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TRUSS ENGINEERING
• - 44a1_ STz LUCIE BLV FORT PIERCE, FL 3494,E PH: 772-409-1010 FX: 772-409-1015 ®13www.A1Truss.com TRUSS ENGINEE-RING BUILDER: PHOENIX REALTY HOMES PROJECT: TARPON FLATS COUNTY:. ST LUCIE LOT/BLK/MODEL: TARPON FLATS LOT 31 JOB#: 72328 MASTER#: OPTIONS:. NO OPTIONS Lumber d sign vaIuas are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. JAI TRUSSES A FLORIDA CORPORATION RE: Job 72328 ' Site Information: Customer Info: PHOENIX REALTY HOMES, INC. P Lot/Block: - Address: 3910 DUNE SIDE DRIVE, FORT PIERCE, City Name Address and License # of Structural Engine Name: Address: City: General Truss Engineering Criteria Design Loa Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 Wind Speed: 170 Roof Load: 55.0 psf This package includes 74 individual, dated Truss Design Drawings With my seal affixed to this sheet, I hereby certify that I am the Tru: conforms to 61 G15-31.003,section 5 of the Florida Board of Profes Ict Name: TARPON FLATS Idel: TARPON FLATS LOT 31 bdivision: unty: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL of Record, If there is one, for the building. anse #: (Individual Truss Design Drawings Show Special Program: MiTek 20/20 8.1 loor Load: 82.0 psf id 16 Additional Drawings. Design Engineer and this index sheet )nal Engineers Rules. No. Seal # Truss Name Date No. Seal # I Truss Name Date No. Seal # Truss Name Date 1 A0008678 A01 G 5/21/18 13 A00086,90 A10 5/21/18 25 A0008702 B12 5/21/18 2 A0008679 A02 5/21/18 14 A0008691 All 5/21/18 26 A0008703 B13 5/21/18 3 A0008680 A02G 5/21/18 15 A00086192 B02 5/21/18 27 A0008704 B14 5/21/18 4 A0008681 A03 5/21/18 16 A0008693 B03 5/21/18 28 A0008705 C01 G 5/21/18 5 A0008682 A03G 5/21/18 17 A0008694 B04 5/21/18 29 A0008706 CO2 5/21/18, 6 A0008683 A04 5/21/18 18 A0008695 B05 5/21/18 30 A0008707 CO3 5/21/18 7 A0008684 A04G 5/21/18 19 A0008696 B06 5/21/18 31 A0008708 C04 5/21/18 8 A0008685 A05G 5/21118 20 A0008697 B07 5/21118 32 A0008709 C05 5/21/18 9 A0008686 A08 5/21/18 21 A0008698 B08 5/21/18 33 A0068710 C06 5/21/18 10 A0008687 A09 5/21/18 22 A0008699 B09 5/21/18 34 A0008711 . C07 5/21/18 11 A0008688 A09A 5/21/18 23 A0008700 B10 5/21/18 35 A0008712 C08G 5/21/18 12 A0008689 A09B 5/21/1 224 A0008701 Bll 5/21/18 36 A0008713 I CJ1 5/21118 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Roof Trusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. NOTE.The seal on these drawings indicate acceptance of professi I al engineering responsibility solely for the truss components shown. The suitabilityand use of components for any particular building is the responsibility of the building designer, perANSI/TP14 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering 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 specific location]. These TDDs (also referred to at times as 'Structural Engineering Documents] are specialty structural component desighsand maybe partof 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 AnttR T. engineering responsibility for the design of the single Truss depicted on the TDD only. ey 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. I zr . 39.BCA22100 0000 004C1287DF Page 1 of 2 A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job 72328 i Lumber design values are in accordance with ANSI/fPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. No. Seal # Truss Name Date No. Seal # Truss Name Date 37 A0008714 CJ1A 5/21/18 75 STDL01 STD. DETAIL 5/21/18 38 A0008715 CJ1D 5/21/18 76 STDL62 STD. DETAIL 5/21/18 39 A0008716 CJ2 5/21/18 77 STDL03 STD. DETAIL 5/21/18 40 A0008717 CJ3 5/21/18 78 STDL04 STD. DETAIL 5/21/18 41 A0008718 CJ3A 5/21/18 79 STDL05 STD. DETAIL 5/21118 42 A0008719 CJ3B 5/21/18 80 STDL66 STD. DETAIL 5/21/18 43 IA0008720 CJ3C 5/21/18 81 STDL07 STD. DETAIL 5/21/18 44 A0008721 CJ31) 5/21/18 82 STDL08 STD. DETAIL 5/21/18 45 A0008722 UK 5/21/18 83 STDL09 STD. DETAIL 5121/18 46 A0008723 CJ5 5/21/18 84 STDL1;0 STD. DETAIL 5/21/18 47 A0008724 CJ5A 5/21/18 85 STDLIII STD. DETAIL 5/21/18 48 A0008725 CJ5B 5/21/18 86 STDL12 STD. DETAIL 5/21/18 49 A0008726 CJ5D 5/21/18 87 STDL13 STD. DETAIL 5/21/18 50 A0008727 D01 5/21/18 88 STDL1'4 STD. DETAIL 5/21/18 51 A0008728 EOIG 5/21/18 89 STDL15 STD. DETAIL 5/21/18 52 A0008729 FB01 5/21/18 90 STDL16 STD. DETAIL 5/21/18 53 A0008730 F602 5/21/18 I 54 A0008731 FB03 5/21/18 55 A0008732 FB04 5/21/18 56 A0008734 FL01 5/21/18 57 A0008735 FL02 5/21/18 58 A0008736 FL03 5/21/18 59 A0008737 FL04 5/21/1.8 60 IA0008739 HJI 5/21/18 61 A0008740 HJ7 5/21/18 62 A0008741 HJ9 5/21/18 63 A0008742 J7 5/21/18 64 A0008743 J713 5/21118 65 A0008744 J7C 5/21/18 66 A0008745 J9 5/21/18 67 A0008746 T01 5/21/18. 68 A0008747 V03 5/21/18 69 A0008748 VO4A 5/21/18 70 A0008749 V05 5/21/18 71 A0008750 V06 5/21/18 72 A0008751 V08 5/21/18 73 A0008752 VM02 5/21/18 74 A0008753 VM04 5/21/18 Page 2 of 2 . Job Truss Truss Type Qty Ply A0008678 72328 A01 G Hip Girder 1 1 Job Reference (optional) A? Roof Trusses, Fort Pierce, FL 34946, design@aitruss.com 7-0-0 7x6 8.120 s Nov 12 2017 Print: 8.120 s Nov 122017 MiTek Industries, Inc. Mon May 21 09:48:54 2018 Page 1 ID:HSelToU9d7eaEKtzidgq 1 fyTW E_-zEH MWMr5tr8kXIX1 OeX71AZELK?eUGJgYJf?8mzEKKt 1d-4-171 21-4-0 . 23-4-0 Dead Load Defl. = 1/8 in 6.00 12 eo 0 A 2 5 I I .6 a 1 a e 18 9 19 20 21 87 22 •e a 17 , 23 4x10 = 3x6 11 7x10 MT20HS= 4x10 = 7-0-0 14-4-0 21-4-0 7-" I 7-" 7-0-0 Plate Offsets (X Y)— [2.0-5-0 0-1-71 [3.0-1-12 Edge] [5.0-5-00-1-71 [7.0-1-12 0-0-01 [8:0=0-0 0-2-12] [9:0-4-8 0-1-81 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 0.75 Vert(LL) -0.28 7-9 >911 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.43 7-9 >596 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.09 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 106 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 `Except` T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2438/0-8-0 (min. 0-2-9) 5 = 2436/0-8-0 (min. 0-2-8) Max Horz 2 = 111(LC 7) Max Uplift 2 = -1173(LC 8) 5r _ -1173(LC 9) Max Grav 2 = 3060(LC 28) 5 = 3056(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6128/2187, 3-14=-5494/2019, 14-15=-5494/2019,15-16=-5494/2019, 4-16=-5494/2019, 4-5=-6128/2187 BOT CHORD 2-17=-1 824/5387, 2-18=-1 848/5413, -9-18=-1848/5413, 9-19=-1856/5494, 19-20=-1856/5494,20-21=-1856/5494, 8-21=1856/5494,7-8=-1856/5494, 7-22=-1846/5413,5-22=-1846/5413, 5-23=-1834/5387 WEBS 3-9=-238/1927, 4-7=-238/1926 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132inph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat- II; Exp C; Encl., GCpi=0.18;. MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated.) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This t juss 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 Qt=1b) 2=1173, 5=1173. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 397 lb down and 375 lb up at 7-0-0, 231 lb down and 222 lb up at 9i0-12, 231 lb down and 222 lb up at 10-8-0, and 231 Ib down and 222 lb up at 12-3-4, and 397 lb down andl375 lb up at 14-4-0 on top chord, and 1218 lb down and 225 lb up at 7-0-0, 255 lb down and 21 lb up at 9-0 i12, 255 lb down and 21 lb up at 10-8-0, 255 lb down and 21 lb up at 12-3-4, and 255 lb down and 21 lb up at 14-1-12, and 964 lb down and 203 lb up at 14-4-0 on (bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASES) Standard 1) Dead +I Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Standard Uniform Loads (plf) Vert: 1-3=-96, 3-4=-96, 4-6=-96, 2-5=-14 Concentrated Loads (lb) Vert: 3=-272(B)4=-272(B)8=-73(B) 9=-407(B) 7=-334(B)14=-194(B) 15=-194(B)16=-194(B) 19=73(B) 20=-73(B) 21=-73(B) Nesdep-nwsetlwsyHrrenesrsia •aa ROOF TIMISCS(Un ucall. ad red.des w l%1,vss Res]:P RsariylRs u! IRs dstlwrl. Tex!>ill, rt Idneae slesl:s a!e Sit Odess stleniw tldd setleTOO,aa'j WTetcswethq:iassliliEsselhrt&F101ehediL Ise Tms Deziye hprxr{le,Ssu7sNi[epn tladnoplDOrepesetls«auhm;edr4 pdasUed ey er6R ryasiRilntbr Hdes!Tatl rk st eTnss hp:nd WhMuq,rdaTM-1. xee pn mnnpises,6dymdnxs. senceilq Anthony T. Tonlbo III, P.E. 0,1111.1fissTwstSesyRelief is lie nslesaiWri'llN0. s,.IhO.als"b—Tdyed rrie rdleiq Desipwr,wthnshd d to Thgyw lR4tle tl: al tle bd Ra's gwlewflnl. Nr 80083 dsh lDOndnTAellnedtie Tnss.hds6q lafi•}sarye, iuhlldiw ud lrsciR s6dHr5e reyaeR':gd ' tleRilapOes�pm!edLresk!. All wasulaitliew.11itle.rewMgIf"Shw icirjPslliMlIN Nst(Awrdxxe.7!isFMIp;ince. lk astlerespAs:i3Msadhiad3:Less[asi�n.Lns9esnGyrceralinssWwhstlser,uksc 4451 St. Lucie Blvd. 'x�dui edRparamegeaepeevnmyydlRmeslHdredneTw::ee�RyiewrlsReTSR ayeK g,wTw:ssptiaF�piweeraraamy.may ease:eemrdadrnn. Fort Pierce, FL 34946 (opt'righs!(120166-IfodTosses-AmbooyLTomboIII, P-1- ReprodustionSINS dommeni,inanylarm, is, prohibiledwiftulThe w6ninpesmissionIsom A-(Roo}Tresses-AmhonyLTombo111,P.t. Job Truss Truss Type Qty, Ply 72328 A02 Hip 1 1 A0008679 Job Reference (optional) �I� co -2-0-0 4-7-6 rrun: mizu s Nov iz zul t rnnt: a.1zu s NOV 12 201 I MI I ek Industries, Inc. Mon May 21 09:4845 2018 Page 1 ID:HSelToU9d7eaEKtzidggifyTWE= RQrkjiske8Gb9v6DaL3M105RL1GnDmAtamzPYgQzEKKs 4x4 4x4 4 5 4x4 = j 5x6 = 3x4 = 4x4 = Dead Load Defl. = 118 in , 9-0-0 12-4-0 21-4-0 9-0-0 3�-0 9-0-0 Plate Offsets (X,Y)-- [10:0-3-0,0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.39 9-16 >650 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.54 9-16 >470 240 BCLL 0.0 ' Rep Stress Incr YES WBI 0.29 Horz(CT) 0.06 7 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 101 Ib 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 3-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. MiTek recommends that Stabilizers and requi7in cross bracing be installed during truss erectio accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1359/0-8-0 (min. 0-1-10) 7 = 1359/0-8-0 (min.0-1-10) Max Horz 2 = -136(LC 10) Max Uplift 2 = 451(LC 12) . 7 = -451(LC 13) Max Grav 2 = 1359(LC 1) 7 = 1359(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2069/1476, 3-4=-1595/1152, 4-5=-1331/1124, 5-6=-1584/1145, 6-7=-2068/1476 BOT CHORD 2-17=-1063/1786, 10-17=-1063/1786, 10-18=-597/1330, 9-18=-597/1330, 9-19=-1110/1786, 7-19=-1110/1786 WEBS 3-10=-565/573, 4-10=-203/368, 5-9=-198/367, 6-9=-573/576 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; 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 rectangl6 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=451, 7=451. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. I I LOAD CASE(S) Standard w wroiq•neeseriustpk?prs,itn Ise'4? IOU RZESCM1117j. 6C1311 TM CO MOMS CUSTOKCK-13-j dptrMIRS11E1li Ion Tnilp delp putaaers sty reNaNssreskslnssUnics DttwiapjRwi tN de Aalnrl. invls Ol r.L ldaemelik.LSrehe/U!Iess sMerwise slaty tetYeTDD,wrr PiTtennemrjhisaatheulUr ax l9D lakalil.Asarrns Delp lideeul.11e seats uyTDD rene:etls eca¢11a;ed Re p,simindoitteAsirespmlNlay*Ike n!pe. thsksf,Tnu fapinN es Ike roo oar,wrnl•.'H.;t¢t:Rpa nvnnbn,l!eC Q7oe8nxf, smdtlilp Anthony T. Tombo III, P.E. nS,sedsSls Tass4e,q{eil6.1 it tktespnnlilnpdMsOmr.lpa Owxised:atiNey.:a,t tle rullfty Dlsips�r,OP&(ededalie liC Ae uCndtle bfNka!d peNE nd nLl. Ike grnstl a Ike IDD 14 u!bell st date Tnets, ud!iq krdt�y, nr%iuMlant od knssq sbiih Pr n!r=11:h d z 89083 ' atimt,pDefiprtNuat,ate,atels sew aflow Ise Istpta.s®dp,dlosdth pdaop dospstus Wet lfirntlin',KSf.1,11l1h06f InrAS{Umd!rxefM pool pideaL UP testtso;!a:pesi6 lietedba:sarielnu Dnipn,l!ssDuo 6fnnmd Tors Miaefrl-tatss 4451 St. Lucie Blvd. t3esvia lefi,N 1po(aa,2a¢peNapeuwtaiy lydl p,rt:shn?tti lSeTnss GesNa ripinerls MOl ke{a9ap Cssipaer,rtTnisSpstearapuardop6nl5ip. llls�a3aNk:os rteos iamN iaR61. Fort Pierce, FL 34946 (apptip6102016A-1Roarimsses-AnihaayLTomha111,P.E. Eeprodadiaaofibis dorueners,inany fival,isptobibhedwitheulthe vritleupetmissionbass A-1Roofhosses•AethonyT.Tomho111,P.E. Job Truss Truss Type Qty Ply A0008680 7A28 A02G Roof Special Gir}der Job Reference (optional) Al"Hoot I cusses, von vierce, r-L 14a40, ae5rgn%wa 1lruss.canl 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:48:56 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ vdP6x2tMPSOSm2hQ83abrbebY7cWy6Az?d86CfzEKKr I A-u-u 11-L-V I IJ�f-U I 2-0 0 7-0-0 4-2-0 3x4 = 4x8 — Dead Load Defl. = 1/16 in 1. x4 I 500 — 5 - 6.00 F12 I L 1 V 0 4 El 0 19 12 2 r 1 e6 a 16 8 17 7 18 6 15 3x8 = 3x8 11 4x10 = 4x4 11 7-0-0 11-2-0 15-4-0 7-0-0 4-2-0 4-2-0 Plate Offsets (X Y) [2.0 10-4 0 1 9] [3.0-5-0 6-1-12] [5.0-3-8 0-3-0] [6•Edge 0-3-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.10 8-11 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 6.82 Vert(CT) -0.19 8-11 >973 240 BCLL 0.0 ' Rep Stress Incr NO WB 6.76 Horz(CT) 0.06 12 n/a n/a BCDL 7.0 Code FBC2017lrP12014 Matrix -MS Weight: 93 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30-ExcepV T2: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1612/0-8-0 (min.0-2-4) 12 = 1690/0-3-0 (min. 0-1-8) Max Horz 2 = 266(LC 8) Max Uplift 2 =-733(LC 8) 12 =-867(LC 5) Max Grav 2 = 1917(LC 27) 1' = 2220(LC 31) FORCES: (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3414/1190, 3-13=-2237/865, 4-13=-2237/865, 4-14=-2237/865, 5-14=-2237/865, 6-9=-26/380, 5-9=-26/380 BOT CHORD 2-15=-1 116/2956, 2-16=-1 141/2980, 8-16=-1141/2980, 8-17=-1152/3051, 7-17=-1 152/3051, 7-18=-1 08/261, 6-18=-108/261 WEBS 3-8=-251/1688, 3-7=-1154/404, 4-7=-855/565, 5-7=-1034/2710, 5-12=-2248/878 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp�C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate'grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. t 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 3i 6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=733, 12=867. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels andl at ell panel •points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 397 lb down and 375 lb up at 7-0-0, 231 lb down and 222 lb up at 9-0-12, and 231 lb down and 222 lb up at 11-0-12, and 231 lb down and 222 lb up at 13-0-12 on top chord, and 1218 lb down and 225 lb up at 7-0-0, 255 lb down and 21 lb up at 9-0-12, and 255 lb down and 21 lb up at 11-0-12, and 255 lb down and 21 lb up at 13-O 12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the Itruss are noted as front (F) or back (B). LOAD CASE(S) Standard Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 3-5=-96, 2-6=-14 Concentrated Loads (lb) Vert: 3=-272(F) 8=-407(F) 4=-194(F) 7=-73(F) 13=-194(F) 14=-194(F) 17=-73(F) 18=-73(F) D'suy-rle¢etlutgHrn!itxex'A-I HDDf IiUSS?StSTUEI-J,6fR:iBl IEIY58(DBLOTIDBS (1ftOM{dhi�')1(1r8ai�DBNFAi (ua Tctlj dtdp ppeaders nlle�edtsnttisitess ksips Ltviy{fr'-3;erA lke AltinjtlsattRi,l.E.iderea!eil:s!ta�rant. udesscner+istildedn...TDD,* klieitare7upxtlsstdlMnedhrnil9DfatetdiLiscTins Desgr6drxer(u, Sleuth( bgsts;,.tudrenJTDDrtptsmirerxvro"erdit, pnlxslnden rmarespuslioiryhrNMoe.!teslot Treshpid�entIDonlj,dildIT:T!.ttxtrsPnunpurs,Irtt:y<aenxs,smoimj AnthonyT. Tombo 111, P.E. dot dnlS Tinsft!eOJ WE.! 0-s'm 0-es "waritpoir lit 161141 Detiju!,.fhi nlW,1 enf '!ls1( ndne fini W rg[,it WMi. Tlerppielfidtn lDD Ott etJflelldl dne Trisf. mdl6R tdA!�i'p..tlerllE.11thIIN111 ndk1caB 3ld!lA tte rttp^.Yntdird 280083 ' ns to Esp Dess s!rN(eln:. All isles silnl lone ED atllu prmtnes ad A:Dex of khft"(mtpa nSdrrylsan Dn{tnf pll'shdij in 1A stLSm:rdutud'w Benol aidsw IP Id1n54: n.p 6'.1d9l5 ndbD dn:T!nSDnintt,T rsD s:p eg ttcsd rRSS U9M1 Cere R'n5 4451 St. Lucie Blvd. i'lt?VISl I�I�Ije J9;CA9]rld epeltwrtlitBlJAl pgfiKl[�r!ted. T6LTnss CiShA E'QlRlrklCT BtIttaBrei:per,nT'ess Srskn E2111nfYPJttittltp. All [G.ti led M,©t lremddxdtolfl 1. Fort Pierce, FL 34946 (oppijb! CQ 2016 A -I Roof Trusses-AnihonyT. Tombo III, P.E. Beprodudion of ibis doameny in onyform, is prohibited withoutthe written permission from A -I Roof Trosses- AnthonyLlgon o III, P.E. Job Truss Truss Type Qty Ply A0008681 72328 A03 Common 5 1 Job Reference (optional) Al rtooT I russes, Ton Tierce, t-L 14U4b, ciesign(Naliruss.com 6.00 12 1.&4 3 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09r48#56 2018 Page 1 ID:HSelToU9d7eaEKtzidgq 1 fyTW E_-vdP6x2tMPSOSm2hQ83abrbeY?7edye33z?d86'fzEKKr ,1-6 rre-0 1441-0 i 17-11-3 i 21-4-0 i 23-4-0 i -1-6 8-0-0 3-3-3 3-4-13 2-0-0 0-6-10 I 3x4 = 3x6 = 6 3x6 = 5 7 1.5x4 11 8 1.5x4 9 Dead Load Defl. = 7/16 in fv co 2 W 6 10 cs c 1 11 ]o '18 19 13 20 21 22 12 23 24 4x4 = 6x6 = 3x4 = 4x4 = 6-0-0 Plate Offsets (X Y)— [2:0-1-8 0-0-0] [5:0-3-0 0-0-121, [6:0-2-0,Edge], [7:0-3-0,0-0-12], [10:0-1-12,0-0-0], [l3:0-3-0,0-4-8] 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 0.87 Vert(LL) 0.40 12-13 >637 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.71 12-13 >361 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.05 10 n/a. n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 113 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP 240OF 2.0E NOTES- " BOT CHORD 2x6 SP No.2 1) Unbalanced roof live loads have been considered WEBS 2x4 SP No.3 for thisldesign. BRACING- TOP CHORD r 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf-, h=25ft; Structural wood sheathing directly applied or 2-2-0 oc Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) pudins. BOT Cceilf0RD and C-C Exterior(2) zone; cantilever left and right ng directly applied or 6 4-5 oc bracing. Rigidand exposed forces ; end vertical left exposed;C-C for members & MWFRS for reaction's shown; Lumber MiTek recommends that Stabilizers and required DOL=1.60 plate grip DOL=1.60 , cross bracing be installed during truss erection, in 3) Thistruss has been designed fora 10.0 psf bottom accordance with Stabilizer Installation guide. chord I ve load nonconcurrent with any other live loads. REACTIONS. (lb/size) 4) ` This truss has been designed for a live load of 2 = 1359/0-8-0 (min. 0-1-10) 20.Ops on the'bottom chord in all areas where a 10 = 1359/0-8-0 (min. 0-1-10) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Horz bottom) chord and any other members, with BCDL = 2 = 156(LC 11) 7.Opsf. Max Uplift 5) Provide mechanical connection (by others) of truss 2 =-467(LC 12) to bearing plate capable of withstanding 100 lb uplift at 10 =-467(LC 13) joint(s) except Qt=lb) 2=467, 10=467. Max Grav 6) This truss has been designed for a moving 2 = 1359(LC 1) conce trated load of 200.01b live located at all mid 10 = 1359(LC 1) panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. LOAD CASE(S) TOP CHORD Standard 2-3=-2219/1522,3-4=-1811/1231, 4-5=-1491/1163, 5-6=-745/1059, 6-7=-755/1096, 7-8=-1403/1150, 8-9=-1769/1224,9-10=-2294/1648 BOT CHORD 2-18=-1137/2044, 2-19=-1146/2047, 13-19=-1146/2047, 13-20=-691/1454, 20-21=-691/1454,21-22=-691/1454, 12-22=-691/1454, 12-23=-1318/2058, 10-23=-1318/2058,10.24=-1312/2052 WEBS 9-12=-774/684, 5-7=-2628/2130, 8-12=-202/518, 4-13=-192/531, 3-13=-745/622 a xmdegnte:etltteryeprtItn1s'aaroDra"ISs3CSIt['16e911Tim aCCU, TICKS agates ula•;:all ;Air,re penpd,dp,mend:ana�ede:�I,1e,sDe:�Dnaplrea,ediadl�rl.Ta:e.rLrd�xiell�l!eS,ene.udee�ala.sedddFnneroe,�y elTtlmvrthrpahss9dt:�aselardtlDDlak,dil.4stLnsDesys[eCren{I.e,S+.t[uep6rirttr�wesetieeflpTDOljll�kpnowseG r.1aNierfd:SfltlClti'6Et11011SpN511111Ip4'NllesjdddBs4eTmssE°ji.T.eeRIYtTDD0dj.MVT?FI.Theinitlf31np711C5.ItFetrWemttS,"90ley Anthony T. Tornbc, III, P.E. t litdldi TSSSa'tey rsilGu is he RSpN4elaf dht Otler. iMt OVw(ee"rSlefd4dtd er lle rnldhl h5pr,m tits an dfli lTT,S ii: Wile 6[Sliplarr le.0MI.A,sip!Iiddl¢a TDD su.jE1"WrK18 GT krnK AII4 b n5pOL011t d 180083 ' da Pa:faeg Dts"r,.xf erd Qaetoat.All raksstlaat aft, TDD e.A he nodmod piddbesdtle pdbirespw,d Sdelyht 44515t. Lucie Blvd. e!Erviu ddisklpo(nd:td deed apev ie wnfieplpol raCEsim<dtei lieinesDtsimE4iHeehrCTF.e rnda3-esipeer�etT�s!yAtm isineeedmp 9a0Lry. dll wd.a'aei•e•as ertas ddaellaTtll. Fort Pierce, FL 34946 Copyright 02016A-I Roof husses-AafhonyLTomhoIII, P.1. Repsodudionofibisdommen,inanyform,isprohibitedwithoutthewiittenpermissionhonsAARoofTresses-AnthonyT.TomboIll,P.L Job Truss Truss Type Qty Ply A0008682 72928 A03G Hip Girder 1 1 Jab Reference (optional) AT*F(oot I russes, t-ort merce, t-L ,wawo, aestgn(vaa t erusb.wrn r 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:48:57 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglyMEW _ NpzU8Nt AmWIOCGchm5gNpBmiXvbhfr7EHufl5zEKKq 8-11-15 15-11-4 _? 46 - x6 = 6.00 12 2 1:31 Li 7 14 6 15 e, 1 r � 13 12 3x8 i 3x811 3x811 7-0-0 8-11-15 1 1-11-15 t 7-0-0 Plate Offsets (X Y)- f2.0-2-9 0-1-8] [5.0-0-10 0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.16 7-11 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.25 7-11 >751 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.07 5 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 5 = 1547/0-7-4 (min. 0-2-9) 2 = 1750/0-8-0 (min. 0-2-11) Max Horz 2 = 129(LC 8) Max Uplift 5. _ -749(LC 9) 2 = -831(LC 8) Max Grav 5 = 2172(LC 33) 2 = 2283(LC 28) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4210/1428, 3-4=-3750/1332, 4-5=-4210/1419 BOT CHORD 2-12=-1154/3666, 2-13=-1179/3690, 7-13=-1179/3690,7-14=-1187/3750, 6-14=-1187/3750, 6-15=-1176/3690, 5-15=-1176/3690, 5-16=-1170/3682 WEBS 3-7=-264/1442,4-6=-260/1443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: A Vasd=132f Cat. II; Exr cantilever I exposed;L 3) Provide ponding. 4) This tru! chord live I loads. 5) * This tr 20.Opsf on rectangle bottom chc 6) Provide to bearing joint(s) exc 7) This tru! concentrat panels anc 8) Hanger( provided sI lb down an 375 lb up 2 and 225 lb up at 8-11 of such coi others. 9) In the L( face of the LOAD CA' Standard 1) Dead + , Plate li Uniform Vert: 1 Vert: E 7-10; Vult=170mph (3-second gust) i; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Encl., GCpi=0.18; MWFRS (envelope); and right exposed ; end vertical left fiber DOL=1.60 plate grip DOL=1.60 aquate drainage to prevent water has been designed for a 10.0 psf bottom Id nonconcurrent with any other live s has been designed for a live load of e bottom chord in all areas where a -0 tall by 2-0-0 wide will fit between the and any other members. echanical connection (by others) of truss ate capable of withstanding 100 lb uplift at pt (jt=lb) 5=749, 2=831. has been designed for a moving load of 200.01b live located at all mid t all panel points along the Bottom Chord, ,it with any other live loads. or other connection device(s) shall be icient to support concentrated load(s) 397 375 lb up at 7-0-0, and 397 lb down and 8-11-15 on top chord, and 1218 lb down 3 at 7-0-0, and 1218 lb down and-225 lb on bottom chord. The design/selection ection device(s) is the responsibility of CASE(S) section, loads applied to the g are noted as front (F) or back (B). Live (balanced): Lumber Increase=1.25 se=1.25 s (plo 3-4=-96, 4-5=-96, 2-5=-14 Loads (lb) B) 4=-272(B) 7=-407(B) 6=-407(B) Dead Load Defl. = 1/8 in 46 = PLATES GRIP MT20 244/190 Weight: 76 lb FT = 10% sr:u?p-ne?ttri�,t�!rr?,�[nfu •d I rJC; IriSSB(iEtlEl"; 6ER£etE EE1N58 C4:k�111AiS (lSiOMj 9C7] jdCClLtr'�inNitli' lira. iatrp Map pr+eadm es/rM orlts u!iispe[ss )rscs 9:niy (ffr?ri lEa itllu7L life O, r.Elducze 4ret4s;ene. lld?rs oRu.in creel urieIDD,ra'p fnTe4uneemrpi:es sSill:+ouebtttxTpeta Se rdil. A:tins: ¢nlpe [?plea{i.e,5ui[tty 6pce?r;,t!?udnopiUU upesetliuuup;*nA?la pel:srU[d era![e?n[gugaesllllrtrb;!7e euicnelttes!fleinss d?p:a.4ut1e 1DD odp;rexT?tL iEe das>p�nsmpnu.bNurmRnee?, smolnrp Anthony T. Tombo lll, P.E. cd ueAts isss:u eep tvilli[p lstk respn?i!i!itddtk OneetM D*uitnfm?ued epeil r>Ik lilfiep Desi¢2?,ath ndtildtu ld(,5?!;C udrie6rilld'erecd[udfPy. iee �pnudlSe EDD eal eufielluedri?Tnst.�1[6epladmy snupt,inhll?fin ud keti'p s4iliya??e?puiyddptf 80083 ' b 1n`.ihp Des Sse:[NCC"M?.All.!"seywl!tbnDeil rs prmias®d pelitimse14?p!!Ge1oapu+.tl SdejW.nenn;t5n,p[tlsltSty Til ue SlUm.0veatdtxpnf!ra-]mtt 4451 St. Lucie Blvd. ?ri[:elu tied ltaGil:ref yned opsv texnDiq l7dl pw;?slut;?ed.leeTnss DesyaEaj?a?Iz 70T!tilAap.e;pzer,wT:us Sys+?n Eape?trd®p5.itay. u![gt:�?d!eros nemddaeebm!. Fort Pierce, FL 34946 Copyright D2016AAtoof asses -Anthony 1.Tomb III, P.i. Reprodudioa ofthis dommeni, in any forna, is prohibited wiflicuttbe written permission from AA laoilrusses - AnthonyL Tomb III, P.L Job Truss Truss Type Qty Ply 72328 A04 ROOF SPEICIAL 4 1 A0008683 Job Reference (optional) A I Roo! I trusses, Fort: Pierce, FL 34946, eesign@anruss.com Stun: 8.1z0 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:48:58 2018 Page 1 ID:HSeITciU9d7eaEKtzidgg1fyTWE_ r?XtLjucx3e9OMgoFUc3wOjvoxNxO7YGTxdCUYzEKKp -2-0-0 4-10-6 0 8-3-4 10-8-0 15-4-0 2-0-0 4-10-6 0-5- 0 2-11-4 2 4-12 48-0 3x4 = Plate Dead Load Defl. = 318 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.43 9-10 >428 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.64 9-10 >286 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.08 14 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 91 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except` T2: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except` EV2: 2x6 SP No.2 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min.•0-1-8) 14 = 764/0-3-0 (min. 0-1-8) Max Horz 2 = 294(LC 12) Max Uplift 2 = -363(LC 12) 14 = -260(LC 12) Max Grav 2 = 1033(LC 1) 14 = 795(LC 2) FORCES. (lb) Max. Comp./Maxi Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1173/754, 3-4=-783/467, 4-5=-665/563, 5-6=-355/562, ' 6-7=-255/431, 7-8=-751 /660, 9-11=-133/384,8-11=-133/384 BOT CHORD 2-15=-942/1121, 2-16=-945/1119, 10-16=-945/1119, 10-17=-473/597, 17-18=-473/597, 18-19=-473/597, 9-19=-473/597 WEBS 5-7=-1130/1027,3-10=-635/547, 8-14=-882/691 1) Unb'lalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom) chord and any other members, with BCDL = 7.Opsf., 6) Bearing at joint(s) 14 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 100 lb uplift at joint(s)lexcept at=lb) 2=363, 14=260. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncor current with any other live loads. LOAD CASE(S) Standard 6Pd4 Prose Httnrdprerie?s tke'k 11CDEHIBB!SELIE116.Trdt MKS Eei Imm,ie!ep itdp iotndtrs o>a±edad:s altkislems Drs gn Draviy IRG; trl IEa ANYnpT.leaEaC,ff.fift..e Slxnh'1!eE!e_Ddes3 rHawist Hdel tetkeTDD,ID'y NAM."",r:Ctf 3enlL:n ludHr ex TDOla kt tdli.is. I—Dt111e1.0-0."TEe9laeEt[Ira;r'rW"ft ayTDO"In—lf la-P.a d He prdmiltld t W.'rar rnplml111ef Tar th J. :td 1hS ,kTmssd!p!aId wit TDD Odt,VJter RN. Ttieesilemsmplllm,Itdrittrdmw3,aiHkie¢ Anthony T. Tombo III, P.E. H.'.Inis TsssHetaf twldiq is tit rest"AlIep ON Nw.14 Hwads Px'+J ntdn ie;tke )mini Disip", Httaltut dHe IK'i? d: and Ht blWmg rulsEciMi. ikt[{l�s!}d He IDD ml n!fieHuedfie inss, mdl0ea l.�"u•�sk:ge, itstllldin adensig skdlal5l teymc3d:hd - 80083 Ht Fseny OEi!g!iEr lf�rL9YM'.7:1.gnSSEl44!kde TOO ne He lr�in3ID+.gINdnlS lnl!1filNti lCepleM Sdtry lPeaEnw{aSfjtetllSEelbpiPl Put SIU IRrtTNll:t1 )torte}liidlMt RFI NOGEi Hert3pM.Rlni,tll5[kd�ie!imdHlT!m3 DSdpter.T!mf Oe3'np FJ!!tt Cet Tre3i Namla!e�ey aess 4451 St. Lucie Blvd. aHE±rise IdilE2lpo ad!m Ilndarnil etlfiq kpolptttlEs aarsei TaeTnss tart! Egmeer Is 7CT'.`<E9Etsl CEfpatt, it Tn!sSpDan Ealilar d®pSaiNag. All rq::dmd*.s mm @feel HTPTI. (opyright02016Atodhosses-Anlhanyl.TombIII,P.L f Beprodurtionofthisdomment,inanyfaia4isprohibitedwitheutthewrittenpermissionhorsURcofusses-AethonyT.Tomholll,P.E. Fort Pierce, FL 34946 d Job Truss Truss Type Qty Ply A0008684 72928 A04G Roof Special Girder 1 1 Job Reference (optional) Al' -Root I cusses, con vierce, M i4u4o, aeslgnLa-rtruss.wrn 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MITek Industries, Inc. Mon May 21 09:48:59 2018 Page 1 ID: HSelToU9d7eaEKtzidggl fyTW E_-JC5FZ3vEiNmOd WP_1B71SEG6bLdj9RaPhbNmp_zEKKo 9-0-0 10 8 0 15-4-0 HHO 1-8 0 4-8-0 4x6 T Dead Load Defl. = 1 /8 in 3x4 = 4x6 = 5x10 = 5 6 6.00 12 I L co 0 V m 4 67 9 I 14 2L31 Icii 1 e e 16 10 17 9 18 8 19 7 3x8 = 3x8 11 6x6 = 4x6 = 4x4 11 7-0-0 9-0-0 10-8-0 15-4-0 7-0-0 2-0-0 1-8-0 4-8-0 Plate Offsets (X Y)— [2:0-4-0 0-0-111 [6:0-3-8 0-3-01 f7:Edge 0-3-8] [9:0-3-0 0-4-01 LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL ' 1.25 TC 0.66 Vert(LL) -0.15 10-13 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0'.86 Vert(CT) -0.26 10-13 >695 240 BCLL 0.0 Rep Stress Incr NO WB d.84 Horz(CT) 0.04 14 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 93 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except` T1: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-5-4 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 167710-8-0 (min. 0-2-9) 14 = 1505/0-3-0 (min. 0-1-8) Max Horz 2 = 233(LC 8) Flax Uplift 2 = -790(LC 8) 14 = -754(LC 9) Max Grav A 2189(LC 33) ( FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3956/1286,3-4=-3519/1231, 4-5=-3872/1346, 5-6=-3250/1089, 7-11 =-1 8/308, 6-11=-18/308 BOT CHORD 2-15=-1169/3440,2-16=-1194/3464, 10-16=-1194/3464, 10-17=-1198/3519, 9-17=-1198/3519, 9-18=-1130/3353, 8-18=-1130/3353,8-19=-127/345, 7-19=-127/345 WEBS 3-1 0=-1 66/1315, 4-9=-304/1428, 5-9=-235/349, 5-8=-2108/797, 6-8=-1145/3474,6-14=-2216/764 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp iC; EnCI., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 i6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of"bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=790, 14=754. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and lat all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 397 lb down and 375 lb up at 7-0-0, and 397 lb down and 375 lb up at 9-0-0 on top chord, and 1218 lb down and 225 lb up at 7-0-0, and 1218 lb down and 225 lb up at .8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 14-96, 3-4=-96, 4-5=-96, 5-6=-96, 2-7=-14 Standard Concentrated Loads (lb) Vert: 3=-272(F) 4=-272(F) 10=-407(F) 9=-407(F) 6'eeryrlesse tlsrsegtlrs;tiewtte'FI R141SE(Dl:IIID%(DSIDxj Ei99';i(nDAliuuNENP lire ierdrletlpluroetm oal mlesl:satsLessde:'tuDievigllf;sd R�Aetlurl.IMssO,l.E leweze Sk:a!taTess. Ddess alenisr Feel eetleIDP,say MlTekcuse:nrr'cas:0ei:�nedfirr&1)Dro6e reiL Assirm De:ge hyirse(.e,lp:ivfr6gee!r;.Rs udeo ortfiD rerrtsetlsicttnpa.:e[l lh pat:seaderiseDeo tego,sitl!rtr6r lls les!get!rtesaptrns L+a!I sctleNDsdr,.ssu t?tl.;�a>zp mnuNon,!en:spasnnn:.sma�!ry Anthony T. Tomba III, P.E. esdese ef+h!s TrtstfisesrlelUn BlterztlxlilllArdMa D�!clleDraise*."ki:sde;e9 exile tsilfiq Desitseya@s rrshstdl. Inc drl4'adtle bid la!fxg rsleallT.1. S80083 ' ttss .111es"! ad Ccehm!. 1111 .4, sit.; is thm 06,patens®7pirAmsfin! ti!eig(mraeeWait W-tt.,W,,:pifishAlrRWSKAw luawlrupem!pld T?tIIA"e3e.op it+ms.16cesdlsLrssDesi;W!nsRipuprnasrn:srmtsrnu,seiss 4451St. Lucie Blvd. YlF�rise lEGesd lya6st�egesi eguhxriDry lydl rm!:rs lAs!sei Tieinss trsiargieen is lDi L`e6fla7Ctsgi7,rtTnul�tearsln>ereor ti•ilru;. ill cq'�a><term uemlo�adbOFl. Fort Pierce, FL 34946 (opyrigbt02016A-Itooffrosses-AntbonyT.TomboIII, P.E. Reproduction of this document, in cayfum, is p!obibhed without the written permission from A-1 RoDiTrasses - AnthmiyT. Tomb III, F.L Job Truss Truss Type Qty Ply 72328 A05G ROOF SPECIAL GIRDER 1 1 A0008685 Job Reference (optional) As I Roux I russes, runt Pierce, FL 34946, ees!gn@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:01 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ FaC?_IwUE_OktgZNwc9mYfLPB80"KdMui9,vssuSzEKKm 12-1-1 17-3-14 22-6-11 28-4-12 12-1-1 5-2-13 5-2-13 5-10-1 oad Defl. = 5116 in C? CT 07 18 IN 1 O 1 27 28 13 2930 31 12 32 11 33 34 10 35 36 37 9 38 39 40 8 7x14 MT20HS-- 3x8 II 7x10 MT20HS WB= 3x6 II 704 MT20HS= 3x6 11 6x8 = 4x6 = 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 0.84 Vert(LL) 0.54 10-12 >620 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.67 10-12 >503 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(CT) 0.14 18 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 190 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 *Except* T2: 2x6 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except` W9,W10,W13,W14: 2x4 SP M 30 OTHERS 2x6 SP No.2 "Except' SB1: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-15 oc bracing. WEBS 1 Row at midpt 7-9, 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 2928/0-8-0 (min. 0-3-0) 18 = 3231/0-3-8 (min. 0-1-8) Max Horz 1 = 173(LC 38) Max Uplift 1 = -2361(LC 4) 18 = -2680(LC 4) Max Grav 1 = 3590(LC 19) 18 = 3828(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8573/5550, 2-19=-9921/6755; 19-20=-9921 /6755, 3-20=-9921 /6755, 3-21=-9921/6755, 21-22=-9921/6755, 4-22=-9921 /6755, 4-23=-6453/4510, 5-23=-6453/4510,5-6=-6453/4510, 6-24=-6453/4510, 24-25=-6453/4510, 25-26=-6453/4510, 7-26=-6453/4510, 7-8=-235/593 BOT CHORD 1-27=-2694/4028, 1-28=-5164/7863, BOT CHORD 1-27=�'2694/4028, 1-28=-5164/7863, 13-28=i-5164/7863,13-29=-5126f7775, 29-30=-5126/7775, 30-31=-5126/7775, 12-31-5126I7775, 12-32=-6560/9470, 11-32 6560/9470, 11-33=-6560/9470, 33-34 6560/9470, 10-34=-6560/9470, 10-35=-6560/9470, 35-36=-6560/9470, 36-37= 6560/9470, 9-37=-6560/9470, 9-38=-514l732, 38-39=-513f729, 39-40 512/723, 8-40=-511l-720 WEBS 2-13=-738/1691, 7-9=-4534/6510, 2-12=-1858/2540, 6-9=-921/557, 3-12=-887/545, 4-9=-3506/2330, 4-12=-240/673,4-10=-446/932, 7-18=-3884/2721 NOTES- 1) Winn: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II;�Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 bottoml,chord and any other members. 6) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=2361, 18=2680. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 333 lb down and 315 lb up at 7-0-0, 178 lb down and 172 lb up at 9-0-12, 178 lb down and 172 lb up at 11-0-12 , 178 lb down and 172 lb up at 13-0-12, 178 lb down and 172 lb up at 15-0-12, 178 lb down and 172 lb up at 17-0-12, 178 lb down and 172 lb up at 19-0-12, 178 lb down and 172 lb up at 21-0-12, 178 lb down and 172 lb up at 23-0-12, and 178 lb down and 172 lb up at 25-0-12, and 173 lb down and 179 lb up at 27-0-12 on top chord, and 1238 lb down and 562 lb up at 7-0-0, 268 lb down and 156 lb up at 9-0-12, 268 lb down and 156 lb up at 11-0-12, 268 lb down and 156 lb up at 13-0-12, 268 lb down and 156 lb up at 15-0-12, 268 lb down and 156 lb up at 17-0-12, 268 lb down and 156 lb up at 19-0-12, 268 lb down and 156 lb up at 21-0-12, 268 lb down and 156 lb up at 23-0-12, and 268 lb down and 156 lb up at 25-0-12,; and 280 lb down and 158 lb up at 27-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). l* LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 2-16=-96, 2-7=-96, 1-8=-14 Concentrated Loads (lb) Vert: 5=-151(F)13=421(F) 2=-228(F) 4=-151(F) 10=-94(F) 19=-151(F)20=-151(F) 21=-151(F) 22=-151(F)23=-151(F) 24=-1 51 (F) 25=-1 51 (F) 26=-1 65(F) 29=-94(F) 31 =-94(F) 32=-94(F) 34=-94(F) 35=-94(F) 37=-94(F) 38=-94(F) 39=-94(F) 40=-114(F) Ge:dq•lleeseNenerHpueiewfse'A-I lot! TMES i;fl111'>01111 Tim Is Willows(Islompan'j ACRXDD'EOM11i his Tvdp desire pmodm ead re,40,"Imituss Delp hrwhilIDD?: id lte Wesel. TwAi D!, M Idneme 4411Afire nt. Ddns pleni""it ,rieTDD,wg f dlTekssinner p;ns shdlh iselhr me TOD to h edit M tTrns Deslie Feprxv¢e,sKrldlr hglte!rj,ti! ud ee eeplDD r preseds a vu��:e title pohuued ecg!ee!;I!g respu011Xtb; tle les:gnd lle sTyepnu Gryln!1!rtle 1DD MIr, vsdefltN. iGe leslpo nwnyll!rs,hdiept!!Glflns, sdfull!Dp Anthony T. Tombo III, P.E. td lel 9!1!S TiCSiftr 14I0I6F is llt resiNsiMlXpdNO.", th Owuissaeeird aged or Ile ldlree Desltwr,mdenlhddfae lR(,Ise R(uiIke b:dlaNm3Ms ns rl.1. ile rtpnu'dsie iDD uad en Aeld see dhe cross.ie:htiglad"sq. sargc, hshl!diu ndEnea3 slnlfMti eese�4l:'ird S Its h4l; Our! id Centime?. All sees edrol mWh lhTDD , podiusof p4drosiftlekernel Cwrsm5ddph:eavh.1,U,,.pllisladlr Ill of SKA welieaself. peinlplum. Its] ce !isle.:pmtDDNSad6"IesI!ielussDesipv,huss 0083 Desip 6riueread Ness MaaAe:e:n, ueess g451 St.Lucie80083 Blvd. e8ndu Irhedlpohu ed eged epehwmfiy Ir dl tulles leohed. IleTnss trslp tq:eter Is XDi e6atAog Desltan, irTnss5sx"a Eglertrd®rSeXEai. All rgldrde;osseemddnedi'llil. (optTigb102016A-IRcofTrusses-AnhanyT.Tombo111, P.t. Reproduction oflbisdommenf,inonyfom,isprobihitedwithculthewritlenpermission homA-IReDlTmsses-Anthonyl.Tonto Ill, P1. Fort Pierce, FL 34946 Job Truss Truss Type I Qty Ply A0008686 72�28 A08 HALF HIP 1 1 - Job Reference (optional) Al"Roof Trusses, fort Fierce, f-L 34bl4b, aeSlgntU)aliruss.aom I 4 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:02 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= knmNB5x7?18bUz8ZUJh?4sudlYePMtJsNZbQQJzEKKI 6-10.7 0-4-14 6.00 12 3x6 5- 4x6 2x4 7, 6 4 3 1.5x4 I 4x12 = 7 6x8 = 6x12 = 6x8 = 7 2 156x8 = �A, 2 I� �' �1617 s 18 19 8 20 3x6 -::- 2x4 11 1 4x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DX 1.25 TC 0.65 Vert(LL) 0.51 8-9 >361 360 TCDL 28.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.72 8-9 >252 240 BCLL 0.0 * Rep Stress Incr YES WB 0i.52 Horz(CT) 0.04 15 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x6 SP 240OF 2.0E *Except* T3: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* EV2: 2x8 SP 240OF 1.8E OTHERS 2x6 SP 240OF 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min.0-1-8) 1.5 = 75610-3-0 (min.0-1-8) Max Horz 2 = 493(LC 12) Mai Uplift 2 =-307(LC 12) 15 =-403(LC 12) Max Grav 2 = 1033(LC 1) 15 = 866(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-929/169, 3-4=-756/301, 4-5=-943/905, 5-6=-949/962, 6-7=-1141/1104, 8-12=-87/349, 10-1 2=-1 26/372, 7-1 0=-1 97/378 BOT CHORD 2-16=-647/686, 2-17=-683(724, 9-17=-683f724, 9-18=-683f724, 18-19=-683/724, 19-20=-683/724, 8-20=-683/724 WEBS 6-10=-71/251, 4-11 =-1 604/1399, WEBS 6-10=-71/251, 4-11=-1604/1399, 10-11=-160411400, 3-9=-96/267, 7-15=-873/753 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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 cho d and any other members, with BCDL = 7.Opsf. 4) Bearing at joints) 15 considers parallel to grain value usingANSI/TPI 1 angle to grain formula. Building designer should verifycapacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=307, 15=403. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I I Dead Load Dell. = 7/16 in PLATES GRIP MT20 244/190 Weight: 118 lb FT = 10% Kedy-netsertutyNlrelierta'dl lggC 119i52(-SC(lEe'�6C8HRC ffN8CO8u1Nh8SC1SIgNj%R9':8(CeO�CE�NfMrCem.fe!Cd dedP tnumders ovl!edeNnnt�sLess7ef�9ftxiy{fC&;tr4 i&Af8u71. italoC, tL lfinere3l:'t§rre mt. Udnsfikenise stdd tetleIDp,ay N�ifYuutnxtc¢ss9di!<esNUrt�INtft'vefpie. Asei!n: Desi;f hyir:e{I.e,S;eddffEtpw:r;.;Ssud ttnrIDurepesses iecmp-faraepdessend ey efriy ryuaiilnr i;Ile lfsdnattM svyetnfsd>:iatr tc+te IDuarll,t!sertyr.The a:xft�fffnpucs,mdratenxs. sfanarf Anthony T. Tombo Ill, P.E. CA use flw tNssfe'ftt{616.1 is o'ftq.4ilitj fllit ll.sr.k OV sdittflt7nd..11,1161 Ottl1w, us hnutnsl AT 61 Vf,�e!If mCNth!A Wulmlf W:. IPR Tit gent! d10e MO W qMi use tfbf inst.atlffiylad,"%sh!yf, bshlldin id Wag Mike I? fespallyd - w. 80083 4Off}Me!fkCf41M!.All .4,saltol!itRIOO nI An prudes .1prlsl!ftsdth ifnlly EtspmSdd(1500(al Mr,10fEW4In Pad Sets, trurdY2fe1Ff'3tH!1PA.L Rrlhilpfflims Oospf 3gisaucel It,% F.*1v:tt.te',% 4451 St. Lucie Blvd. dumse deli i if.ftd•edAped $put to wriliq it dl eM:fs im a!ti ThTnsss htrinEgitter is NOT Bx eadde.e4p!eytrT a Srs'. Zt Ni— dor he394. ni egndaW3rm us is ddeed hen L Fort Pierce, FL 34946 (optTighf 0 2016 A-1 lieof hasses-AnthanyT. Tomha lil, P1 leprodutlion of This documenf, in aoyform, is isiWhiled withcuf the written permission fmm A-] Foof Trusses-AathonVL Tomb 111, P.E. Job Truss, Truss Type Qty Ply 72328 A09 Mon -pitch 2 1 A0008687 Job Reference (optional) .+e e.OU e e U560,, FUI a rrescm, r-_ r WwD, ueslynLa I sruss.cum Run: e.izu s NOV. iz zui t rnnt-. MIZU s NOV 12 2017 MiTek Industries, Inc. Mon May 21 09:49:02 2018 Pagel ID:HSelToU9d7eaEKtzidggl"E_ knmNB5x7?18bUz8ZUJh?4suevYiOt�pRsNZbQQJzEKKI , -2-0-0 , 7-7-10 15-4-0 2-0-0 ' -7-10 7-8-6 6.00 Fl2 5 Dead Load Defl. = 1/8 in 3x10 3x4 6x6 4 I 3 3x4 = m o - ao 3x4 = 12 CIS o, 13 7 14 6, 3x4 = 1.5x4 II 4x4 = r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL' 1.25 TC 0.59 Vert(LL) -0.22 6-7 >819 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.33 7-11 >561 240 BCLL 0.0 ' Rep Stress Incr YES W'3 0.77 Horz(CT) -0.06 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 881b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 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 5-10-10 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. WEBS 1 Row at midpt 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min.0-1-8) 12 = 791/0-3-0 (min.0-1-8) Max Horz 2 = 509(LC 12) Max Uplift 2 =-299(LC 12) 12 = 426(LC 12) Max Grav 2 = 1034(LC 1) 12 = 791(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1212/455, 6-8=459/561, 5-8=-459/561 BOT CHORD 2-13=-970/1041, 7-13=-970/1041, 7-14=-970/1041, 6-14=-970/1041 WEBS 3-7=0/327, 3-6=-1110/1033, 5-12=-835/788 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=(132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-iC 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. ON - T1 4) Be value 5) to LOAD s truss has been designed for a live load of on the bottom chord in all areas where a le 3-6-0 tall by 2-0-0 wide will fit between the chord and any other members. ing at.joint(s) 12 considers parallel to grain sing ANSI/TPI 1 angle to grain formula. 1 designer.should verify capacity of bearing ide mechanical connection (by others) of truss ng plate capable of withstanding 100 lb uplift at except (jt=1b) 2=299, 12=426. truss has been designed for a moving Crated load of 200.01b live located at all mid and at all panel points along the Bottom Chord, current with any other live loads. r Sudg t(eeteh[ngNJ r.MIIN ISI �tI tUU(n n$ {$((T( fTU[ti(T(tHiB ((i%:UTI(M$(U$T(1M( 7J�I S.(Y.MGA'a air. NT TGIfj Lldjlttlegtitei&H fe�6der D0tdST!ESSJe:iTm DriYttj{TtR/,et�IhA Ad6[�yT. TtS11 G..r,I.Lldete0le!IL4tEe'OT ESF. UdK56tktnitt Sldtl ei Ne IUU,50:f '. MiTek°s!aslsr p�ressldiis eutfir CxTtCu$e.dll. AseLns DKiyv fsprxup.e,$se:hl(y Gdusr;.tls ud i/sty TDU rlprKMsreIXu •sdtle pf0l sited er{herUg s!s/eeslllltlyb:hltK'.pte(Iy4 dEpETre3f HpidH16Hl T1m 011p,BHtr1.0it. Ttliwisms-p-Issinlc°Ma,, s.noilry Anthony T. Tombo III, P.E. so, as dhf hessfir uy lullup is lil u3pnsitiley 4fftNeeLkt Orals rilafM6,K9a Is,1dltieg Doiprer,afseuitlddln It' ,heRE WAS lsrd ldlhg°le rsf Mi. AS gpeml d tie 10.1 rq MI Ke dheTnss, W,da taf`.y. n, ,ieshlldhe ud i.,sn 4dits C. ,St esb:'3rd 80083 IEt Calag gK;px uzCt ede�. Ll uhs SON %NMeod sit pmitessal peitdhudthGrilarg(Dapsaulsderyldnimu{t(�psHiseeisT HIM Sttt,errdueellht gleuot Pfau WI aSusherespEm a;niEs alecH 0101ISs kiiisa,l— Cespa(apaualTress MaAmnes,akss - 4451 St. Lucie Blvd. EfiEMu IetieH IyaGd•w yseH®pe fi wdliy ITdI putts imdsei rieitess Crsta (ieur Is h6Ttk talaih7CEsiyau, irT•e!s $ys?eu ayneer day hsddiag. All EgesH4:us uErs IdxH IeRFI., Eapyright 0 2016 A-1'Roof iSosses-Anthony T. Tombo 111, P.I. Reproduction of this dommem, in aoyhoI m, is prohibited withcmthe written permission hem A -I RoolTmsses- Anthonyt Tombo III, P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0008688 72328 A09A Half Hip 1 1 Job Reference (optional) A1e'Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:03 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_-CzKmPRylmcGS67jm21 CFd4RIGy2b51v?cDLzyIzEKKk -2-0-0 6-7-6 13-0-0 15-4-0 ' 2-0-0 6-7-6 I 6-4-10 2-4-0 3x4 = 14 6-7-6 6.00 F12 4x6 i 6x6 11 04x4 1.5x4JEW 1 33x4 = c? 0 to 11 3x4 = 13 I 8 15 16 7 3x4 = 3x8 = Dead Load Defl. = 1/16 in ' 6-7-6 1 6-4-10 2-4-0 Plate Offsets (X Y)— [4.0-2-0 Edgel I 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 O187 Vert(LL) -0.31 7-8 >598 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC OII60 Vert(CT) -0.41 7-8 >445 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) -0.03 13 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 95 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 4-0-12 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-4 oc bracing. WEBS 1 Row at midpt 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min.0-1-8) 13 = 791/0-3-0 (min. 0-1-8) Max Horz Z = 451(LC 12) Max Uplift 2 = -322(LC 12) 13 = -360(LC 12) Max Grav I = 1034(LC 1) 13 = 794(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1280/594,3-4=-1322/969, 4-5=-1196/995,7-9=-746/798, 6-9=-746/798 BOT CHORD 2-14=-1021/1117, 8-14=-1021/1117, 8-15=-257/261, 15-16=-257/261, 7-16=-257/261 WEBS 3-8=-727/831, 5-8=-1095/1227, 5-7=-779/809, 6-13=-806/734 NOTES- 1) Unbalan( for this desi 2) Wind: A: Vasd=132n Cat. 11; Exp and C-C Ex exposed; e and forces i DOL=1.601 3) Provide ponding. 4) This truss chord live Ic loads. 5) `This tru 20.Opsf on i rectangle 3: bottom chol 7.Opsf. 6) Bearing a value using Building de: surface. 7) Provide i to bearing f joint(s) excA 8) This trus. panels and LOAD CA. Standard roof live loads have been considered :E 7-10; Vult=170mph (3-second gust) h; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Encl.,'GCpi=0.18; MWFRS (envelope) :rior(2) zone; cantilever left and right J vertical left exposed;C-C for members MWFRS for reactions shown; Lumber ite grip DOL=1.60 equate drainage to prevent water has been designed for a 10.0 psf bottom id nonconcurrent with any other live has been designed for a live load of e bottom chord in all areas where a 0 tall by 2-0-0 wide will fit between the and any other members, with BCDL = (s) 13 considers parallel to grain TPI 1 angle to grain formula. should verify capacity of bearing Dchanical connection (by others) of truss ite capable of withstanding 100 lb uplift at it Qt=1b) 2=322, 13=360. has been designed for a moving load of 200.01b live located at all mid t all panel points along the Bottom Chord, it with any other live loads. %etiq rletsttlunpHrralier1h*A 1130f T1j3S!3CSR1nkA3k1 11 tdwtxe Aesta re ese. Odes Bier+ist naedtatleIDD,w'p YITFIInItPillfpiYsshlihi3tALlmt TIDIa be Wit kit Tin, :•o!nnr NO n6!esees icust,+l�srf rle palesslnd eu!eernynsrnsiNlurkrlte ltstsxetttes�teinssdepiaeetctleND otir, eaieri41. l6e ets!p5 asnnpua;,!tc4�uebmu,smaimr AnthonyT. Tombo III, P.E. L'ii tStdti!s Ti ESi(e'e6f ALillitF it rlt nsp4lsiNlflr l(htOnef,@tOWLt56J!SWISeItji'A li rk lEi iitF elSip!.!!,p%eInte�11rrlelH,lsers(uentpt�dema:nnAenerrL tie eppidenatiao W ttp h1loetfue rnss, Wtdqtad: n:nt,!tsrd!eite�e I've,s4�l;t,+crt�pm aa:ryt! i80Q83 ' ttaF,«kai7t5austr4QC:ttn•.A!:reesselettzrt2111Dt>tltp�hts®Ip:llnssrflltpwlGy[ouir9snSderylemetiet-BCFptNisle3tpTAuadSF[Anertlnexe3htgmc!BaSsys IirlkrRsslerrpesihd:aesr�ita:i��iaLrssDesipx,i�tssPespsrnpxtrwlTns.11aaa!tnser;xess 4451 St. Lucie Blvd. tae�ise lsfits£hro'ullrta eptda»tit mliy iT Ili perissinusee.TheTnss Bestat Fyiveerk ACi Or lw:e�7Ce;;e¢r,wln.seri'.ta'iyitnrdmrlil9y. !!!¢p!d.t�k•os wem0etaeinlr(1. Fort Pierce, FL 34946 (opyrigh101016A-iRoefTsusses-AnihanyMemba111,P.f. Reproducioaofthisdosoment,inanyform,isprohibhedwitAcatthe wri0enperinksionfrom A-IRooffnsses-Anthanyi.Tomb III, P.L Job Truss Truss Type Qty Ply 72328 A09B Half Hip 1 1 A0008689 Job Reference (optional) 0 , ETC -a' o, ucaiyt u_Wu 1 uusa.tzrni Run: a. tcu s Nov IG ,,u, / Ynnr UAZU S NOV 12 ZU1 f MI I eK Industries, Inc. Mon May 21 09:49:04 2018 Page 1 ^ - - - - ID:HSelToU9d7eaEKtzidgg1fyTWE_-g9u8cnzNXvOJkHlyckjU9Hz?jMdbggO9rt4X4jBzEKKj 3x4 = 6.00 12 7x10 MT201!Si Dead Load Defl. = 1/8 in 56 3x4 3x4 6x6 5- 4 2 3 3x4 = to rZ W3cc 0 r 9 4x4 = 3x4 — — 0 v o, 2 l 14 8 15 7 3x4 = 3x4 = 3x3 11 7-7-6 15-0-8 1 -0 7r7-6 7-5-2 0- -8 Plate Offsets (X,Y)- [5:0-2-0,0-2-8][5:0-0-13 0-1-91 [6:0-1-9 0-0-13] [6:0-7-1 1 0-2-121 [9.0-1-8 0-2-5) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.21 7-8 >857 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.32 8-13 >567 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 10 n/a n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MS Weight: 98 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* NOTES - T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 1) Wind: ASCE 7-10; Vult=170m h 3 second gust) p (" 9 ) WEBS 2x4 SP No.3 Vasd-132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; OTHERS 2x4 SP No.2 Cat. ll� Exp C; Encl., GCpi=0.18; MWFRS (envelope) BRACING- and C1C Exterior(2)-1-11-3 to 15-2-4 zone; cantilever TOP CHORD left and right exposed ; end vertical left exposed;C-C Structural wood sheathing directly applied or 6-0-0 oc ' for meplbers and forces 8t MWFRS for reactions puriins, except end verticals. shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water BOT CHORD ponding. Rigid ceiling directly applied or 5-6-14 cc bracing. 3) All plates are MT20 plates unless otherwise WEBS 1 Row at midpt 8-9 3-9 indicated. 4) This truss has been designed for a 10.0 psf bottom MiTek recommends that Stabilizers and required chord live load nonconcurrent with any other live cross bracing be installed during truss erection, in loads. accordance with Stabilizer Installation guide. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a REACTIONS. (lb/size) rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 1017/0-8-0 (min. 0-1-8) bottom chord and any other members. 10 = 824/0-3-0 (min. 0-1-8) 6) Bearing atjoint(s) 10 considers parallel to grain Max Horz value using ANSI/TPI '1 angle to grain formula. 2 = 505(LC 12) Building designer should verify capacity of bearing Max Uplift surface. 2 =-292(LC 12) 7) Provide mechanical connection (by others) of truss 10 438(LC 12) to bearing plate capable of withstanding 100 lb uplift at MaxMGrav joint(s)II except Qt=lb) 2=292, 10=438. 2 = 1017(LC 1) 8) This truss has been designed for a moving ' 10 = 824(LC 1) concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, FORCES. (lb) ( ) nonconcurrent with any other live loads. Max. Comp./Max. Ten. - All ,forces 250 (lb) or less except when shown. TOP CHORD LOAD'CASE(S) 2-3=-1177/438, 9-1 0=-788/81 1, Standard 5-9=-316/374 BOT CHORD 2-14=-937/1007, 8-14=-937/1007 WEBS 3-8=-100/283, 8-9=-1035/1071, 3-9=-1009/924 &eoiF fluutlul HrrnislFtie'dl yDC° Dar F A :D a: ,BSS,i[CtEPA6.W`3CRINS8CD�111Cf(J-T]Mpp{i�;AOtMtR"sinNieiluzl!'DTAlsipptltaelln®dlecAa�?lBtTbSItFSlDl.pDlFMlap1,T[i`:;IrllkxAetltapl.IL2AFCir.A.!llHt�tSAulA4brtn!.Vd!lSf1b!rlrtaadeGnFTOD,wy gJTekoaemrp'xxss5ilt:e F5edllrBaTDD IFpe ult As erns Dull.bplutt(le,spndybpuar;.d!.I1n.yno rtpruttlfeGtrrepmatlrt, pnlavuleltnsurap nspttnnlaf1, It. ftsv me All,Tnss tapui!i.46,;Doeir.MuWl. Tte(upa nnmpan, nuFpmdnx', sendury Trss!a rdl6tp isl6e Deter. OraztsF£s�zFl Anthony T. Tombo lIT P.E. r lad sedeais ter respxsipilapdP,a th FpalulAe rdllity Ougr,mPa thrtdlu lACdeIAC Ftdde br�A:a AapndlteAltFl. Tit glnlFfdlAe IDD taln.fielA ue title Tnst. �dttiz Fad'ep.teIft, itfiDauG uANFttp s4iliAa re reepmsipd:hd llitk ddOwlansfus4"IMSeddeliuI!thAnsDeupFttlmshs:pbtpamffntktwlv.uruesz +80083 lDwgn'Rodcf*,ft.AilteasR1.1FthUDnniepollasolPdAnstitlehiluqbnrycawSet¢Ira:nnin{tnfrdliste7§TINASlquereltawflupaenntgl -IN do iselk,,dIt. Ceafrultped,;uis Mgiyellim'!n3lYeTrinWip7:spnurI"UTraA 1ajDulpter,kTlSyskzbpanre':®pullfiq. All 44 4451SGLutieBlvd. Luca Blvd. pin. rq:*JaMY,wsIles loltdhill 1. • Copirighl02016A-1 Roof hosses-AnthonyLTomhalll,P.f,Reprodunionofthisdomment,inanylnrm,isprahihiudwithamthewrittenpermission homA-I Roof Trusses-AothonyT.TombIII,P.C. Pierce, Job Truss Truss Type Qty Ply A0008690 72328 A10 Half Hip 1 1 Job Reference (optional) At Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 3x4 = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-2 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min.0-1-8) 12 = 791/0-3-0 (min.0-1-8) Max Horz 2 = 389(LC 12) Max Uplift 2 = -337(LC 12) 12 = -299(LC 12) Max Grav 2 = 1034(LC 1) 12 = 791(LC 1) rORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1316/749, 3-4=-1008/660, 6-8=-541 /634, 5-8=-541 /634 BOT CHORD 2-13=-1083/1163,7-13=-1083/1163, 7-14=-440/470, 14-15=-440/470, 15-16=-440/470, 6-16=440/470 WEBS 3-7=-566/628,4-7=-512/679, 4-6=-720/689, 5-12=-793/686 NOTES- 1) Unbalanced roof live loads have been considered for this design. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:04 2018 Page 1 ID: HSelToU9d7eaEKtzidgq 1 fyTW E_7g9u8cnzNXvOJkH IyckjU9Hz_6MOOgm59rt4XU BzEKKj 11-0-0 15-4-0 4x6 11 6x6 11 6.00 12 1V M en 11 3x4 = 12 I� i 1 13 7 14 15 16 6 3x4 = 4x4 = CSI. I DEFL. in (loc) I/deft Ud TC 0.61 Vert(LL) -0.22 6-7 >843 360 BC 0.59 Vert(CT) -0.27 7-11 >668 240 WB 0..63 Horz(CT) 0.03 12 n/a n/a I I 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132rriph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; ExplC; 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. 1 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 316-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing atjoint(s) 12 considers parallel to grain value using' ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=337, 12=299. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and lat all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Dead Load Defl. = 1/16 in PLATES GRIP MT20 244/190 Weight: 88 lb FT = 10% G'rdeg, tluseilutriNt tt!ita Ik'A.] nCf IAJSSES(S[NEl'I, fdptAAE TENS(Dh,AIIDtiSt1S70Nj ELOd'; AtILgOH:ED'adEai'li!m Teat step fotadm wire taes etas Loss Deip Lt.iyITGD; ed IM Atdurl, ierlsDi,LL Meese Sleet ta':ere ue. Udaiethnist ddelade100,w`p Cat a.",1'rwidlta neltuanTD0 to 6enlil.Asairnt Deslphpuaji e,$ealdlr E,puerrWe sednuIDORTrenAs'. 7audtle rraL•ssind er¢sserir@usNrs0aar6: he lertn4l aesaleLessayidel teat TDD edr, tauIM-l. ltx aesas esnapitubdatmtlmus, sdrolilry Anthony T. Tornho III, P.E. Wits virus fussfare4 idifita is lkusfus0ilin dN Dtaee.de 0-est !ildeYa a tie rdlliy Dail"!, aft Rod dralt( 6?111,ul Ne hid W4argait ad r!sl. ihrf/md dike lDD od nt ads uedfieTnst. ude6gladre}crge, itshlletin utfnrsf sSdiM oaresfasi:!.o!d 8 ' $0083 ttarMYa37esigtt:edOelrpr.AOfsi rat!adA EDeillollmot esmd�iidu:sdllst.itaq(seta=dSdt7Y+'.imefln;t(SfjfeNisledI?InrolsitAuerdeeasft+gunlplout. 4451 St fle ttsderetfrs5i19iesnll+JesY3eLessDeu3se.TretsOes{;ia�cermlfmsYndct!e!;nxsi . Lucie Blvd. ekeaHu Mud if o6v:ed taco ape a!aial it di Jades l[ RiTleTmeCadaftimu, is NOT at id`Jag Cts;PeruTnss �t!a 6iaer vicar Sdtay. Fort Pierce, FL 34946 (oppighl020J16A-I RoofTiasses- Anthony LTomho111,P.I. Reprodu(rise DINS document, in any form, ispiohibhtdwithoutthewaittenpermissionfromA-1RoofTresses-AnthonyT.TorchoIII,P.(. Job Truss Truss Type Qty Ply 72328 A11 Half Hip 1 1 A0008691 Job Reference (optional) e Ruur I Pusses, run rlerce, rt_ 34946, eeslgn@aitruss.com Run: 8.120 s Nov 12 2ui/ Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:05 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglfyTWE= 8MSWp7z7IDWALRt89SEjiVW8XIkfZXal4Xg41ezEKKi 2-0-0 4-7-6 9-0-0 15-4-0 2-0-0 4-7-6 4 4 10 6-4-0 4x6 11 6x6 II n 6 v 2 v n 3x4 = 1 1 JX9 4x4 = 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 0.69 Vert(LL) -0.21 6-7 >858 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.27 6-7 >681 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.05 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 84 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 4-10-3 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min.0-1-8) 12 = 791/0-3-0 (min. 0-1-8) Max Horz 2 = 327(LC 12) Max Uplift 2 = -342(LC 12) 12 = -299(LC 9) Max Grav 2 = 1034(LC 1) 12 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1361 /865, 3-4=-991 /641, 6-8=-392/536, 5-8=-392/536 BOT CHORD 2-13=-1104/1208, 7-13=-1104/1208, 7-14=-607/691, 6-14=-607/691 WEBS 3-7=-491 /527, 4-7=-244/478, 4-6=-757/674, 5-12=-797/647 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; 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 bottoml chord and any other members. 6) Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)lexcept (jt=lb) 2=342, 12=299. 8) This itruss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I 101 Uwn-rlemtlweyHrre'l" 'Ad root l,oSSB('5E11frA UIRAt THASe[OFf91CtlS (oS1oNj SLttEI'; A(r100',CatlENi hr'cre;itr le9n Porndws ust red netts sue§sLess Oes gs irniarlfrijed lta Aerinrl.Itals 0l,r.F.Idwexie Rr.ISehreest. -0ulessdhrrise dddnheloD,uetp klTe!IttmMrtr:u!es sl�IiMmlhrthe 190h'se ealii. AsciruSs Ueifru 6ylRH{I.e,sre:hll([eclne9r;.Sa uotnnyToo represenseturep—CIO, praf:sslted eu:eerlep reynsllllrt(isto,leipetlEe s4ernss isyMet enpeToD Antho(Ty T. Tombo III P.E. eA use 0Ns Tress ttt toy( metes is llempn flyl et the 0a1r.N 0retis14,1rduged or Ike 10161 owilnyw11,4.wdWR[,6sR(a(too hrdtw'dag u(ealydl. ire tet^ntelit Ike Too od ee!hill ere dhe I.,,,i, 51W.11;Mile, leshlldin ultruire sSslZ1, IL risµasOM!ef .". 80083 f ' OfIlle)oes:gxtedQ'MCm.All g'es.1.!t:lklO,1AIke oditesaigritelnsoflL•hillig(motiselSeeryla'arn'Nn%W.FI5Fxd5If94SlurtertLnmthrrntnlPosts. 174ffiA1%Terre*s:lJaesH,Missif,asIsDulgeerAmsDos! up�nmtloss�mitue.u,oeess 4451St.LucieBlvd. s'ksnise(died Ifared:cd egrtd 4Pn pe rrM,l it dl Porter letettd. Tit Tress lash Ealeeer is 401 Ike ldAag Ceslgaw, stints Skew Egieser day Will. All rgLdadterms wens derail 111111. Fort1St. Lucie , FL Blvd. Eoppigb102016A-Iloaf Trusses-AnlbonyT.Tombo111,P.E. Reproduction of ibis document, in any fofm,ispnbiRedwithout the written permission homA-I Roof hunts -AmhonyLTomboIII, P.E.34946 Job Truss Truss Type Qty Ply A0008692 72328 B02 Common 2 1 Job Reference o tional AT KooT I cusses, rurr rierce, rL A14U9G, ueslynjsua Rt Ubb—II1 It . -9-n-n . 8-0-0 6.00 12 1: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:06 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_-cYOu1S d3XelzbSLj9lyEi2K991BHoURIBZdZ4zEKKh 1 -;_11- 6x6 3 Dead Load Defl. = 1/8 in 4 lm 2 ee o 1 s i 12 5 13 e e 4x4 = 1.5x4 11 3x4 = 8-0-0 15-11-4 8-0-0 1 7-11-4 Plate Offsets (X Y)— [3.0-3-14 0-3-01 1 LOADING (pso SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.64 Vert(LL) -0.22 5-11 >836 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0180 Vert(CT) -0.37 5-11 >506 240 BCLL 0.0 Rep Stress Incr YES WB E13 Horz(CT) 0.02 4 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 67 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 `Except` 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) T2: 2x6 SP No.2 Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; BOT CHORD 2x4 SP No.2 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) WEBS 2x4 SP No.3 and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members TOP CHORD and forces & MWFRS for reactions shown; Lumber Structural wood sheathing directly applied or 4-7-14 oc DOL=1.60 plate grip DOL=1.60 puriins. 3) This truss has been designed for a 10.0 psf bottom BOTCRigid chord live load nonconcurrent with any other live eeHliORD ng directly applied or 6-8-9 oc bracing. loads. MiTek recommends that Stabilizers and required 4) ` This truss has been designed for a live load of cross bracing be installed during truss erection, in 20.Opsf on the bottom chord in all areas where a accordance with Stabilizer Installation guide. rectangle 3 i6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. REACTIONS. (lb/size) 5) Bearing at joint(s) 4 considers parallel to grain value 4 = 850/0-7-4 (min. 0-1-8) using ANSI/TPI 1 angle to grain formula. Building 2 = 1059/0-8-0 (min. 0-1-8) designer should verify capacity of bearing surface. Max Horz 6) Provide mechanical connection (by others) of truss 2 = 141(LC 12) to bearing plate capable of withstanding 100 lb uplift at Max Uplift joint(s) except Gt=lb) 4=280, 2=368. 4 =-280(LC 13) 7) This truss has been designed for a moving 2 =-368(LC 12) concentrated load of 200.0lb live located at all mid Max Grav panels and at all panel points along the Bottom Chord, 4 = 850(LC 1) nonconcurrent with any other live loads. 2 = 1059(LC 1) FORCES. (lb) LOAD CASE(S) Max. Comp./Max. Ten. - All forces 250 (lb) or less except Standard when shown. TOP CHORD 2-3=-1210/845, 3-4=-1156/835 j BOT CHORD j 2-12=-533/943, 5-12=-533/943, 5-13=-532/936, 4-13=-532/936 WEBS 3-5=-43/362 i NOTES- 1) Unbalanced roof live loads have been considered for this design. l hh!dg- Oust tlutitHy fit,. ne " IDOF 35SSUf,'Sioa'I Well. TM I OrathsrDSTOI&CIRE•fl(reDir'USNEh'lua. Yedy dNp pu,metm Mred,afts uCris Nss Mir, 0-hi 111C;.4 III ld rL Ttah DF, LL hdu.,14.1 kEir, est. Ddesstthnisi ddda*1DD,4a WT<huuemrja?esshrii ks uelhrth, M1)it r41. Is ITrns Devil 110—P,sye:lat hpue;ds s•oln LOT IN"Faseds,, Loutpu NlltFf"Iiud erc eeriq nsrnsnildtfor ts, les.wAMes.4eTass tepid ItTkt IN adt,eaae,Ti 1.4x ks!p nsmpitu.Itch) ,dnxs, staoslVI Anthony T. Tombo III, P.E. M1St 0h13 Tiosi%!.7 rdliq is th"'Fra!ItIrT It th0.1u, th O-esix3.TIh; Or Of 1,411e1 DlSIS ?, 4 N athd d lU ltt, 6,It.1 th Ird Wllsrg 111,.1 KI. Th gtnssl Of Ike TOD.4nor E IuedNtTnss,Wdghalr4,%rele, hsidldin Out kri0g,ili It re!h+sh:':ry if 280083 ' IeehfagDts1.,Woa:lrnt1L'u3ss11Winet IDDtaMier'm os01otliudIts scit"(c.p neSentlb-ftetjlotr,I sbedktinMSiu,l!1tM1JeCFIMFILL!plune.W1fihttiI::tires.5S.1Rsurlitsda!To,DtdpGbes1OHrapIr.3NILN."Scr.t"Rkn 4451 St. Lucie Blvd. ti'mu, ldhd ITa hatedyeel W.N"Inil IT dl Fortes iudul. IheTnss Ctv�Fgiuerls NDTtarslaggtsigFort Pierce, FL 34946 (apyrighlm2U16A-IRoofTiusses-AolbanyLlemboIII. P.E. Reproductionoflhisdocument,innoyfum,isptobibAedwithoutthewrittenpermissionfromA-I Roof Trusses -AnthonyLTombo111,P.E. Job Truss Truss Type Qty, . Ply 72328 B03 Half Hip 1 1 A0008693 Job Reference (optional) 7 A i Hour i russes, Fort Pierce, FL 34946, eesignrmalwss.com stun: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:06 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= cYOu1S_d3XelzbSLj9lyEi2Fm93efieJRIBZdZr4zEKKh -2-0-0 4-3-14 8-5-0 15-4-0 2-0-0 4-3-14 4-1-2 6-11-0 4x6 = 6.00 12 1.5x4 3I n�th 2 O` 1 • : 13 7 14 4x4 = 3x8 = 5x8 = Dead Load Defl. = 1/16 in 30 II 12 n LOADING (psf) SPACING- 2-0-0 C$I. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.24 7-11 >747 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.33 7-11 >547 240 BCLL 0.0 Rep Stress Incr, , YES W,B 0.71 Horz(CT) 0.05 12 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 83 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 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1034/0-8-0 (min.0-1-8) 12 = 791/0-3-0 (min.0-1-8) Max Horz 2 = 309(LC 12) Max Uplift 2 = -342(LC 12) 12 = -301(LC 9) Max Grav 2 = 1034(LC 1) 12 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1364/898, 3-4=-941/600, 4-5=-758/632 B(jT CHORD 2-13=-1108/1214, 7-13=-1108/1214 WEBS 5-7=-655f784, 3-7=-508/519, 5-12=-800/639 NOTES- 1) Unbalanced roof live loads have been considered for this design. I 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C iC Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom' chord and any other members. 6) Bearing atjoint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of'bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)lexcept (jt=lb) 2=342, 12=301. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels land at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD WE(S) Standard I Wmdq •Neese tltrngkirrmleNf3e'Al I;IC=fiJS56j'SEtltl'g GfA9tt1(tNS a [OgrattOAS NSIgw{B11t7'i t(CeGAL'v5d(t^ fxs Berra ledp ryraettrs d ae�tdm ut:nsLns Oesi}s gredgllfa'1,: erd ItT adlsaYl. Tcxgs gi, t.F. tdause StatS?Sreme. gdest tMenist ddel utleTUg,a:d 4lrawtevq;desssd(Mtnueme TNrn staid. Istnmt gmgt ttpnnp.t,<.#nenC(tale,q.ne reaootToor�(Fenn:awp;eramtnles,ind eq!eerig resausnima(m lse an�.pvet mes ernes ty!nenemmonia,odeT?O. naasiga nnopurs,lna:epm5nen, nlmanrry Anthony T. Tombo 11I, P.E. cod osePS; Trash, at Wits? dN'Jrt Ah ondse03,e4 e?A trsae Whi Uesi(nr,aNnedd(hlt(,teKattae lodlAig aft .1 Mt. Tit gamd dth INA yfidd me One inns. 106eg t ki, s!roll, WhOldiu Burg stilifa N mfasfd.hd 80083 Z!- Ilkdtarguig^n:trifea„rti:.flEulessdoatkthlUDnalnpedaests9;.tldlmsdtleldl6q(w�aedSdegFaa�tleon;t(sradilstM6tTAMSill ntrdeezut, FMtalmselrelh5us4empsi4;:tfes¢adL'sd6eTnssDenpa,l�msdee tegiter�arnssem(t e, ,sc 4451St.LueieBlvd. t3tMsdditdgtoGdanogredtpturmigegdlprtmindtea.ltetnsstess�EgaeniseClCetdfaggesqur,itTn!sSgd!sHgunrdnrhWBg. Waq. ati4msutmldmdh➢4i" FOft 1 St. L ci Blvd. Copyright 02D16A-IAoofTrosses- Anthony 1.TomhoIII, P.I. Aoprododi000fthis dommerd,inany form,ispiahihiledwitheulthtwritten permissionfiomA-1Rad rasses-AniM1onyLTomhoIII, P.E. Job Truss Truss Type Qty I Ply A0008694 72328 B04 Half Hip l 1 1 Job Reference (optional) Ai Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 1-14 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:07 2018 Page 1 ID:HSelToU9d7eaEKtzidgq 1 WME_-4kaGEo?FpgmublOXHtGBnwbW 1 ZMoO8ubXrJB5WzEKKg 10-1-0 I 4x6 = 5x8 = Dead Load Defl. = 3/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.156 Vert(LL) -0.39 7-11 >466 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0A8 Vert(CT) -0.57 7-11 >321 240 BCLL 0.0 ' Rep Stress Incr YES WB 0 56 Horz(CT) 0.05 12 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 88 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 4-9-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min.0-1-8) 12 = 791/0-3-0 (min.0-1-8) Max Horz 2 = 361(LC 12) Max Uplift Z _-341(LC 12) 12 =-295(LC 9) Max Grav 2 = 1034(LC 1) 12 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1301/825, 3-4=-765/431, 4-5=-577/489 BOT CHORD 2-13=-1 11311176, 7-13=-1 113/1176 WEBS 3-7=-660/685,4-7=-174/264, 5-7=-636/759, 5-12=-795/667 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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. 1 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) 12 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=341, 12=295. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. i I LOAD CASE(S) Standard l I I l Kudry dleeselstnogN.rnievfk'A I10P'-flgiSB SEOa'I(dD9gllflfgs8[4eC1fIGpf(PSIDIAt dlR�';EIXdDA';.'4iMFDi•Inat gnAg lrsip puroetrn andred odeswllis Lesspes!ps Droving Ir[Qi rr4lEs ddlugl. hxiaD;ri.Idneae Arl Hire me. Ddessa@enise ddd ee9elDD,' klT,k(."mrpahss6d:kesel6r MxTDDuSe edit. Asairvss Desyv 6peen(i.e,Sgt[Idtg F�rlreeri,7e adnngIDPrepeserls rEmnraud lie pal!ssusd equeerig resprsillingirlie lrs !dIN s�epeIIrstdep!dtluth TOD ai raderlPN. itt E!sipa assrngaues. hrTspsedmx!, srNlilry Anthony T. Tombo III, P.E. cd rsedtds irnssirrvg rdidirp is tk resgxailit0.dria0+sa6lit Oats rdy:itdry dr:lletdlfin Dtsigeer,®Hendandsu lt:,d!IS[alsle brd gavig ndeadl7N. De sgpmddtie lDD oilngfiell ne dheTnst.amnegR[ug.s!ege, bshildir ud hrtp s4ds!a raeymda!ard x80083 ' M.eg;+.ia7Des'!rt#f[4:rm:.All cfesWatt eIkIDD,dInpmiasaidgkims03,tft.1(amgcaMsdtgMmuist;i[SfpglisWtyT7lordgg(Aneregtremd!nrit:el,a!dmm 4451St. Lucie Blvd. r2nvise ldirdlge6am aperi rprivriDq lgdfpn3s imsgtti lfeinn Dena Eagiteeris gCg Gx gd Aag Ctsipn,rtTms6gsj:a agir>erd®TidIS�. All: at!',d:srlirm nees iftdlaTlN. Fort Pierce, FL 34946 (opyrigbf02016A-Iloaf Trusses- Anthony LTombo111,PA. Repwhdiaoofthisdocument, inooyform,isprohibitedwithout the written permission homA-1Roof fosses-AnthonyT.TomboIII, P.L Job Truss Truss Type Qty Ply 72328 B05 Half Hip A0008695 A o....t r.........., a -_ten:_-__ rr ., ...... �__�__�_..____ __ -. _ .__ -. ._ _ Job Reference (optional) ass , �, a �,a, , �� r Va U, utlSIWII tDd ILIubb.curn Curl: U20 S NOV 12 ZUI r rnnt: 15.12U s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:08 2018 Page 1 I D:HSelToU9d7eaEKtzidgq 1 WME_-Yw8fS80ua8ulDubjranQK78fk2ffglaykmU2kdzzEKKf -2-0-0 5-11-14! 11-9-0 15-4-0 2-0-0 5-11-14; 5-9-2 3-7-0 4x6 11 6x6 11 Dead Load Defl. = 1/16 in 4 5 3x4 = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.22 6-7 >837 360 TCDL 28.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.29 7-11 >639 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.03 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS I LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS .2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min. 0-1-8) 12 = 791/0-3-0 (min. 0-1-8) Max Horz 2 = 413(LC 12) Max Uplift 2 = -333(LC 12) . 12 = -321'(LC 12) Max Grav 2 = 1034(LC 1) 12 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1296/698, 3-4=-1034/686, 6-8=-607/687, 5-8=-607/687 BOT CHORD 2-13=-1067/1142,7-13=-1067/1142, 7-14=-373/391, 14-15=-373/391, 15-16=-373/391, 6-16=-373/391 WEBS 3-7=-598/668,4-7=-634/794, 4-6=-730f714, 5-12=-793/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vas&=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C'-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf! 6) Bea'ring atjoint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s), except Qt=lb) 2=333, 12=321. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panelsiand at all panel points along the Bottom Chord, nonconcurrent with any other live loads. i LOAD �CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 90 lb FT = 10% Gaily rlawfieryNr rerimfiel-1 IDDT lilSSUCSEttin rdr9dl TERS(UhtATIGk1(USTOM urnironcisfUgMir,ien Ark fe-Ar dedpravaden vdred odrswt§slrns Desips Draviy IIL,ers!IkeArtlsarl,Tazka Pd,r.E tdaene 1letihe'erene, Ddea sllenise dddaaHe1DU,.a'p Ar eade piees shell It esedfatte iNns u.dif. Asr firms Desire hWreer{Le, Spenvaf 6preer;,the sail rr nrlimr rre rs ve slur arm d Ill pdesslud er{:eem1 reyavellldf'e; ihv lasgrd I!: SkIpTass dap de/.At IUD "If'. $der I%]. tte deslra nsenpiam, edayudsme, sdl0imf f Anthony T. 80083 III, P.E. eduedtlls rresss!ear idueaelk!e:re.lihamd>�D.,er.tt<D.v/:ea.ei:de�br; nereamloerq,r,e>�rulmdla�,i:Ira.rnelerdf�agnreaftn�l. nehpere!dIke TOO v.�dev.nenueOne Tsars, �:lr�rae�r�,urge,mmmi�ndtrv!hsh�lf-raresrzmsla:ryd � «80083 ' eatd'(aaDvsim!ed(ce.eMe.Jai entsWorst Nam sullmImilalPosterslines denied (arepatS.47winflairfd"WireTrialSKAnerefaeuetfirnnn!aides•-iPFlgSrs;tteresµmiaifies rcdbtlesdtleT!rssL4sipa,l!sssgesi{rEapsesadTreSS�iedlnee,RleSS' 445tSt.LUele6lvd. eYahn (dead Ira(12rad epeedepa fie wmiy hrdl pmaf ina4ed. IheTlest MIF Eyiveer is NOT ttx 1,111a1 Distiller, isTress sys m EsTr ear dear e4diel All mp!rlad eras ears Had 1,1111. (opyrighl02016A-1teafTrasses-AnibonyT.Tomba111,111 Reprodudionoffbisdommenyinany form, isparbihdedeviihmthe svfitleopermissianfrom UReal Trusses -Ant hoayT.Tombolll,R.t. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0008696 72328 B06 Half Hip 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.(wm Run: 8.120 s Nov 12 2017 Print: 8.120 s'Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:08 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglyME= Yw8fS80ua8ulDubjranQK78cczlWIYKkmU2kdzzEKKf -2-0-0 , 6-9-14 13-5-0 15.4-0 , 2 0 0 6 9 14 6-7-2 1-11-0 6.00 Ff2 4x6 i 6x6 II Dead Load Defl. = 1/8 in 3x4 1.5x4 \\ 3x4 = 3x4 = 13 it P ., 14 8 15 16 7 3x4 = 4x4 = 3x4 = 7-7-10 15-4-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.0 Code FBC2017/TPI2014 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 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 1 Row at midpt 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min. 0-1-8) 13 = 791/0-3-0 (min. 0-1-8) Max Horz 2 = 464(4C 12) Maz Uplift 2 = -318(LC 12) 13 = -374(LC 12) Max Grav f3 = 7914LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1252/573,3-4=-1126f749, 4-5=-976/776, 7-9=-808/847, 6-9=-808/847 BOT CHORD 2-14=-1020/1090,8-14=-1020/1090 WEBS 3-8=-696/788, 5-8=-946/1083, 5-7=-826/855, 6-13=-812f745 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. I DEFL. in (loc) I/deft L/d TC 0.90 Vert(LL) -0.22 7-8 >835 360 BC 0.]62 Vert(CT) -0.32 8-12 >573 240 WB 074 Horz(CT) -0.03 13 n/a n/a 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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-M wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Bearing Itjoint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=318, 13=374. 8) This truss has been designed for a moving concentrated load of 260.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard i PLATES GRIP MT20 244/190 Weight: 96 lb FT = 10% %tdg•New OwriHr,uierth'IIMg(fi.'SS'S(SCLl1l j6FrOk(T(INSB(4F7.AflCtiffnS10Nj 619�'j?,(ILNOP'(Ecid(tli Ix.TerArdNpiamdm oilrcdedts¢tlirLus neslrnnraviyjfC u31k ldlu(T.Trasa Ill,I.L idereary Out Et':are tSt. Odessr@tl/ISedddrelh Tnn,¢ Nilyd,— w161sldilsuedbrekTaillakrd,LINs'taeTnssdaaAedvateeTonul(e Jul'f l.Ttxa> raesvnpues.lrrtngeaemxs,smarluy Anthony . Tornbo lll, P.E. e�uedhisTms4rvg tdllin islh rzsrualila!dlr Onn,tle(Iruisysadzd on9elle tdlfivr Oesitur,ntervrhddlh�l�,sh 17(Thglmddlle lnn ulnrAetdurdfie Tess.Ndtfigkxria}sn;gt. Ufilldin udenssg sSdik Ga resr:ae5_hd E80083 ' th tategnesl.^.st vrt Q4rfat.di; usssdrosalhlW e>Isn r,rdisesra(pie�sesdlle pnGg (earned Sdtry lramaln(t(`AspHlskd4r ltl rA SHr vuuteuxvd:u Tevm!gvdaa 11.1 kias�ernpnaes¢lfaaartelrn Dedptt,lnsnli'(e FBriutrpdTmsN8Yalektl,; R'esi t3rcNultarrdl a69 v t!r vurufiv t dl m:vsiudseiTWO%Cesvaa( uetlsNOTEkRz' gO.' u,urussSA a6 surda htl w �:aa,mr,easedddhml. 4451 St. Lucie Blvd. r 1n >• t T r gl r� •� rfi r r sv Fort Pierce, FL 34946 (opgigbt©2016A-1RoaTbosses-AntbanyT.Tombo111,P.1. Reprodutlionoflbisdocument,inanylorm,isprobibAedwitboulthe w4nonpermission from A-1Roof Tresses -AolbonyT.Tombo III, P.1. Job Truss Truss Type 1 Qty Ply 72328 B07 HALF HIP 1 1 A0008697 Job Reference (optional) Al Roof Trusses. Fort vierce, FL 34946, tlesignigaltruss.com i Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:09 2018 Page 1 ID:ayGovdv2UJH8u7tB9S1 dWAzGX3Z-07h1 fU1 WLS1 bg2AvOIJfsLgnmN?r�Uyru_8olAPzEKKe -2�0 5-0-3 7-5-6 I 13 14-4-5 5 2-0-0 5�3 2-, 3 5-4-7 1.6-8 11- 1 0 0 6.00 12 3x4 RrR = 4X6 = 4X6 = 4X6 = 4x6 = m ri 164x6 = I� 4x4 = 3x4 = 3x6 = 15-4-0 LOADING(psf) SPACING- 2-1-8 CSI. DEFL. in (loc) I/deft Led TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.46 10-15 >400 360 TCDL 28.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.72 10-15 >253 240 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.15 16 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS ' LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W4: 2x6 SP 240OF 2.0E OTHERS 2x4 SP No.3 BRACING - TOP CHORD 2-0-0 oc purlins (4-5-11 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 4-11-8 oc bracing. WEBS 1 Row at midpt 8-16 REACTIONS. (lb/size) 2 = 1129/0-8-0 (min. 0-1-8) 16 = 949/0-3-0 (min. 0-1-8) Max Harz 2 - = 524(LC 12) Max Uplift 2 = -294(LC 12) 16 = -311(LC 12) Max Grav 2 = 1129(LC 1) 16 = 1054(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1452/566, 3-4=-1018/267, 4-5=-720/600, 5-6=-678f708, 6-17=-867/984, 7-17=-826/1061, 7-8=-790/1007, 9-12=-44/289, 11-12=-70/311, 8-11=-429/720 BOT CHORD 2-18=-1145/1328, 10-18=-1145/1328, 10-19=-616/824, 9-19=-616/824 WEBS 4-1 0=-1 99/434, 4-11=-1308/1001, 3-10=-641/641, 6-11=-739/541, 8-16=-1058/696 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd 132mph-, TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and Cii 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) 150.01b AC unit load placed on the top chord, 12-0-0 from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water russ has been designed for a 10.0 psf bottom e load nonconcurrent with any other live truss has been designed,for a live load of : n the bottom chord in all areas where a 3-6-0 tall by 2-0-0 wide will fit between the :hard and any other members, with BCDL = ig at joint(s) 16 considers parallel to grain ing ANSI/TPI 1 angle to grain formula. designer should verify capacity of bearing 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=294, 16=311. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD ICASE(S) Standard I Dead Load Dell. = 7116 in PLATES GRIP MT20 244/190 Weight: 101 Ib FT = 10% I pe!dry • IleesetlueghlrtnWrSW 961 TOGS IIOiSrS rSEIIEPA 6EA;li[ TEt195 a mLiIIGYS fOSTOMt CV1tl'JAatCpi SdEllr fern, TerAf lydp ryentlen esdrerA adn alds cress Des S Dra+iyjlf4; wW 1W Ad1arT. isms Ol, 1.E. Muexe Axel ts`aTms. Udess dhr+ise ddel eadelDD,..y 9Pehderevrlle'es still to tied fork TOO to he,dif. As aItn, hill. ftpaer¢.e, $eldff Ggluerl,the sell a mT10O egreseefs tesrnp., d1W pdas,lted eee"eaeg eguslillatWr We despe.6, s re Toss dgldd tede TDD odf. toder110. The fetpe xsmpirp,'ld:ejmebneet, seadiR7 I Mthon T. To III, P.E. edeseddls Tmsirmq ldlfieg is let resp"!Mlirydte Doer,k(Imisiz"well,OeA it As lcllfisg Desigee,oMilliddfW ltiii!itmftle Wtd hsrNWgMea:IPLI.Tie ggmdd lte TOO id eetfidd se debtTnss.Wded.kadl'wg.merit, ieshlldWeadtnrig ddttetan!pnNd:trd Yz80083 A!(@pirijbi AMatesillwAkEDnf(aepeliresof;WduasdAsenlfiy(seraedSillyhantliait3rp1listdbyM ofSRIverd:resett!etperalpAsilLINk9usda:ngesiiitisadMiaf Imshubets,ImiDeepFeptrwflnss4451 St. Lucie Blvd. ThrillsUsImItgietir is ADl to Ulm; linipa,'OrvisSo.EgWn,e.mji.dliq. Allsq�a4h;m tells Wall linil. Fort Pierce, FL 34946 ©2016A-IfoatLusses-AnihanyMomha111,P.i.Bepwiludianohhisdomment.inanyform,ispruhihiiedwitheulthewrittenpeemissionhomA-14atiTrusses-AnthonyUslinbo111,P.E. Job ' Truss Truss Type Qty Ply A0008698 72528 B08 MONOPITCH 1 1. Job Reference (optional) Al-KOOT trusses, r-on: rterce, r-L svavo, oeslgntda-ii uss.com r. onn Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:10 2018 Page 1 ID:ayGovdv2UJH8u7tB9S 1 dWAzGX3Z-VJFPtg18619SSC16y?quPYDxfmLNDPt1 DoXrirzEKKd 5-3-10 7-9-8 12-11-0 . 15-4-0 , 6.00 12 7 1.5x4 \\ x10 1 6 4x4 3x8 i 1 4 5 4.6 = 4x6 = 1.5x4 3 154x6 = I 18 9 19 8 3x4 = 3x6 = erei— na.., - ry v% rsc.n o-n IZA-11 r7-n a 0 C.Inu1 rQ.c:A-- n_a_ne ran•n_a_a n_o_nl ran-n-,3-a n-i-nt Dead Load Dell. = 7/16 in LOADING(psf) SPACING- 2-1-8 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0186 Vert(LL) 0.46 9-14 >393 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC .0198 Vert(CT) -0.74 9-14 >247 240 BCLL 0.0 Rep Stress Incr NO WB O�93 Horz(CT) 0.15 15 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 102 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* EV2: 2x6 SP 240OF 2.0E OTHERS 2x4 SP No.3 BRACING - TOP CHORD 2-0-0 oc purlins (4-5-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 1 Row at midpt 7-15 REACTIONS. (lb/size) 2 = 1130/0-8-0 (min. 0-1-8) 15 = 949/0-3-0 (min. 0-1-8) Max Horz 2 = 538(LC 12) Max Uplift 2 =-287(LC 12) 15 =-329(LC 12) Max Grav 2 = 1130(LC 1) 15 = 1069(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1426/514, 3-4=-1019/255, 4-5=-752/607, 5-16=-748/631, 6-16=-711/739, 6-17=-877/985, 7-17=-840/1067, 8-11=-43/288, 10-11=-69/311, 7-10=-425/711 BOT CHORD 2-1 8=-1 112/1294, 9-18=-1 112/1294, 9-19=-613/825, 8-19=-613/825 WEBS 4-9=-235/454, 4-1 0=-1 328/1006, 3-9=-631 /634, 6-1 0=-711/525, 7-15=10721710 I . NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 150.01b AC unit load placed on the top chord, 12-0-0 from (left end, supported at two points, 3-0-0 apart. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 4)' This truss has been designed for a live load of 20.Opsf on the'bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Bearing at joints) 15 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) except at=lb) 2=287, 15=329. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard I N G'edq rles:etluestFltrzlis+WIT IDGr fIDSSFS('SE[IFCT Gig3rtTWA (DF;AlIDrSleiz re;Et drGte tuead?rso>r reclodrt eef3itl?en DnpDro+iy{R va dl lelitatl.lsxls C; rE lelereae Simi irksns. Udns dtn+iso ddei it AtTDDWs 4lretueeemrt'Pts sldl:+nelhrlh nDisk!l,i bairns Dezip Etprrst{I.e,Sre;idlt Flpee:;.!!?udnorpo"Filters ien¢I1soua rrd?ssiud egieNe rs♦ptllila(ir Htin![su'Ilesa'peTress kr;a?r utleTDDWj,WtrI4I.?slPnteuNiro.is[a:efosBnnLseaelio?J Anthony T. Tombo Ill, P.E. raesed,irtl,ssstegDes'jn cr*nrised ib,rerav!'3rd —80083 ' aeMotors ga?vlem vft!.i!axssesataskM"itkpmrtesast+Hdoesdn?W&I(ssKsmstlerytiav?nn;ttSfpliddlli>IrdStUn?nlnm,4?re—!?j—IPSIetYtti'?n:pn:53:AnaflT'?sd�:l�nsaenpn.ImsDnpapxereearrnstl„dr�ae�,a.ss 44515t. Lud.131vd. etsndu edie?d ltn(oo2a eyesa etesisevahittell jerisime!sei rheTnss tes�anErtisev is tlCikrxilat Cesgsa,uTmtSjCts Eatioterdor 9s71lar 1Dltq�!dd?d test eemddad salrFl. Fort Pierce, FL 34946 (opprighl02016A-IRooffrusses- Wholly T.TomhoIII, P.E. ReprodDOionofthisdomment,inanyhim,isptlohihftedwithout the written permission hem A-IRosfTrasses-AotAsnyT.Tomhe111,P.E. Job Truss Truss Type Qty Ply 72328 B09 MONOPITCH 1 1 A0008699 Job Reference (optional) n t Rod i russes, Pori Pierce, n_ 34946, aeslgn@aluuss.com Kun: 8.1ZU s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:10 2018 Page 1 ID:ayGovdv2UJH8u7tB9S 1 d WAzGX3Z-VJFPtq 18619SSCI6y?quPYDy6m4oDT21 DoMrzEKKd 15-4-0 -2-" , 4 8-7 7-9-8 13-5� 15-0-8 2-0-0 ' 4-8-7 3 1-1 5. 7-12 1-7-4 6.00 FI-2 0-3-8 0 4x4 = 3x4 = 3x6 = 4x6 = 144x6 = Dead Load Defl. = 7/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.45 8-13 >401 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 B'C 0.89 Vert(CT) -0.70 8-13 >259 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.16 14. n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MS Weight: 100 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` W6: 2x6 SP 240OF 2.0E OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 1 Row at midpt 4-9, 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1065/0-8-0 (min.0-1-8) 14 = 900/0-3-0 (min.0-1-8) Max Horz 2 = 507(LC 12) Max Uplift 2 = -269(LC 12) 14 = -302(LC 12) Max Grav 2 = 1065(LC 1) 14 = 1014(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1376/519,3-4=-989/233, 4-5=-928/906, 5-15=-881/957, 6-15=-839/1079, 7-10=-45/288, 9-10=-73/312, 6-9=-76/314 BOT CHORD 2-16=-1093/1268, 8-16=-1093/1268, 8-17=-617/832, 7-17=-617/832 WEBS 4-8=-117/363, 4-9=-1630/1241, 3-8=-531/551, 6-14=-1017/661 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II'r Exp C; Encl., GCpi=0.18; MWFRS (envelope) and CPC Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 150i.01b AC unit load placed on the top chord, 12-0-0 from left end, supported at two points, 3-0-0 apart. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf: 5) Bearing atjoint(s) 14 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)except at=lb) 2=269, 14=302. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADICASE(S) Standard Isrriq'Nine tses'"NIrnlerrtse•as 10ef 11855rsruwr uril=i lima rorcrsossaslantuaa•IzallorM NiNV I... T'A' Miss IF...rr�e>e�raea!!e.!n:lrn!oe!�s,,Dr!�i�glrDD;e�rxam�fT.Te?e�usr.t.mere�e se�l��trr,:. urlr!sdh"irts1EtA li,TDD,.y Nshk<reremrjeps sill le nedtie see TVlihnot. is cTins DesipEepees!(Le,Sseslrar bd,serl,6. Berin my TOO repeseas itaseraare ll llr prrlxslrrcl 6rialq rssprs0anf+ar tlr Wit N stoe Tins depa!d roue TO Fly, WEE 1pN.Th 64, nsmpirmlite,yurNnwl, narlilrg Anthony T. Tombo III P.E. T cd rsedr4s Trrss4r rag rs-0dirgftlkrespn!itilaprlpx OneLDt Oneisrlgukepat rr lcelriliirg Desigttr,a Lksimrtdlw lg(,da la: mltle 6tdtaN gndERdR.I.lecpgmelefl3elDhAnylell ne rfh!Tnss,mdr6glafi}ssrq!, GfilletiramElne'sg s5ilifa Ge re!pmti3:'Ar rf Z. 80083 , ZE If3eisla30esry:a!rr4[c4rrni!.11'W11 1.14Re1DD41lhpulnn®1grddn!s Ilk! kldiifU.Is msrfettisr!otliw;t(1fprHOMl�rMoldSefArterelvem;:ngerrn!,aAa!e.lrFlm5msRarrprn511ties!�OGr;imA9cLnsDeugett,T![ssDesgrrrpazertmiinssNaaLMerazss g451 St. Lucie Blvd. r#s!niu edudiyotrm;ra rge!EepilimiiglydlfflisieAd reelnmGslmEagireer is 6ol Re aa'Oap Dssgsu,�rrLr!sSp!!n rrgnxrt©r6ril5ag. ut M7-.,s4f:o! nem deledlatIll. Fort Pierce, FL 34946 Copptich 02016A-liootfmsses-AnlhooyT.TomhoIIIR.I. ReprodOsri000ft6isdocument, inany form, isprohihAedwithout the writreapermissianhem A-1RoofTrasses-AorhonyT.TomtoIII, P.E. Job Truss Truss Type Qty Ply A0008700 72528 B10 HALF HIP 1 1 Job Reference o tional AfRoof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:11 2018 Page 1 ID:HSeIToU9d7eaEKtzidgg1fyTWEL zVpn4A2mt3HJ4MKIWiL7xmmAVAn9ytaBSSHOEHzEKKc 2UO-0 7-7 4 14-8-0 15-4r0 7-7-4 7-0-12 88 0 3x4 = 6.00 F,2 3x4 =3x4 Dead Load Defl. = 118 in e7 2 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 `Except` T3: 2x4 SP M 30 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 5-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. WEBS 1 Row at midpt 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min.0-1-8) 12 = 791/0-3-0 (min.0-1-8) Max Horz 2 = 509(LC 12) Max Uplift 2 = -299(LC 12) 12 = -426(LC 12) Max Grav 2 = 1034(LC 1) 12 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1216/457, 6-8=456/559, 5-8=456/559 BOT CHORD 2-13=-973/1045, 7-13=-973/1045, 7-14=-973/1045, 6-14=-973/1045 WEBS 3-7=0/327, 3-6=-1112/1034, 5-12=-835/788 3x4 = 3x4 i 6x6 4 2 3x4 = 3x4 = 2 In 13 7 14 6 1.5x4 II 4x4 = CS1. DEFL. in (loc) I/deft L/d TIC 0 60 Vert(LL) -0.23 6-7 >811 360 BC O i62 Vert(CT) -0.32 7-11 >568 240 WB OI77 Horz(CT) -0.06 12 n/a n/a NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom - chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing atjoint(s)12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=299, 12=426. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CA,' Standard PLATES GRIP MT20 2441190 Weight: 88 lb FT = 10% Gs�dy•rinset4ueyHrtniexlk'4-I nGi IIJiSt31'SitSEI'S6[R;IllfElNSb(Gp19IIDMS(DSIDkj ELltl ji(NIB��:iMEX^Ierz TerAp detlproeaetm vad sea9eslnmt§sl,sss Des�D,aviylirM;ui@1Atl1ur7.i�if G�r.Lldereae Slat Eire ns. Udess Menise stAei ea 11e1DD,ea!p tllh4met4erp!e'es s4dtknN6r Ds iDDla 6e vdd. Asetras De:gv 6pus(.l,Spaidff figut;th! seln eyTDD upneds in rsnpas al lie lsalxmaleyernyr-yariiilito:fit 0611ae.1ke stefelnss L•pninit ED nlf.rdul?'LI.HeinrsnsmpaesAW.;m6ans, smo4in} Anthony T. Tombo III, P.E. rS vsedt4is ircttSrufldi6eg ittiesnpnsdili7dlk GneelleG+aiselaid yed er l4eleil6eg Oesi¢v,®CaneatldlieitL �r il: mdHe isd4i:€e3 nl!alrM1l. Tle yynnfd lit IDDnenl fidined6i Tnss.We6nlad'i:}avrert hfiDdiu udlrnsys4dt6e r;: respasi!:hd 280083 ' rte FAllaphsime Ilesswv.napu!d Sdery liamaiee;aSf:pNUFn141 RIMSSgne:daeaslYs pool y,dnct TPFl kSus@!re•.r[m4i:fiesnlgt.sdd!Tnss Detlptt,l.as)esnrnpzerms toss Mrahswet, hiss eteedse ldntil aGd:rde etde vurrtfi i dl trt:n lcrdseS. Rep—Ou'pf eut is NOT k Ia'Aa eisfisenTrenS r al mdae lrGB Ntq.^la!9k:os rtemddadlaTlSl. 4451 er , FL 3494 7 � a• a 1 r yi r• 1 rs* � r y� Fort Pierce, FL 34946 (opyrighl042d16A-IRoafirosses-AnshanyT.TemhaIll,P.I. Reprodudionalibis dommenf,inany form,isprohihBedwithaulthe written FemissioohomA-IRenlTmsses-AnthonyLTomhaIll,P.E. Job Truss Truss Type Qty Ply 72328 B11 Half Hip 1 1 A0008701 Job Reference (optional) f OUI , ruabea, rU1 s rseil: , rL r.ayo, ues,gn(uea ruuss.com Run: 8A20 s Nov 12 201 i Print 8.120 s Nov 122017 MiTek Industries, Inc. Mon May 21 09:49:12 2018 Pagel ID:ayGovdv2UJH8u7tB9S1dWAzGX3Z-RiN9HW3OeNPAhWvU4QsMUzIFua8of HEKh60yrrkzEKKb 2 00 1 , 6 JI4 12-M 2-0-0 6-7 4 6-0-12 2-8-0 6.00 Fl2 3x4 = 5x8 = 3x4 = s� C6 so 3x4 = 14 Io 3x4 = 1.5x4 11 3x4 = 2x4 11 12-8-0 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 1.00 Vert(LL) -0.14 9-13 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.20 9-13. >920 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.05 14 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 92 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1033/0-8-0 (min. 0-1-8) 14 = 792/0-3-8 (min. 0-1-8) Max Horz 2 = 441(LC 12) Max Uplift 2 = -325(LC 12) 14 = -349(LC 12) Max Grav 2 = 1033(LC 1) 14 = 792(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1291/643, 3-4=-470/137, 4-5=-297/159, 5-6=-273/240 BOT CHORD 2-15=-1058/1136,9-15=-1058/1136, 9-16=-1058/1136, 8-16=-1058/1136 WEBS 3-9=0/296, 3-8=-986/934, 6-8=-432/598, 6-14=-803/727 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C'I 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 chordand any other members. 6) Bearing at joint(s)14 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 100 lb uplift at joint(s) except Qt=lb) 2=325, 14=349. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels: and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD:CASE(S) Standard Ke:uep eluse tltRrylrn!ies?lbe'bT iDCE IE KfB('SEIlFC1, 6Ee9AtTM 6CONDITIONS(DSTOM 6LR]'j A(KeGp',iD YEMi IX2.Te!Ifl dtlipl p0e0dtR Ftl eMd WI3S 9ce31S lreee DISPD,' LI(IOES" vl IN A olk.y I. Te"h9I H. 19— 1"twST mt. D1I!ss Lti-eu stele"..0i TDD,.' GlTekmrenn p!sls skillMuedhrBa lODsa se tdil. Aselns Desgdtp!ierp.e, Spendq Fsticeer;,l5e udnoylDD npreseds esstRp!s:e Aso pdnAud erp'estop,espunNllrySrhdesgiF.lbe4H,!Tn!sd!p:I!hnneTOPuq, eater Tr�l.lNe!slpo uunpsnpadapsudmxs, sdll0ry Anthony. Tombo III P.E. enhit A 611 lnnht IN,rdllira ltfbt RspNsiMlind N 0—'14 0-6 GAA.'IW'pelor fee eilin Ird1w,mtksnsutdli Itl,6e ll alike lndpdil all us MI. Tpe eppnRl IT Ike TOO of yWi uerfle Truss, MWDr er 1q, snrept, Iuteldiu ndemrpshdthe IL resposib.ynd Y r he am:e:e On:.�a9 (ca:esnl. A.:ues e.aar buo rsl In ialbso! lelosd lee G,Ilie le ed SA! Wttiebe"Mr rdi d I9.9 slfAuerele udlee een' :dnse 141 eeSusa!:n eu:ersies scddanes e!felins Oui er,Tnss Oes. G's.Roel has pupft^erey uees 80083 D D!e d Pi r h+I 7 e M1T p A ! Tr' T" 4451 St. Lurie Blvd. sfeMulAieet lTa6d•N rpsrsde»enwriDq py dl prrou leAsei TieTnss Ced�Eapunrlse6i kk slap"ruipaer,hirsspF:m Eayleerd®ybal>iq. All scp"se6sems uens dAAd lslrll Fort Pierce, FL 34946 (opyriph1m40T6A-IReolTrasses-AnfM1ooyi.Tomho116P.E. Reproduttiono(lhisdaamenii000yform,isprohibitedwitheinthewrileopermissionhoorA-I Root Tresses-Anthonyl.TWOIII,P.i. Job Truss Truss Type Qty Ply A0008702 72S28 B12 Half Hip 1 1 Job Reference o tional AT Koot I cusses, I-ort rterce, t-L 34u4b, oeslgnLanruss.twm O. 1LV s IVOV IL LV I e MITIe. O. ILV S IVV V I L LV 1 e IVII I CR Il luubu lub, IIIU. mulI .—Y G I VJ.— — GU 10 rt 9. 1 ID:HSelToU9d7eaEKtzidgg1fo WE= RiN9HW3OeNPAhWvU4QsMUzIMma4GhOSKh6OymkzEKKb 10-8-0 15-4-0 46 = 5x8 = 4 5 T 6.00 12 1.5x4 EILI • 3 11 3x4 = M O1 3 to 3x 4 = 2 12 1� rn a 1 13 7 14 6 44 = 3x8 = 1.5x4 11 10-8-0 15-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.45 7-11 >404 360 TCDL 28.0 Lumber DOL 1.25 BC 0!82 Vert(CT) -0.67 7-11 >274 240 BCLL 0.0 ' Rep Stress Incr YES WB 0154 Horz(CT) 0.03 12 n/a n/a BCDL 7.0 Code FBC2017lfPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly, applied or 5-6-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 103410-8-0 (min.0-1-8) 12 = 791/0-3-0 (min. 0-1-8) Max Horz 2 = 379(LC 12) Max Uplift -339(LC 12) 12 =-292(LC 9) Max Grav 2 = 1034(LC 1) 12 = 791(LC .1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1282/793, 3-4=-706/369, 4-5=-518/438 BOT CHORD 2-13=-1 108/1159, 7-13=-1 108/1159 WEBS 3-7=-707/736, 4-7=188/280, 5-7=-640/767. 5-12=-793/677 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf-, h=25ft; Cat. II; Exp C; 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) 12 considers parallel to grain value using ANSIlfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=339, 12=292. 8) This truss has been designed for a moving concentratetl load of.200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. i LOAD CASE(S) Standard i i Dead Load Defl. = 3/16 in 1 PLATES GRIP MT20 244/190 Weight: 91 lb FT = 10% • i se as, c n:etlutryE flntlwlk a i nDE n sssI uuEt I6ED ItlIE19V a mtanchs [>aDx4 elna 1 treaDa D^i4EH 6i¢. Verdi hop eldersW redeetts w l sins Dls y Droeiyl f } W I x Lt 6ui1.1 xlr DI, V.Etduext ! sl ItSrent. ud a etle+hl ddea IeneTDD, cy kdLktl¢emryk3slhdit: usedin lk TDD is ht,tlt eseTrns Desgv itp�e,{i.e,yfe;lsdi htlratr;.tlt uetnpi lDDsepe:etls ie s,vpaudrht iraMdudeseelttltyrgusildei S: ru llslo-eltk slotTntshp'%T!ltt tieTDDstiE,eaferTEH. IM hsgt nsmp:ea.brlxycndnxt. Add Anthony T. Tombo Ill, P.E. Cdlsedsai fiefs iet eq kdf1111s tlt..11 WHy if ree 0—'see O-s'A"hd�;d.ilk WER Desipe?,alx nNdeilx U(,ds'e!adtle brd ls:fsy nle¢e rdL le gr-1d tee TOD Wm Beeneside Ims.1il5a edaw1p, ufillaue eed Inim'Ui, hsee�i.1'SSi.Ri IE .Tomb I Ifatti<TyDetga:sd(ee:ic'c. 80083 draxsutatorteTDDWtnlr.�ues®fy,ifJnssdtL•Inlh.I(My.alasderytiammn;IEmyetnbte6ilTlWunererd:,zdt,p—!pem:.Te;•Mailerssµ:ssidiessslba�kl:Les:D<sipetl.essDes:ysFagrcxenllnssYnAe:x:n;leu g451St.LueieBlvd. e'ltmul6isdife(td-ed 1pedsyauredig hi dlytnas Rse!ui the Tnu Crslye Etyturis del'hen day et;E}ser,elT�ss yis•tm Egneer e:`pT 4eittiay. ul cq :ate e;os utmadmdhlPi1. Fort Pierce, FL Blvd. (opfTighf02016A-1Roofirusses-AnthonyT.TomhoIll,P.I. Reproduuionofibis document, inonyform,ispr�obMedstAcuttheeriltenpermissionfrom A-1Roof Trusses -AnthonrT.Tomholli,P.E. Job Truss Truss Type Qty Ply 72328 B13 Half Hip 1 1 A0008703 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09.449:13 2018 Page 1 ID:HSelToU9d7eaEKtzidggl YME_-vuxXVs40PgX1 JgUhd7Nb1 BrTM_R_QpUTvmmVJAzEKKa 1 -2-0-0 4-5-6 8-8-0 15-" 2-0-0 4-5-6 4-2-10 + 6-8-0 46 = 5x8 = Dead Load Dell. = 1/8 in 4x4 = j 3x8 = 3x3 11 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.83 Vert(LL) -0.26 7-11 >692 360 TCDL 28.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.36 7-11 >504 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.03 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS 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 2-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min.0-1-8) 12 = 791/0-3-0 (min.0-1-8) Max Horz 2 = 317(LC 12) Max Uplift 2 = -342(LC 12) 12 = -300(LC 9) Max Grav 2 = 1034(LC 1) 12 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/890, 3-4=-914/576, 4-5=-730/612 BOT CHORD 2-13=-1111/1210, 7-13=-1111/1210 WEBS 3-7=-533/546, 5-7=-653/779, 5-12=-795/640 NOTES- 1) Unbalanced roof live loads have been considered for this design. i 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vast 132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II, Exp Q Encl., GCpi=0.18; MWFRS (envelope) and CLC 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 pondirig. 4) This truss has been designed for a 10.0 psf bottom chord ive 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) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others). of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=342, 12=300. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD! CASE(S) Standard m T v 2 on 0 PLATES GRIP MT20 244/190 Weight: 85 lb FT =10% tWudry-fleuetlfnrydrrettsrth'Ad IDD, n:tiSsSj S[tlEe'� 6fPietClCtlfS B [DWrA71GeS (9570Nj Clnfl'; AIXM[>i��uDUEMi' 6,� ierHy ieslie laemders a>d,e"9 roles n nis7n:s 0es!g+Dsr+iyllfJ,ed t� tdlurl.lexlo M, H.Iduexe %.Ii4r- . Deus s@a+ist test t. tit ED'.1 SOTetnuedu paessbtE7s ued6r de lDD lahuliL As elms Dull. hpuC(itt,$te!tity hltrut),tis ud I. uy1DDielostesaaarmo dth InLsSind eryueel.1 msdunidDf bf Odtf!pdth s:ereTnss lfpdfl.efit ADD ull,eder Tfl-l:The toils mapuef,ltdeludntr stDdllry Anthony T. Tombo III, P.E. HIs, dtiis Tmsbr uy ldlliu is thugft<.ildilydPe0ou,Ile 0-A,6.vd,;daIII, rdliq Desilur,nh.,t tideddIts ll(,fiaIt, "Itebed Wtgoff .1W. Tie glnn;elthlDD tad n:0eldasetfie Toss, ude6etlad"m}daryf,iuhDdiu ud hu lshdlei ds rulmsl2lyd 280083 de el'Xal Desna: td Qa.•tm:. liin!es.19 a INTDOed lh penofmlltiedn's this k1h.1(altnl Sdtry ir.'aimm�;t(11;gdoled 6) TA u1SKA.,ndu um gun?Fdns IP;Iteiuc9fngrs:iDaies®db!ind;leLns Deslpu,Lus 9n�Fnpxuulfnss Nstellt.^.a:er: uess 4451 St. Lucie Blvd. t2,:�ist lditdlya6d•rttged tpeuvnuq iTdlitnes iadni lie lnss(eap Fgiteeris lGi pa id•dal,.eslgafuln:slyseas Erylteerdaybil4ry. All te7iNkros atuletadnT&1' Fort Pierce, FL 34946 (ophiph1F12016A-1loofhusses-Anthanyl.Tonholll,P.L Reprodutionohbisdommenf,inonyform,isprohihiledOleo the rrineopermission hamA-IAoof insses-AnthanyLTomholll,P.I. Job Truss Truss Type Qty Ply A0008704� 72328 B14 Half Hip 1 1 � Job Reference (optional) Al' Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:14 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= N4VwiB4eA_fuxp3tBrugZOOflOoH9Fpd8QV2rczEKKZ -2-0-0 6-8-0 15-4-0 2-0-0 6-8-0 8-8-0 6.00 12 3x4 = 15 6-8-0 MT20HSI- 3x4 = 3x4 = 4x4 16 LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0171 Vert(LL) -0.30 8-9 >602 360 TCDL 28.0 Lumber DOL 1.25 BC 0 60 Vert(CT) -0.39 8-9 >473 240 BCLL 0.0 Rep Stress Incr YES WB 0.174 Horz(CT) 0.03 14 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 `Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1034/0-8-0 (min.OA-8) 14 = 791/0-3-0 (min.0-1-8) ttax Horz 270(LC 12) Max Uplift 2 = -361(LC 12) 14 = -296(LC 13) Max Grav 2 = 1034(LC 1) 14 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1267/820, 3-4=-1074/902, 4-6=-923/785, 6-7=-1074/902, 8-10=0/255, 7-10=0/255 BOT CHORD 2-15=-887/1065,9-15=-887/1065 WEBS 3-9=-210/348, 7-9=-819/973, 7-14=803/638 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates care MT20 plates unless otherwise indicated. I 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 14 considers parallel to grain value using IANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=361, 14=296. 9) This truss has been designed for a moving concentrated load of 200.0115 live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard 3x4 = 5x10 MT201!S= 3x4 = Dead Load Defl. = 1/16 in ICP PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 80 lb FT = 10% i tR'e!dry rime tlsnagtlTrelhKise'Ad IORT IIJSSsS� STtlB'� 6{r:ee! ffWS a TQFDfDDSS (0!7Dkj trtl9 jA(KtlDTi;ED'sYElli' his. Teitp leap prmdm rAn%edes w15it Lacs Desip Drs iq{IGL;.,A IM AsriwrT.lesta D411 idresr krl gshre ele. Udess dlarin skid ar, tleIDD,w'y M1TeYunesnrp!tessltliMaseif,rmIlDtoge.dd. AseLxs DrryiGpeerQ.e.iprUarLqur)tSs udu my fte mpesmsievnpa:edl4 prdassioed eq�etlae nqusilailyirlk lePgad spernss hp!neleeneTDDadq, edrRI.TML•siga nnrspiaes.6rtequetlnns.smeWry Anthony T. Tombo III, P.E. ed nedfiis lnts5!aq tdlaagis lk respx!klihdha9nr,&eD sisrASA:daplcsie tdlGag Duignr,aNzndrrdlii lx,as:.aitle lesd gaYsq MF¢3r?l. lerypme'dIM IDDW.0dlnedsie inss, WeGiq tsfi}s!rrye, tuhiietin olgneiq JilfaLe raga¢q:!:hd E80083 Idea ex32r�5a!u!f[e.eM!. ti'n>esitstatatNTDD eb lu p!mires®i pildnesdsle datlq osiaed Sdery lie;nann;tQf pNrqrl eq rAe>e SNl snrdnse9M pursta:Emc!. TYrI h5ns4tn:gtasl3>les nd b!I>sn3tTtrss Petlpr,Less7es a�pttral Tnss tla»fe:'a!s!;n ss 4451 St. Lucie Blvd. .1m.ldird Ila ns!m egedepr to niq igdl pmzimdsel iSelnss GenaEginrlcXDl4kfaAaq Drigar,rTnssSjYss 6gfsxrdothnl9q. Allsryiidadhrrs uemleEad lo1i41" Fort Pierce, FL 34946 (oprrigAf(02d16A-I Roofhussei-AnthonyT.Tomb111,P.I. Reprodutli000flhisdommenl,inanyform,ispsiohibiiedwithoutthewrinenpermissionfromA-IRaoiTmsses-AnthonyLTomhoIII,P.f. Job Truss Truss Type Qty Ply 72328 C01G HIP GIRDER 1 2 A0008705 Job Reference (optional)a Psi nuus s iubst:a, rule nese:C, rL a4a40, aesryntd liruss.wm -2-0-0 4-94 9-0-0 5x6 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 Mi7ek Industries, Inc. Mon May 21 09.49:15 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= rH3lwX5HxinlYze31YQ36cwgvnBSuiXmN4Fcp63zEKKY 7-M 3x4 = 5x6 zz- 4-2-12 Dead Load Defl.1= 1/2 in 4x8 = 7x8 = 10x14 MT20HS= 7x8 = 4x8 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 7.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 ;Except* T2: 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 1.8E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2 = 4752/0-8-0 (min. 0-2-1) 8 = 4752/0-8-0 (min. 0-2-1) Max Horz 2 = 136(LC 37) Max Uplift 2 = -2182(LC 8) 8 = -2182(LC 9) Max Grav 2 = 4988(LC 28) 8 = 4988(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10557/4767, 3-4=-10311/4676, 4-5=-9321 /4285, 5-6=-9320/4282, 6-7=-10311/4673,7-8=-10557/4764 BOT CHORD 2-17=-4219/9347,2-18=-4251/9410, 18-19=-4251/9410, 12-19=-4251/9410, 12-20=4406/9632, 20-21=-4406/9632, 21-22=-4406/9632, 11-22=4406/9632, 11-23=-4406/9632, 23-24=-4406/9632, 24-25=-4406/9632, 10-25=-4406/9632, 10-26=-4153/9410, 26-27=-4153/9410, 8-27=-4153/9410, 8-28=-4121 /9346 WEBS 3-12=-482/375, 4-12=-1855/4309, 5-12=-802/476, 5-10=-802/476, 6-10=-1854/4309,7-10=482/374 CSI. DEFL. in (loc) I/defl L/d TC 0.76 Vert(LL) 0.5510-12 >703 360 BC 0.60 Vert(CT) -0.8710-12 >439 240 WB 0.71 Horz(CT) 0.11 8 n/a n/a Matrix -MS NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs Iconnected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=i132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantileiver left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s), except (jt=lb) 2=2182, 8=2182. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panelsland at all panel points along the Bottom Chord, nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 410 Ib FT = 10% 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1623 lb down and 567 lb up at 7-0-12, 484 lb down and 266 lb up at 9-0-12, 484 lb down and 266 lb up at 11-0-12, 484 lb down and 266 lb up at 13-0-12, 484 lb down and 266 lb up at 15-0-12, 484 lb down and 266 lb up at 16-11-4, 484 lb down and 266 lb up at 18-11-4, 484 lb down and 266 lb up at 20-11-4, and 484 lb down and 266 lb up at 22-11-4, and 1623 lb down and 567 lb up at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-96, 4-6=-96, 6-9=-96, 2-8=-14 Concentrated Loads (lb) Vert: 12=-453(B) 10=-453(8) 19=-996(B) 20=-454rB) 21=-453(B) 22=-453(B) 23=-453(B) 24=-453(B) 25=-453(B) 26=-996(B) wren' netads hill i tinvIte AI 100r a'��!S59j'irtlfl'i 6rAElk(fFtklS d (Dp":tliIDIS NS10M18PiYiS.(ItlCpsC aEKP lxx. ferny 7esip iaFadtrs eedseMaA?s ssYris Less Dn!n DiewiyllrSl erS Wolof I. TOWIL l.F.ldemea Ske.t1,4rocsI. Ildess Oltotise Odd e000a a !y ILTekuueetq desskdlM net fit lke TODlakeuld.AsaTins 0edga[epnxQ.esunmr 6pin?r;.ro?snl a my�oOnq/1tllllmyLn represedsaempaadlkt prdaa:Illd eglFeag it destDtdlkis4i,Trosd?tindnIke TDDalr;eadttl.Xl.Txksganre„pleu. led:eyreeaner:, tmslIq Y _ Anthon T. Tombo llI P.E. and rse dtds Tnssh?agidldig is an mpneitilry of Dun, lie 0"i's ada?ied.p r Ike ldlditp Design?,asDemled el N Kit Is: adtke hed lu'0egnde.1Mi. Thgpti d the 1DD ad en Wil to One ims.ud,sigA fl,+Sasge,int'Diau ud kniq sldtSe sM re?kasil-tyd «80083 , ' keldYapDes aadi tea?.all Wet sdwlummoad6tyrmmsa�di,ildwsdth114uqcaaramSOOT havtma;tnlydInloltyMad SNAawd?s-ad.prolpdnn_RHkS�sleaF�ak;idealblsd2nLns0eslpm,LesOe:�GgrnwifmsMauatn;xie:s 4451St.Lu[ie6lvd. • s#E_niuldiadlra6b?mapedapt6vd0g1ydlperttsle+dnllheTnnttd�EajtntltMCTD,elddag6nipaer,hT:uskgCeaEagneerdarSwlAtg.ADap.ldI-VemsUtz that tentI. 44L1St.Lcice, FL Blvd. (opprighl0S!2016A-IloofTiusses-AnthonyLTomhaIII, It.f. Bepmdotlionofthis document, inany fotol,isprohibited wit34946 hout the wriBeopermissimsham A-IBoolTrasses-Anthony L10MIDIII, t.f. Job Truss Truss Type Qty Ply A0008706 72328 CO2 Roof Special 1 1 Job Reference (optional) A1'RoofTrusses, Fort Pierce, FL 34946, design@altruss.com 5-2-12 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:16 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfVME= JTcg7t6vibvcA7CGJGxlepT_SBUIdEuwbk_9wVzEKKX 18-M 19-1-8 22-1-8 , 26-9-8 1 32-0-0 , 34-0-0 , Dead Load Deff. = 1/8 in 4x6 i 5x6 = 4 5 4x6 /I 4x6 ' 6 7 6.00 f 12 TA 1.Sx4 �� 38q>1.5x4 os 2 9 c� 0 1 10I.+ 21 14 22 23 24 13 12 25 11 26 3x4 = 4x6 = 3x8 = 3x8 = 3x6 = 3x6 = 9-10-0 19-1-8 22-1-8 32-0-0 9-10-0 9-3-8 3-0-0 9-10-8 Plate Offsets (X Y)— [5:0-2-3 Edge] [7:0-3-0 0-0-71 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!78 Vert(LL) -0.34 14-17 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0 63 Vert(CT) -0.44 14-17 >863 240 BCLL 0.0 Rep Stress Incr YES WB 0 j39 Horz(CT) 0.09 9 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 172 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 `Except` T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 54-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 194610-8-0 (min.0-2-5) 9 = 1946/0-8-0 (min.0-2-5) Max Horz 2 = -161(LC 10) Max Uplift 9 _ -606(LC 12) 9 = -648(LC 13) Max Grav 2 1946(LC 1) 9 = 1946(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3285/2299,3-4=-2799/2012, 4-5=-2529/2007, 5-6=-2836/2195, 6-7=-2388/1877, 7-8=-2813/2006, 8-9=-3315/2330 BOT CHORD 2-21 =-1 778/2850, 14-21 =-1 778/2850, 14-22=-1216/2297, 22-23=-1216/2297, 23-24=-1216/2297, 13-24=-1216/2297, 12-13=-1216/2297, 12-25=-1498/2677, 11 -25=-1 498/2677, 11-26=-1857/2887, 9-26=-1857/2887 WEBS 3-14=-598/641, 4-14=-290/562, 4-12=-205/419, 5-12=-489/692, 6-12=-769/646, 6-11=-573/375, WEBS 1 3-14=-598/641, 4-14=-290/562, 4-12=-205/449, 5-12=-489/692, 6-12=-769/646, 6-11=-573/375, 7-11=-536/815, 8-11 =-589/61 0 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS ICE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=606, 9=648. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1.1 The building designer shall verify that this parameter fits with the intended use of this component.) LOAD CASE(S) Standard I I Gerdy • rlesulisnyNT resiswlh'1-I 130" TIDSSSCAU1116nSct TM d f?s:diICSS f ISiOMj BL1S') dfrc[IiiFDSstERrbra, Terifp dedp poeadns ord rededK n 13is1,n7 Drs!gsDra+iyiR£'; rrd tta IdiurT. Texts P, LE.Ideeateseesl&'ansst. Ddsss stienise ddel eetle Tllldp ILieinnemq!eks sill eulle l&IDDnh.d!L Is eTrns Desge frpavNli.SpciOlr Fsduerl,lbi ud is nrIDD repends campus d Ilgrdeuned eyletetlgryBWllidrle; tit lK'pc,'de stIpTnK GpMwit IDD Wle 9"l�N. l&(nips nnupuw,bd3pusdmee, s-hiliq Anthony T. Tombo III, P.E. ds Tn .i.-Ilsssreq lnllnlislkrupnsililtlloe 0 p d +em.lie0neisrA�a deyed rtle ldifirr Oesisnr,mH,e rnhdd lik, the llf ndth Wd ia.'hT.h AMi. Tit q;—!dtit 100 ed u! Mine Ott Tnss.uJedyeafuy, r%g0ttilldin nd k" Mlit re mtr d;+.s!.1 s80083 I de h!eslDes red katiMe.2!!azs utedifteTDD of rn prgrtesralyif!Inesdtletn!tig(repeed Sdery lspm9iaRCP',rNlseed di TAnlslunere)—d'ngnenlprAnn_Nl 4451 St. Lucie Blvd. e3eMulyded lro6dsdayeed eprvuwrOglT di pul:K lndseL lhtTnss Dedpfynn is ACT"We lardareaaKipur,nT�tS7s�safyneetdta76n14y. lll tq ..a.+d4ros sumfeFaeluRfl. Fort Pierce, FL 34946 (optrighf02016A-Igoal Trusses -AnlhanyT.TomboIll, P.I. Reprodudiunofihisdotument,innefform,ispro hilihedwitheNthe writteopermission hem A -I Rod(Trusses- ActhanyLlomholll, P.I. Job Truss Truss T—yp—eF Qty Ply 72328 CO3 ROOF SPECIAL 1 1 A0008707 Job Reference (optional) on rrerce, rt_ 34946, oeslgn@alrruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:17 2018 Page 1 ID:HSeIToU9d7eaEKtzidgg1fyTWE_ nfA2LD7XTv1ToHnSszSXB106FbmDtvlbL3gOkjS)aEKKW 2-M 6 9-4 13-M 16 0-0 21-1-8 24-1-8 32-0-0 34-0-0 2 0 0 6 9.4 6;2-12 3-0-0 5 1-8 3-0-0 7-10-8 2-0-0 r, nn F1-5- . 5x6 = .oad Dell. = 3/16 in 5x6 = 4x4 5x8 = 11 25 = fAE LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.50 13-16 >638 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.67 13-16 >479 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.06 17 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 158 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except` T1,T5: 2x4 SP M 30, T2: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 -Except' B2: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 5-8-0 except Ot=length) 2=0-8-0. (lb) - Max Horz 2=185(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-536(LC 12), 11=-707(LC 13), 9=-306(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=1763(LC 1), 11=1848(LC 24), 11=1613(LC 1), 9=729(LC 23), 9=665(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2830/1743, 3-4=-2288/1419, 4-5=-2136/1444, 5-6=-1707/1278, 6-7=-2277/1589, 7-8=-1998/1302, 8-9=-953/548 BOT CHORD 2-20=-1256/2508, 13-20=-1256/2508, 13-21=-537/1742, 21-22=-537/1742, 22-23=-537/1742, 12-23=-537/1742, 12-24=-415/1358, 11-24=-415/1358, 11-25=-355/766, 9-25=-355/766 WEBS 3-13=748/783, 5-13=A29/733, 6-12=-443/544, 7-12=-1240/970, i I WEBS 3-13 748/783, 5-13=-429f733, 6-12=A143/544 7-12=-1240/970, 8-12=1662/1315, 8-11=-1988/1152 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd='132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. ll Exp C; Encl., GCpi=0.18; MWFRS (envelope) and CiC Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8P MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 1501,0lb AC unit load placed on the top chord, 14-6-d, from left end, supported at two points, 3-0 `0 apart- 4 ) Provide adequate drainage to prevent water ponding, 5) This truss has been designed for a 10.0 psf bottom chord Live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf.1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 lb uplift at joint 2,707 lb uplift at joint 11, 306 lb uplift at joint 9 and 306 lb uplift at joint 9. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels�and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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: LOAD ICASE(S) Nna�g•Nmnmrvepl'd ns4sE At'1l IOOriIOSSES E'31`:EI^,.. EEFEUl1Et4StCDgDis6tlSC411Ctl('INEijt(GirtlDSM,P5rhre.tort*dtsvlovoEwsPei toad tet; to fus ltns Norio a"itj DPhslAse r.Into h',t:.IshrPxtf9ttl lthrt est. D�tss o'ar..i3e tt!sdoufftTDD, vtlr ttiretta°tstn yidos stdile ssedhrAnloohit sPy WI is elns, Design 5riseer(i.E., Syetmhfa7 etn,L. Ae sedoeay Est ri�phFta3wunptcntPl d?t y:dtSSiPNlE1yiP!wPrJ ttF d {ay tat Fi+.d?FldPdlit di311 rnss lylhtenttzr6Dtlif, redtf1141, raE do{I4/fFPSP'iWS; kmlhl S➢d9EEF; sa:tsbdih Anthony. Tombo 11I P.E. V1.104tis loss for my W: :3St epsrnn:CydiSt Caas:,llo 0eusstdoetol epth%al+ildgN!!Pz,h ht u6ote.II-K,at 11CCAle Ind IWIiug ash eafitld. Too qn sf 9*090 at xp kit es. At Mass; �sldit; a+ hqi shiupe.hFo;kn adl�eth; d,11 it As;es9>EsnilKa'. Y ' tlticiidig6tdptrmlittaaiaP.tANLsstiad°S4eiDDeParSepac°sulyrddro,tahEtalPgforiutoisahtdidatzt.Pt(Yslilp»1PSeliyinudSMlEntdxaettllatrtet;dyaltua.leFllda±siittzspus°iD"asv-d9+sines;ieTrasCeapn,hassDes�ralymtFndrnssktedcBev,3altst 4451St.808391Md. tfeculu ddiaN i+t[nh,d tptti ryPnkn<_Pgiy atyetleshnhtL llt LEn Desip6yintli t5i ht leildby DrsrgtciEt TtPts Sysiea frs!Pssduyl+iifi+y. lii mpihGrtdlwaransle6eod iP1P41. Fort 1 St. L cl Blvd. (epysightM2016kIRoof husses-Aathaayl.1cmha111,P.E. Reprodactionallhlsdemmeot,inany farm, isProhibited wit34946 hout the Written permission from A-1Roof Lusses-Anthony T.TambaIII, P.E. Job Truss Truss Type Qty Ply A0008708 72328 C04 ROOF SPECIAL 1 1 Job Reference (optional) A5`Roof Trusses, Fort Pierce, FL 34946, design@altruss.com ts.12u s Nov 12 zul / Ynnr: iS.izu s Nov nZ 20 / MI I ex mciusrnes, inc. ivion Shay z i ud:wd: to /u to rdyu 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ GskQYZ89ED9KPRMeQgzmkEYJb?7a54nC32TG_NzEKKV 14-8-12 0-2-12 6.00 f12 4x6 = Dead Load Defl. = 3/8 in 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!86 Vert(LL) -0.68 12-14 >470 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0183 Vert(CT) 70.9912-14 >324 240 BCLL 0.0 Rep Stress Incr YES WB 0168 Horz(CT) 0.07 11 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 155 lb FT = 10% LUMBER - TOP CHORD 2x6 SP No.2 `Except` T4,T5: 2x4 SP No.2, T6: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1735/0-8-0 (min. 0-2-1) 11 = 1548/0-7-4 (min.0-1-13) Max Horz 2 = 311(LC 12) Max Uplift 2 = -503(LC 12) 11 = -398(LC 13) Max Grav = 1735(LC 1) 11 = 1554(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2732/1634, 3-4=-2269/1425, 4-5=-2146/1430, 5-18=-592/263, 6-18=-477/309, 6-19=-598/371, 7-19=-736/323, 7-8=-2046/1310, 8-9=-1809/1073 BOT CHORD 2-20=-1519/2388, 14-20=-1519/2388, 13-14=-1048/1904, 13-21=-1048/1904, 21-22=-1048/1904, 12-22=-104811904, 12-23=-385/653, 11-23=-385/653 WEBS 5-14=-428/895, 7-12=-283/112, 9-11=-1733/977, 5-7=-1408/1112, WEBS 5-14=428/895, 7-12=-283/112, 9-11 =-1 733%977, 5-7=-1408/1112, 8-12=-1024/803, 3-14=-820/705, 9-12=-953/1i785 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; V.ult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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) 150.01b AC unit load placed on the top chord, 14-6-0 from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water 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 Id and any other members, with BCDL = 7.Opsf. i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 2 and 398 lb uplift at joint 11. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and 'at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CA Standard 6edq-PINut}NtgNJ terhxih*AI114E3rA[SEi(S(FYTW6;rltrN4Sd((th iN[5S (JSTON�a1F1;!(r1081E.aNEtli FIIP. Tofy hop FNRtiff" rrM/lA3SNI. FtSII L'yr.F,FlilllS!}l!!I E?S'!M?-gtlms94. ht stEIIIttit IDP,"', YJittuerenre%fs Al!4,.JhrWDD1ik,01 AsoLm Desi9t hprxe(I.l,}Killg6gNl:;,tl: ednNrlDD repesens is aNpal Albe Frd:sAnd eg le;IeorgnulilarPa: De1N{nt'.Ile sz lTn!t6er:a.4 title lWoot,.-WPN. wdiI" Anthony T. Tombo Ill, P.E. e:d tsedrsu T�ssh nr taliitl isih NstmhilAfdGe O.iscae 0.xisr.tSe ud y+.9wth ttildq UesiSNr,a Ca nmAdru N63a:(Ndriebr: tsYsrNlt ad(7Al. lh grmddnt TUDw�d tneddne dhe Tnss.udr6wt `ssl,shlge,imnadiltud trfrrrsHtie as resrsiAd:hd 80083 f th1ti:[a19ls ilefna:tm�.IDalssdNl aeTWWlilPi�iusmApil9u:Sdn:tNtig(le:raNlSthrylaaae9N',t6¢pNisWEyMMSIU-0..m fiup.SP44515t. Lucie Blvd. it"st fiffni Aya(utred tJtefd opt u wthl FT it pac INNNi Thrnss Ropfgileeris AGiA`s1A'Inr GNF}ser,wTN!s Sys'ea EyilnrtmrhrAAq. All cpada!lx,os trim defend 1011. Fort Pierce, FL 34946 •(opyriRht02016A-IRoofTrusses-AnlhonyT.TomboIll, P.E. Reprodudion offbis document, in anyhow, is lt�ohibhad withoul the wrinen permission from A-1 Roof Trusses - AnthanyT.Tombo Ill, P.E. 72328 IC05 IHIP 6-4- 5-1 1 I 1 s Nov 12 2017 Print: 8.120 s Nov ID:HSelToU9d7eaEKtzidgq 1 fy _ 8 3x8 = j 5x6 = 3x4 = 6x6 = LOADING (psf) SPACING- 240-0 CS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.72 10-13 >443 360 TCDL 28.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -1.26 10-13 >253 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.06 8 n/a n/a BCDL 7.0 Code FBC2017/TP12014 M'atrisr-MR LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x4 SP No.3 `Except* EV2: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-9 oc bracing. WEBS 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1730/0-8-0 (min. 0-1-8) 8 = 1544/0-7-4 (min. 0-1-8) Max Horz 2 = 233(LC 12) Max Uplift 2 =-486(LC 12) 8 =-365(LC 13) Max Grav 2 = 1730(LC 1) 8 = 1544(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2723/1729,3-4=-2050/1262, 4-14=-1695/1243,14-15=-1695/1243, 5-15=-1695/1243, 5-6=-1992/1268, 6-7=-353/197, 7-8=-308/278 BOT CHORD 2-16=-1496/2377, 10-16=-1496/2377, 10-17=-751/1690,9-17=-751/1690, 9-18=-1056/1762,8-18=-1056/1762 WEBS 3-10=-822/842, 4-10=-263/463, 5-9=-225/307, 6-9=-170/382, 6-8=-2005/1245 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II;; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end yertical left exposed;C-C for members and forces 81-MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150AIb AC unit load placed on the top chord, 14-6-0lfrom left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This1truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I . 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom ;chord and any other members, with BCDL = 7.Opsf. I - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 2 and 365 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, noncon urrent with any other live loads. I LOAD CASE(S) Standard AiGecy dieefe d6nyHrentertk •It Eae; nassnl'sEnErd 6T9Etdt TEI{IS a (OIC'ittCfis [IISIOMj dtnn j d(e Mileko¢Mer d!e!es sldi M esed brMx laafs k edil. Af eLm1 Desldl hyiHe!{L,spFldly h�Her;,tle sec n! .d ese d t6ie Tress:er Iq Weal is tk reyn!iltiihdYeO•>ter. In O+as. s ve.." de' d a lie Edniy D"llut, Ses E;+fTT Ces�gH! er! CtYa1M!. All; HAS seW Ath TV Hite Edldiy Cmgm Sd Aft. apt uttriaq kydlpt,s inches. neTnssCjA;a Feteett is JOIN JAI,,g (appight©2016A-Iloaf losses -AathonyT.Toenballl,P.E. Reproduction of ibis document, in -4 A0008709 21 09:4§ 18 2018 Page '97Aq'63rC32TG � NzEKK) 28-11-4 2-0 00 _ Dead Load Dell. = 9116 in M s eft II eo I� PLATES GRIP MT20 244/190 Weight: 135 Ib FT = 10% tz Terrtr dedp Enmdtn e6l tededesHtds t!Ef3glf:plgftYlyitr�: wS IEeIAH7T.T[zla rb r.l.rdnlnFllee{hA:Y[?r. Udtss dlefMlS/CdtE l6 fltlap,s+`y ' lemewa:e elik p6lesslud erg oet!IyMS11.011141 St See Etna! smeieTrns depld.H n tie TOO Hfr, WffINI. iMfenp esumplFmISrt:ep::d 's, EnEnlry Anthony T. 5Tornb Tombo III, P.E. !id(,eSe n:HlNebtd ldd eg Me 6f r✓hl.Tdr[IfF1EFI dlh EUU 9adn!btn nedfie THSS.AdebR('6�!iGg,1!tiyF, Imhlldill HeEi1(3g 15dia1�nlE;aiSJ:hfE 7;pNddAlTPI t61s1Ueserehu.1br penalpASM, INkg6ei�enfp!aOifEies ta3dnsd9sLnS Petl}en,l!ESs ks p,Fali6terwdrnssPaatex!ey Hess 445t St.008Blvd. 3 rr_d Eyileer t.3 ,dsq. All mp L'oedkrar a re as ddaed 11 IN 1. Fort Pierre, Lucie Blvd. obibhtd withaut the written permission from A-1 Roof Tmsses-Anthony T. Tombo III,P.E.34946 y i Job Truss Truss Type Qty Ply A0008710 72328 C06 HIP 1 1 Job Reference (optional) Al-KOOr I fusses, FOn tierce, t-L 34`J40, oesign(olal isuss.corn 6.00 12 1.5x4 3 Cl) 2 R1 01 15 3x6 i 11-M Rule: O. ILe/ J IVVv 14 4U I I o-1111t. R. "' a VUv yr e 3pe'?Z"OS5W NP v�.W�a. is i out i ID:HSelToU9d7eaEKtigg1E_rnBwx_UGMliDpWgzEKKU -0-0 18-0 M26-11-4 28-11-4 , 2-12 1 7-0-0 8-11-4 2-0-0 ' 5x6 11 6x6 4 5 Wt 916 17 8 5x6 = 4x4 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL - 20.0 Plate Grip DOL 1.25 TC 0173 Vert(LL) -0.67 9-12 >476 360 TCDL 28.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -1.13 9-12 >285 240 BCLL 0.0 ' Rep Stress Incr YES WB 0175 Horz(CT) 0.06 7 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-IVS LUMBER - TOP CHORD 2x6 SP No.2 `Except` T1: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except* EV2: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1730/0-8-0 (min. 0-2-1) 7 = 1544/0-7-4 (min.0-1-13) Max Horz 2 = 214(LC 12) QAax Uplift 2 = -473(LC 12) 7 = -349(LC 13) Max Grav 2 = 1730(LC 1) 7 = 1544(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2772/1740; 3-4=-2219/1348, 4-13=-1870/1307, 13-14=-1871/1306, 5-14=-1875/1305, 5-6=-2251/1241, 6-7=-1500/997 BOT CHORD 2-15=-1509/2424, 9-15=-1509/2424, 9-16=-872/1871, 16-17=-872/1871, 8-17=-872/1871, 8-18=-381/447, 7-18=-381 /447 WEBS 3-9=-707/720, 4-9=243/479, 6-8=-504/1601 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces At MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150.01b AC unit load placed on the top chord, 14-6-0 from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 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 16-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplift at joint 2 and 349 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and lat all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I Dead. Load Defl. = 7/16 in 18 4x6 11 26-11-4 PLATES GRIP MT20 244/190 Weight: 140 Ib FT = 10% U.1"-rlerse0-19!resl'.WA-11W 1155 5CS111111((Hilt TEN A (00105s (USA Allk'M sell oxilt, I&TDD re be edit IstTrns Desgt Fop— (u.Spenrly Fed ' rS rsedfiis istsTereq tdlliet is NereslnsiFilq dhe Je�snlFeOmiseA?tied rei r: lie h I;tl't:eDDest.! W feihttoi. All roles sesws 4kTDDtdsle pmrctsct plods .1 Is Telh 18uwiu 144 dipb lmd speed toot it wantl lldl lsim imAd The Tress ^.rsip Tattooer is (opyrighf02016A-I Roof yrusses-AnlhonyI.Tomb 111,P.E. Reprodudionofthi reads 04 re^dedes wttis I'm l .glDlnitl (TEQtd ste lookof1. WeL' F.E. Iduem stxl We ee: odors di"ist ddet nfit TO" 'p lralsulud etlie;leyuquulildlls; sae ln7tel tte speTnstp:nsteetseTOD aeIT,t!Ie1fII.Tkle9lsnnopites.lerinelmu:, seAEDry Anthony T. Tombo III, P.E. 6,diw'tsg sate adf7tl.A,sfy--Ike TODoA toddos,dfie Tress,"vdefialmd;uys!rye,Eefilldieeed to AAsiE!I.�re!iac33hd 580083 M SIG ne¢I:rxe7Tn ptnd oodur_lrel tlhce54sttrootsh:lau rWf+`ss KfisTins Dedper,less7rsp upa:eradinssgMe.^.rer,a'nt 4451 St. Lucie Blvd. p SsDDa,. UI r,!Idaedlerms Ire m tdael bittl. Fort Pierce; FL 34946 d the stritlen permission from A-1 Roof Trusses-AathonyL Tomho III, P.E. Job Truss Truss Type Qty Ply 72328 C07 Hip 1 1 A0008711 Job Reference (optional) Al moot trusses, run rrerce, rL 3,e946, deslgn(cvallruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:20 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ CEsBzF9PmgP2fkW1Y5?Epfei8on5Z� 1VWMyN3r-ZEKKT -2-0-0 5-2-11 9-0-0 14-6-0 20-0-0 26-11-4 28 11 4 2-0-0 5-2-11 3-9 5 5-6-0 5-6-0 6-11-4 0 0 I 4xfi = 3x4 = 4x6 Dead Load Defl. = 1/4 in 3x4 = 3x8 = 4x6 = 5x8 = 3x6 11 9-0-0 26-11 Plate Offsets (X,Y)— r2:0-0-4,Edge1, f7:0-1-12 0-2-01 1 LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.49 9-11 >654 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.73 9-11 >437 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) 0.06 8 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 138 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 `Except* 131: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except* EV2: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1661/0-8-0 (min. 0-1-15) 8 = 1462/0-7-4 (min. 0-1-12) Max Horz 2 = 195(LC 12) Max Uplift 2 = -517(LC 12) 8 = -405(LC 8) Max Grav 2 = 1661(LC 1) 8 = 1462(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2686/1858, 3-4=-2259/1606, 4-5=-1955/1528, 5-6=-1697/1359, 6-7=-2030/1351,7-8=-1421/1039 BOT CHORD 2-15=-1627/2318, 11-15=-1627/2318, 11-16=-1387/2161,10-16=-1387/2161, 9-1 0=-1 387/2161, 9-17=-254/256, 8-17=-254/256 WEBS 4-11=-362/590, 5-11=-365/272, 5-9=-685/477, 6-9=-98/381, 7-9=-778/1449, 3-11=-499/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd='i132mph; TCDL=5.Opsf-, BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C;C Exteh6r(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) 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. l 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 517 lb uplift at joint 2 and 405 lb uplift at joint 8. 7) This! truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, noncorcurrent with any other live loads. LOAD CASE(S) Standard i G��dry • flnu tltnykirrnhwtu'Ad rDCE IIDSSrS('SEtIFCb 6ED•.Iet RIMS B (iih„111Gif fUSIDR13L79 j:.tEre t u GIEMi h,¢ yerdp desip! pa!ad"s rid re:dnslts.fm Lcss Imp Laving (ift) W Ia May 1.Toalt ni, I.E.idnens SW".n,— Wless dlarise ddel a A,ED,w!p 111Teiuooeaor jekssisllh,sdhr she 10to Se Nil. b aTrns Dusle hpurep.!,Sfcdly 6dtere;,9!ud is nyTDD r,tweitsuaup;e d lle prdluhod try.'eumprspotltllDy'tr ile lisodIN s3jtTtns e:piald teat ED oily: WON..to isso nsmpiou. ltedapuodo-.abill Anthony T. Tornbo III, P.E. . a3 ne d+ds lsuthtuy ldlditp is sh rzqusilllAy df3e 0telr.lse Otais rxDmis! �•tSr; tN ldifiu Oetipttt,htleotlrddla lll,i:li ultle h[dla'Iai rdtusrM1l. Ile gDnrcdsSe lDD oil etrfidl nedhe Tnss.adrtirskai!Dg, ts;opt, hshlldinudtnt3 sSil:nha re!pai1.7,.d : 80083 ' Re RiftsDuip .,tlC' toe.L';uassetodhnoTODo�tiepodasatjfilh!s[It!kiiy(.1weSeer lrretina;ttYyelSlfwsyMalSKAnerdreeslsMpemlpllusl.lP'elae usl:tspa+lltllesudbaudl:hrts Mdpere,Lnsges!p®p no.1lassA.oedrdeur,ant 4451 St. Lucie Blvd. ,bred" Out lye Crdrsa opsedtps torrfig to dl puss imdui TleNssgulp EsliuerhrDi kfiattp Dttiptre,oiT:us Spam Etpieur r."ay slJDsy AD sq adh;anuosddad islpsl. Fort Pierce,ci Blvd. 34946 (opyright (0 2D16 A -I Roof horses -Anthony L Tomho III, P.E. Reproduction of this document, in anytorm, is prohibited without the written permission hoon A -I Ro Musses-AnthonyT. TWO111, P.(. Job Truss Truss Type Qty y I A0008712 72328 C08G Hip Girder 1 �Pl1 i. Job Reference o tional A'CRoof Trusses, Fort Pierce, FL 34946, design@altruss.com 1-7 3-2-12 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:21 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE—�RQZAbAl W8XvGu5D5pWTLtApJCDKINAflOiwbizEKKS Dead Load Defl. = 3116 in 7x10 MT20HS11 7x10 MT20HS// 3x10 — 2x4 I I 5 6 6.00 FIT 1.5x4 1.5x4 3 8 7x14 MT20HSi 7x14 MT20HS- cb 9 so 2 I� oI1 U o 26 27 14 28 29 30i 13 12 31 32 11 33 34 35 10 36 37 3x4 = 6x8 = 7x10 MT20HS WD-- 6x10 = 6x6 = 3x4 = 3x8 II 7-0-0 11-11-7 17-0-9 22-0-0 29-0-0 7-0-0 4-11-7 5-1-3 4-11-7 7-0-0 Plate Offsets (X Y)— [2:0-0-0 0-0-41 [2:0-6-7 Edge] [7:0-3-0 Edgel [9:016-7 Edoe] [9:0-0-0 0-0-4][10:0-3-0,0-4-01,[14:0-4-0,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. J DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 90 Vert(LL) -0.42 11-13 >830 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.62 11-13 >561 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0i.96 Horz(CT) 0.14 9 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 189 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 1 Row at midpt 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 3199/0-8-0 (min. 0-3-5) 2 = 3397/0-8-0 (min.0-3-7) Max Horz 2 = 127(LC 42) Max Uplift 9 = -1551(LC 9) 2 = -1631(LC 8) Max Grav 9 = 3997(LC 37) 2 = 4114(LC 30) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8544/3303, 3-4=-8419/3230, 4-19=-7380/2886, 19-20=-7382/2888, 5-20=-7386/2889,5-21=-9870/3960, 21-22=-9870/3960, 22-23=-9870/3960, 6-23=-9870/3960, 6-24=-9876/3965, 24-25=-9872/3963, 7-25=-9870/3962, 7-8=-8448/3245, 8-9=-8582/3344 BOT CHORD 2-26=-2944/7567, 2-27=-2956/7593, BOT CHORD 2-26 2944/7567, 2-27=-2956/7593, 14-27=-295t 17593, 14-28=-3918/9894, 28-29=-3918/9894, 29-30=3918/9894, 13-30=-3918/9894, 12-13=-3918/9894, 12-31=-3918/9894, 31-32=-3918/9894, 11-32=-3918/9894, 11-33=-2778/7468, 33-34=-2778/7468, 34-35=-277817468, 10-35=-2778l7468, 10-36=-2915/7632, 9-36=-2915N32, 9-37=-2903/7609 WEBS 3-14=-355/306, 4-14=-970/3299, 5-14=-3103/1402, 5-13=-16/1025, 6-11=-1159,/750, 7-11=-1336/3007, 7-10=311 /1778, 8-10=-376/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132r6ph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; ExpiC; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3i 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 1551 lb uplift at joint 9 and 1631 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 397 lb down and 375 lb up at 7-0-0, 231 lb down and 222 lb up at 9-0-12, 231 lb down and 222 lb up at 11-0-12 , 231 lb down and 222 lb up at 13-0-12, 231 lb down and 222 lb up at 14-6-0, 231 lb down and 222 lb up at 15-11-4, 231 lb down and 222 lb up at 17-11-4, and 231 lb down and 222 lb up at 19-11-4, and 397 lb down and 375 lb up at 22-0-0 on top chord, and 1218 lb down and 225 lb up at 7-0-0, 255 lb down and 21 lb up at 9-0-12, 255 lb down and 21 lb up at 11-0-12, 255 lb down and 21 lb up at 13-0-12, 255 lb down and 21 lb up at 14-6-0, 255 lb down and 21 lb up at 15-11-4, 255 lb down and 21 lb up at 17-11-4, and 255 lb down and 21 lb up at 19-11-4, and 1218 lb down and 225 lb up at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-96, 4-7=-96, 7-9=-96, 2-9=-14 Concentrated Loads (lb) Vert: 4=-272(F) 7=-272(F) 12=73(F) 14=-407(F) 10=-407(F) 19=-194(F) 20=-194(F)21=-194(F) 22=-1 94(F) 23=-1 94(F) 24=-194(F)25=-194(F) 28=-73(F) 30=-73(F) 31=-73(F) 32=-73(F) 33=-73(F) 35=-73(F) I I ESndq•rinrencrrtsern,!t.fx•saracrnnsrsisrnalarrses TENSl.T[aesD r.Lldneue kes!:t re ne. adeu aw..uq dalelnli,TDD,.a WTeiuturlsgnslsr silldite&IN is pttd!L AsOns, 0esipe hill—II.Spvelf E19 u`pae sedntryTDB upreart .scar—aIt, prthnutd espsevdrspnilaar if lu lu!nef1h s4eb ss dgAA u11eTDD tdl, WuMl. N les'ps humisi s.Ilyd:ep um"s, s4dia!p Anthony T. Tombo III, P.E. cl uedtlif fuss6rtgisill sp is In respnnllaJdNaOnst he 0"A.44va.ped c0erd1Gtp 0uipur,aPttmsd 11uIKtuI: ultleludW(nithmi%l. int,119—dkncmp siaPl E nymtikp:¢d 80083 Mtrd'faprts�,v�!trlf[m*ts!s!. All Iss1f.!uNTDDt>tlnpmasOlpvednesdlhGdeiwre¢p wsdslplremmn{riS¢ptHisWEpTRrASlGtuul.mf tpurelplsa .TPOMusl:ru"ittisstdbtistdlieLnsDtdptn.LnsDur,5putreadlmspaT40-"..' s 4451 St. Lucie Blvd. rr.Istldltlspo0d:ultpeaopttlt ntpspolpen:K!etltedn:Tt t.!�r�itnr!:ICTuvrtiaapDergtn,trttr:Spaeabpisurc©rhteYnp.9! itdadtrmrnemddsed!airia. Fort Pierce, FL 34946 (aphirbiCQ2016A4lootLassas-Ambonyl.TomboI16P.f. ReproduoionofThis Accusal, inany form, isplrobihAedwithwlthe writteapermission Ism A-IRoollrusses-AnthonyT.Tomholll,P.t. Job Truss Truss Type I Qty Ply 72328 CA Corner Jed k 21 1 A0008713 A orT— ��� C o:. r r Job Reference (optional) .., E r .-r , 6, desig r,✓a r u .Eee r. U. r<E, � INUV rc cu r r rnnG a. rzu s NOV -tz zu t r MI I eK Inaustnes, Inc. Mon May 21 09:49:23 2018 Page 1 ID:HSe1ToU9d7eaEKtzidcjq 1 fyTW E_-cpYJbGB 121ncWCFcDEZxRI GF?O?ti nVeyCKB1 tbzEKKQ -2-0-0 0.11-11 2-0-0 0-11-11 0-11-11 0-11-11 Plate Offsets (X,Y)— f2:0-4-4 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.00 7 >999 360, MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.12 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 7.0 Code FBC2017/TPI2014 Mi atrix-MP Weight: 6 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -47/Mechanical 2 = 425/0-8-0 (min.0-1-8) 4 = -87/Mechanical Max Horz 2 = 77(LC 12) Max Uplift 3 = -47(LC 1) 2 = -186(LC 12) 4 = -87(LC 1) Max Grav 3 = 38(LC 8) 2 = 451(LC 23) 4 = 151(LC 27) FORCES. (lb) ! Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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 47 lb uplift at joint 3,1186 lb uplift at joint 2 and 87 lb uplift atjoint 4. 6) This truss has been designed for a moving: concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 1 LOAD ICASE(S) Standard i i 6ndEl-PltsseHEngNrrElierlh'Ad ICC;11's'SSrS{SELLER 6EA;11t IEIHSd[DAGIICAS [ISACNt {lRLL')A(ILNC�,fCDNEAi Ixa.YaMledp pere�tltrstad lM.dtdEsullisltss Des€eBiteialllru"1nl lk ddlu7T.IurItD;l.L tdRent Sltee lta!eae. Odes dh!+in ddedntlelDD,vc'I Nlieloteemq des 0IIIIs nedbrb lDDttie!did. Asairnt DesyE EtgrxR{Le. SpeNCy Gpttsri,8sne6r eel IDDrryiesMsteuRl!audllgrdeuiud eyaee;ap requndlnr p, tk lEs!gEeltk saAtTnss dtpm.H rnHe lDD adl; aadR iPFl. ilx dtdpa nsmltirc, aelap uEdnxs, nad i"I Anthony T. Tornbo 1II P.E. clrstds sl:EfsTR eq{dldirg lSlle RspnsllllllJdHlOrltl.QlDftefsEAJ'IEed ERd e'Ile{dlial WIN!, ON rnme Arse ti(,331St nlde arlkd'dag RiEadfP4l.li!q#mE dtle lCC e>Dtufielitstrfhe Tnss,adt5n hd8.q,cerelE, asalldin ud tniag slsCMi.t rtspasim?:hd � ' IN Wft DH .4 kt:EM. ACnas Iowa no ad lu wims 01 dnnmeth k1k. (s; ed Sd 16.0nR6I;: tNisW Ifl rdSEq t2rdvet:ed4r emtl Ant. IPH tECrts�.:es 4"din ndb"tsdBtLrss Den etl:ns Des: [n� erms lnss tlanEsn�t!,nsss � 80083 D ra I {� { Kt Wet ' P h rr 3s Nm- r tt 4451 St. Lucie Blvd. E#rr!riu IETRsd {pe fIV:M sgesdepEt a snAq {Tdllsnds ImsdRd. rieinss W. EElhur Is ACT-*Wlap Dunn, er�TrosSls!ta EElanedn7lNSEl. All tgi7ardvrm Rem deEtN Itll{I. Copyright ©2016A-IRoo7Trusses-Amhomi,MomboIII, P.E. Reproduction ohbisdosumenl,inooylorm,isprohibited without the writtenpermission from A-1 Roo}Tresses-AnthonyLTombo111,P.E. FortPierte,FL 34946 Job Truss Truss Type IQty, Ply A0008714 72328 CJ1A CORNER JACK ; 2 1 Job Reference (optional) Ail Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:24 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ 4?5ipcCwp3vT7Mgonx4AzVoQHQLSVyu5R waC1zEKKP -2-0-0 0-11-11 2-0-0 0-11-11 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2017/TP12014 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 puriins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing: MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = -47/Mechanical 2 = 428/0-8-0 (min. 0-1-8) 4 = -89/Mechanical Max Horz 2 = 79(LC 8) Max Uplift 3 = -47(LC 1) 4 -284(LC 8) -89(LC 1) Max Grav 3 = 50(LC 8) 2 = 453(LC 25) 4 = 150(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-8=-154/275 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; 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. 5.00 12 T1 3x4 = CSI. DEFL. in (loc) I/deft L/d TIC 0I53 Vert(LL) -0.00 5 >999 360 BC 0109 Vert(CT) 0.00 5 >999 240 WB 0!00 Horz(CT) 0.00 4 n/a n/a 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 47 lb uplift at joint 3, 284 lb uplift at joint 2 and 89 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I I PLATES GRIP MT20 2441190 Weight: 6 lb FT = 10% Swdy-rleesetlueslN!eefiex lh'A1rOGE IiDSSrCM11116I5;IRTEN 9100PDSS1ar�.ie:tr(dKigsr¢e4elns ul redeNes oe!fisirrss OKpiroviaq l(f�;�er�Ik rselaerl.Tcaan ill, LL rdereme Slr,I kshre ese. Udessol, ise dnd eoNelDD,w`I gliehosarq!des sOili @a Ked6rt&1)DsaH.ouL sseTrns Desip hpraK{Le,$etleHE ispaeer;.Ae ealn®rIDOtepneetsucsu ;e sl lee pal?S1MCI1yAKf!eg rlsraeflll!Aria'II1IK�r"ABRl f& FTP1s LtrmehetlelElD odr,ualerlrl-L lta desyn msmpli¢s,hd�rg mtirins.smesury Aptho T. Tomb01II, P.E. er l O O"ut rdesedd!s Txss'.r eq 10161 is the resrasiNla!d Ce le raisrdari:d spat 410llieg Desiper, oft rnhet dfa lYaaIt' adoehmtkuHil We WIN. As gi-na!alike TOD eda!fohl uedfie Tnit. uJr5glsd:ng. sAryr,hfillpier rltnr'sg 36sllEe Le rn!a4t:.!trei 2 80083 ' Ihptl'eag0efta!ed(r6eCa�.e!!rouse!«,oWDOedsapeamsteljoidnKdslstetlriy(W.ImetSderyltemsks. I'MiMi!IMrdSlUnerdettad'apetre!pilaallilkrl:3ercsprs3S�esmldtiKCZelnssDKiper,LKsDestroDiwallass0-fimKr,aken 4451 St. Lucie Blvd. e3ssvlse ldiaA!a(ed:ed apedeavunraigl!d!!M:K IKand. 110roisrUp Eniierrb AOi s4taAsg DKg3x,alass SiX'-a Esprer r: aptiril5y. Nsgitdad tms nerdehod enlrFl. Fort Pierce, FL 34946 (oppight02R16A-1Rodbusses-AnthanyLTDA0III,P.L Reproduoionolthis dommeni,inanrlren,isprobibitedwithuat the writieopermissionhomA-IRaofTrasses-Anthonyl.TomboIII, P.E. Job Truss Truss Type Qty Ply 72328 CJ1 D CORNER JACK 2 1 A0008715 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:24 2018 Page 1 ID: HSelToU9d7eaEKtzidgq 1 fyTW E_-4?5ipcCwp3vT7Mgonx4AzVoQIQL6\lyu5R_waCB zEKKP -2-0-0 0 11-11 2-0-0 0-11-11 0-10-0 0 11-11 0-10-0 0-1- 1 Plate Offsets (X,Y)— [2:0-4-4,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.12 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 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 6 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -47/Mechanical 4 = -87/Mechanical 2 = 426/0-8-0 (min. 0-1-8) Max Horz 2 = 77(LC 12) Max Uplift 3 = - -47(LC 1) 4 = -87(LC 1) 2 = -186(LC 12) Max Grav 3 = 38(LC 8) 4 = 151(LC 27) 2 = 451(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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. 1 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3I 87 lb uplift at joint 4 and 186 Ito uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b live, located at all mid panels, and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADiCASE(S) Standard 1 5simi'l N'4-1 AN! liss5rS(U(t'16 u11THIMt(DhiPcisudoll(iv.Er;klua'sfovkurfxo:Tury deft', pmraelrrs od Rod,NeSwlmsl'"I Ii,KIr(neat Sint less, mt. Udessdies, aaduth ED,w'p BATehsemr:hrp'ehssidlmasdis,kTDDIs hetdil. As elms Denjilgae{I.e, aptndlr Fapter;.ff: stsl no yBorepresussmsfiptxxe Er(Igmisslud etpierr:iepusprsiNla(fat W lspadlhtasyeTresdrpild.It TDDnlp,oahr 111.1. fie das.ynnvoynres.irdaTurdarr:, stadnry' Anthony T. Tombo III, P.E. cSosed6h Tasshr my l"Ilirp is the rasp-lilarOft OaaerAhO-i's t4mrirdeimu thl"di,1 Desilmr, mNa fish" ofts, It(, 6s IA(odtle two WditTsdt%I ON. lit tllmddfihe T➢Dhai m fieW m dlie ins, hddq lsilki.flare, hshlidim and WiltAsidih Pu milad-11yd a 80083 ' IN IA-1119ed3—d("rm%All 1.1bit(aepamsdtrytakrnetln;,;reNisW4I7ir+d3llAntreddrrr3RrpmrsIp:disc:.TPhldriusxirmirm42lirsmWisebTrrnMsldeer,Lnsoes!ra6fuerwarossa„"ra,rr,firsc g451St.Lucie81vd. "tams, ddild Itolod-edepredop.. ardDsl It4penislmderi TheTnss NO%Ealitee, is NOT Nsia3®l Deiftitr, irinss Spn(�rzardmrsail9:y. All�«oasd4�os went died lallll. Fort Piet. Lucie Blvd. (opyrrighi02016A-Itaofliasses-AnibonyLTombo111,P.I. Reproduction of ibis document, inanyloim,isprobibitedwithculthe written permission from A-IRoof Trasses-AnthonyLlemboIII, p•(. Job Truss Truss Type Qty Ply A0008716 72k8 CJ2 CORNER JACK 1 1 Job Reference (optional) Al -hoot I russes, t-ort Fierce, t-L iqu4o, oesignguanruss.com Must; o. lcu s I'tuv — cu I rnnt. o. ". a I—v — cue r IV a cn a iuuau ica, a e.,. I.w,, ,.,ar — w.......... , _ , ,.y.. , ID:HSelToU9d7eaEKtzidgglfyTWE_ YCf40yDYaM2KIWP_KfbPWjLjspiaEPBEgegBkTzEKKO 0-0 I 0-11-11-0 6.00 12 2 3 2x4 = I 0-11-0 J 0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 6 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB OAO Horz(CT) 0.00 1 n/a n/a BCDL 7.0 Code FBC2017fTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 50/0-7-4 (min.0-1-8) 2 = 31/Mechanical 3 = 19/Mechanical Max Horz 1 = 28(LC 12) Max Uplift 1 = -10(LC 12) 2 = -21(LC 12) 3 = -8(LC 12) Max Grav 1 = 232(LC 23) 2 = 63(LC 24) = 213(LC 27) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf, h=25ft; Cat. II; Exp C; 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 DOE=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. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib.uplift at joint 1, 21 Ib uplift at joint 2 and 8 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. I LOAD CASE(S) Standard I PLATES GRIP MT20 244/190 Weight: 3 lb FT = 10% 6ada1 ikasetlueslllrtslilwik'!d IMF 11'juarstual U1911IEl@Sd(DPDiiIDrf(Uf1084 Sbl17°!(KyD7f~.FDSdE1'Iwi. PeifidedplumdeR H,ednLs LWitter l.Ies:baL'I, r.Lldneae Aeett<Sre mg. 11ddsott .mi addtaneTDD,%! WTtturttroq!Ees sld;ts aseihe r&IDDla ie rdii. As One eetit TDDu11,vAu7?rI. iM iss'p asvnpnu. lid.;smenn:,sMillri Anthony T. Tombo III, P.E. talertdelr lrossfereyImliiq is lie nolmitllllr dhOemrti, DwLlf fAbraN fed arlit1.1llte Derllae!,madsedsel efeae'IK,!hI rLine lead t°:fy[1it LlRNyiLLl . Tie el Ike TOD M mbeli me d6eTms.udetiy RRd4'1').saolt,IntelldlLiy rtd4M L. "llm!t!f:eW.1yel s80083 ' Mtv:.DDes:rL!edlsr.V!.All: ansru01InlimNovi lit plodnesa9piielnesitashiliiy(mrfavtSent NirnNL;r(lpllisleihrTHtelSKlertrdnetdIs, pimItp1wLPHMiss i>nlass:i,*,nmW6:,m010lnsDtnt,er, Lose Deep fpr.Lmil Two Y-feeat!,L,ss 4451St. Lucie Blvd. tlrswiL ltfiettllD(adruat�r[depeie w[my lidilm:ts indeed lieinu Ded,�fyiaL[is ACt Ce ra'larCes:per,rtTrns Sls:safaplserdeitatlliy. !litgitdiseiteras uem ldaellaTt6L Fort Pierce, FL 34946 (opyrigbf(02016A-I toot Trusses -AnthonyLTombaIII, P.I. Reprouludilne of This document, in any form, is pro I hibitill without the written perstission from A-] Roof Trusses -AnthonyT.TembD111,P.F. - Job Truss Truss Type T city, Ply 72328 CJ3 Corner Jack 20 1 A0008717 Job Reference (optional) Ai Roof Trusses, ron Pierce, FL 34946, aesign@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09i49:26 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ 1ODSDIEALgABNfzBuM6e2wtIED?uzsOOvlPhGivzEKKN -2-0-0 2-11-11 2-0-0 2-11-11 2-11-11 9-11-11 Plate Offsets (X,Y)— j2:0-0-4,Edgel 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 0.56 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a - n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 13 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 87/Mechanical 2 = 40810-8-0 (min.0-.1-8) 4 = 12/Mechanical Max Horz 2 = 138(LC 12) Max Uplift 3 = -62(LC 12) 2 = -148(LC 12) Max Grav 3 = 87(LC 1) 2 = 446(LC 23) 4 = 214(LC 27) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=4.2psf; h=25ft; Cat. It; Exp C; 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 62 lb uplift at joint 31and 148 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard rim b (DRGmDkS NSIOkj 4tYn')!(InC87F" aENP fiat leritl Soap (oevden ed reede:lss a INS T, ss Des!p D,.i I(KVi sr/ tk Anlnrl. Tm6)D!, LL lddeme Slm4114%!e nt Ueless ctEenise tl+fel snf4eT00,w'y WTetmeemq:hss6dlte esed3u tls iDDta k!did. aseirms Desga Eepeeer{Le, Spudlr kilner;.f5e seonnynD�eerneoS 1,"r .0us pdasslnde 1"140 u'peo fladhr l6e les!gee! lh segleToSs de@ind ,OtTOD Sort oader TPR Th drnpnmv Inou. Weiotem":.. smcinry Anthony T. Tornbo ill, P.E. Rd lit 0 S6ls bees IS,eer Why Is 16ernrNvkluyrft?e OnSr.IkO+ulfSdfi!vflepd ei 111lnlGlg DGSII[Y,ALSe f'Ihrt liha9lK;'�3n,nd Ne bSd ka!{:ey SSdt ndlP4L le ciimori l6i nO Sri n:tleld oserfhe inst.md!tigl.�Iiq,su;ryS,Inolloiev ud uelzg s4dEM C: ny�ii:!:ho t80083 ae1!I:eeiDerg✓. ed uatrer'aS.a!n!es5olW.raTNtilhpodaesuipiddnesdl6ekNiei(oaresd Sdelhsrnsun(t(SrrptastHHnlnds6Umrderemd!npeenlpilnre.TiHde5ns3enspn:igt,Snddfesotelnss Dtdpo.1!"Saes'pf.iLrodrnSs Wada!eur,nzss 4451 St. Lucie Blvd. elms. defied lyeNestoropedepei!vmiq 6t dl jinnindni lheTnss D:sip Eeifinrls lDfk`e6d!daiDnyaa irtTnss sp`ea Eaiueerdmi 6!lBy. a liroindaelterosuemddadlan6L Fort Pierce, FL 34946 (opyrighl02616A-IRoof Trusses - Anthony I.Tomb 111,P.1. 191110(hudiOn of ibis document, in any IoP4 is probibhed with cut tht written permission hem A-1 Roof Trusses -Anthony L TombIII,P.l. Job Truss Truss Type Qty Ply A0008718 72328 CJ3A Corner Jack 1 1 Job Reference (optional) ra r KooT trusses, ran rierce, 1-1- raa40, oestyn%wa t u u55.Wn, Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:27 2018 Page 1 I D:ayGovdv2UJH8u7tB9S1 dWAzGX3Z-VangReFo6_l2—pYNS3dtb8Q1 CdLciJeX7y9FoMzEKKM 2-5-3 2-5-3 4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 3-4 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MR LUMBER - TOP CHORD 2x4 SP No.2 3) ` This truss has been designed for live load of BOT CHORD. 2x4 SP No.2 a 20.Opsf on the bottom chord in all areas where a WEBS 2x6 SP No.2 rectangle 3 16-0 tall by 2-0-0 wide will fit between the 2x6 SP No.2 bottom chord and any other members. BRACOTHERS 4) Refer to birder(s) for truss to truss connections. TOP CIHORD Structural wood sheathing directly applied or 2-5-3 oc 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at , except end verticals. pudinsBOT joint 2, 4 lb uplift at joint 4 and 11 lb uplift at joint 3. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid MiTek recommends that Stabilizers and required panels and at all panel points along the Bottom Chord, cross bracing be installed during truss erection, in nonconcurri nt with any other live loads. accordance with Stabilizer Installation guide. REACTIONS. (lb/size) LOAD CASE(S) 2 = 72/Mechanical Standard 4 = 93/Mechanical 3 = 21/Mechanical Max Horz 4 = 65(LC 9) .Max Uplift 2 = -58(LC 12) 4 = -4(LC 12) 3 = -11(LC 12) Max Grav 2 = 72(LC 1) 4 = 259(LC 24) 3 = 216(LC 25) 1 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf-, BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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. PLATES GRIP MT20 244/190 Weight: 9 lb FT = 10% Lemy.ner:efi-11,ll maef.,14l013EngSSESrillll!'�ugsAtrfldsae nmcaseusloxtrers•;ztucatic>dExrlira 5e;djledp iasadtn yid tecdest>s aStislins hes�ga 0nriylR9; uiWLtSugI ftxMC(LL ldeexe 5isl W:aene. Venda nist odthefi, IDU,tm'p dJTekuamrg!tes sEdt;3 ae16rtG 19Dn be rdi. bairns Dedgs hpr:e{L•,Sse;iuYt 6duer;.tls sedu nrIDO up Anthony T. Tombo III, P.E. rJ nedtSu0raistt^si:tivvlrlit lsillitg Uesi¢er,mtkndtddfulK,deIt" ml Ne Ind Whggaft .1MI. ihq;.nsl dth Too oilenfiMudth Tnss,166,!lsA:uy.s!rrqr. I.Wi iie ul IuM Allit. I:vvWa4a:>j If r80083 ' de ld exg Jes:gx!MC[artdou.Ill aassdw;ifEtTglsNfit gtortes®l pii9nadtls lnSGy(taK9ed Sdet[I{e:mmo7Qf pdtistel Eg itIM SSIAlaul nt!!er grun!T!lse IN Eta;l::nµ:sgvaies.1W?sd4elns$Mdg,etp:ss gespiapsnraifnss Mautt^en;Hass 4451 St. Lucie Blvd. e]e�iu/rrael 1peGd:mtgerdyu®vdnq Erdlgm:n ime6tl. IEefnu CtA�Eyimer it lOi Ce CA`Aap Oni}sx, trpms5}tes ispsterdaar Wloq. lli tgVvittrus in a ithd n1111. Fort Pierce, FL 34946 (opyrighfm2016Ad Roof grusses-Anlhonyll.TomhoIII, p.t. Reprodudionoffbisdotume,d,iaooyform,isprobihAedwithmnthe wrineopermission hem A-IRoofTfesses-AnthonyT.Tomlin 111,Ill Job Truss Truss Type Qty Ply 72328 CJ3B CORNER JACK 1 1 A0008719 Job Reference (optional) Al Roof Trusses, tort rrerce, FL 34946, design(o)altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:28.2018 Page 1 ID: HSelToU9d7eaEKtzidgq 1 fyTWE_ znLCe_FQtHQvcz7ZOn868LzAi 1 gw4muhMcuoWzEKKL 2-11-11 2-11-11 2x4 ' 2-11-11 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TG 0.25 Vert(LL) 0.02 3-6 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.02 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017fTP12014 Matrix -MP 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 2-11,-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 160/1-0-0 (min. 0-1-8) 2 = 116/Mechanical 3 = 45/Mechanical Max Horz 1 = 90(LC 12) Max Uplift 1 = -83(LC 9) 2 = -77(LC 12) 3 = -54(LC 9) Max Grav 1 = 302(LC 23) 2 = 116(LC 1) 3 = 233(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenfwith 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 beaiing plate capable of withstanding 83 lb uplift at joint 1,177 lb uplift at joint 2 and 54 lb uplift at joint 3. 6) This truss has been designed for a moving conce, trated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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 compoinent. LOAD 1CASE(S) Standard 1 IS III p,f!wstf3n001 tir!tatie'1;eDDiTIpSSES(SE((ti'I, 4n1etL I'm AcoinimiMs((sSlog"t!JrEIj A(COVIVE5SIV It'll,ynthlie(arxtaetusntrtstmits midis?ttu Des!pRr.ieg{iDDtaitit et?sny 1.ItmStIiI,r.E.li(ermi•. Stetfithse est. 1$ess s!ut rse srdr6mfk 7D➢, tef! NReltorotthxrltlessle!Ileesedfrr>da1D hlerdit Ismttn5fillip tsfwrlu sters*t(ytstn),AtI'd a.1rmTtea'titvtintstllwe0fif irzsrcmdmllaterspresf.i,tl: hi tit d,pIfsit dtiftWEfiliiedenNU11Soft, miss Mt. BeimIFnsupms,IndisrrFcf;7n1,!eitw+:!in Anthony T. Tombo III, RE. Wntoghis lteti filmy 1i-4!Sii'rmftali.4distNwl,ftDino'Itisaudgni orlitf?NDtfi;W,Rfit itPaii.!St!I(,Ifi(tedfist lmtl sil!rilj sett WR1•L n80083 dt ltilfnj Ptsiper slLenxnr. SDyin stli$a3eThD�ttt Patch ctt!€i`s3sisdvsEa!er�(ongam S$$gI$irztzt(YSgp>5sudlT iH m151U aes$NtttN!Y ttee:drtidmu. ittid$tx4 bettittli,ll�:tift$IaINt 11 ne r:ni:mS:ps,?rnSC<Syt EIlVtit WlTiis{11mds('xlt,Po!!sf 4451 St. Lucie Blvd. ttltr.ise k!mtd lyt[xaal epee)ey�uri'!yk;a'; tafitt Gnl:d. iti Ttiss OeDytfe€?ittTi: �6i Gtlollb; Pniptr.f: itntS*sfeaE �ixcdmYtfSq. LiryiNf •lf a:mnn5ttt4Tr,1. Fort Pierce, FL 34946 (epyrightd2016A-I Root Trusses- Anthony LTno6sIII, P1 lepodurtion of this dartinstot. in any hill, is prohibited without The written ptimissiols from A-1 Roof bursts - Anyhontry. Iombo 111, Ill Job Truss Truss Type Qty Ply A0008720 72328 CJ3C CORNER JACK ' 1 1 0 Job Reference (optional) Al-KOOT i rUSses, ron Ylerce, rL 64tr4o, uestgn(vaa I Arussxuni Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:28 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_-znLCe_FQtHQvcz7ZOn868LzBml hvRmuhMcuoLozEKKL 2-11-0 2-11-0 2 F-i 6.00 12 B1 0 7 4' 2x4 = 3 LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 3-6 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 019 Vert(CT) -0.02 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-0 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 quide. REACTIONS. (lb/size) 1 = 157/0-7-4 (min.0-1-8) 2 = 114/Mechanical 3 = 43/Mechanical Max Horz 1 = 88(LC 12) Max Uplift 1 = -38(LC 12) 2 = -77(LC 12) 3 = -10(LC 12) Max Grav 1 = 300(LC 23) 2 = 114(LC 1) 3 = 232(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide to bearing joint 1, 77 6) This tru panels and LOAD CA Standard echanical connection (by others) of truss ate capable of withstanding 38 lb uplift at uplift at joint 2 and 10 lb uplift at joint 3. has been designed for a moving load of 200.01b live located at all mid t all panel points along the Bottom Chord, nt with any other live loads. PLATES GRIP MT20 244/190 Weight: 9 lb FT = 10% Gmdglimp inmdenedredcdn RI sleets Dap5—!gifrw;ed Ra Adarl. Tssia In, U.id:rene Sieol tahre ne. Uelesssthr+Ise sldelufleIDD,sa':y UATekassemq'xes sld!Ee esedirt nxTDD la le eolii. Asalrns Dalphylrzes{le, Spslead FeT!n:ra: udnurIDOrepesuis ie[tlsesHa:edne rml:nlnd egAerlrg resins!Illtl(htlie les!rade!fEesayal:ns Fey!a:hesleTDD nlr, rdwT?Fl. iMfslp nvaplsn,4da7mdinw,naAllry Anthony T.!Tombo III, P.E. Rined4is 1nts4r ul W161 it tie restu!iii!Uedfk U—,6,e gwuife !i(d epd er lie rdldisg Defiler,mfendendlu lM,t4a llC nine lesdkaN gmh MIMI. Tie gpe+d tltief00 ndmUdd uerf4eTnst udnin W1q.sh;ge, iesM1llmiu ud ketsA skd!sa @a n!ketii:!:gd 580083 I Nur+Ixggesigat Rl k6arto!.AllWts sn W. 4 doIDD ed la ri�ittswlpiL•hesdti!pi!pg rsarranf sdery lremuin(t61; TdaiWl1 TM ad SKI vndutvd!n pen!pAnt:. TFil Ef5ns4e(espmn Tes uddSK e!!Ael!ni DedpR,lintDet:garnger:nndiress Maa!L:x:ecn:ss 4451 SI Lucie Blvd. tSsnlse ldiesliro6v eyed a»anvnUgiT dl dwon ls+ei+eS TktTnss Desl+t Eginer is rCf Ce 6alAaUDrs!ptt,erTa!s spda ig4nrdaTieiltig. Al!(c?'WwdtesnswemddCd[,Tr11. fort Pierce, Lucie 349d6 (opyright0201AA-1Roofhusses-AnlhanyT.Tamholll,P.i. ReprodUnionofAir dommenl,inCRY form, isprohihBedwillmutthewritfenpermission from AARoolTmsses-AothonyT.Tomho111,P.E. Job Truss Truss Type Qty Ply 72328 CMD Corner Jack 2 1 A0008721 Job Reference (optional)- 1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:29 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ RzvbsKG3ebYmE7ilZUgLgZVGOR1eAC7gbGeLtFzEKKK -2-0-0 2-11-11 2-0-0 2-11-11 o N Plate Offsets (X,Y)-- [2:0-0-4,0-0-2) 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 0.53 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.16 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 7.0 . Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 85/Mechanical 2 = 409/0-8-0 (min. 0-1-8) 4 = 12/Mechanical Max Horz 2 = 115(LC 8) Max Uplift 3 = -56(LC 12) 2 = -264(LC 8) 4 = -44(LC 9) Max Grav 3 = 85(LC 1) 2 = 447(LC 25) 4 = 214(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 311,264 lb uplift at joint 2 and 44 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels; and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. i LOAD ICASE(S) Standard i roln•He'll IlsaelHr niiealie'Adloci li5lsrs(U(Pj(TER( TEN (001III9S NSTOK 01191*i1(iCX64EKIII-ilna_I, flail 91,11.1dncueSIMIk lant. Odess nEenise nded torie7DD,cs} FLltksuiemq!e!es s6tltM ndfablill)tak edie. AS aims DesiSv 6puttlLe,SH[Irtlr 6[Ietaj, de itl eteg IDOrtFresetlsrt[tse}t�;t of l4gnLuued¢I!eF!;ne rzsruslUlnrbr tle(es:pnna�a s�ctieTnst!yinel tetle IDD nir,oader itFl.ih(es!p,nrtnputs,iteaeparamea,smrmrr Anthony T. Tornbo IIl P.E. - ellosteltell fnssfor fat hilllg is lltsesfeesiliiq IMe Oven, rka-l's eNrGd Fpal er lie 10101 Desirar,aN noha dlie It(,8a;It"I tle W IA*;, nee.1 KI. lle s}rsnd f11, 1DD WMMi aiflie Tess, Wdel tad44well, Gfillem ed kmlp check sit resreat'Od:h et ,Y 80083 � re lYl nIII r.tl adcee-eW. Jul "'is Sir .111k TOO eel lkladaSapiKeel of ik AiNig(Mr.M5.41 Wwa..49,pmd;ly INWSNAmrdaeaelf,p—Ip:Ime 7rIfth,s1, nm1asiWas MWo d!!1,in Dolea, Less Desltnfnpxt, MI Gas Ynaderv.er,aess 4451 St. Lucie Blvd. • iskaslselsNtdtyoGv:Wegedeyivuwriugerdlra;isG!dleil6eTnssDeslsaEaSleeaisXCira$A!da;Desfpu,irTn.SW1:eaEapnf1I.mfkilLel.Alliq!I�a!dhialaeasdetadlaRfl. Fort Pierce, FL 34946 (opyrigbi02016A-lfoolhusses-AnthonyT.TomboIII, P.I. feproducionofthisdocomenyinonyfDar,isprohiRedwithcutthewritten permissionhoulA-1faDITrusses -AelhonyLTombo(I],P.F. Job Truss Truss Type Qty Ply A0008722 72328 CJ3E CORNER JACK 1 1 Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:29 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ RzvbsKG3ebYmE7iIZUgLgZVGUR1bAC7gbGeLtFzEKKK -2-0-0 2-11-11 2-0-0 2-11-11 i LOADING(psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.0 Code FBC2017/TP12014 LUMBER- TOP'CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc 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 quide. REACTIONS. (lb/size) 3 = 87/Mechanical 2 = 408/0-8-0 (min.0-1-8) 4 = 12/Mechanical Max Horz 2 = 138(LC 12) Max Uplift 3 = -62(LC 12) 2 = -165(LC 8) 8 = -44(LC 9) Max Grav 3 = 87(LC 1) 2 = 446(LC 23) 4 = 214(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except . when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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. 6.00 f 12 3x4 = I 0' 2=0 2-9-11 CSI. DEFL. in (loc) I/deft L/d TC 0.56 Vert(LL) -0.01 4-7 >999 360 BC 0 j16 Vert(CT) -0.02 4-7 >999 240 WB 0bo Horz(CT) -0.00 3 n/a n/a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 3, 165 lb uplift at joint 2 and 44 lb uplift at joint 4. 6) This trussl has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurreint with any other live loads. I LOAD CASE(S) Standard I i 0 0 en PLATES GRIP MT20 2441190 Weight: 13 lb FT = 10% writ""IeeuAseralarustr0h•A 1 1170F ROSES] Sulrl'I MAERNd104HRClSIDS1014alEr;d(e961r:MAIEMr 6rLlrukdealt Fuladenurnd.As:atb:bw oe!fo,nly JIM;Wth hi.rl. Tsth e,.t.LId.imaSiWitr-l. ude!!ura.�!e aed e;ne II.D 1 wTstsrsrn!r:resssfln-esewr�eTaotoNsdd.ssaursnnipupev{t.e,spimrE,poe;n!edaegToonpnm!eeua,mediapmzsdosdsysrise!sgasnnnrtriMtngdCestpeTnlsdrrnduHeIDDuy;rdalFl.ltxtss!pnsmpisc,ird,ruseenassmemt Anthony T.TomboIII,P.E. e:lnede's TussSx al{clfiq is the uspo!illlR.d@eO+nrs,de 0rziseahitldele9c�a teillie9 Uesiy!»!,asknehndtit ftl,ds.Sr udtle hid laYsl tede udrdd. Tit glmd d Its Ng and nyMbst dile Tnss,std,dgeaW4 snrgt, iefigeaaud knot sSdifs La retpasS:i:hd E80083 ' Heka'e2l06!uico"!4%AllaisitsaalmtteTUDedhepiatmsadpdelassltl!killigkluelleSdtgleran.4Q14fid4In"dSIR.ks-1k,p-1pd.LMEdeS[ei'�einp�S:S1ilSlidMtss'It0inshop.,l!nshs'Fhps•u®1Tnsstlr+dese!e!,uu 4451St.LucieBlvd. r2udu Wall kroha!eU ege[depeuwmiq lldl pert:u isse!ui TheTnss Cop Egheer is gel N ladalcupu,uTass SYO.!m Equur ef.ayi-Sq. An ap:dnsdf!oweas ddidtl 1111. Fort Pierre, FL 34946 Copyrighl©2016A-IRoolbusses-AnldonyT.TomboIll, P.L Repmdudlonofthis domment,innoylorm,islimbibNdwitheutthewritten permission from A-1Roof Trusses -AmhonyT.Tombo111,P.I. Job Truss Truss Type Qty Ply 72328 CJ5 Comer Jack 20 1 A0008723 Job Reference (optional) Al Roof Trusses, tort Pierce, FL 34946, oesign(a7altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:31 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglfyTWE_ NMOLHOIJACoUTRs8hvipl_bc_Eg'ce6d72Z7Sx7zEKKl -2-0-0 4-11-11 2-0-0 4-11-11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.08 4-7 >777 360 TCDL 28.0 Lumber DOL 1.25 CI BC . 0.38 Vert(CT) -0.11 4-7 >531 240 BCLL 0.0 ' Rep Stress Incr YES 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-11 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) 3 = 183/Mechanical 2 = 492/0-8-0 (min.0-1-8) 4 = 50/Mechanical Max Horz 2 = 200(LC 12) Max Uplift 3 = -126(LC 12) 2 = -163(LC 12) 4 = -1(LC 12) Max Grav 3 = 183(LC 1) 2 = 502(LC 23) 4 = 241(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 i3 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 126 lb uplift at joint 3; 163 lb uplift at joint 2 and 1 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 19 lb FT = 10% a'edel•flnselpnlllrtelie.tse'A I IDOF Illussurifun WEIR TINN(DA':111DSS(1S70N('1L7�'j!(ILMOA..uieiEWifuaierAf leap lefaders fadreeie%es nis;sTnss Des !Dravfyil(Ljfri Do Adurl. icxleD!,K.Ild—Utetsn.areese_Udess stkenisf add fe tle IDD,f�y Nsieknrcemq:ans sldit: esedforU TDD Io I,e nhf. AszTins Desip hpirxa{i.e,SpedgNl6tleeerj, t5e sea to nyl U nprsednt amp utut Oats praloslnd ert geetlgt ngnsllll0t (o; l/f IsltaOf N aeNefnu dgmehele IDD Doll, WeW. The dfsipn nnop7un.bdrpavdnnspmeNliy 1 Hose d Isis Tnsslf lealiq is lh ns nsilil dr4C-r.0 Doves 00nurl qd or lh ldlim Ded ' Anthony T. 80083 II-, P.E. °n p al g pr.,®httuhddiiclH,leV(adleb!dlaY�,uls6lIPFI.Tleghsn(dllelDDndnitielduedltints.MaedialadGtl.sargi.usulldinnikviais5dthelraregsde+!ihd ;t$OQ83 ' dAr^T[r Dff�ne!gd ffhM�. Ali uas sit ni sle TOD gN IH prmrtes and pds if as Gd6y(mrAM Solely h'gmain;IXSO pllaw ll Tit oat SIKA ne Mai dM pfml pdnn. 1pil h1tislarnpfmAlUn Did dai?sd8elion Diatom In'Da'p Eeliaeerrad lRli adH}/:43lf; RieSS 4451 St. Lucie Blvd. deMse Used Ira64rta eyed opvaxtiaq Ildl pod:ss roared. Palms Diato Etlinn is NOT N rdlal Disilse,nlnsssdx:a Evnerd©rb.ftl. All t ad'erus grits ddmed Io1lN. Fort Pierce, FL 34946 (oppilibi02016A-1RoofTrusses-AnlbonyT.Tombo111,P.E. Reproduction of This dDourrini, in onylilotoo, is prohibited without the wriffea pemission from A-1 Roof Trusses - Who n y L Torilms III, P.I. • Job Truss Truss Type Qty Ply A0008724 72328 CJ5A CORNER JACK 1 1 Job Reference (optional)1 Hi Kocer trusses, ron rierce, rL 09W40, aesignLd ILIuss.wm 1: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:31 2018 Page 1 ID:HSelToU9d7eaEKtzidgq 1fyTWE_-NMOLHOIJACoUTRs8hvipl_bbrEePe6d7227Sx7zEKKl A — / • Y 1 6 6 p 3x4 = 4-11-0 2 6.00 12 1 7 3 4 11 0 4-11-0 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 0.64 Vert(LL) 0.08 3-6 >725 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.12 3-6 >467 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 16 lb FT = 10% LUMBER - TOP CHORD 2x4 SIP No.2 5) Provide truss BCHORD 2x4 SP No.2 to bearing plate echanical connection (by others) of capable of withstanding 66 lb uplift at BRACING- joint 1, 134 1 b uplift at joint 2 and 11 lb uplift at joint 3. P� 1� P• 1� TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc 6) This truss concentrated has been designed for a moving load of 200.01b live located at all mid puriins. panels and at all panel points along the Bottom Chord, BOTCRigid nonconcurrent with any other live loads. ceeiliRD ling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in LOAD CASE(S) accordance with Stabilizer Installation auide. Standard REACTIONS. (lb/size) 1 = 267/0-7-4 (min.0-1-8) 2 = 199/Mechanical 3 = 68/Mechanical I Max Horz 1 = 150(LC 12) Max Uplift 1 = -66(LC 12) 2 =-134(LC 12) 3 = -11(LC 12) Max Grav 1 = 370(LC 23) 2 = 199(LC 1) +3 = 252(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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. I i Ddessditr+ise tlofd ertlriDD,ra!y MITFELBereMf(�rks lDdlE:rslCittaelDD lJee ltlli. r3CTti5I heti. FIyirze!jl.e,Sstrlfll([KlCrepltese.1-11FDDeelfeseet'.,' sleoredlk Ptdrslitkd trykrr!feerrryns6linf`srfee tes'a�dtCe tapeTnss kpldtt estle lDD ad(, railer l?Fl.Ttx{evin nvapum. ferdaraeCtintt.NDdliny Anthony T. Tomho IIl, P.E. WIS, dems kssshretfWhet is 5e festwiblily dflto"11.de OYmfstowiled qd lrlk ld 62 Desil""ON reefed dike lit,3:il: Let lit lledl? 11 retevelIN. ile [rile¢`: d lit TOD e�.4 ,,,bell eye offer lens.WriRl�`4 outir,Iest.119A et! kR.3j fttM fa;esmvid;hd 80083 IGneiry.flersefemelHrralitafSe'dlIDD[Ii?SSrSi'S[ltF1'T6[D:12t098 Ife CnY+pDrs r!I�CMYtai!. iCHk5ft1 0.1LS IDD elIIRiI�IR3f9i y+elt:IDeS 1[lle NilAlr[GPr.Jed Sdt1y 11S'll[nBeyirSI�FIHISFiSLJ[PI&'II SP[AIi°rdn mt:u(temi Idas�IPelh5ra14a:espu 4ltieseslb:'::sd3alnss Dai(,er,1•ess Del!�tipzmme[fess Naadt:'eo,a!ess 4451 St. Lucie Blvd. r9�rise/�erdlyottat:�eseedenr ir+eniiry ip oft Prr,:rsied!ei The Dedm Etimeer lslDl-4W1.1D1niTer,etTnts SrOra Erylrerdcoo.dtiq tllrq' artteros trees ddaelfe1111. Fort Pierre, FL 34946 (oplright02016A-1RootIfusses-AnlhonyLTombs111,P.E. Reprododionolfbisdonement,inanylorm,ispro bi6BedwithmulThe written permission homA-1RoofTiesses-Anthony I.Tombo111,P.E. Job Truss Truss Type Qty Ply 72328 CJ5B CORNER JACK 2 1 A0008725 Job Reference (optional) ' Ai Roof trusses, Fort Pierce, FL :1494b, oesignrdaltruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:32 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= rYajULlxxWwL5aRKFdD21B71_eyBNZtGHDt?tJZzEKKH l -2-0-0 i 4-11-11 2-0-0 4-11-11 IC, LOADING (psf) SPACING- 2-0-0 C81. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL), 0.14 4-7 >426 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.13 4-7 >470 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19 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 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 uide. REACTIONS. (lb/size) 3 = 182/Mechanical 2 = 494/0-8-0 (min. 0-1-8) 4 = 51/Mechanical Max Horz 2 = 167(LC 12) Max Uplift 3 = -116(LC 12) 2 = -305(LC 8) 4 = -84(LC 9) Max Grav 3 = 182(LC 1) 2 = 502(LC 25) 4 = 242(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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 116 lb uplift at joint 34 305 lb uplift at joint 2 and184 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD' CASE(S) Standard Fmdry rlentlluogHrrsolewrx'dl1DGr IIJis�S (irtlEl'} 6r19ltTElNs 8 COAA71D+aS eDSTDM(3Lfi8'jlredDi,Tiun!IFXi' foam. ierAp exugerrro®den edreed odes nt§s iten etsiDs Dtniq (lrv; ere!4a Ad4nr1. Tom4>pl, r.E lde:ae 14e41?i`BTEn. Ddus otter+iso ddd oa tYe 1DD,mg Nlieiurteder p:e7e!sShcts uolGrdaTDD laxedie. AscLns Desgvhpm!rO.MmfliDr bdIinl,t4!udeo nyTDompreseets n orripma dth grd:ssleed eq:wFigmpoksitllnr'ath e6:w!s:t4es:n eTn!s hp d:l eet{e1DD adp, oadesl?:1. 7h eef>.g!!msomptivn.ba:gavdnns, udoluiry Anthony T. Tomllm III, A.E. udeu IM4 Nsstr of ldlliop is III rnpn!itilApd".a Dnee lh O"es OuIrtdt; dr th Miiea 0e!igsar,aCznehstl It N lx'lt ff ud th I'd kz'f e; nde ¢d MI. le gp- !dlk!OD W nrtidd m ON Tnrs.®ddIkoI 4 ssrege, i:filldi" nl k+m'n,!S N1! 're!pmuSd:hd 2 80083 ' Ih0.d'A'sgDesiSrm:tr4lcmrlM�.AI:nSssetniathlDDeiliep�i[es�9g119c:sdH:t.11/q(sa;:®edidehlaaintdn;eC7freHistr3ETf?Inlir[lmidvnd4sggomt�Auc,7PDldrins�::ep¢rs.i;:7iesw76assn'daT!ruDeupot6iess9espsupa:nmlTrnsNaaah:Arzr,nkff- `.1451St.0083Blvd. • .1"Iu ldi:di7a{e2rcdogeF3opso 1. Mq lr dl jum 1.did T5eTtess Popfgienr 4 NOT tk rd�a7 Dngaellxrosssp'S'ea i4jilm drop hiliq "111 tWwAte-mem Wid 0111. Fort1St. Pierce, Blvd. Copyright ©2016A-1Roof busses -AnlhonyT.TomhoIII, P.E. ReprodudiDDolthisdommeet,inonyform,isprohilthedwithcutthe written pesmissicnfrom A-1Roof curses -Anthony LTomho111,P.E. Job Truss Truss Type i Qty Ply 72'328 CJ5D Comer Jack 1 1 A0008726 Job Reference (optional) All- Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:33 2018 Page 1 ID: HSeIToU9d7eaEKtzidgq 1 fyME_-Jk85hhJZtg2CikOXoKkHrPgvv2H8607QWtcZ00zEKKG -2-M , 4-11-11 2-0-0 4-11-11 r 3 6.0012 cY 2 6 � 8 1 G G 4 i 4x4 = Nr0 4-11-11 01210 4-9-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.14 4-7 >414 360 MT20 244/190 TCDL 28.0 Lumber DOL -1.25 BC 0.63 Vert(CT) 0,13 4-7 >455 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP 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 to bearing plate capable of withstanding 126 lb uplift at BRACING- joint 3, 194IIb uplift at joint 2 and 85 lb uplift at joint 4. TOP CHORD - Structural wood sheathing directly applied or 4-11-11 oc 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid purlins. panels and lat all panel points along the Bottom Chord, BOTCH0RD non oncurrent with any other live loads. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in LOAD CASE(S) accordance with Stabilizer Installation guide. Standard REACTIONS. (lb/size) 3 = 183/Mechanical 2 = 492/0-8-0 (min.0-1-8) 4 = 50/Mechanical Max Horz 2 = - 200(LC 12) Max Uplift 3 =-126(LC 12) 2 =-194(LC 9) ,04 = -85(LC 9) Max Grav 3 = 183(LC 1) 2 = 502(LC 23) 4 = 241(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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. I Gmtg-rkrsetlrtydt it. Ih %I IOU• TI[MISCgUill R11911. ((INS Itrm, ferM dtsip ruontltn eA reededn n IN 44"Y11sib) D,, Il.Idum sk"t W:t!l me. Udtss'O fvlsF d:Lt(e6tItTDD, W'] NJTtg munr p44s i1fth Alit, ntTDD le ktdil. A:6T'ns Dtsire Gp[R[f{I.l.$ptiltlt(EIEICt?fNi�?std to et(TOD.1 Ms It -P. d At pl l?,slttd efp'Inrltg I.spasliptst N des-F ths!E�tTms d":0!( re At;il Ay, WetT&I.(slgoosstnpntm.ltdar<ttnnx,,stntmry Anthony T. Tornbo III, P.E. Wm dtis Thss5rtgrd1hJ is Ike mspmitilq dt"a.rr,Ih —'s'A'!ind.;,A1"Ih tdl(iln Dnigor'. 11- tdd 14k!ltR:a1nebrdla!Prd n(e oci MI. le qprne' d 1k TOD W it Ade ne dOn Toss, A1,6nTmigg serryt. ftfilldittnd krt ns5dln. P. resp.04:1yd 2 80083 ' IlehilxgDesi!rrd[eRMa.R!im!esutasikltelUDMlitp!rtmai®.7yiidnecdlL•dlllig(trtpce!nstttttlitmdinR(SI;ptN!slrlStT7lr+d$sflrterdtremffxgenenlgti(ue.TFFlh3atlno:tmsi4v7iest+.lb!itsef3evtssadreeunsDes'Lsap,terdsrrnsa�m(tat!tr;ass 4451 St. Luce Blvd. tlerrlsr ldird YYo6drtd lgerd 1pn®wreighdlprn:m lmdod. lleTmsOesi,�Egiseeris e0i �`etndag Dmyad,rtToss $7!4:a iguteru'mtSltldiag ul rgsda!Ateros Hens defael lallTl' Fort Pierce, FL 34946 Copyright02016A-IRooMusses-AmhooyT.Tombolll,R.I. Reproduction of Thisdo(ument,inanyform,isprohibitedwithoutthewduenpetmission6onnA-I Roof Trusses-AnthonyLTomb111,1`1 Job Truss Truss Type Qty Ply 72328 D01 MONOPITCH 1 1 A0008727 Job Reference (optional) Ai Roof Trusses, Fort Pierce, FL 34946, design@a1 truss.com i Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:33 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyMEE_ Jk85hhJZig2CikOXoKkHrPgyT2JT6_CQWteZOOzEKKG -2-0-01 3-1-9 5-7-4 2-0-0' 3-1-9 2-5-11 1.5x4 II I 4x4 = 6x6 = 0 2r0 5-7-4 0'2'--0 5-5-4 Plate Offsets (X,Y)— [2:Edge,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) )/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) 0.10 5-8 >649 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.09 5-8 >703 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 5 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP Weight: 29 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 5-7.4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 519/0-8-0. (min.0-1-8) 5 = 267/0-7-4 (min.0-1-8) Max Horz 2 = 217(LC 12) Max Uplift 2 = -200(LC 8) 5 = -145(LC 12) Max Grav 2 = 519(LC 1) 5 = 372(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-312/265 BOT CHORD 2-9=-535/309, 5-9=-535/309 WEBS 3-5=-363/629 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 2 and 145 lb uplift at joint 5. 5) This]truss has been designed for a moving concentrated load of 200.01b live located at all mid panels;and at all panel points along the Bottom Chord, noncoricurrent with any other live loads. LOAD CASE(S) Standard BeNy•Flute tlenyNrssaiex IVA-I IOGf IIDSSfsj iftlEl'T 6EFf1if IE1NSdMay].Tonhui,U. tyler—SWIM. vie. 0einsalter.in tltlJ itAfTOP,ca't PiTtkutumrpins shrih Pad fir IteUlss be T64. Asa Tins Otsll.flotr(i.e,STeadIT GTicer;, lAs edutepTOO rep,... urmpandi4 poLsslnd ecTkR;ag respRlllinr`:or lle lx!asel tk sRyeTrut dep!aeltitle IDD ulr,oalnl?FI.Thelesga nnnTtitn,6d egutbnns, sdlclliry Anthony T. Torrho III, P.E. RdeSedibis hm"ernpieilfisthe RSTRsiNlihdha ame6lttaPJffaAltllEdayRate?lie rdlirg Otsirtt,a4kntttudl'uIRC, tle lAf ud Ne btd Wilinredt HKI. TWITnnldth lUanamfirll nedfie TRss.iodrtirskadfrg. tnnre, iuh ldin udEnsieg s5ili'n Gmnsrmu5l�hd u80083 IhR+.'lTp Des!g^e:MQ,f-eH:. AI Rxs sd w?;ethldDMlSr r::us®lp+ild!t:sdtleGilt!q[c¢iaoA Sde7 hSrmm�(t(Sf pNlsled5T I71MSerAmrdRewdh+getml aidnr_lli-Ilt5ees3:ntTensik 6est+zJb??a rE4:T:rss Detiper,Ltts get!prnprerev0tnss0awL^.e,R,akss 44515t. Lucie Blvd. nleMse lditsl 1paCeal:al egned ept it rmliq it dl Tedits lRtdeei TheTnss Desla faT!Rer is NOT Cs railag Milieu,rrk,%Spxtaa ErTieRrdeoT OrilLy. ul sy�9da!dteras Real Odael iolThl. Fort Pierce, FL 34946 CopyrighlV2d16A-] Roof Tiusses-AnlhooyLloraboIII, P.F. Reprodueionofibisdotument,inanyfoial,isprohibitedwitAcNthtwrittenpennissionfmmA-IAoofTrusset-AnthonyLborhoITT,P.L Job Truss Truss Type Qty I Ply A0008728 72328 E01 G ' ` Half Hip Girder 2 1 Job Reference o tional Al oof Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:34 2018 Page 1 1 ID:HSelToU9d7eaEKtzidgg1fyME_-oxiUv1 KBS7A2KubjM2FWNcDOcSd9rMiZkXM6YSzEKKF -2-0-0 7-0-0 9-0-0 _ 2-0-0 1 7-0-0 2-0-0 4x8 r J 10 6 B 4x4 = 3x6 11 7-0-0 1.5x4 II 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0 99 Vert(LL) -0.07 6-8 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.10 6-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017[TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 828/0-8-0 (min. 0-1-8) 5 = 1010/Mechanical Max Horz 2 = 266(LC 8) Max Uplift 2 = -324(LC 8) 5 = -553(LC 8) Max Grav 2 = 906(LC 26) 5 = 1637(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-977/250 BOT CHORD 2-9=-278f780, 2-10=-295/796, 6-10=-295/796, 6-11=-306/864, 5-11=-306/864 WEBS 3-6=-275/1618, 3-5=-18341650 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=1'32mph; TCDL=5.0psf; BCDL=4.2psf,,h=25ft;. Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate'grip DOL=t,60 3) Provide. adequate drainage to prevent Water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live lad 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 i6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 2 and 553 lb uplift at joint 5. 8) This truss has been designed for a moving. concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 397 ,lb down and 375 lb up at 7-0-0 on top chord, and 1218 lb down and 225 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1 f The building designer shall verify that this parameter fits with the intended use of this component! 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard I - 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3 -96, 3-4=-96, 2-5=-14 Concentrated Loads (lb) Vert: 6=-407(F) 3=-272(F) PLATES GRIP MT20 244/190 Weight: 53 lb FT = 10% kns¢ag-/ita;ett¢ter}itT tratty itt*A i BC-amis[Sr$:t n, rawt ifztr"Oii1J, it'lCt6. W'il A;pigtE011'.tT`irm Tettt+kttsy�aBzPs¢t&: eel real ceitscettit?tets[u1I¢aericgFODisaih:et"satrT.t¢aitll:.g:.lden¢e sttp t¢Int ¢s¢. L'xk ,7'+A.rst AEt6mds ic0; nh Ns;tttmuedu pldis sb:4 to t,ed hr? I6:telir6iA Asitm.sCf::wEagiater(ii,$g[rJ'-'gfAJ3eNS,1At 5td ¢E e4ETitJ Rg"Pit9?¢9AtSpiEett fr!tltSi ¢.H63YUdjlttgi5S9'vfi ltl'FhG?Si}'d�1!Y. i�gle l!P3SliglthCtRiAiTi�eefr, t¢{itTr}t,j litigLnteEg:".SS5, 3B9Pj; N1;!4. �Iir Anthony T. Tombo III, P.E. ¢elrsidfii3gr+ssist¢rBra. 7=.i tng�s:r;gd1hDG x.,hiD teitieAt¢.tegagtPlero4b"ilk: w"46euap'etk•;iimg,IKt¢iMtlntihl'3agtidtaslir}I,Tgsijpr¢!airS4a1?8aletj ell st61NT.S+-rx"IoWq.ftq,+,xas'Nfats1ivial661iaAtresgasnil'da'. 980083 Al tflH gC.tigPl(atetlr4.ief. SaralLe felldA 7lTc`-"-L�$YpriC'[t5 ul gsuatsdda Ea:Ysg raapued Sdaq MesaxPa(i,itlg $s5tet it ¢ad5&g¢adinete! a. �eaed grikme. Ty}Ig¢!A¢sEesspauiliL:asm!hits ri ht T:t!f"ufi;Ftats Cisip f¢gmeu aiTnss H¢e?fe6eer,wSess 4451 St. Lucie Blvd. Rn .iddatdW,aG¢ha:leptefgait t ty¢°gcle¢ eheglit ur!,ntrpI,OitttePilmiatr$gecutPssSstoUr.etxelmldiieB,.A_tipl¢L,NI..>e,aendeficetisTiFf. Fort Pierce, FL 34946 tapyriiiht;D2016MRoof trusses•Anthony LJumbo 111,1`1 Bepmdu;tionofthis datumenf;inany folm,spipbibited'without [be mineapetmissianlromAIRoofliusses-AnthonyLTambaIIU.I. Job Truss Truss Type Oty Ply 72328 FB01 FLOOR 1 2 A0008729 Job Reference o tiorial 3-9-5 1 4x8 = i nun. o. ilu s ivov iz 26 i / Print: tF.zzu s Nov iz zui / Mi I eK Inaustnes, Inc. Mon May 21 09i49:35 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ G7Gs6NLpDRIvy29vwlmlwgIG7r?aalTjzB5g-%zEKKE 7-6-11 3-9-5 2x4 11 2 4x8 = 3 T1 EV1 W1 Li W2 W3 EV2 Bi 6 7 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 55.0 Plate Grip DOL 1.00 TCDL 22.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x8 SP No.2 `Except` W1,W3: 2x4 SP No.2, W2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 3905/Mechanical 4 = 4289/Mechanical Max Grav 6 = 3905(LC 1) 4 = 4289(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-2264/0, 1-2=-4633/0, 2-3=-4633/0, 3-4=-3133/0 WEBS 1-5=0/5057, 2-5=-1466/0, 3-5=0/5057 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Refer to,girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5 9 7x10 = DEFL, in (loc) I/defl 0.68 Vert(LL) -0.04 4-5 >999 0.51 Vert(CT) -0.06 4-5 >999 0.71 Horz(CT) -0.00 4 n/a 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s). 1231 lb down at 0-3-10, 198 lb down at 1-8-3, 1229 lb down at 2-7-2, 198 lb down at 3-6-11, and 1229 lb down at 4-7-2, and 1229 lb down at 6-7-2 on bottom chord. IThe design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert! 1-2=-154, 2-3=-654, 4-6=-10 Concentrated Loads (lb) Vert:1 6=-1 231 (F) 5=-1 98(B) 7=-1 98(B) 8=-1 229(F) 9=-1229(F) 10=-1229(F) 10 ' 4 3x6 = 7-7,15 —�L4 Ud PLATES GRIP 480 MT20 244/190 360 n/a Weight: 106 Ib FT = 10% Ynsa1-Pememl!se9flY arltdlEe'k71A0F iFPSSBESittE!';.££Hits(iBkR.DXOTIJAi tI'ROY"YU!EYj:aXGaUO£ikA1"ttrs. RfrtlyNs�¢apxem!ipsfkretixiesxAli itxs [s:In fxarirT pp;eAeae�Ysa�Fi.Iaaif lY.p.E. t6urte giplit6re er.. U'esa'1e.ist sm!fAao",.e P,O, ni. Ydttt!af[tkf tills SSG ifsStt(p33t IG hFt tp�[)SeT'ES3 itf49TYfitttfp2., SFttN'pL&JA?iiS.M!SfdaE PJi'lv$IfrFikC3 Wa:ttilae4%'t14FStHSi Y2 f8j93tr8j ttSjF6lii ihH1 S iiTf dtJt fil lrf1S F:F6'Ht6'u�tt �tdi,fa(E(1FI t,TFt:Ft5iF415iCSF":�S: I4]SAj 6#.r'tittl; Sic .ih AnthonyT. Tornbo III, P.E. ealnrr4ts Inss br eX Fx;i�q:cS!resFtas:^id>AeC>s@ft, Ya Uran's adistri aytd rrtaE�iiYy o:pu,4ratrFra df q;tis t6;a�+tix roll �ti'tul:elfa+li(It-Ttt/FlretaldlatA aftu7 edty:ttdf Trns; mu4r3„j Ai111itt.3li�tafW*'a`'EfiRtSiSNilj Ittil Ft pt:ISFJ'ANiII^j F80083 I'n ttiHiq NsiPsr:d fauranar. tA@aks sfl fd o'af t8: af9Yaprlcas eatgsxtf»t<acFtkta::€;cy tam(>rtuSrt:Midrre4za(i311�satli.`:N /d SfEt fn fdfreat£ta:jm:dtditat. Rli t?!fHtlat3@SFa+i11111:"::ft WF isiRS fIiX FRSa FfiiGip,'fAll Lkifp!tttlttf a9/irrsttfvftar:�er,c�fss 4451 St. Lucie E:Ivd. datf.E=Fdtr.iirrtaa!tadtgrutgceitw=;341f.witsilnlfN. 111 Test gtsiP Effwis F71 At 1"16111 gece;Airatssril mutt dnrkdfA%kiaTGalizi l;n, frt isi6d 1071. 4451 St. Lucie , FL 34446 (opyrigbid2016A-I goofrrusses AmbonyT.TembeIII, KE. 9epiodusti000fIbis dc:omen: in any fatinjiinabibiledwithal she wrinenpesmiisionfrom A4Rod Imsses-Aaldenyl.Tom6afll,p.E. Job Truss Truss Type Qty Ply A0008730 72328 k• FB02 FLOOR 1 Job Reference (optional) A1'Roof Trusses, Fort Pierce, FL 34946, design@altruss.com d-'A-'IA Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 M7ek Industries, Inc. Mon May 21 09:49:35 2018 Page 1 ID:HSelToU9d7eaEKtzidgglyME_ G7Gs6NLpDRIvy29vwlmlwglKBrvEahFjzB5g5uzEKKE f1-0-11 10-4-3 13-0-7 15-8-11 18-4-12 4-3-14 3-8-14 5x10 = 1.5x4 II 1 2 2-3-8 3x4 = 3 2-84 2-8-4 5A = 3x8 = 4 5 2-8-1 Dead Load D 1.5x4 11 4x8 = 6 7 FT-1 171 1 3 I 1 W 111 9 EV2 15 14 13 3x4 11 6x10 = 4x6 = 01-314 4-3-14 8-0-11 12 2x4 11 10-4-3 11 10 3x4 = 2x4 11 13-0-7 I 15-8-11 9 8 8x10 = 3x8 I I 18-4-12 LOADING (psf) SPACING- 2-0-0 TCLL 55.0 Plate Grip DOL 1.00 TCDL 22.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP N6.2 BOT CHORD 2x6 SP No.2 *Except* B2: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except* EV2: 2x8 SP No.2, W9: 2x4 SP No.2 W10: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 4814/0-3-0 (min.0-2-0) 1 = 1967/0-3-0 (min. 0-1-8) Max Grav 8 = 4814(LC 1) 1 = 1967(LC 1) ,FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3795/0, 2-3=-3795/0, 3-4=-6471/0, 4-5=-6477/0, 5-6=-6160/0, 6-7=-6160/0, 7-8=-4223/0' BOT CHORD 13-14=0/6471, 12-13=0/6471, 11-12=0/6471, 10-11=017343, 9-10=0f7343, 8-9=0/410 WEBS 1-14=0/3907, 2-14=-585/0, 3-14=-3037/0, 3-12=0/809, 5-11=-1550/0, 7-9=0/6972, 5-10=0/789, 5-9=-1382/0 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Tap chords connected as follows: 2x4 -1 row at 0-9-0 oc , 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2-8-4 CS1. I DEFL. in (loc) I/deft L/d TC 0i.42 Vert(LL) -0.16 11 >999 480 BC 0185 Vert(CT) -0.23 11 >905 360 WB 0!98 Horz(CT) -0.01 8 n/a n/a 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) The Fabrication Tolerance at joint 13 = 10% 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their, outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3896 lb down at 15-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD GAS(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=0.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=,,-154, 8-15=-10 Concentrated Loads (lb) Vert: 9=-3896(F) PLATES GRIP MT20 244/190 efl. = 1/16 in Weight: 216 lb FT = 10% tG'erdq�tinsetlEregHlmhelk'l�l roe; nass{�s(unls(a;uu(rasa(aumars(DSTDx{urn';uueav�Dau(Dt'tnt�lerA(dedp ruEOdtrs Esl«sa odna!ufLEff Oefp Dnvurin� Er4lfe lnlferl.TexlaN rL lddereAEsl6eSre mt. Odesf dlenin tlde(nNeIDD,w'p IDTek<uuoyr r!hss9dlhnelfirdxl]Ols hetdll. 4seT,ns Deep ht✓rku{1.e,5p:idfr6pnM "tsndsE ny100 upresms¢uupn:edlla rrdnslnd¢!{sutler rlynuWa(!ef tll dFf!rAF!IEIfYyETftfS{et�wl!(ItIttTDD Odr.ndtfltl-l. irk l!f�pa xnoN�En.IEeterwnnnf, ftuaiDry Anthony T. Tombo 111, P.E. .Is, rim Tun6segldleer is 5ra1-Wittdtk0nn,tle 0uisrGrsrited EpA rib rullitt Disler, satntuAONIII,6lIS.nittI'd lvi4u; u4 al MI. —80083 ttee?:itT1DEs;a!EdQC!nir.AcisseluluNIDD.1Inplies .1ImI4.1sdtl!Meet(Darewse'lliamEtlE�'GSIjpHlsldlrInrAWAmrd.'Wlsspnn);rl—INh5n;4!n:p icliesudduMeltRnsDedpn,l!essDesipEsreelrrtfsbsdrnrter:,xsf 4451 5t. Lucie Blvd. e2es�isdf,eed lrahskedegeedtp. is M.111 di lsd:nlrhd Thins,OedaEgli ueris dOTCe rdAaDOngsd,minss Srs'!a Equeere-yWisl. girgPwa!AS;os nen ddselbnLl. Fort Pierce, FL 34946 foppilhi02016A-I Roof Trusses- Anthony L Tombs, III, M. Reprodudionofthisdocument, inonytorm,isprohibited without the wditenpermissionhomA-IRoofTrusses-AnthonyLTomhoIII, R.l. Job Truss Truss Type Qty Ply 72328 FB03 FLAT GIRDER 1 2Job Reference (optional) ., s scour l russes, run Fierce, rL 34946, designLaitruss.com i Kun: s.12u s NOV 12 201 / F'nnt: 13.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:36 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfkME= kJgEKjLS_IQmaCk6USl Sl IVhFJJJBgsCrrDdLzEKKD 4-0-8 7-4-7 1n.es 4-0-8 1 3x4 = 2 4x16 = 1.5x4 11 4x8 = 3 4 Plate Offsets (X,Y)- [2:0-5-0,0-2-0), [6:0-2-8,04-81, [7:0-5-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 55.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.02 6-7 >999 360 TCDL 22.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.04 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(CT) 0.00 5 ' n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* EV2,W2,W6: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 5 = 1094/0-8-0 (min.0-1-8) 7 = 2139/0-3-8 (min. 0-1-15) Max Uplift 5 = -103(LC 5) 7 = -569(LC 4) Max Grav 5 = 2352(LC 14) 7 = 3232(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-310/687, 2-3=-2511/68, 3-4=-2511 /68, 4-5=-1288/102 BOT CHORD 7-10=-328/234, 6-10=-328/234, 6-11=-19/306, 5-11=-19/306 WEBS 1-7=-760/358, 2-7=-1893/335, 2-6=-241/2912, 3-6=-404/149, 4-6=-55/2495 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc , 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD'CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=3.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pondirig. 5) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right;#8 Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind (Pos. internal) 4th Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Intemal) 1 st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #18 Dead + 0.75, Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) w 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 51and 569 lb uplift at joint 7. 1 4x4 11 PLATES GRIP MT20 2441190 Weight: 139 Ib FT = 10% 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down at 0-1-12, 198 lb down at 2-2-12, 1469 lb down at 5-5-0, and 1469 Ill down at 7-5-0, and 1469 lb down at 9-5-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00 , Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-154, 5-8=-10 Concentrated Loads (lb) Vert: 8=-62(B) 6=-477(B) 9=-58(B)10=-077(B) 11=-477(B) • 6ndg NnuauerlHindewtSe'Id IDLE iDSSBCSBi(116Elil.TEWSb(Dk'N11DliS(DfT0Nj 9118';A(YeDAtFD6dEeT'Iwa. TnDy drsinieeotlm a sdteededeswidsl:ess DnigaDtaviagllGD; vs Dk Adkarl.h h1T.,1.L1&.,kntle!rene. Ddessoatrrlw and is AfTDD,saly PiTekartriri!dessbdll9esed6rt&IDDfah,dit esaTrns Dmily Fedtte(le,Sxneity hdee:'y7Se ednwi TDO reirezwts eawytmudt6e pal:ssierd egste;hgrguntlt it he Wild INslq!eTmss hpladisIle 1DDadr,rJuRil. Be1edyanreny!irm. bd epteeEinxs, s�aAnry Anthony T. Tombo 111, P.E. edwedals T2ssMuy odldig is lit Rgwdlilltydt:e Oner.tle iruis e•'.M:ud ey tesese ldllieS Desilrn,m Cetut:d dWItLd+ll. urge 6rd kn!1 Tnlerad rRl. Tk,", sidth 100 mdm Whs, d5i Tnss. iadetiesla/"..mmit, irshlldin nt laugg sbsie 61'e!yasii t!d ' aeitel:50nxted(etTCU!.I11n3swfW.ItkTODWIs,IadiusWp1duesd:ndtsRBf;.r ti!Wirt(n¢T;nsawirizilDslid4IWS6nnerd-ditpsialpinn-INWq;3:rnieadSifTrerrdb_:sdysTnssPesiper,l:nsBes;pagrtt®OrwssMredea!eyeetess z 80083 4451St. 80083Blvd. sae.iuidadire(eamsired spmisamgAid Mass lwdwiReims 6rdss[iiewrlsMCI rs lull Dwrier,enn:sSymirEonexrd®yW11All 1. Fort Pierce, FL 34946 (apirighl02D16A-liod7russes-An(hasyT.TombaIll, P.T. Eeprodediaooffbisdommenbinartisans, isprohibited withetathe written permissionhem A-1loolhosses-Anthanyt.TomhoIll, P.E. Job Truss Truss Type Qty Ply 72328 FB04 FLOOR 1 % ` A0008732 Job Reference (optional) A Roof Trusses, Fort Pierce, FL 34946, design@altruss.com 1-9-7 2-10-14 5-5• 3x4 11 7x10 = 1 2 3 3x10 = Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:37 2018 Page' ID:HSelToU9d7eaEKtzidgglfyTWE= CWOcX3M412YdBMJ11ApD?FrZMff62gM?QVam9nzEKK( 7-2-7 9-7-15 %15 12-9-2 1-8-8 2-5-7 0-2-0 2-11-4 1.5x4 11 1.5x4 11 5x14 = Dead Loa04DgfL = 1/16 in i EV1 13 W1 W7 W8 I2 W4 9 W1 EV2 1 1 I 131 16 13 12 17 5x10 = 3x6 11 10x10 = 1-9-7 2-10.14 5-5-15 II 11 7x6 = 7-2-7 107x6 = 18 9-7-15 9 3x8 11 9�9 15 19 12-9-2 8 5x12 = 12110-6 1-9-7 1-1-7 2-7-2 1-8-8 2-5-7 0-2-0 2-11-4 0-1 4 Plate Offsets (X Y)— [3:0-3-8 0-1-81 [9:0-5-12 0-1-8] [10:0-3-0 0-5-01 [11:0-2-12 0-5-01 [12:0-3-8,0-6-4] LOADING (psf) TCLL 55.0 TCDL 22.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.89 BC 0.63 WB 01.69 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -0.16 10-11 >926 480 Vert(CT) -0.23 10-11 >626 360 Horz(CT) 0.04 8 n/a n/a PLATES MT20 Weight: 176 Ib GRIP 244/190 FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 1.8E WEBS 2x4 SP No.3 *Except* EV1,EV2: 2x8 SP 240OF 1.8E W8,W9,W11,W13,W16: 2x4 SP 240OF 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14 = 9728/0-8-0 (min.0-4-0) 8 = 8207/Mechanical Max Grav 14 = 9728(LC 1) 8 = 8207(LC' 1) FORCES. (lb) _Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-721/0, 2-3=-11828/0, 3-4=-15978/0, 4-5=-15978/0, 5-6=-15978/0, 6-7=-1 015/0, 7-8=-318/0 BOT CHORD 14-15=0/7306, 15-16=0/7306, 13-16=0/7306, 12-13=017306, 12-17=0/1 1828,11-17=0/1 1828, 10-11=0/15978, 10-18=0/12227, 9-18=0112227, 9-19=0/12227, 8-19=0/12227 WEBS 4-11=-357/0, 5-10=-253/0, 3-12=-2878/0, 3-11=0/4993, 6-10=0/4728, 6-8=-12637/0, 2-14=-9465/0, 6-9=0/2894, 2-13=0/575, 2-12=017667 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-4-0 od. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 14-2 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless dtherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Refer to girders) for truss to truss connections. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0' 0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their, outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1470 Ib down at 0-8-6, 943 lb down at 1-5-2, 1469 lb down at 1-71 14, 943 lb down at 3-5-2, 1469 lb down at 3-7-14, 943 lb down at 5-2-2, 1469 lb down at 5-4-3, 943 Ibl down at 7-2-2, 1469 lb down at 7-4-3, 943 lb down at 9-2-2, 1469 lb down at 94-3, and 943 lb down at 111-2-2, and 1469 lb down at 114-3 on bottom chord. The design/selection of such connection dlevice(s) is the responsibility of others. LOAD CAS I(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase= .00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=1i154, 8-14=-10 Concentrated Loads (Ib) Vert: 11=-2412(F=-943, B=-1469)10=-2412(F=-943, B=-1469) 15=-1470(B) 16=-2412(F=-943, B=-1469) 17=-2412(F=943, B=-1469)18=-2412(F=-943, B=-1469) 19=-2412(F=-943, B=-1469) Mnreq posl3!!w-lj!tnik.th14166HUSSESIS1Ll. UKULTStkS ti6oalYYS rl'St6YitU!EI"!r[dQitj[Dikfjl"le+a ienhkipla,"I'msod rod tell sf>iis tixl W:iP hexiep OPtealhf aSiaeti.haNs.rt.IsrtraaeHol jttne xs. blest Cbeyiss: egos ^,.lTC-0,aah ri,jsfi d"lieu Ile6 jeasedhIb! jrhjeti'ii ds elmsiTtp TaTaS}e;a=TL•s!t!tlae sedwar rJu eSea!smenrloedif rftess:szfs;>7±e!sg oslsasri:J+Mr6f 0!sijD 11 of iirh imsdgi:eAeasSe729 adyodatrff. Ik desi¢lssozrilm, a1.'atveG�els; Is#k�!� eaff:edAitirss hrs Ci? isd•.n, Anthony T. TOmho [[i, P.E. ,posml'(d6eCra!,hl6ratisaltkxiefdegeetrttjlSr.£Ijasipl;,nhtlscartddflj4'Beiltm+tll;witniflq!fdlal3P.bi,TjtadPauld@tt:dn.f esfidteseftNeT,asl;ol[edxrjstd!ud.sbielgiel?a,";t`<ieawlknigslabjlasn8piryd „80083 ' taelritlult4dgferm€trM!xwr. Alta»nstllNUStTPsuEt6tpecmaedp.^.€t'cfse?ilfW:'tq(amfatmSlhddhttrx4:caSIISijp�itlSNjriryaMSltArardoevod:'vd+aettiSridru. T4}S!!!nesHerolafnjil`f101ddAilfltiftTtfli6li�§YJereii16lS�j3rajiNUaetiMlSbllt�iCJtt,B]!!IS 4451 St. Lucie Blvd. apw�?uk'jnljraro5rl aptetero it rr;qji s:rclili hni!d.4 rns16oyary^c!f!h!pt ljf ldlftj 6lsiptl.v!iini S;sita ry:ttr,lt to jtatq. [ilgo>fittl x�llrin MS=ftlelPFf. Fort Pierce, FL 34946 U tbt02016AARoofTrusses-TomboIll,Pb. Reicdanioeofibisdcmment,inaa Not, is iehii4tilwithoulthewtiva etmissionfromAIRoofTrusses-Aaihaa T.IambaIll, P.I. P7:9 AnthonyY P Y P F Y Job Truss Truss Type Qty Ply 72328 FL01 Floor 4 1 A0008734 Job Reference (optional)' 0-3-12 i i 1-2-0 I 2-5-0 6x6 = 3x3 11 3x4 = 1 2 3 mun: a. Izu s Nov iz zu1 d ennr, 0.1zu s NOV 1Z zu1 i MI I eK Inaustrfes, Inc. Mon May 21 09:49:37 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ CWOcX3M412YdBMJ11ApD?FraQfb\/2gf?QVam9nzEKKC 1-6-31 i 2-2-7 , 1.5x4 11 3x3 = 1.5x4 11 4x6 = 1.5x4 11 4 5 6 7 S I i I R i i 14 13 5x6 = LOADING (psf) SPACING- 2-M TCLL 55.0 Plate Grip DOL 1.00 TCDL 22.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP 240OF 2.OE(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1239/0-3-4 (min.0-1-8) 9 = 1239/Mechanical Max Grav 1 = 1239(LC 1) 9 = 1239(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-791/0, 2-3=-789/0, 3-4=-2475/0, 4-5=-2475/0, 5-6=-2361/0, 6-7=-2361/0 BOT CHORD 12-13=0/1 885,11-12=0/2361, 10-11=0/2361, 9-10=0/1417 WEBS 5-11=-303/3,1-13=0/1405, 2-13=-308/0, 3-13=-1375/0,3-12=0/740,4-12=-475/0, 5-12=-318/415, 7-9=-1777/0, 7-10=0/1205, 6-10=-544/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 12 11 10 ' 3x6 = 1.5x4 11 4x4 = DEFL. in (loc) I/deft L/d 0.82 Vert(LL)-0.2611-12 >693 480 0.86 Vert(CT)-0.3011-12 >595 360 0.67 Horz(CT) -0.05 9 n/a n/a 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 9 3x6 = 15-5-14 4-11-8 PLATES GRIP MT20 2441190 Weight: 85 lb FT = 10%F, 10%E vmnr4•mat dsuro(r±m(t. Will SE01IMf t(OWT18kf UIM9 tKI"dttICR1(05.'t:hr fim.Taftd{f!4lprrfmud ndsmisellsmdis Tsnf Ptil}e#rrigOPPledas R"�wa(l.tame N,P!.Pt@remdPetl Iehse35!. Lu'L't0.'!±°x(t4SnitdPone TC-0, svl! MISIt±tAl«K#tldts S4eEi lesudfm delW.hhICJL k5INS$DOM Ei]AHr(I1.'sf'6?J boat), (Emit it Cq ivo"r."vM W rathm stiff Pit" ;W'nimmg uspoWIlyM6s dnipit%r sh3lr Tmsd:imlea Nina m6, Wu 1141,1>: desipv i9;aspiem,'wTagsn:�ess, la m:5h Anthony T. Tombo It.,, P.E. mdvmJldis lmss IN ioyh €n 4:ti? ;TsasTrrydev C.K"fif 0g"s rdsrzd SIM NeAwbj Ea!mil IN iWittiffN11Gdvldtmdde Intl l>itiiagtdlt mlTBd. Tls eJpmvld�FPud mdfieltmeddv Tmss; uEee:a7Aa0isa.shie7r,iss�;EiuclY.ssiy sSsP leAa nsJasiLb-td 80083 ' ded"i/hl Qasiger mdfvmrhr. tllvsks ml vq gtiei WIN psuusesdY'lslwttdkslx�syCexdsvedfvfu}lilmz3:va(iS(Itwisisd lr iflul S!(t aes�xraulkdmevl6.iisxa 141L•±asttu±e;nnsdV nmdd.U.yd6eTmss:�naer,Ams 6esys 6juex md`mss llxeelo[su,wless vfitt>:iu d±rml f; v GeSrl vpeelvpwiv r±i': sg qa TcPe knhd. ievTuss Pnip 6Cses±is dPl Gs kiHhg Pniger,e±Fms frsfem fgimaFvf m(k+ilteg. tfi ulihPul Issas avn dcfuvt ivTfTt 4451 St. Lucie Blvd. Fort Pierce, FL 34946 FapysigEI0201bA-Iloot imsses-rttlboayl.TemboIII, P.E. Rep!cduAioaolthis dctument,insay to±m,isprohibited without the written pmmissioafrom Altwat Lusset An(bnnyT.lamboIII, P.F, Job Truss Truss Type Qty Ply A0008735 72328 FL02 Floor 2 1 Job Reference (optional) Air KooT I cusses, rorc r-ierce, rr- avwqo, uebtgn�w_a ItfUbb.Wn1 C LOADING (psf) SPACING- 2-0-0 TCLL 55.0 Plate Grip DOL 1.00 TCDL 22.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC20171TP12014 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) . WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4 = 208/Mechanical 3 = 208/Mechanical Max Grav 4 = 208(LC 1) 3 = 208(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- "1) Refer to girder(s) for truss to truss connections. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their 'outer ends or restrained by other means. 3) 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 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:38 2018 Page 1 ID:HSelToU9d7eaEKtzidggl fVME_-giy_IPNiWMgUpWuUbtKSXSNIS38MnHM9f9KKhDzEKKB 2-4-15 1 �5x4 11 1 3.3 I 2 L� 19 I' i icV I i 4 3 1.5x4 II 3x3 = 2-7-15 2-7-15 CSI. DEFL. in (loc) I/deft , L/d PLATES GRIP TC 0.80 Vert(LL) 0.00 4 "" 480 MT20 244/190 BC 0i05 Vert(CT) -0.00 3-4 >999 360 WB 0100 Horz(CT) 0.00 3 n/a n/a Weight: 18 lb FT = 10%F, 10%E i aun=q YronEirnt}iyneee ISe'1;140i IIUSSESi SR..9^,SiSirst i:t4StiOaPiJYS(CiECNfi tU!Er ;•d(C7ipYtF0i5(Il"tea rir 0sptr"001 e41ai lets n RK aass 6evitlxrrieg{;OgiW:ii r�ir Unit d.tf.WIN! S9etilttue rsL tZM450Kiss Wdtolie TeM id,ILTtlfPlitrtlriatt fye:l el iSel lIN3e li3',hyl lEiL I30I!iS1 GYSip FOIa!ttpA.,spofmfiganip lit =1 a M l.'Olf�li!SSOlY1IIIdIL9f�!r'FE!14Y�fJ)EdlilfllSF3'iSilhlpilF4L?Sij1 fE"JS ki3Il11P1f 1lrietdWR2l �tdt,p[JglEil.re?ItNE!/SSFS{Ftti, �',�j;b �tkt; !C.:.i�flh Anthony T. Tombo [II, P.E. td nt0$1 IRIS let ¢y r+atgit t'hnlysasia67y alit ow, fitNtn's whad 01101,*1 W.:sr N#W,it lit «::er, a fit, [If, sit K "itit irsl bilki [A 011161. Tit srinnl afi l a W Sir Feline d Sit TRSS' ieetizg wilal. eeicy iisa"e". oid k.Vq dill it Pt IIIJUSuiih a ' Cttrlluratsipermi(tear:ItclUtaMtetAa :TC¢6tNpecusWt ssfstsah!rs:lf�(artnetlSaFtthfrtzcair:Silpi=cldiriNtvdSIXAmsaxecldkem:drnttece.tt4ll'..uastlete;pas6il xallansd5!InssCeua!?;'sttsB!vTakgaurofIRIS SOeatG'V"'e!sS 80083 t4a•iu 4ermilyt(whxl ed unU' y t; sMtt!el f4 Lm pas' 69iee is t0l8e kU Ut: err�nSSEdea!'xVd it, 146 us UIM It; as et it 0-te itl&1. 4451 Pierce, FL 3494 � rp � � r r°E" m �! 3• " 1 ; - w' R t� Fort Pierce, FL 34946 Upytight02016A-I Roof Trusses •ArahoayF.Temhol0,P.f. ReplodurionofIbis dnmment,inany farm, isplahihitedwithoult6ewlidenpesmissioefrom A-IRoalliasses-AnlhanyT.TomhaIII, P.I. Job Truss Truss Type Qty Ply 72328 FL03 Floor 10 1 A0008736 Job Reference (optional)- .................. ,,....... ..,.. ,--tp.Va�.,,.�.,....,,,, 0-3-12 1-2-0 ;i 2-5-0 3x8 = 7x6 = 3x3 11 3x6 FP= 1 2 3 4 Ti stun: & i2U s Nov l2 20 / Print: 0.121.) S NOV 12 ZU1 / MI IeK industries, Inc. Mon May 21 09;49:38 2018 Pagel ID:HSelToU9d7eaEKtzidgq 1 fyTW E_-giy_IPNI WMgUpWuUbtKSXSNiu3vgn5r9f9KKh,DzEKKB 64 I— —2-0-0 --i PL7-9 . 4x4 = 1.5x4 11 3x3 = 1.5x4 11 1.5x4 11 4x6 = 1.5x4 11 5 6 7 8 9 10 11 1 v 19 18 17, 16 15 14 13 5x6 = 4x6 = 1.5x4 11 4x4 = 3x8 MT20HS FP-- 1.5x4 SP-- 4x6 = i2 8-2-7 9-2-7 , 10-2-7 , 1 2 7-10-12 1-0-0 12 ` 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP . TCLL 55.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.23 13-15 >940 480 MT20 244/190 TCDL 22.0 Lumber DOL 1.00 BC 0.99 Vert(CT) -0.27 13-15 >805 360 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.03 . 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 103 Ib FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(*Except* 5) Gap between inside of top chord bearing and first 82: 2x4 SP No.2(.2(flat) diagonal or vertical web shall not exceed 0.500in. WEBS 2x4 SP No.3(flat) 6) CAUTION, Do not erect truss backwards. 7) This truss is designed for a creep factor of 1.50, BRACING- TOP CHORD which is used to calculate the Vert(CT) deflection per Structural wood sheathing directly applied, except end ANSI/TPI 1. The building designer shall verify that this verticals. , parameter fits with the intended use of this BOT CHORD component. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-15. LOAD CASE(S) Standard REACTIONS. (lb/size) 12 = 1479/Mechanical 1 = 1479/0-3-4 (min.0-1-8) Max Grav 12 = 1479(LC 1) 1 = 1479(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-946/0, 2-3=-944/0, 3-4=-3238/0, 4-5=-3238/0, 5-6=-3238/0, 6-7=-3525/0, 7-8=-3525/0, 8-9=-2884/0, 9-10=-2884/0 BOT CHORD 17-18=0/2358, 16-17=0/3525, 15-16=0/3525, 14-15=0/3471, 13-14=0/3471, 12-13=0/1726 WEBS 7-15=-519/160, 1-18=0/1682, 2-18=-299/0, 3-18=-1772/0, 3-17=0/1104, 5-17=-388/31, 6-17=-785/27, 10-12=-2165/0, 10-13=0/1452, 9-13=378/0, 8-13=-767/0, 8-15=-280/683 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their ouaer enus or ras ralneu uy of er ,Means. ! oft"I-rinntN!terdr,n;trW&1 r00r itOSSSsrS".131,0011 T08S t(04MNi(OSTOY"W!fl 1d(Rt9pl(D'sAt hra k0r,t!Sifprorms Id fni MIS w161S Tms Rtslr,[uq DO)C !e r1.IaaN 111Ji, tdefue sue hlne psi. Lyles t:wrist sehin%. Ul llr WTttrratdlpidls SN1111 r(tdhtrill00h NsEit III I., CecpL+later{ir.,Sry ryi¢tint, at ted..y 1.1 uy erioarmll.0c'Ioftsitt a mli;q"srsr=13rM lbI&9red!i!Ibis imsigi,ee"NI'lL"ir,telxiril.III Amp nrar'h's, ip N afeii; te!d4l, Anthony T. Tombo 111, P.E. rtsneA141s lnssla ayt !.haq Wo9At ow%fi, Alm's Iduadspo ri.4arr-h]N!l'l,�x,le 6nsdt#ci IN gGIN 11Crdbhal WiPIT91. $t1 .0083 80083 ' e, 1417b1 Pasllta WCvenaTc Ali,*,rdW... TV Odra Flow "I (ax}u!rl5ehtj lders�:ot(i yeS!is5ts srTH esr Win ldwtent{a:#e.oleitsww. 1711 tl±mstat tesrasn511'in ed s4ks atntTrltty""lcgm,r,i!S CISISal!q!lH ndimttt»d,her,eallu 4451 dlarfuh;ctii!ttttht;ltpeet.jotl,.il g;4ceGleanbnhd.ThInnsOnge6l;tet!IsITfat14ld""1on4u'rT,nsSysinfq'i"U'lenNihitr.LajllslirtI"3sreni6di0lt. loftSt. Lucl Blvd. 34946 (cpyiightCt016A-tRoof Ttustes-AetbooyLTomba111,P.E. Rtpecduaiontlibis domment,inanylofm,ispsehibittdw1houtthe wtittenpefmissionfrom A-IRoof Losses -Anthotyl.Tomba111,P.t. I Job Truss Truss Type Qty Ply A0008737 72kEl FL04 Floor 6 1 Job Reference (optional) A 'Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:39 2018 Page 1 ID:HSeIToU9d7eaEKtzidgglfyTWE_ 8uVNylOKHgoLRfTg9brh4gwvdTJ1 WcZlup3tEgzEKKA 0-3-12 1-2-0 2-5-0 i 0-10-3_1 2-0-0 2-4-0 6x6 = 3x3 I I 1 2 4x4 = 3 1.5x4 11 I4 1.5x4 11 5 3x3 = 6 Bi 12 ' 3-1 11 4x6 = 4-11-15 I10 4x4 = 5-11-15 93x3 = 6-11-15 11-11-1 3-1 4-8-3 I 1-0-0 1-0-0 5-0-0 Plate Offsets (X Y)-- [10:0-1-8 Edgel LOADING (psf) TCLL 55.0 TCDL 22.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2017/TP12014 CSI. I TC 0.84 BC 0.67 WB 0.52 Matrix-S DEFL. in Vert(LL) -0.15 Vert(CT) -0.18 Horz(CT) 0.04 (loc) 8-9 8-9 8 I/deft >959 >770 n/a L/d 480 360 n/a LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 953/0-3-4 (min. 0-1-8) 8 = 953/Mechanical Max Grav 1 = 953(LC 1) 8 = 953(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -1-2=-609/0, 2-3=-608/0, 3-4=-1459/0, 4-5=-1459/0, 5-6=-1459/0 BOT CHORD 10-11=0/1310, 9-10=0/1459, 8-9=0/1031 'WEBS 4-10=-439/0, 5-9=-307/0,,1-11=0/1083, 2-11=-339/0, 3-11=-881/0, 6-8=-1293/0, 6-9=0/627, 3-10=0/578 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 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. 1.5x4 II 7 8 3x4 = PLATES GRIP MT20 244/190 Weight: 67 lb FT = 1 O%F, 1 O%E inaap Firoa t'a![s;!r54!;txth'i`103fli SSts"PRIR'. EINULMIS t CONS16S CUSTOM "W!SI^ACDO CG51't.1Y rt!a 4ier1,r1!c!geFrene, 5W5niteu ttwstn5s 045132GMIpSiDmal4: pT.Laa4 fd,FI.1!!tt4e5!S54tICdalaSv LateR M. wsi8r!ed mW 1G,4d! xiltYfril!( gttlustlgtl14tdIttTC£I�'ghtlf4„G.it.A371!t11Gt53£�1M11t.>g!f�''fF➢}7!lf�td!3t�46GJt.'�1!�ISGEft9Y(1F59L'itl�tF'i£t1CKlYMjO!tiT�tlS!W913iIMlg!{!i139MlNSttjltiM4l�LltMw2l+gill!,pBdFfln.I.TFtp:SIFFISiYlleiC95ti5i3p5:•lp:,!F. '�1J p,-ithonyT.Tombolli,P.E. ¢i4ltdtkl5 tIR51316!�;g li'Ii: fligtaf'Yn,drStG":r..51 GeW�St?IIIS [tt0FN 411E46x.�gTy+ t;i^�!,',h lft tiS'4M'4i1{tIr(,lti lr{t£{IitIN➢I t41i£�Ip S[vtt Ot�tFI I. Tk gFi4lils+, ?IN ad CSrttIIt5 o61 Ims; mWgW61, swop, ttf3&.:iR 0viq Skin t/ M tt:FASiiii.19 F 80083 ' SitGOlugMSywroal6nra7sc AIIm4554I4dn;uTN34dIMpIca45ulFnE!baz5t±M4kM�t3taata4mS4htgle£uas:ta¢CS!}rt3Lti5tCFii1WSKAr4Mxetnlfv.Uroe:tlFeik+te. IF" 4emuh, 4ctat5dll`esatlleUntill Tlastwru.Tau iagg 1lptlu®iam, m41M+er,tbt!55 4451 St. Lucie Blvd. llka•Sstlt!ce/1!tlieltt:le,e!14!esum'='pi!e;palieS gnLeC. Slelnu Pe5g4Fgie4!IS!Ji Ml kAli4y 0aiS¢U,4r;InS S!SlliCrtC 1Iu; 15iICy.1iI!gitiliiJi>;aSetnitfieN4iP41. Fort Pierce, FL 34946 U i bt02016A-1RootTrusses-Anthon Liembolll,P.P. Re ledartionclibisdnmment.inanylmm,is lobibittilwithouttbet4linen P7s 9 Y P t R, permissionomboIII, P.t. R AnthonyY Job Truss Truss Type Qty Ply 72328 HJ1 DIAGONAL HIP GIRDER 1 , 1 A0008739 Job Reference (optional) A7 Roof Trusses, Fort Pierce, fL 34946, designLa1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc, Mon May 21 09;49:40 2018 Page 1 ID:HSelToU9d7eaEKtzidgq 1 fV ME_-c431A4Py2zwC2p2tjlMwdtT3gsfgFyPS7TpRnt6zEKK9 2-9-15 , 5-2-5 9-10-1 2-9-15 5-2-5 4-7-12 — 4x6 = 5-2-5 9-10-1 5-2-5 4-7-12 Plate Offsets (X,Y)-- (2:0-7-15,0-1-151 LOADING (psf) SPACING- 2-M i CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.13 7-9 >920 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.13 6-7 >907 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.02 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 51 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 213/Mechanical 2 = 585/0-10-15 (min.0-1-8) 5 = 347/Mechanical Max Horz 2 = 255(LC 31) Max Uplift 4 = -137(LC 4) 2 = -562(LC 4) 5 = -370(LC 5) Max Grav 4 = 213(LC 1) 2 = 1268(LC 23) 5 = 990(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-2373f765, 3-10=-2309/766 BOT CHORD 2-12=-830/2256, 2-13=-832/2262, 13-14=-832/2262, 7-14=-832/2262, 7-15=-832/2262,15-16=-832/2262, 6-16=-832/2262 WEBS 3-7=-240/1028, 3-6=-2392/879 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 41562 lb uplift at joint 2 and 370 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Han' ger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 lb down and 183 lb up at 1-4-9, 134 lb down and 183 lb up at 1-4-9, 73 lb down and 48 lb up at 4-2-8, 73 lb down and 48 lb up at 4-2-8, and 143 lb down and 118 lb up at 7-0-7, and 143 lb down and 118 lb up at 7-0-7 on top chord, and 135 lb down and 108 lb up at 1-4-9,1135 lb down and 108 lb up at 1-4-9, 200 lb down'and 54 lb up at 4-2-8, 200 lb down and 54 lb up at 4-2-8, and 222 lb down and 103 lb up at 7-0-7, and 222 lb down and 103 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-96, 2-5=-14 Standard Concentrated Loads (lb) Vert: 8=212(F=106, B=106) 9=139(F=69, B=69) 11=-93(F=-47, B=-47) 14=3(F=1, B=1) 15=-62(F=731 , B=-31) r =+ r [R'!V_+5rtea tdtupFeneEus ezd rn1/5IfsftRu trot@.iqv ke.i�t .�� Muaaj•Nrou tzrre�i}rl+krf5t'A; tCgf ilUSS8tS1:.1'j,EE!fEt.6t lTtitStt0 R:P9XS,iKj9N, WIEI jd(K7 T+N,l;tDbtos,es'tw}l.11 Nlgl.E.ICtrtdsS3ee5ie tre lst. :FreSa!Lt.is<. sededtn tltT9D,l+Ij Plitt—W..Jim stAlijt tsdh,#t 10I51115°IR,dSlIn33 bti!¢!`Ajiatt511.t.,)jt(fC!/FI�j39tU;;5Sl Std td6jl:'�Itj'IStSSWIRtI�+ttt d'.j}Ydt5i15tY f1'j�'P.t1i1�It5ji8S�U1�N ie+laa, d55l�d Mf153IP11P.lI�IheM°i^,I �t1Ij.1t�EY(III�I. IIt It51t619ii3f!�S:IFSr�SG�tEi:lk!�Slh Anthony T. Tombo It-, P.E. udattdfdtlMill+¢jA,S�ji5t4tngtas"te';ojdut g+cc, 6t Ox+t�stnlliinit;+dt5tle tr..lsy t5i, r.It6t iE^f+;E(SIS IIL SEI Qited4ld lIXil Nlt�i!'Jttd+R5I11I I, TD30jj161119!''�1'A Itd RShtllgt AlSf T+tSf;n�e.ItjCixjiuj. Sht�t.IC;ti iFR�A'lt0; SI4117lAl RSjilSi;il'j 5{ 480083 ' eligvlljMdptfOdt}gt:u5. AlilikSftlMU9lIutlAW(t1GUStEfjfSlAIS��IItIGC3t93j9tNSCEtj147Ue:d:tAT;SG(�GtYNIjI(IkiSKlOtit'U+t(tlfXlitYdlri{PAL PjISS!AlStltfFi�itlISIY.`fSC9d'J�MSljolltf?5 i5i6tU:i5055CtllftJjtQ+UiII (ISN+SCILG';!C„W:US 4451 St. Lucie Blvd. mt.€tddrt1hofu1 oftdtralt."bltjejcntSfvil1tCASI'SSSNip ftlwIs101lit 110141esiplutartosssp't1%ittetlusWIN19.dttrilAL41„atsit is6tfitteit1M1. Fort Pierce, FL 34946 Upp6ghl02gldA-1Roof Trusses - Anthony 1.TomhuIII, Pf, Reprodu0ionofthisdorumtnt,intmn fmm,isplohibitedwilhoullhwlitleapamissionfrom AdRoof Trusses -AnthonyLTombeIII, P.E. Job Truss Truss Type Qty Ply 72h8 HJ7 Diagonal Hip Girder 11 1 A0008740 } Job Reference (optional) AT'Roof Trusses, Fort Pierce, FL 34946, design@altniss.com LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD . Structural wood sheathing directly applied or 4-0-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 214/Mechanical 2 = 578/0-10-15 (min. 0-1-8) 5 = 354/Mechanical Max Horz 2 = 304(LC 4) Max Uplift 4 = -146(LC 4) -2 = -472(LC 4) 5 = -183(LC 8) Max Grav 4 = 214(LC 1) ,2 = 1259(LC 23) 5 = 983(LC 22) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-2057/368, 3-10=-1981/360 BOT CHORD 2-12=-475/1913, 2-13=478/1922, 13-14=-478/1922, 7-14=-478/1922, 7-15=478/1922,15-16=-478/1922, 6-16=-478/1922 WEBS 3-7=-66/1035, 3-6=-2072/515 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49AI 2016 Page 1 ID: HSelToU9d7eaEKtzidgq 1 fyTW E_-4Hd7NQPapH33gzd3GOt9957EQGOT_QwbL7Y_IYzEKKB 5-1-9 9-10-1 CSI. i DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.95 Vert(LL) -0.10 7-9 >999 360 MT20 244/190 BC 0.60 Vert(CT) -0.11 6-7 >999 240 WB 0.91 Horz(CT) 0.02 5 n/a n/a 3!141It*E 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132rnph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp!C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL plate grip DOL=1.60 2) This trusts 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 4, 472 lb uplift at joint 2 and 183 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)123 lb down and 183 lb up at 1-4-9, 123 lb down and 183 lb up at 1-4-9, 75 lb down and 54 lb up at 4-2-8, 75 lb down and 54 lb up at 4-2-8, and 146 lb down and 128 lb up at 7-01 7, and 146 lb down and 128 lb up at 7-0-7 on top chord, and 132 lb down and 107 lb up at 1-4-9, 132 lb down and 107 lb up at 1-4-9, 200 lb down and 2jib up at 4-2-8, 200 lb down and 2 lb up at 4-2-8, and 222 lb down and 21 lb up at 7-0-7, and 222 lb down and 21 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate In6rease=1.25 Uniform Loads (plf) Vert: 1-4=1 96, 2-5=-14 Concentrated Loads (lb) Weight: 52 lb FT =10% Standard Vert: 8=212(F=106, B=106) 9=137(F=68, B=68) 11=-95(F=-48, B=-48),14=3(F=2, B=2) 15=-61 (F=-30 , B=-30) Rpaar •Frost hade�lE nttt. Ht't; t00f iIOSSL; S1.EN,! liiittro-veme tides sh!I le esedtark I[? n h sdil. Ls s l:nt es!atd IMs Iris ter ss1 p;!b !s:T rt;iuWoydlit Orate ' Ds loiltui 0ssitea nl Gdrafsr. tlitdtsst114nNto .04 rQar!u de rx! h, t [nhFl tirted.tseit.r:6'y tro'r: des qn (eppigEEd2016A-I Roof Trusses -ArtboayT.TombeIII, P.E. Kept Haitian ofthis dorumeat,in tIEtNStf0eDTs5tS CL'SIOY lNEtl,t[p0iVUD5YEn'fua Tenfiltoppsadus nite0 wits a oisrou Orlit hs.iel pp)o!MAs'MyT.Esah!1.11. leffult Skit We rse. winfN-ist ds!t! wlh i 0,uh Ey'veer{rs..ilecdry fnysssi;tte sedurar TDD n/e:tas�wtr =a'ns i'snst t� ?erg�esias ':hM!4t didra dos shin TrcsskiiM.3eMeds,u!oIN. Ite lesgsntruureen, 4a:vgat'ttas: rv—". m's t4luelrim u+:�eA='!sr Dt��arrit urte dot l�4rtt Rtdxa lwnl tx'�sq srh a,lnla, tit rlpaal �dtTTa a! s; Bell ned lit Tnn; ur n! tttJlnt. smeq nsnixseersd kcnisk07t ns «siasuiidt d rn es! gais5atdttttr:'tasGstased Sd4t Mera:sm(r6QwY:skih iF ta! St(t re rt:4sna! h! ita:d pilettt. P.11 !t!utsfie stsitss�til'es cJ Miss d 5eTrzn tengm,'trn Deuis 6geetr ssdinss Yndefutt,wlsss Eh toss oes!p E.Iim' Is t3! bt blHui oesiku.se?ass srsfia Ea:a,r0 ai WblO V o1Atluti Wit ut nMimi 4141. without The wlitleepetmissiae.[tam A4Roof Lusses AalhonyLTemboIII, P.E. Anthony T. Tornt-0 III, P.E. 80083 4451 St. Lucie Blvd. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply 72328 HJ9 ROOF SPECIAL GIRDER 1 1 A0008741 Job Reference (optional) A s Roar trusses, ron merce, FL 34946, eesign@arlruss.com Run: 8.12o s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49.42 201B Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ ZTBVamQCabBwl7CFgIPOiIYNXgLyjOCIanlXe_zEKK7 -2-9-15 4-0-2 7-7-2 2-9-15 4-0-2 3-7-0 x4 = 1.5x4 1' 3-10-11 3-6-10 0-0-6 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 0.99 Vert(LL) -0.13 5-8 >684 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.12 5-8 >762 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.01 4 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 37 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 2-4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 433/0-7-0 (min.0-1-8) 2 = 461/0-11-5 (min.0-1-8) Max Horz 2 = 253(LC 4) Max Uplift 4 = -412(LC 4) 2 = -478(LC 4) Max Grav 4 = 1001(LC 25) 2 = 995(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1203/242, 9-10=-1230/268, 10-1 1=-1 156/259, 3-11=-1080/227, 3-4=-714/347 BOT CHORD 2-12=-544/578, 2-13=-280/1090, 13-14=-280/1090, 5-14=-280/1090 WEBS 3-5=-356/1382 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 412 lb uplift at joint.4 and 478 lb uplift at joint 2. 5) This; truss has been designed for a moving concentrated load of 200.01b live located at all mid panels; and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 183 lb up at 1-4-9, 123 lb down and 183 lb up at 1-4-9, 75 lb down and 54 lb up at 4-2-8, and 92 lb down and 72 lb up at 4-2-8, and 145.Ib down and 135 lb up at 7-0-7 on top chord, and 132 lb down and 107 lb up at 1-4-9, 132lb down and 107 lb up at 1-4-9, 200 lb down and 55 lb up at 4-2-8, and 213 lb down and 67 lb up at 4-2-8, and 229 lb down and 97 lb up at '7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others: 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADICASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 4-6=-14 Concentrated Loads (lb) Vert: 5=-23(F=2, B=-25) 9=212(F=106, B=106) 11= 96(F) 13=137(F=68, B=68) 16= 37(F) Gady-11nseHxryHr rnirwt5e'd-I IOOF I11SSrS':H1LIrj 6E18r1IE1HS 8EOhtiIIOkS (1STONj xaH'J d(IHOPrti06dE Txa Rrhdldgt loevelen td reefedes et his Less Ots gt LsviyiRS; xi be Atrinyl. TarilDi, It Idxeae Sksllirlse ne. Udetsdhrviu dddnHe IOO,say MJTekotremq:fes sl9lhnelhr tie TOD lob-H. Is,Tsns Des1lthpnap.e,5le:utlT htlulr;,tls od ee nrlDO repestnsmxsepna 0ofphslloodlyextly nyndlilndh 6, dnipdtnesvl!eTress dspiaehe Ike TOO n1i,eder 141. The des'Ie nstvpitn: TodayaedIns, smdlirl Anthony T. Tombo III, P.E. .its e dlits Tnsslerul W62 is00mp"sikilar dlh B.'r,re O.vi &,Ld.pA or lie odldin Desilnt,atk sidedddvITLhs Rtmdits Told eftq reh.1 MI. Tie opmrti dike TOD of q bell ne dfieTnss. Todetinl iy,m:yt. irshlldirt nd Mia?sidESl Lv re!1as:3>':h rt s80083 I Rt tti'lmpOts xs tditvameTos,C:a]stelwlaMrlOD td lirpminsmdg+il9aesdsle lxlGy hepasd Briery Fri-adin{tdSf leNfsh9yT71M31fA tardxev!!x Ttenll pAste lFFl dSnsl: nsreniiades eted+n et3llnuWtilrx,T!ns7es:p hpxne4i Tnss gnlft:'xx; cress 4451 St. Lucie Blvd. dlx,do Kleekyehdmd epedertu erfNI lydl pats indtei ThTuu Usip IsTiner is IOTb1a'fa10ni13a,xTxs 510m Eymser of. .1 iU%ulry uttkras oleo dd4d 1,1111. Fort Pierce, St. Luca Blvd. 34946 (opyrigh102016A-IRoof hosses- And ony1.Tombo111,P.l. Repiedotlianofthis dorumeni,inaoyform,isprohibiledwithout Thu writlenpermission floor A -I Roof Trusses -AnthonyT.TomboIII, P.l. I Job Truss Truss Type Qty Ply A0008742 72328 J7 . JACK -OPEN 24 1 1 Job Reference (optional) Al Root I russes, tort Fierce, t-L SMttb, aesignLanruss.com 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:44 2018 Page 1 ID:HSelToU9d7eaEKtzidgq 1 fyTW E_-VsJG?SST6CReXRLey8RsnjdkgU4AB?r115nevtzEKK5 inn 6.00 12 i 2 Bi 8 3x6 = 3 4 ao a toA C6 Dead Load Defl. = 1/8 in 7-0-0 LOADING (psf) SPACING- 2-2-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.21 4-7 >402 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.33 4-7 >249 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 7.0 Code FBC2017ITP12014 MatdxiMP Weight: 25lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 6) This truss has been designed for a moving BOT CHORD 2x4 SP M 30 concentrated load of 200.01b live located at all mid BRACING- panels and at all panel points along the Bottom Chord, TOP RD nonconcurrent with any other live loads. oc s (4-7-8 max.) 7) Graphical puriin representation does not depict the (Switched from sheeted: Spacing > 2-0-0). size or the orientation of the pudin along the top and/or BOT CHORD bottom chord. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3 = 298/Mechanical 2 = 643/0-8-0 (min. 0-1-8) 4 = 88/Mechanical Max Horz 2 = 284(LC 12) Max Uplift 3 = -202(LC 12) 2 = -201(LC 12) 4 = -6(LC 12) ' Max Grav 3 = 298(LC 1) -2 = 643(LC 1) 4 = 270(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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 8s 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord andrany 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'202 lb uplift at joint 3, 201 lb uplift at joint 2 and 6 lb uplift at joint 4. LOAD CA Standard I It'wuey rinu tlongNy re!ie�Ih'Ad IOC;IIlSy6('S[llFPl6rr9lL IEffIS d(Dh.A00yf (DylOx; MR7 jp(rMCW�7:DfJfri hit, iwAy Nuq puraaen asl rzagadesn1>3spuss Dts!gn0¢ciap IrDG; u411e Arflwrp. feala@,ti.ldnexe 4»IA?oRese. Dd:ssdhMst adcpu8e1DD,.a plpr9u¢e9rp:&esslilitr¢ed6rOe pDDlaurdiL As Otis Dull, Gylrter?I.e.Spe[idry F,pcerr„tls ud ro¢pIDOrepresuts¢rmpm¢dtlr prd!ssind er{i¢rop rey¢dlllap'arllelK!yaeftee sapeprtst€ep:I:l¢Oe1DD odp;ealwppH.ltx€!s'gannuplun,6Mxpardtlus.sNdaap Anthony T. Tonibo 1I1, P.E. H'-I isfrtssSroop{dlpinisWitspuililgoff. 0nteOOmisaaVV4e?Av. rdliisyDesiyxr,®1lrorhddlalK,SaL:¢IIke Wkst:dreg[IIFu! MI. lit gpunldfit TDDWultelfw0Iinst,uJrtintslGg.saRpqushlidiro¢!G¢rsgsislie!r2rc<Ppyy:!:ha z80083 tMe?iYxpOesg^r:WQa:�MtFilu!essefwlzMelODr:ilnp!o0¢esa9pildnesrfn:eNtig(o¢pusnSdrplaomdiw7nrjprNnWlplRrlyy[A¢e:dve�7%�u¢!pAa�llrlhtinsl:rtsyeni5elies¢lb:SNt!LessDNpn,l:as9evpsGgsxalinsstlavhn!eyaiss 4451St.LueieBlvd. e1rMu IrtirdlpoG4ea1 rged r»s ir+mtiry Ipolprrtss I¢d¢i Ihehaz fxda rsphnr is lCI44 rziap Drs:psu, sums Spsha iayurer tmr e>:larsp. All rga:lk'os we os letael lalttl. Fort Pierce, FL '34946 (opyrighl0 2016 A -I loaf Tuisses-WhanyT. Tomholll, P.F. Refee dutlian olihis doromenl, in any fork is�psohihiled within the written permission fiom A-] Raof Trusses-AnthanyLTemho 111, P.I. Job Truss Truss Type Qty Ply 72328 J7B Jack -Open 10 A0008743 Job Reference (optional) rs I hoot I russes, Fori Pierce, FL 34946, aesign@aitruss.com Hun: 8.12u s Nov 12 2011 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09;49:45 2018 Page 1 ID:HSelToU9d7eaEKtzidgglyME_ z2teDoS5tWZV9awgVry5KxAytL7wS5BGIWBFtJzEKK4 -%0_-0 7-0-0 2-0-0 7-0-0 - z 4x4 =I N C? eh O M N Dead Load Deft. = 1/16 in LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC; 0.60 Vert(LL) 0.21 4-6 >398 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC' 0.76 Vert(CT) 0.19 4-6 >441 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 nia n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 31 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 247/Mechanical 2 = 594/0-8-0 (min. 0-1-8) 4 = 108/Mechanical Max Horz 2 = 219(LC 12) Max Uplift 3 = -158(LC 12) 2 = -360(LC 8) 4 = -142(LC 9) Max Grav 3 = 247(LC 1) 2 = 594(LC 1) 4 = 282(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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. i i 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 3, 360 lb uplift at joint 2 and 142 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 6etdq-rlertetlurgllrrarlewlhe'Ad IDCE IA55SrS{SE(LEAI6FAEIAt1FANT A (DAGNOASNS10X; dlll'j A(kACALD'aMEM' 6ss 104 dniptpar-Im nd Red Mal AItalian Des!psOraviyit[£� tri the Ae ktail leala iu, rF.idneste RnlM'PTns. Ddess ethnist dded entlPIDD,aPtp Nlitio¢tmrpeessh>ilresedfir Me UDfa Seadid. At DesyP hplRlt{Le,SpeAdty 6plre?y.tlanl it try TOO reprtnrtsauRpere Pl the pRL=sMRd Pcp!PRrhptesptdlilAfhnle dPska<dtle s:PylETnsskpidldntll IDDWIl oadn I-I.7te dnlpo nsmplum,bs2:PputnneR, stntl!Iry eti nedrbis TRssTertglsilditp it the2spn<.ikilfidYaeOriR, tEt D.uffilmraEi Ppeda0e 6eNieg Desiprror,atk rateddlhe lt:,d?;!(adtie Ntdlw'd'apnlP¢d 641. 71egpmltd1Ae10D aden AlN ese dMeTnst. adt6r�ladDag.sR;gP, bsblidin ad krtip sAdiE?taP RspnnD.slyd Anthony T. 1800 3 III, P.E. ' 80083 Meln!6+p 0efr;ePr4ftm:tao.A::nt'esR'w'slFelDD adln pr�aes®dp!d:6RfdtL•h!Ieig(orspelMSderylnstdln,RCf,'�TPNisltl4)I?IMSF[A PRrtIReuPdfn p<tenl p�idnR lFFl ktiRs'l:rnp¢^s:'s:aesnlQi!:sdlETnn lhtipter,ltRss Bn:pa(apnitrool rns'.6'mIt^ERr; mess QQS15t. Lucie Blvd. ttenfRdElitd t7o(nnKtl tpREd apah+aAig7dlpdeEs lathei%Tw Daslp Fapiner is NOT P`N10.p DnasR,RTrass SKU EaplRrdor hnlLap. All sayadadhros nemddatlilPbi. fort1St. Pierce, Blvd. Copptight02016A-Ihothussess-AnlbonyT.Tomlin111,P.I. Reprodudiondihisdomment,inanyform,isprobibiledwithout the writlenpermission from A-1hDiTresses-AnthonyLTomholll,P.E. I Job Truss Truss Type Qty Ply A0008744 72328 HC Jack -Open 1 1 ,- Job Reference (optional) A1-Roof Trusses, Fort Pierce, FL 34946, design@altruss.comRun: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49A5 2018 Page 1 ID: HSelToU9d7eaEKtzidggl fyTW E_-z2teDoS5tWZV9awgVry5KxA?ttKxwSSBGIWBRJzEKK4 7-0-0 , 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC ' 10.54 Vert(LL) 0.23 3-5 >366 360 TCDL 28.0 Lumber DOL 1.25 BC '0.83 Vert(CT) 0.21 3-5 >406 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 TIM n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP 2400F 2.0E BOT CHORD 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc puriins. BOT CHORD Rigid ceiling directly applied or 5-1-14 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 = 382/0-8-0 (min.0-1-8) 2 = 255/Mechanical 3 = 126/Mechanical Max Horz 1 = 179(LC 12) Max Uplift 1 = -215(LC 9) -2 = -162(LC 12) 3 = -146(LC 9) Max Grav 1 = 443(LC 25) .2 = 255(LC 1) 3 = 292(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; 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 td girder(s) for truss to truss connections. 5) Provide) mechanical connection (by others) of truss to bearing$Iate capable of withstanding 215 lb uplift at joint 1, 162 lb uplift at joint 2 and 146 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASES) Standard I i i N O N Dead Load Defl. = 1/16 in PLATES GRIP MT20 244/190 Weight: 28 Ib FT = 10% 6lydq nles! tluirgHgrl.!let�e•aa {oar nasss{•uuut r({:u(rt{as a (ar-�na4's osnnt a(vu° d(r{Ok'idElli !xc. rrAg 7lsip imoeten iirre!dedls u tNsLlss aesziariviy (IGi; rd IEe ldlugT. ills u, rE ldneae Nlsetfare esl. Udest dleniu drill ietltTga,rxg YJTe4tnle:rrtgkks shdikiulLrrk iaDla 4eldd lseLlsf Desip6yiatt{is,5ge7dtg 6pul:en: s:duotgloatlplretlsulmtta;edrleglal:ssUldeu'sel;IltrsiunigR/%rl!l llspt!Ite szreTnfskg�nleullli{DWg, rderRFl. lts ettip�nuagnlc.11d:ryuldnul, lltldliry Anthony T. Tomba III, P.E. C�ISl di115IR15tJt 11t{tI/'!i(f lil rt3gi!!I(1!Ilf dlk aYltl. nt a-tLlf il'9Tdi ll; tie letfilg alsigur,uoetxhddly lK, lbli. Wtl!z 80093 f IFa{.Ifagaes�SmlM(tcnnnl�. e!!rstrsselwlh!EelilalNlilgrAnesmSpie!WlShchNt!keg(e¢g;atnShct{h mtl�n Rgdllseedkyi?Iwlf{glordN-xW:ng<ure!r du>,II�Ielroilen!Fem:4Jsest�9613u!!heT1llSatiiglPr,TlLnSglfrlF➢{liltfC9rlrill MdP!!!&'1ll,RA1S 4451 St. Lucie Blvd. fklrrlse ldirll{pa(ea:cd igreEd c}ie6vriliq lg digM:n llrz?lei TheTn!s G!!Iga Elpieev i!{aT 6a!1ag CesyvyrtT:ils Sytlla Fsgi!llyday9li19ag. All lco-u4tNas wo Itelli (L Fort Pierre, FL 34946 Copyright 02016AdAoofTrusses -Anthony LTomboIII, p.E. teprodoltianofthisdocument, inanyforan, sprohihAedwithoutthe written permissionfmmA-igoof Trusses -Anthonyl.Tomholll,p.E. Job Truss Truss Type Qty Ply 72328 A Jack -Closed) 8 1 A0008745 Job Reference (optional) Al moot Trusses, Tort Fierce, FL 34946, designLaltruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09;49:46 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= REROQ8TjephLmkV13ZTKs8jEOHm3fraKVPGlzllnzEKK3 U-0 i 4-7-8 9-0-0 0 4-7-8 4-4-8 1.5x4 11 4x4 6x6 = 9-0-0 LOADING (psf) SPACING- 2-0-0 CSIi DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC i 0.30 Veit(LL) -0.29 5-8 >362 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC, 0.39 Vert(CT) -0.35 5-8 '>306 240 BCLL 0.0 ' Rep Stress Incr YES WBI 0.31 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017[TP12014 Matrix -AS Weight: 45 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 693/0-8-0 (min. 0-1-8) 5 = 467/Mechanical Max Horz 2 = 322(LC 12) Max Uplift 2 = -210(LC 12) 5 = -252(LC 12) Max Grav 2 = 693(LC 1) 5 = 498(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-592/296,4-5=-185/252 BOT CHORD 2-9=-642/593, 5-9=642/593 WEBS 3-5=-668/722 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; H=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C,for.members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate, grip DOL=1.60 2) This truss has been designed fora 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 210 lb uplift at joint 2 and 252 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom,Chord, nonconcurrent with any other live loads. 7) This buss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and f%" gypsum sheetrock be applied directly to the bottom chord. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIITPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Ktia'sl %tnservtceti!t tglt"Ht'i; IeJrTIUSSFS i SE(Ur;, SEbEts(1FIMS { SDabldt$pS (U TGM(tUsfl'}k(1(d6ASEDEs,4T (N®, lob,hvior tMm tit tot Ulu ittMSTntt Mitt Naiel,IDD]W (It Imf I.Tf@b0 D!,t.E, rdt{n(f 5•tttl ititfe a{t. W.tsse!no..M suldfottt TDD, adt MITl1 L^Ltt'.fieililll Sh!INttMhilYl(t lttt f@�L it$lot, zip J'thmill SMt,S.Mb;V"s.h, I'd Hoy t. nrtmt"W mpt tt R!Att'itttt�3':fAli7twkt ttt485t9_hltl �'e�Sitt fl Mf3ti E@35 (ttl:it169 AtT ittl/, pdMIrVI. (It It51t6 tSiP3jr�d; ItJ.(@t tiN.fiWl, 3ithSDlrr Anthony T. Tombo Iti, P.E. ednlf.ttis Trtss fit my ttm,.xTtdfit ow,rt antisfthosd flretfr$t6".�q Dtup,,,hit, "W 6lN 1148t acedtE 11ltClut mltmllBL W41,nfldGeIN id of bddnto its Tms,htk>,tWj. dw�r file'ixidimi situ n At nstnsidNei s80083 ' @I islTltr:tlgw ml Gdmnr. iDNlil f@MO'JITDt idCEtttCwI tlrlW... sdkl#tCICiDfAItlS..1'IL(tt"(riLAtJS0i1 ir111WRa o,ldtt-1fir itu'd pih,.T4140m,it, fil.,itl �ftnd14.Ohlr-titupe;4.lttiji(ltitttt Introt{MSIfIiG¢tt,0$ttt 4451 St. Lucie Blvd. 111"af dtrar(g t(ndrtetttd ttititn tipdy@sin hnhd.ltniss Dnip Ttshn'01T fit 14tal Drs4mr.Tim Salta(tthltidmh0ty, t9tttibiii+I h:wt @t ft dtfitd it TFFI. - i - - Fort Pierce, FL 34946 (opyrigbt;1 20160Roof Trusses -AntbonyI.TombelO,1`1 Riptadurtionofthis dnrum 1,inany form, dptobibitedwiloulibew{iirenpermission(rautA-1Roof Trusses - Anthony I.Tambo111,1`1 Job Truss Truss Type Qty Ply A0008746 72328 T01 Roof Special 1 1 •�• � Job Reference o tional Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49.47 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_ vR_OeUULP7pCOu4DdG_ZPMFNxh8KOLxUk3?IWCzEKK2 -3- 2-8-0 4-2-15 3- 2-4-8 1-6-15 6.00 12 a 6x6 11 3x4 = 2 1 ds eV r,I 3x4 = d (V 7 8 4 .6 3x4 3- 3- 2-8-0 2 4-8 4-2-15 1-6-15 LOADING (psf) SPACING- 2-0-0 CSL DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.44 Vert(LL) -0.05 4-5 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.07 4-5 >721 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.03 4 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix1MR Weight: 16lb FT= 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 175/Mechanical 4 = 47/Mechanical 7 = 190/0-3-0 (min. 0-1-8) Max Horz 7 = 58(LC 9) Max Uplift -3 = -104(LC 12) 4 = -2(LC 12) 7 = -58(LC 12) Max Grav .3 = 175(LC 1), 4 = 238(LC 25) 7 = 306(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-189/325 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on Ithe 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 tol girder(s) for truss to truss connections. 6) Bearing lat joint(s) 7 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Providelmechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 2 lb uplift at joint 4 and 58 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcur ent with any other live loads. LOAD 6uury�rinuhtrrrrllTmitsr lSe'A-II/OF RJSStS �SEUEP,16EAil2t(ltNSdf(�F".d11C5S (9STUMj 6GtH';S.(YIC61(cSNFNi Ixz. ic�f(kup iandtrs nl«ed n9ts aeflisliss Dn�t 7tr.iy lR4;ueR+lnlu(I.Ttcf>u4t.Eldseae k°lltdaene. Odess glenise tltfdretleT➢D,un'T 1LTrktwtemrFYessldlMnMhrthT��telerddAsrTrrssDezgvhCraw(Le.SFe:irlgFr6nz,tiessdrroTROnFresralsreuse;tm;edlSrpdessindeaE�te�rresprsllilaFStoelrs�(st{heseTmslsF�atlretieNDadF,r.Meritll.7&t!spnuoNird.Ird:eTtorhAxs,srilolilry Anthony T.TomboIII, P.E. rdrnrl61'TntllIlere er'"161141I{SI.Allaydthl) Yr1r.l!!I)ir➢tlf1.9T[lEpdYIT, lEllligUesirrer,®NamrldlLl!(,i,WalterI.iblaFrdi,.1Mt. TletfTfrr6ldtltTODo'luYNIflitdhtTwu'ddgL-4try.M."I"Iuhuaff'..0knigAiRii0,rn!pJ9lv:f)'It a0083 ' ans;;Ik'Its"!"ileift.III hSOW ItthToo 1ATin padas.4jdlAwdthtnleiy(e¢Fa:tlIn ISIUim,tivtadk,pmlplliiiNeeflulenrpnlamrs R106!asrn?Tlr�eSi ssptr,Tn{sNipEip-mTTn3SYlMtntl;gRSi 4451St.8l- le Blvd. dle�iu ldirrllTebbrtd reed rprhmlirylT dlFmn hreLeS ReTnn Cana Eryi¢erls N01 L4IuAuF uesiFarr,rtTn�es Sp!ta iyiteerd®(M15>l. 9itry tiaak;onremddeeinRFl. Fort Pierre,FL 34946 repyrighf02A16A-IioafTmsses-AmhonyLTombo111,P-t. Repmdudionolibisdommenf,inany form, isprohihhedw0hnutthewtilleopermissionfrom A-IRoofTmsses-AnthonyLTomhoITT, P.E. �. Job Truss Truss Type I Qty Ply 72328 V03 Valley 1 1 A0008747 Job Reference (optional) mimuui"ubbub,ruiLrierEx-,rL34uq6,design@aiiruss.com Run: ts.12u s Nov 1z 2u1 t Print: 6.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 0q:49:47 2018 Page 1 ID:HSelToU9d7eaEKtzidgq 1 fyTW E_-vR_OeUULP7pCOu4DdG_ZPM FTohBnOLbUk371VtCzEKK2 2-2-12 2-2-12 i c 0 2x4 5.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.10 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 7.0 Code FBC2017/TP12014 Matrix-P Weight:, 6 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 81/2-2-2 (min. 0-1-8) 2 = 71/2-2-2 (min.0-1-8) 3 = 10/2-2-2.(min. 0-1-8) Max Horz 1 = 39(LC 12) Max Uplift 1 = -24(LC 12) 2 = -46(LC 12) Max Grave 1 = 252(LC 24) 2 = 71(LC 1) 3 = 21O(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; 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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with_anyother live loads. 4) * This truss has been designed. for a live load of 2O,Opsf on the,bottom chord in all areas wherea 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/fPI 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 24 lb uplift at joint 1 and 46 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. i LOAD CASE(S) Standard i irseay-flrop h,+rsl*Fselo At*11 legiTICSSIVsfu ... e:Sflli iNSE Mfiiri sa'TC9[*1K1*,t(1t6pUfi;V.SI'f&u%. Truttlts!Ppstattwteti stadashs tetpitTmsgeslpt[:rsiefOpptpl4!!t'�it T. TifH!1e,r,E. iFiNtetF S�FFF Il78fF lS:. Ctu17S0::dhiSFfMFE�RtTLO, 3tlj fliTet'sanr!a!platesskne,esedta!§,li?hletdii, Aso inssMs:yn Foaiues(r insn'!rt+ysFaS sae Sid to my69itrew,a-11iteaderksipdra rhph Tms iglalwseTC"fir'Wat&Liloeupfistep-im,!"Ibi medUl. seisf:Ens Anthony T. Tomb-o 111, P.E. slatFlSis Trsshrapta..ya tin poikspdtlt Crx:,ht Oattisolin3tieteetu46r#sq Lkspx,hht ssCe>jF!es iiLdelSittdt'�tad lrifleg swt mlitN. Ae eppnnl e!dei:Sat mTfiddue Ft dsTms nsk'.y 5at1a1.sMeit.a;zeemmt baseg s4ell l: tStretlAsuiind 480083 ' At ttalhj G�siper at. rhxae l9evess itAn'SeT-°:Fd'stpeeun td rzt �tsr a+sa>t«!fxT QsAaeuSAetf ldtra:�¢:!!ltai"_saNtr7fletl SEiA en rCxetstlYputrd seittxe.Rllleu>;sfae!e;pumt::es solldits et'zt IIsrs 2tsxas,'Ftrs GeulaTttrceu at?nss NmAtGzer,w:.Ks tiltFriu dFlwtfTrTtsgxf tgetlryttit.i hgkyeiyeFiits ionhet. Mine Cetip fgstu is Or fit 1411.1 lhsipter• 16 Spies Ttl awduT billny 19 upigiiullatasctntFTcee!itltrl. 4451 St, Lucie Blvd, �' Copyright 2616 A.1 Roof Trusses -Anthony Oombo llij.f. Repiodurfion of this document, in any lorm,ies prohibited without the written pmmissian Item Ad Roof Trusses- Anthony T. Tombo III, P.E. Fort Pierce, F1 34946 Job Truss Truss Type Qty Ply A0008748 72328 VO4A Valley 1 1il Job Reference (optional) AYK00T I cusses, t-ort I-lerce, M s4a4o, eeslgnLa itruss.com 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:48 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= NdYmrgVz9Rx302fPA_VoxZoYF5UG7ogdyjls2ezEKK1 2 6.00 12 T rii fi J � i i 81 ._..................._.__._—_—___.__._._.__..........., � i p O 4 3 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 0.40 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1'.25 BC 0.27 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 7.0 Code FBC2017/TPI2014 Matrix-P Weight: 12 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS. (lb/size) i 1 = 185/3-11-8 (min.0-1-8) 2 = 162/3-11-8 (min. 0-1-8) 3 = 24/3-11-8 (min.0-1-8) Max Horz 1 = 105(LC 12) Max Uplift 1 = -47(LC 12) 2 = -114(LC 12) . Max Grav 1 = 318(LC 24) 2 = 162(LC 1) 3 = 224(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom .chord live load nonconcurrent with.any other live loads. 4) `'This truss has been designed for a live load of 20.0psf on the..bottom chord in all areas where:a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 5) Bearing'afjoint(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 47 lb uplift at joint 1 and 1114 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CA' Standard Ypn R;asi;tees{iljt!fit�twt'1; 4Ji T1U§SESi'4R ,i'6. TiELillEtlditf9dOlUN1 9N kU'FI`; dE�5P71[031 5r4ra itn', ltrpp oeffs esi real MISS" INS 'nu OtIS41 h-itpO leslaaLUT T.t9aM If,P.E. rshruere Sdtil Woe i,.:GASSA K'AiR SREtE@:M1t1t�P,alr 9R<ISit^a±adialalluisti5s5@Arrt dhrffi`iFtLt9tdiiiiat. Anthony T. TOTLO IE:, P. E., P"—ptuWqekkw,htOwsvlaldgW.,tW44mup%,hH't r80083 t9114fal Qtflra! ad (9ttSA:lif. Aho"'N M47l sea ad ttt I'vvxtftii r V.'et, 0ild Wtq(6raiN E!iRf ILiPR:2'.@ E� �{!ly. iN PN SEil M ie€er m!1,1—:1l,iivtt. l?F{li!Pvi ht it;p!sdd; isaailamd5e t:t!s lt•,: ,:ns!6iuta Ey:ata ad au NuP(vCxer, @iiSf 4451 St. Lucie Blvd. t!etn:slldhri iye[i9ha tiuttd rpeah gtll':`Min mddi ittIms NsirEgw 19 907.6t 1041 D'silktP,e'7(R2S*siea Ev fitmtlalitilflr,LH tar hiiaifi:m: at isdefiete it7PF1. FOt: Pierce, FL 34946 (opytighlw'2➢16"Real Trusses -Anthony LlamheIII, Pf. Rept tim lunntihisdoomoI,inanylosm,ispmhibitadwilhoulihewritlenpeimisikeItem Ad Roof Trusses •Anthanyl.TombaIII, P.E. Job Truss Truss Type Qty Ply 72328 V05 Valley 1 1 A0008749 Job Reference (optional) n i Rua 11—bUb, rua L nerax, rL 09a40, OestynLa rrruss.cwm r-un: MIZU s NOV 1Z ZU1 I t-nnu tLIZU S NOV, 1Z ZU1 r MI I eK Industries, Inc. Mon May 21 09:49:49 2018 Page 1 ID:HSelToU9d7eaEKtzidgglyME= rp6829Wbwk3wdCEbkhl l UnKjOVg2sP4mBNUPry4zEKK0 v a 0 4-7-8 2 4 3 2x4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.44 Vert(LL) n/a - n/a 999 ' MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.30 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-P Weight: 16 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 200/4-6-15 (min. 0-1-8) 3 = 200/4-6-15 (min.0-1-8) Max Horz 1 = 95(LC 12) Max Uplift 1 = -60(LC 12) 3 = -99(LC 12) Max Grav 1 = 0 328(LC 24) 3 = 328(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-206/269 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed, fora 10.0. psf bottom chord live load 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 60 lb uplift at joint 1 and 99 lb uplift at joint 3. 6) This (truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncon'current with any other live loads. LOAD CASE(S) Standard kna�f �Pw.e>iararfVi itrtt.lte'kr 9filCSSE4[f�f#tp:TS[tal iiiktii GXDT"JNS[CitCN!6U'Ei"d[Y3iJV1i0f.�[SI"f:ta loth&;itapsametFs oatindvrias«tkis llrss[«slSa Crritp{;DP;extsa!1&'Waff.Taa3a lfi,r. ltietta«Sitttitiert as!. 2r?t?sw�.*ist stu4dta3eiD,321,. Niietlmaeatarridu dt,i h ,tditi N TO h Tttdii.Asittim[afaleer{i.e 4pemh Ea}aed). At I'd etnor rit urran, 0_« a«a?h rdnsiFedtafaatrh7«sFamsl: hhr 6, t;silt at!a? 011f i«ss kiontol Ina tir,xr}ffIll I. itsyansFap"xas,!rvTvt st;:�atFs: sah^ah vad aseefhii l«ss iar �78'+#nf i142n:ftas a;in;dht [tisa!,rtr Tl a9 srfi!rlrtttF212r eExd:fCtd[a.hYttr �e!`tk?il,lit ir{«liF laaal eriiiitf:al2mfif6l. Tf!r9Fstal a!;E!t?C at fatU ntdtkt inss;Wk.;asiihf, stmr�r, �asw"aiteaal9raFuf s4d11!al resiaxsi6iln o' Anthony T. 80083TombIII, P.E. ''4ilrit;ofMliftFfatirathAlF(.:Q9ihlflMn'«T'•";ma.'tilt«CU12atf41L.!«id!t3rnt,rrarA,:iNtusdFhidas&a'As(ia(tHiaftdi;fi2RtSriAP3tid.Yt1(f(ibitFN:d[FldYti.Ttdlddaafi521Fiy»sn;CS:«Wid lofMiitfifrFS�MEef«i3r43 ia}i«U39t!«S1IiI0!faCRtt,Md!]f 8L.d. • a6kre,itehiedha[eat«;tep!etFprGFlnuftpt::[a?Iitsiz.eFat i4ehissGssgtFy+tt.i!i9iherdtdbrPesifeaee lnsSisieafgiatuetaa[42diic}t:IryihLaiftra;?aatsiafitFtia?fFS. 4451erce,FL 349BlI. For' Pierce, FL 34446 [opyriybiV20i6A-iReel Trusses Ambnyl,tombaIII, P.E. RepfoduhaonalThis darvoint,ir, any [aim, is pichibited without The wiflen Fiumisiiao from A I Roof busses -Anthony 1. Tombs III, P1 Job Truss Truss Type Qty Ply A0008750 72328 V06 Valley 1 1 Job Reference o tional Al Koor t russes, t-ort Tierce, rL i4u4b, oeslgnLaiiruss.cwm v 0 0 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:49 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE_-rp6829Wbwk3wdCEbkh11 UnKIGVrCsDBmBNUPa4zEKK0 7 7-8-0 6.00 12 1.5x4 11 2 Tl,�-' 0 1.5x4 II 3 2x4 i 6 5 7 4 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES - WB 0.19 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-P Weight: 30 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, except end verticals. BOT'CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 151/77-8 (min.0-1-8) 4 = 133/7-7-8 (min.0-1-8) 5 = 474/7-7-8 (min.0-1-8) Max Horz 1 = 214(LC 12) Max Uplift 4 = -72(LC 12) 5 =-255(LC 12) Max Grav 1 = 296(LC 25) 4 = 285(LC 27) .5 = 501(LC 26) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-387/192 WEBS 2-5=480/623 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous Bottom chord bearing. 3) This truss has been designed fora 10:O.,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 16-0 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 72 lb uplift at joint 4 and 255 lb uplift at joint 5. 6) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CAS Standard RtiaaE•Pirout El?(rHy P.e'1;lQDTTIUSSES{'41.Et^,fri5H1E TEftSiisCADT.CMS(t?iECM;'tNEI":(Cf7NtfDi.'"'r.57'R?f.?nd,.luipyraaeta;"If"! ROSS n INS Tnsi Deip tre.iag DDiesi.+!'lk:krap T.Inh1111LUh*twNO16mers<:yeae?se^+istsx.K�de T;D,atl! wTtk �Dlafrue:eafNxTc"eksftteTh ermroyneerr,sn rEnp:t s�f,tae�afrDrtnec�xi :rbua r�cr�:e n afr��a! Tit�a=;ver� lltrrmflyWta��T�eap,eeiHttFs.n:lsnetceer�t.�re3tn�f: a;ay AnthonyT.Tonsbo111,P.E. stictfElGS IRIS lasON Dwar.,he 0rans84vinlosul ktauEtdAIIYLdf Kud?Et Iml odrup:alt tAIII.LNOnRVal nEbIAttaep IQefa Of IRIS, WhIza'.mt4l.l'$Wq?us%::tee fedSmN sill it re;esNrsiiit�d n8Q083 -hS tell IS863fl�ef itd TPEh4iN, �SlliikS f110f11f 7t TT� Ebd �t p'eCYt1 F!!:=�Efi [af}}Lf:iary SbSliltti SAE}f MOSfif"CO:$DeNti4Ndlr jFE ti{SKI Ct?ttitnct! yrree?tl pi! nt. T3I1 az!.as At?egefsr.�LasaEanits ll'At rms Dt?tt,s:?nss 6tst feluee N/ finis NadaCrrc,�tSf Zt eittn (lP!+Nl,+f(fPN lep!Nyaf>:? skpec`pchesatEd Doss Odra lq is Sol lit rdlanrDesgetrxT'tsssnktsEfr.Nrdmkalbtq,A"rgaabzdts�atwtnittrcdifitr3. 4451 PieSt.rce, , FL3 94 Fort Please, FL 34946 (opyriliN C 2016A-I Root Irasses ArtbanyL.TomboIII, P.E, Repltdumanaltbisdnmment,Enany term, isPlubillitedWithout hewtirtenpesmissionItem AIRealLesses dnlhaayT.TemDnIII,P.E. Job Truss Truss Type I Qty Ply 72328 V08 Valley 1 1 A0008751 Job Reference (optional) r, i muui I {usses, run r{erce, rL 34ti4u, design @vai(russ.(wm r(un: a,1ZU s NOV 1Z ZU1 f F rant: 6.120 S NOV 12 2U17 MITek Industries, Inc. Mon May 21 0Q:49:50 2018 Page 1 ID:HSelToU9d7eaEKtzidgglfyTWE= KOgXGVWEh2BnFMpolPYG1_tx8uBjbgrwQl Ey8XzEKK? 7-0-5 7-0-5 1.5x4 II - 3 2.4 i 6 5 7 4 1.5x4 11 1.5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 TCDL 28.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 4) * This truss has been designed for a live load of 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 BRACOTHERS 2x4 SP No.3 bottom chord and any other members. 5) Provide mechanical connection (by others) of truss TOPCHORD Structural to bearing plate capable of withstanding 72 lb uplift at wood sheathing directly applied or 6-0-0 oc joint 4 and 210 lb uplift at joint 5. purlins, except end verticals. i r 6) Thisi truss has been designed for a moving BOT CHORD conce trated load of 200.01b live located at all mid Rigid ceiling directly applied or 10-0-0 oc bracing. panelsand at all panel points along the Bottom Chord, MITek recommends that Stabilizers and required nonconcurrent with any other live loads. cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide: LOAD'CASE(S) REACTIONS. (lb/size) Standard 1 = 104/6-11-12 (min.0-1-8) 4 = 146/6-11-12 (min. 0-1-8) 5 = 424/6-11-12 (min. 0-1-8) Max Horz 1 = 159(LC 12) Max Uplift 4 = -72(LC 12) 5 =-210(LC 12) Max Grav 1 = 266(LC 25) 4 = 293(LC 27) 5 = 470(LC 26) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-300/146 WEBS 2-5=-422/535 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C'-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions_ shown; Lumber DOL=1.60 plate grip DOL-1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a.10.0 psf,bottom chord live load nonconcurrentwith.anyoth.er live loads. PLATES GRIP MT20 2441190 Weight: 25 lb FT = 10% 1 ta8la��flesRitmtc'pl!pff81{yttt �t lUFt1U�SR[SRi ry, SENE1AC iFfkit(DlDT3tlS(D$TGYa 1NFl jltrdOtlED�RrlT&ra telfZ!dtt'pA�t4t#SSt:/ttt�Hitttttlaiita{{DtSIi1 D'8ne#�,DD;fl�F+?DY-.[?])T.r3'�9t li',fj.IGt(ttt!$1ttSltleltas!..�ni`.t5i@'�H'xi5tf21tGOR YePT'"rD. Nlr. N1ltttarttr tttliS stP1Ft48'.td}4T1s ID httY�id<159T'852.Ms�W:tpllltl(I2,SH(TERpYNf,7$t2lFIlE6r rDD if�tSbE2�3:ttrhtt!1):t�eitSi�B':4A�hSH�(tSFi9531i'Arfer �i+dstya d!i!sitylt host l:piReilta°�uT:9 etlr, teaxliFf.titlesipa tssvap'roas :wtmp;%ESas ±e!e$�titr Anthony T. Tombo lIi P,E. ttd seKlNslnssitrogd�_A�pi3;yrupts;-!°ldtflStDr*.t±,rseget{{stdlcutt!>Better!BzEda3lk;i,ieYttitat{nrdtktli!,FEtRtadvtluslexili3a3:efitauftr6l,Tgttypro»Ist+:lt9t�t�tfitldt±tAtktirus,iwroiagasailur,siatae,a!iPkai4•tu>ptShcltnt;tspsssiFil^;d m 80083 t fit dtfuj Dniytersd.'Wou.".%sowAn,TD'ul'FtcsntsdtsdtlichtdMs[r:`:C,gCavtatetSdtp hrtraca{{t;3llpitisttd t. iFi rao SNA st;titrtut{rdt!etrfi y®dttel. Ppl dtSms tatlFiyisslttr"kitaadmNs>r tr!fit DEI C�tfeit Nvp rtyiete{ etd ou NsttteGrefeaitss 4451 St. Lucie 9lvd. !film" gttd gatstsalt? C F:;its et{It8 itt List Dtsge E",is 45l tit I'Uty Dnilm,p='tzst Spdet{Et; nar sitar twtfiy,l:=tgD!Pwti lt;as at tsiebteduidKl. For Pierce, FL 34946 Capyngfit�w2RIbA-1Roalimsses ArdanyLtombeIII,PE. ReptoduriianofWsdasum!at:inany Inm,isptabibitedwlbounAewtmenpetmissioaGemA-IRoa1basses - Anibal tlembe10,P.F. Job Truss Truss Type Qty Ply A0008752 72328 VM02 Valley 1 1 a Job Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com v a 0 LOADING(psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 7.0 Code FBC2017/TPI2014 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 = 75/1-11-8 (min.0-1-8) 2 = 66/1-11-8 (min.0-1-8) 3 = 10/1-11-8 (min.0-1-8) Max Horz 1 = 43(LC 12) Max Uplift 1 = -19(LC 12) 2 = -46(LC 12) Max Grav 1 = 248(LC 24) 2 = 66(LC 1) 3 = 21 O(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. I% Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where,a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Mon May 21 09:49:50 2018 Page 1 ID:HSelToU9d7eaEKtzidggifVME_-KOgXGVWEh2BnFMpoIPYG1_t 7uDcbiKwQlEy6XzEKK7 2-0-0 6.00 12 2x4 CSI. j DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 . BC 0.09 Vert(CT) n/a - n/a 999 WB 0.00 Horz(CT) -0.00 2 n/a n/a i 5) Bearing ;at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1 and 46 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSVTPI i. The building designer shall verify that this parameterflits with the intended use of this component. I i LOAD CASE(S) Standard I Weight: 5 lb FT = 10% tlmE:f •Rns¢t3aw}i!p resk. rid'Ai ICo£11DSSES{SSi:t?; 4'¢EUt IFdMS t iGeDdrUds CLACfl;"UP.EI j1;R7d'1EDSk31" lera. Pxd•lt::arreaens ui rM Edts ¢rttit toss Desy¢ krcisp{DPted 4 ec'¢mp E.6air ils,1,E. rriena! Sletihfirt as!. CE'e:so-�rxist s'Celte ht iDD,!!h WTettmnder pd ss¢e:l'"'II-IVhI, ymi 1,.I s0,ups Eaf-,ia„sl!id.Trertt ht"dw.11611 p;ester.11-04!I-ens:sas!W.ffm3r!spv;oly1.thhsipOn gqh Tms 3fie'dw415!dr, eEda 141. rr: lesir!nusy`�s!WSflp3N.�lE!�: :an Anthony T. Tombo 117., P.E. ¢tdE¢edtds lnss4t erM?igi¢t'rrttyielfiagdlit ow, ht orE!is"nuedgtd.rlel dq:uf. -,Nht tr!dtifit 114*1[gad at 11,11WM3W?Ofirld.1"npoll ft IN!.4 et fulfsndfit inss;itliy indlhr.sWftnzloaavdl,.aiy sl:0>s ae:nr>ssnd'rd 480083 ' tittxD7gD:sigtradtsElrEto. f0edesin!dos!TE!edt}zrnctteseelgs:ds!rttsdMEs!6�csafnedsdOlMttarsa(xsilryil:si!dl.TElndst(1at;tfereme!!sdme!draiiatte: Ir41!!!ttsti!te;yasniL:nradl.uesd3tTttssDenwi:,ttnsDenl¢E!raettadinstYndtGrtr,!elns 4451 St. Lucie Blvd. anerc!'d/trnedhdt¢h!ep!ed ryas iEaiSy iy r.; lades i¢nLd.ililesq Dtsir¢FwS;.rzsi is l4E ht rei!dhl De9ptt.a8n'slnhm EgiEscef!xp hilCt}11 upa¢u,d lumsae ndtfi!et iElfll. Fort Pierce, FL 34946 (epprilbiV2014A-1Roof Trusses-AnlbooyLTembe111,R.L Reisidanionch his domment, in pay imm, is I pichibiltil wfiboui Ike wince permission item A-1 Roof Trusses - Anihmay L Tombo III, U. Job Truss Truss Type Qty Ply 72328 VM04 Valley 1 1 A0008753 Job Reference (optional) wavu, ucoiyrrL,a 1 U ubb.0 l I I Run; ci. izO s Nov iz 26 i i Print: mizu s Nov iz zu1 t M{ 1 eK Inclustnes, Inc. Mon May 21 0 :49:51 2018 Page 1 ID: HSelToU9d7eaEKtzidgq l fyTW E_-oCEvTrXsSMJetVO_s63VZCQ6dl 8K9a3fhzwfzzEKK 2-10-8 4 0 0 2-10-8 v 9 0 1 2x4 2 3 3x3 11 5 4 2x4 11 LOADING (psf) SPACING- 2-0-0 C$L DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1,25 TC 0.20 Vert(LL) n/a - n/a 999 TCDL 28.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS - 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 173/3-11-8 (min.0-1-8) 4 = 173/3-11-8 (min.0-1-8) Max Horz 1 = 71(LC 12) Max Uplift 1 = -53(LC 12) 4 = -64(LC 9) Max Grav 1 = 310(LC 28) 4 = 310(LC 29) 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=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous, bottom.chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 1 and 64 lb uplift at joint 4. 8) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 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. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 13 lb FT = 10% I S1aai-r."fi.V0risk.tit •11101liussisrsat(r"-SEU1 Hmt ECND!fi9hS(@SiCY;tgsfl"REra7YUPk[SrSra Terri?att'Iixesetus oka reiaula re flit?errs [xtyv fri iry(Ip@)ed Ae"ori I.laaie a',P.E. idaeaifteei{dne Psi. GI'estb.'4sxise ssdeaea Poi ID@, ml? glTeleaeiehr sides dell le etedMta?1G hki}diA kalipts @etiw Eriueer{ie sper�:gEa�mrzil Re ltdmeaY riityeieaimvus?hiud�i±r;atess'�,?n3neingrn?:a;:e:5yhs ht�siyi dill shpi,rm:Iaitlaedn3tTC@eii?,rzdir nFi,ikailfgcnus�am, im7o{Im�'SisI:Ie3�::Nn o I[I Anthony T. Tomb, P.E. itdaetiAis hilt la m?6mdri isbmpsr'ty dfit ow, ht Ortee ai@mrd rpderlWAIiinwpm,irfit 1mr.tititlit. dr lK Cate last iritfaa reds all Tfld. liiisNonla;EiT@@ W oifieia eud tit Tits; mda+;+ hs hi,oarp. msxCeveeed bmsai till fi ni tnpishiLs 0.+Tomb ' ml ridrOJ t:ftillf Aa (edlY.iil. a@1;if5 slltdatli TG@ltdllej+eL'4tl tla( C.ltil lalSftX.(Ca (69{LimSdNf kitRFtea r1>tSeRa{r intla Si(iWi efNtiM iXiKY:d iil{(biR 80083 ME ai-11"[upiaiENS ME 44H Obt T..1 tw.rm, h"IDtvp 50-i;a Rll Wldidi'm,Pliill g451 St. Lucie Blvd. edir•'st Oifsei I?iGlaat ipetagiaun kp Ri ivfiis is+eLet. Ili Tam Milli it%N ht 161141 Getipm,a?fmI Snseq Eii:xr,du?txaAy, ld uiihtuiali;al at rlEefimd it i&f. (e tih1C,2016A-iRoofitusses-.iomheffl,P,t, Rsloductioaofihisdomnitot,inanyformlis sahibitedWithoutihewitieo eimissioefromAdRoolhusses-Antholl LTomhoIII, P.L Fort Pierce, FL 34946 PY 9 AnthonyY P� t � P P Y 4 r JANUARY 17, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTLOI CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof- Load, 175 mph, ASCE =' 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC :5 0 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's w/ (2) 16d Toe Nails @ TC & BC (Typ) � v•r�lf�➢"wfirr�,. '� �jrn€i3 ^srfarlstei�r r45ettr�n.s rats'yip'}aztt'InIn 'r,11iaHPr�es,*;at➢�€1� R;�ratrat•,je �tlla mae�a r ai�rtat�� Wki[wieY:!;wf54dli4 ➢k1 ffitfik`htllC3.'ISd)Effi-0tatl Eciazet, tSt3t➢iljfbtii.tjW4 S.Sttt(9,rQdt�➢WI!ax;!tMue➢lattidt33�Mdltj➢Ytc"Wt 4tetikfi.MrW t4ldt:StlttNtlUpt{t➢t?.'�YtRl ld4 ti'sd (Wi lrt%t. ttetGWnf➢ttYrcaLktlWt f58tCffit.31 7t Q(4t}1911}'}: si}j eaxad isi➢sore,¢wy4•,naleta3,md�?w�c+x?➢cnezculsq itt,uaanrteiy .pia td�rt,m 1v1vteh�AylA(➢iS"aftyriili uammcinumti➢€am&ai eypre➢d mrrcp r snarternsxuCtaptratraaeteasaraIImce��e�tse�Wvtcµis3mym. ,TOf:1L`O 80083 Gd ESAcat ptZ 2At M"t7W. V. irtmi AmlkMagt4ll t�!ili.4Ol➢hl44titt�iF lit➢t Tijl Gla.(~.I FlIjHt9 .a�('tvCdria9@l't. jil )E1° t5'#!F{FfR,Mx'11tfORt a931t5 �1�➢�?aSl�tFt�edl�iR{54:°A.yta,➢llPd{RSSM4P�R'�!?,T§tII St. E17CIe S ., •' t'4axuale£b>lklGtpity.StUNRtpnrg491!Mtttet>SSteQiMt;.n3exp$;'tarlGfFxka"�c,Pnip?er;grrtt?{rsE+pcivdseS4nlWg4:sa€t�i^tt�ina24➢id:c7i➢{fft, � .4451 . FottPieice, FL 34944' {appi,dl 7➢118AIkeelirEsses,Aet}ocyl.iedaIIIP.L:Itpt5dn4eonctty'stoweeU;nea(dcsa:➢spoAiliitdvitottsdevtineapctmissiccframd•}Pab,ii¢sses•AcsAanyi.tpmEa131,P.f; - "" FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 1'-3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCHITECT TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES @. 24' O.C. I I 1 \ i END WALL STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6. O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF lOd (.131'X3') NAILS SPACED 6. O.C.(2X4 STUDS MINIMUM% 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 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. -a UKAL TRUSS szrr�m STRUCTURAL / AN ADEDUATE DIAPHRAGM DR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF GABLE TRUSS / 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 V STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES !WITHOUT INLAYED STUDS ARE NOT ADORESSED HERE. STANDARD GABLE / TRUSS I I i JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL THIS DETAIL ISIAPPLICABLE 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 aaaaaaaaaa�: DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS: A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. �I SPACE PURLINS ACCORDING TO THE MAX SPACING ON THE TOP CHORD OF THE BASE (SPACING NOT TO EXCEED 24' D.C.) A Pt TO BE LOCATED AT EACH BASE TRUSS J ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS \ REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. I I 'Fm�{:Nrsaaiac}Yip a+el4a Ad �.7Sttt6SSES^SSttti'�.�il4itteEA#cifGcDS iII�S Edit;7t:Ytb:.d�:tl�3i'IS,�'.�E6T'bn. Crif�kup tcaas'?as+lit�xfi asihs?�.:t?sy�s�sr+rysiGN,vd��+ltmn.I.la�5ft9lc4ds a9;aSlaf: kAca rs.�}a esxS,+Fen3 za+Cmrs7.Rad} b aairarataatjszs i53tasi4ttaem.talc"3;iiatws[saE:ta+'de4�}yrar"1"sad:tr�r;rt�+i3cryi9Btarrsss*tur:i4€tr}raa;vrza t, .. Ankn-:ny gT:_.Toinbo.SFI; �.E. �er�Buptst't:�'fia�&a31va>ie:roll7,sirptefmtE.skiaW.�af15i.�7ErhSyaats?a}tiess;5�daafmi i£t,zips���y _ C14ae21}a5I5Ti8 { `Jeiu�'�i�lf'�Y a§afa}�;?t a{ �a� iG!C :i35fS tl9 ?Cff E(15 N1'63$.al } ?�,. #. S+.:iti9il Yi �v'11.iiite lE: @1 d.:f5i}3�R}0.aE1¢ P' ilS30jMt3®il'b1 F( 5M G11 LI! t3k'b�i l£a%S.iM15JikJE_1^�.a+}f9ltjkAfil 6fl3f['IOj S�EYI iN tY10A4�il331 � 800 $3: ha:nii�}5isc raadfaA�l�: t}ark. setadstSkbC'aMpE)'aratai!�p�i&Iixs M�ie39iot(ac�era4dw!�SKmahaa'ilifp55!Eka35 tamd,P+�metdtrea�a4i} :4 s "'i':latmtsteis:Fw:d +}tssciA stt�3lw sTt;.par,tass �sN,xa}aa±fcaEirFss sayAruiE,ades} 4451 S%:: €.Utio: QlEd.. • _ f'�+.'�i{.liifiiiaj£Se�jH' 9a(t3t�{I$.iithL lP i9sa(.G ife3k i33;8�Yj9ttt 11$:t9afsdE2 CESIgI�.RT'9aFNr�a9{Aj,4tBR°mabA763Q, i{fi�htla4.£�S 9S tiR:E.... -� r__._.:.a s, ura.,_.ec: a.a..�i. n_f�i�nc e:-i...._.an..3 ... ..._.i. S.o•..a.�.a.. s «t.-::«.. .a,....,,e..as....,..k"a..�x T.m..:ia etc Ferl Fsi2Sra..F1 35446. JULY 17, 2017 I TRUSSED VAL A-1 ROOF TRUSSES 4451 5T. LUCIE BLVD.- GABLE END, COMMON FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 1 TRUSS VALLEY TRUSS (TYPICAL) SET DETAIL - SHEATHED' I STDTL05 GENERAL SPECIFICATIONS: } 1. NAIL SIZE = 3" X 0.131" = 10d , 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES P 12 VALLEY TRUSS (TYPICAL) DETAIL "A" \\ .OW (TYP.) V GABLE END, COMMON TRUSS, OR GIRDER TRUSS TRUSS CRITERIA: SECURE VALLEY TRUSS WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH W/ ONE ROW OF 10d NAILS 6" O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4" X4.5") WOOD SCREWS INTO EACH BASE TRUSS. 191:1r.11WGl �ar��T�res parasgtlts�i#.IM#IE�LT'ssU�t;"ir'dfCJ&:Ift44T[t�S€t('eITiEcitr'iJ#,='6'(�f€';�i€A9�I:�(lC kb t:rd}Srs�gaaateass m€;ti€atirsm»'ns tlnst$is�i¢any.DDaar€trla�?}3,issiFttltt: i6xisrTietlostmea Gn)ns t�zv':t sla"daiaa lDq�ay .idt;tizt twtssp" ssi,, iarxlkndaT961sHi�`d ica:rasifttT#as rkrf t„4 laap(t+ .aTthrlids+ .tWacprTisi :rpwae. tDa�gaGctt e.rxpawirp�it: s't tart fieuj.d asa}!c#ti s€+f rlaaiha?i a ar3%T fnik`rsipytai7n yl iyrasip a53+ ! } �" *i&n T:. To inbo 111 P:L: ndartefC:aTrnalir. Da7lrs"sr its w;5tli#a(P.+Osfset,`xPza.�eoadaaaria rtetr6s:� tRst#u5 �ttx �u±#delYar�N t�'k tii�,t;�alemiH cefamlR69 7sr r�a!L�e T«Dm3 c�rxPfag�ds�Trxss +r n�:tlCacesd6s }idi6efae:x cif:: d - � a€`€Dsr7sraaft €Parer ,etatuttz T"�aad di ' (' gruu xfgxrAas,etAe€rArs`umgtutiel idu�rai`y1;ipsiDstaf6T`tt ari SKi na�•'mmia3 ar}rprt.'RF`af[fasx t�ris{apsilisaeJtmmrfPm is ss Rsg�Irersk;s.&terl7assAassi ;±:451 S 3 UCi (Y! xsicwsitias4A}f fae:ialivdapxa A'na t+tdp¢DesrarrYed TheisD:a;s Epar sf5.finPes�ar wT.asi 3pshcfrcp eM oYa;ataap t[I tta3siw'iarua e:ki+{srtPtk• Fart Pre€e .1 F7; 1. —46 CmpTreg&3�12Df6A-TRneiTesssts-�TfirssyT.Tua�bsN,@.E. iaT;adastia>{oidbs`sdataaceo#.sassy€crm;isp,€d616iiadw�SusSthesrdTlrnpcmissiao(rnmA-Tbobf(r®sses:�A®tiaayi,iom5ai11,P:i: ' FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 • GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d real , 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A"• 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 TRUSS SECURE W/C 'r 'r ° ti I ' BASE TRUSSES VALLEY TRUSS (TYPICAL) hi I GABLE END, COMMON TRUSS, OR GIRDER -LL P r2 VALLEY TRUSS TRUSS (TYPICAL) I } I I i (NO SHEATHING) N.T.S. Yed.^.j � tlase fsae�lj n G'Rd st�sma pipssbiili vlon Cewsirasshs iayf arE�taT4i:qur�9(p� mu is.le�:l7sf�iq 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 3/12 MAXIMUM 6112 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 T O THE ROOF W/TWO USP WS3 X WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. I i I Anthony T 7onilro III, P.E. 80083. 4451 St Lucie;8lvd.: R*Pierce; FL 34946 (cpltl,bt � tU16 Ml ei this Qn:u"wesl; is naT fa: m; ds TbefTrosses;AntfnaTl:Tatts�o 81,a'.E JULY 17, 2017 I " STDTL07 (HIGH WIND VELOCITY) ^L A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7-1 WIND DESIGN PER ASCE 7-10: 170 MPF MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL. LOAD = 50 PSI MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UK' DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD u I I BOTTOM CHORD CLIP MUST BE APPLIED.TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) 0 o pro sll}.6L� GnaMJu.if..arJrYi< rk. r.iean wini:<S.a hnw 1.7 VanJTruu.r.lnrl..n«7 Tn.kn Ifl v L.' AWmny.:T.Toh-,b6 illikE. ;; ;800 1 4451 SL.Lucie Blvd. Fcrf'Reice, FI. 3046 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 STAN TYPICAL 2X4 L-( NAILED TO 2X4' ` W/lOd NAILS, 6- GABLE END DETAIL STUD TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. STDTL08 VERTICAL 2X6 SP OR SPF STUDW2X4 #2, DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED 6' D.C. (2) 10d NAILS INTO 2X62X6 SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS SECTION A -A W/(4) - IDd NAILS 12 TWEEN I THE ROVIDE FIRST TWO TRUSSES GASENOTED. Q VARIES TO COMMON TRUSS TOENAIL BLOCKING TO .TRUSSES * DIAGONAL BRACING L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 2 NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE -TOP AND BOTT( 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TR BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CON! ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANEh SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF I BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES T( AT 4' - 0' D.C. G. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND WITH 16d NAILS SPACED 6' D.C. HORIZONTAL BRACE TO THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH T STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SE 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCI TRUSSES. 10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X3.5' COMMI RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFF BY SPIB/ALSC. WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK CHORDS. SS AND WALL TO LT BLDG. BRACING OF ROOF SP #3 OR ROOF DIAPHRAGM 2X4 AS SHOWN E LOCATED AT VERTICAL GABLE PION A -A) OIAG. BRACE IR TYPE AT 1/3 POINTS IF NEEDED WIRE NAILS FIVE 05-01-12 MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACEI (2) DIAGONAL AT BRACES T 1/3 POINTS MAXIMUM STUD LENGTHI 2X4 SP #31 STUD 12" O.C. 3-8-10 5.6-11 6.6-11 11-1-13 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6-6-11 9-10-15 2X4SP#31STUD 24"O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP #2 12" O.C. 3-10.15 5.6-11 6V 1 11-8-14 2X4 SP 42 16" O.C. 3.6-11 4-9-12 6-6-11 10-8-0 2X4 SP #2 24" O.C. 1 3-14 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER G' - 3- REQUIRE A 2X4 T-BRACE, ATTACHED TO ONE EDGE. .DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS G' O.C., WITH 3' MINIMUM END DISTANCE. I BRACE MUST COVER 9OX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. ROOF SHEATHING ml (2) - 10d NAILS TRUSSES A 24' D.C. 2X6 DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) _ 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) 1 END WALL MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7A0 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. i T-BRACE / I -BRACE DETAIL FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 - _� J NOTES: T-BRACING / I=BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO. BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. 4 1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 .NAILING PATTERN I T-BRACE. SIZE NAIL SIZE NAIL SPACING I 2X4 OR 2X6 OR 2X8 10d 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION DETAILS FEBRUARY 17, 2017 I LATERAL BRACING RECOMMENDATIONS I STDTL10 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6-STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STROr TOP CHORD OR DIRECTLY OF THE METHODS ILLUST ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY BELOW. NOTE 2: STRONGBACK'BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT ITHE ENDS. I USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL ANCHOR TO ATTACH l �WEB1 WITH (3) - 10d SCAB WITH (3) - 10d TO TOP CHORD 1 NAILS (0131' X 3') NAILS (0.131' X 3'). INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO VERTICAL WEB IL WITH (3) - 10d S (0131' X 3') o" Awl1 a, 14 ' I L\qlq �I ' 1 LiarmII ►t BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD I USE METAL FRAMING ATTACH TO�VERTICAL ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') I I TRUSS 2X6 4' - 0' WALL STRONGBACK I (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0216' DIA.) INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENOS 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 (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTL11 - .e 4 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. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451ST.LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE, FL 34946 772-409-1010 TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SIPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 65.6 74.2 72.6 63.4 J ' 162 108.8 99.6 r6.4 84.5 73.8 i i .128 74.2 67.9 58.9 57.6 50.3 c� .131 75.9 69.5 60.3 59.0 51.1 Z 0 J n .148 81.4 74.5 64.6 63.2 i 52.5 Mi I 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 BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY I I ANGLE MAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE 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 )00 5 �FEaRUARY 17, 2017 UPLIFTS TOE -NAIL DETAIL STDTL12 I a 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 OESIGNEF IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S 0 .131 59 46 32 30 20 Z O J .135 60 48 33 30 20 • M .162 72 58 39 37 25 J = CD .128 54 42 28 27 19 F_ Z Z JO .131 55 43 29 28 19 LU .148 62 48 34 31 21 J J_ N Q M Z .120 51 39 27 26 17 U Z .128 49 38 26 25 17 O .131 51 39 27 26 17 J .148 57 44 31 28 20 N� NOTES: 1. TOE —NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING•OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE —NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) — 16d NAILS (0162' DIA. X'35') WITH SPF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 17I 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. srr USE (3) TOE —NAILS ON 2X4 BEARING WALL •sue USE (4) TOE —NAILS ON 2X6 BEARING WALL NEAR SIDE FAR SIDE NEARISIDE c TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY IL NAIL NAIL SIDE VIEW I END VIEW FEBRUARY 5, 2016 TYP W NAILER ATTACHMENT STDTLI3 i 2x2 NAILER ATTACHMENT 4N GENERAL SPECIFICATIONS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 X 4 MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. I I FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGEDIOR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 I TOTAL NUMBER OF NAILS EACH SIDE OF BREAK I * 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 I 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 i 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 (I CENTER ON BREAK OR SPLICE), WITH 10d NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C • 10d NAILS NEAR SIDE + 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 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. US;E REPAIR FOR JOINT SPLICES NOTES: I 1. THIS REPAIR DETAIL I5 TO BE USED ONLY FOR, THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF. SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 1 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLYITRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 i A a A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. s FORT PIERCE, FL 34946 772-409-1010 SCAB APPLIED OVERHANGS TRUSS CRITERIA: j 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, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (148' DIA. X 3') SPACED G' O.C. 2. THE ENO 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_ SCAB 0 x L 24" MAX NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF. I . TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES STDTL16