai raysati;;�55al bnus ttci`wis fi5�mr;1r[SiiS�.'[g.me ak'asil3mzm3rar,x��5a ;1njat5�i'SrN lnst Unijt!yor k 1;1!,i Crsg�r.ainSs Sn afepmce�r�!O+it�.l€c:M�refhta5ago5 e. axiSx:iFS, . 4451 SELudejBlvd. : (cpyratlQi0164•liaalBussas.Aal6aspi,Iem6olii:P.f Rlpraduttioseft�is7n:onexhiseayto5m;ispta�lSSedwishutt}ex5attopnmssnuaaomAIloeirossestAdoayLbmioIII, .LE Fort :Pierc?;F134446 I I J U LY 17, 2017 I I\VJJLLJ V11LLL11I- %.7L 1 VL. 1 /"1I1... (HIGH WIND VELOCITY) STDTL07 ......_• A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 77240�1010 i 1 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 O C WIND DURATIO, OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING 24" O.C. (BASE AND VF I SUPPORTING TRUSSES DIRECTLY UNUtK VALLtr 1 KUSJtb MUJ 1 tst DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAILS IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. i i CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH BOTTOM CHORD o I I I j FOR BEVEL. D BOTTOM CLIP MUST BE APPLIED TO CHORD, CL P MAY BE APPLIED THIS FACE WHEN PITCH TO EITHER FACE. EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) NON -BEVELED BOTTOM CHORD 3'ara;t wi-pAmi. tie `t-1volW5i(irmat;mallRIK$S(QnKfl1IQmrI?R KO'.M: ftT't:nSi<terga�emt�:ss�9?ei(atyt,aCFsimttUsiipkv+�y�3Grafm:7situp[.iya3v1,7,PE.iero�viFit;et6.'e�e} 5aetafiv tdc.iaer.:t(?P,tnl) .WtrS (rro?¢ssp t511Mre-ILr lifT691akre':l. l;ti:s?i fxyTai rfyifia +Nl7iq'n.w;, s+d raexi0(?rfisntt a?vrie "1,He.11Le prf,ssie"dr4uwtgr p;syh$'.. Lr to detrsral ltm(Tirss dzF�tel en da T:,tx', uAnthony T.'Ton;bo 111, P1. Al� nQ�ie tf�; Trvts BedfBfugdt.(tsta;s�.rQmaft!9enr,�tM�nx?swfin:IktuQf-a s�a�m Ma?tat�sl Q+iltc!I[{ceM femlrA:iat &+QBti ei ttra�(uiAsdcs tkrsartdatiiu 6Gluatie prvaittt tnfp.rliflxihy Wsg3cs^Sdtt,Gdtmmta;itt!{GtGif ST itta?d SCF aeTt4451 St. Lmle BIVd. e>i te( r3tpr(uior?aReei,yw nr,gSPdf{slistl:vertQ 1?v sigeuu%dff!~hr,"MafGv ptr�1. tsv'sfrn[puerdFs4al;r{ tr�{?Gsfia[vrrsQehzcimFort Pierce; F� 34946 ,__._ un �,,.-: r.:....._ .s__c_w n__._r..: ....i.__. ..,..._.. .i..�. ..�.. ........_ .. ._...-.w,..... r... ..:r r._t.w a� .•. 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 7z; VERI 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. NOTE: 1. MINIMUM GRADE OF 02 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO 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 6' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' D.C. 6. 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) lOd NAILS INTO 2X6 2X4 SP OR SPF #2, SECTION A -A 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. i 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'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4SP#3/STUD 24"O.C. 2-8-6 3-11-3 54-12 8-1-2 2X4 SP #2 12" O.C. 3-10-15 5.6-11 6-6-11 11-8-14 2X4 SP #2 16" O.C. 3-6-11 4-9-12 6.6-11 10-8.0 2X4 SP #2 24" O.C. 1 3-14 1 3-11-3 1 6-2-9 9-3-13 DIAGONAL BRACES OVER G' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 90X OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. I' STDTLO'8 I 2X6 SP OR SPF #2 DIAGONAL BRACE 16d NAILS SPACED G' D.C. r- 2X6 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS W/(4) - 10d NAILS i I I I NAILS TRUSSES L 124' O.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. �ItTACHEI TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. 11 HORIZONTAL B (SEE SECTION 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 1 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 17, 2017 I LATERAL BRACING RECOMMENDATIONS I STDTL10 '-c A TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. 'NOTE 1: 2XG STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE Adw 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: STRONGBACK 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 CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW OUTSIDE FACE OF Cl EDGE OF STRONGB C USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPEI ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO I WITO N IBLS 0. BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0.131' X 3') TRUSS 2XG 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) THROUGH IRD INTO (00 NOT VERTICAL 3) - 10d 'X3') ATTACH TO CHORD WITH (2 I#12 X 3' WOOD SCREWS (0.21G' DIA.) INSERT SCREW THROU& OUTSIDE FACE OF CHOR EDGE OF STRONGBACK ( USE DRYWALL TYPE SCI THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) INTO NOT FEBROARY 17, 2017 A-1 ROOF TRUSSES 145ii ST. LUCIE BLVD. 7RTi�PIERCE, FL 34946 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 o.135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 Ni .128 74.2 67.9 58.9 57.6 50.3 p�'i J' .131 75.9 69.5 60.3 59.0 51.1 .148 81.4 74.5 64.6 63.2 52.5 N i VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMP�JE(3) -6d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD ! 1 FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30" TO 60" 45.00' ANGLE MAY VARY FROM 30' TO 60" STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE )0° FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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 ENO 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. +�* USE (3) TOE -NAILS ON 2X4 BEARING WALL •** USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR Sl lE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD .131 59 46 32 30 20 z O .135 60 48 33 30 20 .162 72 58 39 37 25 J S 0 .128 54 42 28 27 19 F- O z z JO .131 55 43 29 28 19 W .148 62 48 34 31 21 -I Lo J N z .120 51 39 27 26 1i7, CD z .128 49 38 26 25 OJ .131 51 39 27 26 1�71 .148 57 44 31 28 ?�0 I :L NAIL NAIL II SIDE VIEW END VIEW i ill iEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT STDTLI3 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIER EL 34946 3494 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE , F 772-49-1010 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL STDTLI4 k7 FO EXTERIOR FLAT GIRDER TRUSS 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 GIRDER 12 VARIES L�� (4) 12d MAX 3011(2'-611) 2x6 #2 SP (Both Fa( 24" O.C. 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IVLt@ B.vt1. saa4aHmdge(e,aw rgn7gnnsi9gkf �'l,a':t srx,el IrCeaU vp EeTxr sl'rta 3Nfur :,�pxr,erl is W d ,�}ulcgmtrx/1 .. as as tcbetat7 t, fopyrigM �t 2d16 Ad NsalTwssss AmhcnTLlemhofll, P.L hplodvifcn al misdo;em'min any 10m ispahi.iLd vdihm �Atwiuerpemisloe ham A-1 RATresses- ArAM L N So €3I, H. F4��14r=�•IFL :4945 N 'J i� I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 FEBRU,ARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES A' ES 4451�IOOFTRUSST.LUCIE BLVD. FORTIERCE, FL 34946 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 3291 2007 3011 1697 2546 173E 2608 32 48 36' 2681 4022 2454 '3681 2074 3111 2125 31B7 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48. 3657 5485 3346 5019 2829 4243 2898 4347 # DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 31. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C i I I li .. II I. BREAK Ley i 3 lOd NAILS NEAR SIDE ell" NAILS FAR SIDE �,' I X' X' MIN 6' MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES:,] 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSSiiSHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPO TING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND H�LD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSU L SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS STDTL1;6 t 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' O.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, DF) TO ONE FACE OF •TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' DIA. X 3') SPACED 6. O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 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 409 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