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Home My WebLink AboutTRUSS� l A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job XPRHTFA Job #: 63439 Lumber design values'are in accordance with ANSI/TPI 1.-2007 section 6.3 These truss designs re SCAN�Wmber values established by others. BY a Site Information: Customer Infcr PHOENIX REALTY HOMES, INC. Project Name: TARPON FLATS Lot/Block: Lot 23 Model: MODEL A A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 or FBC2010 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 55.0 psf J Floor Load: 0.0 psf This package includes 69 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0579445 A01G 9/16/15 13 I A0579457 B02 9/16/15 25 A0579469 CJ5 9/16/15 2 A0579446 A02 9/16/15 14 A0579458 B03 9/16/15 26 A0579470 CJ7 9/16/15 3 A0579447 A03 9/16/15 15 A0579459 B04 9/16/15 27 • A0579471 CJ7A 9/16/15 4 A0579448 A04 9/16/15 A0579460 B05 9/16/15 28 A0579472 CJ7B 9/16115 5 A0579449 A05 9/16/15 A0579461 B06 9/16/15 29 A0579473 D01G 9/16/15 6 A0579450 A06 9/16/15 r7l A0579462 B07 9/16/15 30 A0570474 F01G 9/16/15 7 A0579451 A07 9116/15 A0579463 B08 9/16/15 31 A0579475 G01 9/16/15 8 A0579452 A08 9/16/15 20 I A0579464 B09G 9/16/15 32 A0579476 HC6 9116/15 9 A0579453 A09 9/16/15 21 A0579465 C01G 9/16/15 33 A0579477 HJ3 9/16/15 10 A0579454 A10 9/16/15 22 A0579466 CO2 9/16/15 34 A0579478 HJ68 9/16115 11 A0579455 A11G 9/16/15 23 I A0579467 CA 9/16/15 35 A0579479 HJ7 9/16/15 12 A0579456 B01G 9/16/15 24 A0579468 CJ3 9/16/15 36 A0579480 HJ8 9/16/15 The truss drawings) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date I I orthe state of Florida is February 28,2017. �WOTE' The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of components for any particular building is the responsibility of the building designer, per ANSI/rPl-1 See. 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 indicating the nature and characterof the work. The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific location]. These TDDs (also referred to at times 'Structural Delegated Engineering Documents') are specialty structural component designs and may be part of the project's deferred orphased submittals. As a Truss Design Engineer(i.e., Specialty %Engineer), the seal nere ana on the iuu represents an accePrance forand shall coordinate and review the TDDs for compatibilitycoith their written engineering requirements. Please review all TDDs and all related notes. '"ILE C �t Mart�.el , Martinets pond e r-clufz 1 Ul a q .A#= A-1 ROOF ==TRUSSES. A.FLORIDA CORPORATION RE: Job XPRHTFA No. Seal # Truss Name Date 37 A0579481 HA 9/16/15 38 A0579482 J2 9/16/15 39 A0579483 J68 9/16/15 40 A0579484 J68A 9/16/15 41 A0579485 J7 9/16/15 42 A0579486 J7A 9/16/15 43 A0579487 J8 9/16/15 44 A0579488 J8A 9/16/15 45 A0579489 J8B 9/16/15 46 A0579490 J9 9/16/15 47 A0579491 K01 G 9/16/15 48 A0579492 L01 9/16/15 49 A0579493 L02 9/16/15 50 A0579494 L03 9/16/15 51 A0579495 L04 9/16/15 52 A0579496 L05 9116/15 53 A0579497 L06 9/16/15 54 A0579498 L07 9116/15 55 A0579499 L08 9/16/15 56 A0579500 L09 9/16/15 57 A0579501 VO4 9/16/15 58 A0579502 V08 9/16/15 59 A0579503 V12 9/16/15 60 A0579504 VM03 9/16/15 61 A0579505 VM05 9/16/15 62 A0579506 VM05A 9/16/15 63 A0579507 VM07 9/16/15 64 A0579508 VM09 9/16/15 65 A0579509 VM11 9/16/15 66 A0579510 VM13 9/16/15 67 A0579511 VM15 9/16/15 68 A0579512 VM17 9/16/15 69 A0579513 VM17A 9/16/15 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 } a l Job Truss Truss Type city Ply Lot 12 Model A XPRHTFA A01G HIP'IGIRDER 1 2 �Tarpon,Flats A0579445 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi fek Industries, Inc. Wed Sep 16 17:16^13 2015,Page i 54-0 10-11-15 16-6-1 , 22-2-0 , 26-10-4 I 31-10-0 , 5-41-0-0 2 51 7-15 3 5-6-3 5 5-7-15 6411-12 ' 6.00112 4 1.5x /4� 7 Dead Load Deft. = 1/4 in x4 = -- 3x8 = 4 8 c� m 5 I 18 19 20 21 22 14 24 25 27 2829 30 31 3233 34 17 16 15 13 11 10 9 3x8 11 4x8 I I 5x6 = 6x8 = JUS244x6 I 6x6 = 3x8 11 JUS24 JUS24 4x811 JUS24 5x10 MT20HS= JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 12],[9:0-5-4,0-2- 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 0.84 Vert(LL) 0.19 13-15 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.39 Vert(fL) -0.37 13-15 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.06 9 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 552 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except` W1,W8: 2x8 SP No.2 W2,W7: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-15 REACTIONS. (lb/size) 17 = 8035/0-8-0 (min. 0-3-5) 9 = 8124/Mechanical Max Harz 17 = -400(LC 6) Max Uplift 17 = -3848(LC 5) 9 = -3655(LC 9) Max Grav 17 = 8035(LC 1) 9 = 8124(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5214/2649, 2-3=-7365/3811, 34=-8146/4140, 4-5=-8146/4140, 5-6=-8146/4140, 6-7=-7738/3791, 7-8=-6666/3067, 1-17=-7364/3601, 8-9=-7335/3366 BOT CHORD 17-18=-169/312, 18-19=-169/312, 19-20=-169/312, 16-20=-1691312, 16-21=-2298/4518, 21-22=-2298/4518, 22-23=-2298/4518, 15-23=-2298/4518, 14-15=-371717365,14-24=-3717f7365, 24-25=-3717/7365,25-26=-3717/7365, 13-26=-3717/7365,13-27=-3256/6837, 27-28=-3256/6837, 12-28=-3256/6837, 11 -1 2=-3256/6837, 11-29=-2683/5874, BOT CHORD 17-18=-169/312, 18-19=-169/312, 19-20=-169/312, 16-20=-169/312, 16-21=-2298/4518, 21-22=-2298/4518, 22-23=-2298/4518, 15-23=-2298/4518, 14-15=-3717/7365, 14-24=-3717/7365, 24-25=-3717/7365, 25-26=3717/7365, 13-26=-3717/7365, 13-27=-3256/6837, 27-28=-3256/6837,12-28=-3256/6837, 11-12=-3256/6837,11-29=-2683/5874, 29-30=-2683/5874, 30-31= 2683/5874, 10-31=-2683/5874 WEBS 2-16=2289/1196, 2-15=-2631/5014, 3-15=1733/898, 3-13=711 /1410, 5-13=559/316, 6-13=-1374/2365, 6-11=670/1142, 7-11=-960/1566, 7-10=2085/1139, 1-16=-3310/6565, 8-10=-3231 /7053 NOTES- 1) 2-ply truss to be connected together with 12d (0.1311ex3.25") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc clinched, 2x8 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 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=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; 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 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " 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. 10) Refer to girder(s) for truss to truss connections. 11) Provide metal plate or equivalent at bearing(s) 9 to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3848 lb uplift at joint 17 and 3655 lb uplift at joint 9. 13) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Use USP JUS24 (With 1 Od nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 30-0-12 to connect truss(es) L08 (1 ply 2x4 SP), L07 (1 ply 2x4 SP), L06 (1 ply 2x4 SP), L05 (1 ply 2x4 SP), L04 (1 ply 2x4 SP), L03 (1 ply 2x4 SP), L02 (1 ply 2x4 SP), L01 (1 ply 2x4 SP) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=96, 2-6=-96, 6-8=96, 9-17=-14 Concentrated Loads (lb) Vert:14=-855(F) 11=-763(F) 12=-855(F) 18=-851(F) 20=838(17) 21=-855(F) 22=-855(F) 23=-855(F) 25=855(F) 26=-855(F) 27=855(F) 29=-863(F) 31=853(F) 32=-856(F) 34=-859(F) Warning - plans,thmmgPdyit. the'A1ROOT IBnsus( 01111UN[BAIR11115IT(OMOIII0111NST0101l-BDYaIA(ANOWROSENEs'(a,.%ihdesignpvandcnandrmdeat.,aphisi,msDaqoD-iryVDD)andThepomelYmNmY,PLgrametSheeIafu,—Data,$.14,i-loW.hSeIDD,moI MA UE IN W'feknwenorplolassha0 be used lw the TDDloba rdA.Asoims.Design inginen(e.,Speddty[allia-L the se al an any TDD,ep,e,entscaaspf—al the p,eleui'mad moneniag,esponsUtf lm the design of the siogle,Trmsdepled m Re TOD only, .mde,TPn. the design vssumplin, Wing umfihm,, N LMART EZ, PE seaablfily and use of this Ti- for my Building's the responsibility 0the Ovner, the 0-a,rsaalNa,ittd itiat 1th,Bilding Dui pm in the saitee of the lBL the IBC, the total huildng rode and ITT 1. the opproial of the IDD and my field use of the Trans, rmludgheading, siwoge,imfollel;m and b,aiag, shell he the #047182 / ! \n+ponsiE'fAY oft5e8old g0e5igaerond(danogor. Allml,seeloutiolhoTIDmdlhep aRiresaad paide6nes ofthe Bmldog(omlormalsdayIn!ormonon(MI) ptbhshedhy ITT andSB(Ao,ele(nemed lot gennol go donrc.lPlldefi est6ermpaoS EiBfiesmddutietiaflheLutsOedgne/, Irvss0ei 9n Engineer and �Irups Almufartum,ualess o.fivets,definedh a[onhonoreeduon in vrifin an edits imaind. The Iran Design [a,' is NOT the Building Oniner or Trans,ste Fn'ne<, la, oa budda.an(ah lit,d le,m, as a, dernea iniel.l. 10019 (horUDn [ir. Y 5 P 9 by P 5 9 9 9. Y !^ 9 Y D Pm (upright ©2015A 1 RmfT.sni-Asa-I AlarfiteB, P.L hitn doaim al Ibis dommmi,1. any form, ispiohibited with serimm permission isomA-I goal Trust"- ManuelNaninee, P.E. Orlando, Ft. 32B32 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA A02 ROOF SPECIAL 1 1 A0579446 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:14 2015 Page 1 I ID:u M NtX8M FQzgGeYlmYwngyHzGc8X-m O DZllgh IEgJHf VXidfu OnxJt6k6MwXrgFrvNyyd?d V 8 16 2-0 1,7-2,0 23� 0 27 5 4 31-10-0 8 4 4 7-9-12 0 6 2-0 4 1 4 4-4-12 6.00 F12 4x6 = 44 = 4x6 // 10 14 10 121a 11 10 /u n LL 9 3x8 = 1.5x4 11 5x6 WB= 3x8 = 3x8 MT20HS= 3x8 = 5x6 = , 16-2-0 23 4 0 31-10-0 7-9-12 7-2-0 8-6-0 Dead Load Defl. = 1/4 in 113 Plate Offsets (X,Y)-- [1:0-4-12,0-1-81,f2:0-2-8,0-1-01,[5:0-2-0,0-2-41,[6:0-2-12,0-1-121,[8:0-2-0,0-0-121,[9:Edge,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.79 Vert(LL) -0.26 9-10 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.47 12-14 >811 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.80 HOrz(TL) 0.11 9 n/a n/a BCDL 7.0 Code FBC2014frPI2007 (Matrix-S) Weight: 192 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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. WEBS 1 Row at midpt 2-12, 4-12, 5-10, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 176010-8-0 (min. 0-2-7) 9 = 1726/Mechanical Max Horz 1 = 318(LC 12) Max Uplift 1 = -583(LC 12) 9 = -581(LC 13) Max Grav 1 = 1760(LC 1) 9 = 1726(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3521/2078, 2-3=-2486/1551, 3-4=-2323/1582, 4-5=-2272/1628, 5-6=-1789/1316, 6-7=-2040/1361, 8-9=-263/220 BOT CHORD 1-18=2666/3441, 14-18=1970/3056, 13-14=-1970/3056, 12-13=-1970/3056, 12-19=-1176/2090, 11-19=-1176/2090, 10-11=-1176/2090, 10-20=-810/1351, 20-21=-810/1351, 21-22=810/1351, 9-22=810/1351 WEBS 2-14=0/311,2-12=-1195/971, WEBS 2-14=0/311, 2-12=-1195/971, 4-12=-866/1386, 5-1. 2=-694/466, 5-10=-660/442, 6-1 0=-1 58/292, 7-10=1451526, 7-9=2147/1317 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 Extedor(2)'zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3, 4, 5, 6, 8, 1, 2, 14, 12, 10, 7 and 9 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 1 and 581 lb uplift at joint 9. 12) 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. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Yz gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wowing PkaaMmoag`�yarie.lhe'A.]DOOFTIMSrSOLER;DINFt0.IDYft(ONOIfIOASpI1T0.IdEur'BOr[11A(KNOW(EOOESQNrlmm.ralfydoignpmametmsand'aadulmoolhi'l." esigoDlovingJOB)andMeh—IYmliem,Pd.&kremefieelWa'-.th0m,lb-isaslnadonSheTOD,only MANUELMARTINE2 P.E. 4iTeb maaeslor p!mn shoo Be used Im.Me IGOto he ral:d.AeoTrumbesign Dginen p,e.,SpedeDyFagirumJ,h,-I ano.y1DD,,p,1..Sorarmonee plof IS, pn(essi—Ieoginnrin, respami ity1m[1, design a(Me dagtermm depiiled an Me TOO ady,nuder IPI.I. The dedyn w—ptim,!..d g-difl-, !sudabdrty and a,,ofIislrms(a, any hilding I, Merespomibdnyu(MeOrns,Me0-6 aathoriad agent or Me RaHd,iy Oesigner,in the mateat0Me IM Ma IBC, Me iota) building rode and TFld, the opgmial ofhTOO and any Geld use of Mdrrum,ixbrddp hodhng, slump, mtallarbn and burring, shall be the #047182 , respansibirdyoft4Bail Jag Oesignerand (ooho o.A!u0sWuliAIke IDDaadthep,oplas ad gaidelneso16,Bugda§(ompnwlSAtyInformatbarB(SghubUibedbyRlondSECAmer 000dio pumlgndanm.IPlddeAnuie upmibiBnesandduNeiolMelmssDeslgney,irvuDmignFagneerond ID019(hoFlton(it. Ws Y ufgnom, oafess ofh-h' dehnedby a (ammo nsm,d epo n urpmg by an parfim'neahad. Thel s D s go Intl 14 h011he Building Oedgon m Trms Sysle_ Engineer In, any Whi. All(apEulaed lams ate as ddinpd inIIIN.I. (opynghl©101SA.I End trusses -Annul Marring,P.0 lepmdostian al This dommenl, in any Wan, Is pialnbned rich rdnen pnmission Dom A-1 Bool Trusses -Manuel xo1l a4 P.E. Orlando, FL 32832 4. Job Truss Truss IType Oty Ply Tarpon Flats Lot 12 Model A A0579447 XPRHTFA A03 ROOF SPECIAL 1 1 j Job Reference (optional) mi KUUr imuca a, rune rICRVC,rs--u,uu-btti�walr uaa. w,r, r�.,r r. r......+., .,.., �.. ,... __._.-... _.. ...___...__, ..._. --__ __-- ID:uMNtX8M FOzgGeYImYwngyHzGcBX-Fanxy5rJV Xi;Zp4jGLA7w?USzW3d5MK?wbSwOyd?dt 844 16-2-0 19-2-0 25 4 0 31-10-0 8-4-4 7-9-12 3-0-0 6 2-0 6-6-0 6.00 12 4x6 = Dead Load Defl. = 1/4 in m�; 3x8 = 4 4x4 = 5 5x10 MT20HS` R-" 1 16-2-0 1 254--0 , 31-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.32 9-11 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.72 Vert(T'L) -0.61 9-11 >626 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.11 8 n/a n/a BCDL 7.0 Code FBC2014frPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11, 4-11, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1760/0-8-0 (min. 0-2-6) 8 = 1726/Mechanical Max Horz 1 = 318(LC 12) Max Uplift 1 = -582(LC 12) 8 = -581(LC 13) Max Grav 1 = 1760(LC 1) 8 = 1726(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3510/2090, 2-3=-2483/1550, 3-4=-2317/1582,4-5=-2372/1650, 5-6=-1669/1208, 6-7=-1938/1182, 7-8=-199411250 BOT CHORD 1-17=-2644/3449, 13-17=-1982/3047, 12-13=-1982/3047,11-12=-1982/3047, 11 -1 8=-1 355/2306, 10-18=-1355/2306, 10-19=-1355/2306,19-20=-1355/2306, 9-20=1355/2306 WEBS 2-13=0/303, 2-11 =-1 193/990, WEBS 2-13=0/303, 2-11 =-1 193/990, 4-11=-938/1461, 5-11=752/593, 5-9=-1043/670, 7-9=940/1733 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) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 3, 4, 5, 6, 1, 2, 13, 11, 8, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 12 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) atjoint(s) 10 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom I chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 No uplift at joint 1 and 581 lb uplift at joint 8. 12) 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. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 4x6 7 an 8 4x6 11 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 179 lb FT = 0% Wotdag-PLase tborougdyrerier l0e'A-I ROOrnow(mairJ, GItlf1AL1f1Ys6(OM01➢0115 NSi0!lEi(-BOyf➢'jA(140W(ECS(fd[III'Iame Vaifydnigapmcmetenoodread owes ao this Loss Onya Dtav'vg(f00j end the Yaauel Yarlira,Pi ReNaes. sheetbe(am us,0o'ess ol_`adm sfined on 15e100,o� MANUEL MdRiINEZ, P.E. plek someAor p!des sba0 be ned Iw.lhe IG01a be ml:d. Ater, ms Design Engineer(ie; spaidty Engineer), the -I on egTDO repeseet, as oaeptame of the pro& ti—1 eagsxenng raspoasibikly 1. the design tithe figle Las depiefed as 14TDO oely, a do TPhl. the design nwmplaes, Coding rend0ioes, IAsu0abilify and o,, of this reunfm any RWIfieg is theresponsibi0ry tithe a.." the Osnei. Whorued ogehl a the Budding Dnigner, he therotest dthe IR6h11( the lord building rode and IN 1.The apprord efthe To and wfidd use of the T,uu,'urludieg hndhng, stwege, irstwl6ou and bmdog, shA be the #047182 I iespondbilirydlheBoildinpCesigneiend(oehorloeIII nafetsoedI. the 100oedthe pmairnaadphidelinesofehe8WheB(ompaoenlsoserylnkrmhtlan(BfslJguboshedbylP.IondSB(Aamufemhredforpennolpuidanrt,TPHdefiewh.tespcotibIDrin.9defin0the T DeslpneGrtusOnig,hii—rand 10019(horllon(ir. lms Noauloehrer,uefesa M niu defined by a[othed .9 dspribt wring by d pmh.ni—Ind. Ihei lhdp. Lginapfs B01 the Bdldieg Nslpror Lousydpm rng veerfdr nay ha lding All [opdoluadferms ore os defined inlPN. [apyrigM1l©701BAd Poor fusses-Afonoel Martinet, P.L Rep thedian of this detumenl,in coy(otm, Is piohblid with willen pnmissioe(tam A -I Roof Trusses Monoelmailinu, P.E. Orlando, FL 32032 Job Truss Truss Type QtY Plv Tarpon Flats Lot 12 Model A XPRHTFA A04 ROOF SPECIAL 1 1 A0579448 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:16 2015 Page 1 i ID:uMNtX8MFQzgGeYlmYwngyHzGcBX-jnLJARsxHr4lXzfwp2hMTC1e3wQigpj88ZKOSgyd?dT 84-4 16-2-0 21-21 27�-(d 31-10-0 8-4-4 7-9-121 5 0-0 12-.4-6-0 6.00 12 I 46 = Dead Load Defl. = 1/4 in M is 14 Ia t2 IV n 70 eu 9 n 8 3x6 i 1.5x4 11 5x6 WB= 3x8 = 1.5x4 11 3x8 = 3x6 11 3x4 = 8 4 4 16-2-0 21-2-0 27�-0 , 31-10-0 8-11 7-9-12 5 0-0 6 2-0 4-6-0 Plate Offsets (X,Y)-- [1:0-2-9,0-1-81,[2:0-2-8,0-1-0) [5:0-5-4 0-2-41,[6:0-2-12,0-1-121,[7:0-1-8,0-1-01 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 0.88 Vert(LL) -0.21 12-14 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.67 1 Vert(TL) -0.48 12-14 >795 240 MT20HS 187/143 - BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.12 8 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 182 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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. WEBS 1 Row at midpt 2-12, 4-12, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 176010-8-0 (min. 0-2-6) 8 = 1726/Mechanical Max Horz 1 = 318(LC 12) Max Uplift 1 = -583(LC 12) 8 = -581(LC 13) Max Grav 1 = 1760(LC 1) 8 = 1726(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3433/2092,2-3=-2382/1561, 3-4=-2217/1592, 4-5=-2314/1630, 5-0=-1417/1041, 6-7=-1619/1042, 7-8=-1918/1245 BOT CHORD 1-18=2669/3394, 14-18=1984/2978, 13-14=-1984/2978,12-13=-1984/2978, 12-19=-1530/2450, 11-19=-1530/2450, 10-11=-153012450,10-20=-1529/2452, 9-20=1529/2452 WEBS 2-14=0/310, 2-12=-1216/979, WEBS 1 2-14=0/310, 2-12=1216/979, 4-12=-873/1288, 5-12=-817/615, 5-10=0/265, 5-9=-1496/965, 7-9=-1004/1670 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) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 3, 4, 5, 6, 1, 2, 14, 12, 10, 8, 9, 7 and 11 checked fora plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 1 and 581 lb uplift at joint 8. 11) 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. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warning - Pre methmoag`Wy-ie.the'A-Itool TRUSSES (Mut$GIBRASRAYS&(04010011S01041ErBU01A(A110H1R)ROrfar. Ve,ifydms .pu—W,oadrzadoat,,wlhitL,D,,g.D—bgODD)andtheA-1Yaeft.,,Pi.Refer—%,,IWar,use. We,$othe,dw.tlmedonthe 100san!p MANUELMAE)INEZ P.E. 47182 Wiekmaiatlarplmm sMO be used lm lAe iODio he rohd. Atahuss Oai gnf�ineer( Sp Iryf+,gineer),Ih sal on anpRO reprmamsaa arttpinva olthe prolesuoaal eegineeringrmpunsTiGryln the designalPoe single truss dry ld 01D0 ly,uedu l%-I. the desrg+assumptnn,laodmg sorlfions, wdaMgry anddse of7Muram for odyholLng istlerzipomi5ihry etMaO.mr, tAe D.I lh reed dgynt of Me Bu4diiy OGigner, in thewotedol the lR(, thd8(, 16e lotaihuild np rodeandRAl. Re opploral of the SDD oad anyfidd IMTs:,,hdudingheadfi+g, dor ge nsolldrr000ndhmtidg, shell he the #0, ' iespohsibihryohhegaiMmgOesigaeioad(hano0oeAll antes tocuria the 70Dandthep,oOimoadguideline, ONSuMul4mpacenlSafety lnrotmhho1851)phmhedbylPland SB(Aare curd for geoeFtl guidance. IN I dtfines the ttspoabibfin, and dulim .1 D,,Iic,(, Trutt tmila bgirw and 10019Chorpon[ir. l�1ms N eufutNrte,aadmsmher.s, defined fir a Contract agreed opan 1o.1' 6g fry all patfies iuuohed. Ihel Oe y FuSim,it h011he Bldmg pe goer or irvngystq_ Fngmeer for airy huiding. At(aphg d lmnavre m defined m1P41. (apynghl©10ISA-I Aoolfmsses-Nonoel Almline;P.I. Aepmdueioo ollhis dommeol, In oay lorm,ItpioM60ed sahh.rw pmtnis,ion6m A -I RoofTlosses Naaoel Mortiaee, M. flflOndo, FL 32832 Job XPRHTFA Truss A05 Truss ROOF Type SPECIAL Qty 1 Ply 1 Tarpon Flats Lot 12 Model A A0579449 Job Reference (optional) AT KUUY IKUJJCo, rum t'ICKe.,C, 1-1- JY ,Ueaiyll'aluuaa.l.Uili Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MITek Industries, Inc. Wed Sep 16 17.to: 11 2015 Page I ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-BzvhNmtZ29Cu87E6NmCb?QZppKmrZEFIND4Z_Hyd?d: -9-n 23-.2-n 294-0 . 32-0-12 , 6.00 FIT 5x6 = Dead Load Defl. = 5/16 in 4 3x8 MT20HS-- 3 5x6 = 4x6 zz: 4x6 = 3x4 \\ 5 48 = 2 7, 7 W4 W 1 co s a i 95 18 (6 0 1 B1 B2 I ain 19 13 12 11 10 9 20 8 1.5x4 11 5x6 WB= 3x8 = 5x6 WB= 3x4 = 4x6 = 3x6 8 4 4 16-2-0 , 2312-0 32-0-12 s 1 7-9-12 7-0-0 a 1012 Plate Offsets (X Y)-- [1:0-2-9 0-1-8] [2:0-2-8 0-1-0] [5:0-3-0 0-2-12] [6:0-3-0 0-1-8] [7:0-5-0 0-1-4] [8:Edge 0-2-0] [9:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.88 Vert(LL) -0.22 8-9 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.67 Vert(fL) -0.50 11-13 >757 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.14 18 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix-S) Weight: 178 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W8: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 131-1: 2x6 SP No.2 WEBS 2-13=0/308,2-11=-1189/956, 4-11=-784/1203, 5-11=-953/696, 5-9=-1207/901, 6-9=1339/2124, 6-8=-1884/1243 BRACING- NOTES - TOP CHORD 1) Unbalanced roof live loads have been considered Structural wood sheathing directly applied, except end for this design. verticals. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) BOT CHORD Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Rigid ceiling directly applied. Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) WEBS and C-C Exterior(2) zone; cantilever left and right 1 Row at midpt exposed; end vertical left exposed;C-C for members 2-11, 5-11, 6-9 and forces 8e MWFRS for reactions 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) Provide adequate drainage to prevent water accordance with Stabilizer Installation quide. ponding. 4) All plates are MT20 plates unless otherwise REACTIONS. (lb/size) indicated. 1 = 1770/0-8-0 (min. 0-2-6) 5) Plate(s) atjoint(s) 3, 5, 6, 7, 1, 2, 13, 11, 9, 8, 10 18 = 1690/04-12 (min. 0-1-8) and 14 checked for a plus or minus 0 degree rotation Max Horz about its center. 1 = 323(LC 12) 6) Plate(s) at joint(s) 4 and 12 checked for a plus or Max Uplift minus 3 degree rotation about its center. 1 =-585(LC 12) 7) This truss has been designed for a 10.0 par bottom 18 =-568(LC 13) chord live load nonconcurrent with any other live Max Grav 1 = 1770(LC 1) loads. 1 8) This truss has been designed for a live load of 18 = 1690(LC 1) 20.Opsf on the bottom chord in all areas where a j rectangle 3-6-0 tall by 2-0-0 wide will fit between the FORCES. (lb) bottom chord and any other members. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 9) Bearing at joint(s) 18 considers parallel to grain when shown. 1 value using ANSI/fPI 1 angle to grain formula. TOP CHORD Building designer should verify capacity of bearing 1-2=-3450/2102,2-3=-2416/1584, surface. 10) Provide mechanical connection (by others) of truss 34=-2256/1615, 4-5=-2384/1615, 5-6=-2731/1818, 6-7=-266/175, to bearing plate capable of withstanding 585 lb uplift at 8-14=-1109/1782, 7-14=-1109/1782 1 joint 1 and 568 lb uplift at joint 18. BOT CHORD 11) This truss has been designed for a moving 1-19=2739/3476, 13-19=200212994, concentrated load of 200.01b live located at all mid 12-13=-2002/2994, 11-12=-2002/2994, panels and at all panel points along the Bottom Chord, 10-11=-1740/2742, 9-1 0=1 740/2742, noncwncurrentwith any other live loads. 9-20=-651/1021, 8-20=-651/1021 WEBS 2-1 3=0MOB, 2-i l=-1 l 89i956, 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2 gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard We,dag- Pleam dmaoghiy rcrk.Me'A.1 Roof lkViSISrSSLLEll GINE1AI HIYSg(ONDIII016 CUSTOM EMar)ACINOWLEDIGNIfPfamt Veedy dnig+rnamehn aadYeod oa!ec..hisLangcsi90 Dio.'mg(<DO)and7he&acue14m1icey Pikchreme Srrtelke(om use Or!eu oth-i-taledon lbe IDD, soft MANUEL MARTINEZ P.E. A&k.—do, plate, shoo be used Ira the IDD to he rd�d. As.Trust Design Fngueer(ie,. Spedolry Eagineert 16o revs on our Too sip rest :m e ae oplanu dThe polesdameo l gineniog mspaosihMy to the design dthe single Truss deeded oo IN Too oofy, vela IPI T. The design assumptions, Wingrand'fir om, suit ability end use of this cruse for any PuilLng i,the«sfeasibility of the a..", the Oon IAided agent or Do buddingDesigner, m the (Wert of the IM $. Is(, the lotol Wilding red. end Pt 1. The spploed of the Too and noyfidd use al the nu,t,srkdng hendfing, stoioge,'nAollotie nd bracing, shell be the #047182 - ! respuosibifity of the raiMmg Caigxiand(oanontt. All nof,$W.01.16TDOondthepiedbe, end golddiaet el the lAng(ampane.ISdety fMaemmia(B6Q pobosbed by Rl and SP(A are refrained for preset guidanre.TPIA defines the topembhties and duties of the Truss DeAgnei, Truss Deign[spinner and �ImnMnoafaduee,, unfes,,her.is, defined by [ hod ustord L,on in nifurg by d petits' -W.The l ss duers [giaeer Is 140I15,P 1dieg0edgng or Trust System Eng'eceefe, any bu1ding.Ab(opdal'ued term, ore on defied in IPl-I. 10U19 fIlOdlOa Elr. Copyright ©2615 A-1 roolTresses - Donner Martina, P.E. teprodudion of this dorumenf, in ony form, Is piohitised with onsets permission Loin A -I Boor Trusses- Mound Martinet, P.E. Orlando, FL 32032 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA A06 ROOF SPECIAL 1 1 A0579450 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:18 2015 Page 1 I D: uMNtX8 M FQzgGeYl mYwngyHzGc8X-f9T4a6 u B pS KImGplxTkrYd6z?k5OljJRbtp6 Wjyd?dR 8-0� 6 16-2-0 20-8-0 25 2-0 31-4 0 3 12 8� 4 7-9-12 4 0 4 6 0 6-2_0 0 8- 2 6.00 12 4x6 = Dead Load Dell. = 3/8 in 3x8 = 1.5x4 11 5x6 NB= 3x8 = 3x8 MT20HS= 3x10 = 3x4 = 8 4 4 16-2-0 25 2-0 31-4-0 3 12 8� 4 7-9-12 9 0 0 6-2-0 0-8- 2 Plate Offsets (X,Y)— [1:04-12,0-1-8], [2:0-2-8,0-1-0], [7:0-8-0,Edge], [8:Edge,0-1-8] 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 0.91 Vert(LL) -0.30 9-11 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.72 Vert(rL) -0.66 9-11 >581 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(fL) 0.14 18 n/a n/a BCDL 7.0 Code FBC2014rrPI2007 (Matrix-S) Weight: 182 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except` T4: 2x6 SP No.2, T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` W7,W8: 2x4 SP No.2 OTHERS 2x6 SP No.2 *Except* SB1: 2x4 SP N0.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-11, 4-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 1770/0-8-0 (min.0-2-7) 18 = 1691/04-12 (min.0-1-8) Max Harz 1 = 323(LC 12) Max Uplift 1 = -585(LC 12) 18 = -568(LC 13) Max Grav 1 = 1770(LC 1) 18 = 1691(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3518/2116,2-3=-2492/1583, 3-4=-2326/1614,4-5=-2417/1664, 5-6=-3476/2182, 6-7=-3092/1889, 8-14=0/253, 7-14=0/253 BOT CHORD 1-19=-2704/3505, 13-19=2017/3057, 12-13=-2017/3057, 11-12=-2017/3057, 11 -20=-1 553/2520, 10-20=-1553/2520, 10-21 =-1 553/2520, 21-22=-1553/2520, 9-22=-1553/2520, 9-23=-188/297, BOT CHORD 1-19=2704/3505, 13-19=2017/3057, 12-13=-2017/3057, 1 1-1 2=-2017/3057, 11-20=1553/2520, ;10-20=-1553/2520, 10-21=-1553/2520, 21-22=-155312520, 9-22=1553/2520, 9-23=-188/297, 8-23=188/297 WEBS 2-13=0/302, 2-11 =1 192/983, 4-11=927/1417, 5-11=840/659, 5-9=463/814, 6-9=12065/1406, 7-9=1940/3188 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; End:, GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s) 3, 4, 6, 1, 2, 13, 11, 5, 7, 9, 8 and 14 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked for a plus or minus 3 degree rotation about its center. 7) Plate(s) at joint(s) 10 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . 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. 10) Bearing at joint(s) 18 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 1 and 568 lb uplift at joint 18. 12) 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. 13) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 'Y2 gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Ygnaing-Fit-ifi"no'myrerier the 'A.) ROOF TRUSSES ISrlla1.GOURA( TERMS 6COUDIIIOUSCUSTO.M11CH1111A(rNON(FDS(YEN?'N.re,ilydnirtptr—W,o.d,,.dWe, er61, Fro, DesynO-irriPOD) andlbaArtelWiet'PLR., AMbd-use.U*".6—hettarcdenlbe.TOD,mly MAUELMARTINEZP.E. Ydek ronaechr plmes shag be used lw.the lDD to be rd:d ksvTrvss Oeilgo ingmeer((e.; Spaiolry Fvginanl lheseal anavyIDDceprzsevf..a:apfxuvlihepvinsioavl mgi�rcning mspmsibdrty la the deugodlhe si,gle?fuss dcpincdov FheIDDealP,v.der iPbl. the dctigavtsumptievt,laading rvnditiam, N suitoGiNy and ne almisLmdor cng Bo'Idivgn thndponsibirdy of Me O.vu,lha Osnei sauthori:ed vgeel th 6uddibg Dd"rynee,in the mvtnlolJhe lRL the IBC,fhe lomnuildinp rvdeandTP4l. The eppnvel.111, TOO and vny field— d the rron, induding In" fag, slvrvge, i.O.H... rd bmdng.'hall U. the #047182 r I eesponsibihryoilhe8uildinggaigaeeand(aahode,.klioaleauloutitthe RDDvedthe pwimaodga,lim.1th,Building(ompunlSahryIrf—trtionlDlSQpubgthedbyITT edSBCAnerele,eecedfor genemlgu:dams,InIdefinathelnpvasbigfiesonddufinolthe ?rossgeslgnu,1wDaigrthpineervnd I�Tm?sNnuhsmer,vnlesiW.1-6 Mad be a(.eerm agreed uponinnflieg by oil putin ivrched. The Iron Dcsign Engine, it NDI the N11mg Designer yr buss Sydem Fnginer for ybuilding.ill(apbekd Inmt ore vs MinedinTPl-I. 10819Charlton (IT, (apyr(ghl 07D1 SA.I Roof Trusser Memel llurNneg, P.E. Repmdunion of Ibis dotument, in any form, Is prohibited with wine pe,minien bom Ad Rod Term,- M—el Yoninea, P.E. Orlando, Ft 32832 Job Truss Truss Type Qtv Ply Tarpon Flats Lot 12 Model A AO579451 XPRHTFA AO7 ROOF SPECIAL 1 1 Job Reference (optional) A7 KUUr IKUc)ar_o, rvmi nCKVC, r�.reovo, ucmyuLa wuaawm r�..r. r.......� ,...r �.............................�,........ ......... .......,...._.., ..._. .-__ ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-7M1 SoSugamScOQOWA 8-4-4 16-2-0 21-8-0 27-2-0 32-0-12 8 12 5 6-0 5 6-0 4-10 12 6.00 V2 4x6 = 4 3x8 MT20HS- 3x4 3x4 \\ 3 5 4x6 = 2 48 ZZ 5x8 = W 6 7 16 17:16:19 2015 Page 1 3A7SL1EybgXZg39yd?dQ Dead Load Defl. = 5/16 in WL 19 jo r C] 1 B1 6 N Idl O 1 20 14 13 t2 2111 10 22 9 23 8 3x8 = 1.5x4 11 5x6 WB= 3x8 = 3x4 = 1.5x4 11 4x6 = 3x8 MT20HS= 8-4-4 16-2-0 2110 27-21 32112 e� 7-s 12 5 6 0 5 6 0 410-12 Plate Offsets (X Y)— [1:0 4-12 0-1-8] [2.0-2-8 0-1-0] [6.0-2-12 0-2-0] [7:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC a,88 Vert(LL) -0.21 12-14 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.67 Vert(fL) -0.51 12-14 >742 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.59 Horz(fL) 0.13 19 n/a n/a BCDL 7.0 Code FBC2014/TP12007 (Matrix-S) Weight: 174 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W9: 2x4 SP M 30 OTHERS 2x4 SP No.3 *Except* BL1: 2x6 SP No.2 BRACING - TOP CHORD. Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS BOT CHORD 1-20=2648/3432, 14-20=1944/2987, 13-14=-1944/2987, 12-13=-1944/2987, 12-21=-1604/2580, 11-21 =-1 604/2580, 10-11 =-I 60412580, 10-22=-1919/3008, 9-22=1919/3008, 9-23=-1914/3009, 8-23=1914/3009 WEBS 2-14=0/310,2-12=1212/977, 4-12=915/1316, 5-12=-922f727, 5-1 0=-1 16/386, 6-10=-476/348, 6-8=-3123/1989 1 Row at midpt NOTES- 2-12, 4-12, 5-12, 6-8 1) Unbalanced roof live loads have been considered MiTek recommends that Stabilizers and required for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) REACTIONS. (lb/size) and C-C Exterior(2) zone; cantilever left and right 1 = 176810-8-0 (min. 0-2-6) exposed; end vertical left exposed;C-C for members 19 = 1692/0-5-8 (min. 0-1-8) and forces & MWFRS for reactions shown; Lumber Max Horz DOL=1.60 plate grip DOL=1.60 1 = 287(LC 12) 3) Provide adequate drainage to prevent water Max Uplift ponding. 1 =-588(LC 12) I 4) All plates are MT20 plates unless otherwise 19 =-563(LC 13) indicated. Max Grav 5) Plate(s) atjoint(s) 3, 4, 6, 7, 8, 1, 2, 14, 12, 5, 10, 9, 1 = 1768(LC 1) 11 and 15 checked for a plus or minus 0 degree 19 = 1692(LC 1) rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 3 FORCES. (lb) degree rotation about its center. Max. Comp./Max. Ten. - All forces 250 (lb) or less except 7) This truss has been designed for a 10.0 psf bottom when shown. I chord live load nonconcurrent with any other live TOP CHORD 1-2=-3467/2137, 2-3=-2419/1607, loads. 8) * This truss has been designed for a live load of 3-4=-2254/1639, 4-5=-2369/1676, 20.Opsf on the bottom chord in all areas where a 5-6=-3013/1942, 6-7=-348/219, rectangle 3-6-0 tall by 2-0-0 wide will fit between the 8-15=-1062/1710, 7-15=-1062/1710 bottom chord and any other members. BOT CHORD 9) Bearing at joint(s) 19 considers parallel to grain 1-20=2648/3432, 14-20=1944/2987, value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing 13-14=-1944/2987, 12-13=-1944/2987, surface. 12-21=-1604/2580,11-21=-1604/2580, 10-11=-160412580, 10-22=-1919/3008, 10) Provide mechanical connection (by others) of truss 9-22=1919/3008, 9-23=-1914/3009, to bearing plate capable of withstanding 588 lb uplift at joint 1 and 563 lb uplift at joint 19. 11) 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. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/:° gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Womiag-PLvsetbaroagMy:erlvr lhe'AIpDOf ipDfS[S(3Elt[p�,D[N(16nilYSdC09011IDAS(llSiDNEk('hllRpj A(YpOWlED6(N[XI'Iam Yerilyd" IpmemelasendYead voles co this Lox gesigo Dtv.irg pDOjand l6e koouelYmtues, Pf. Pe(serve SEeel h(meum Do!ess olhsrdu sfinedonik at,, MANUELMARTINEZ P.E. /�Ydek mavedm pld•s sF.all be uud Iry Me IDDIo he mlid. is v Lms Desigu [vpinem ree,.SpahlyE:gi+amhthe sml on ovy1DD repnsem...... pf:na olth: prolessio+ol eo¢n<eriog rnpvvsihSly lathe design cf Me uagie Cuss dep'vled oo Iba IDD o•L, o•derTp(L Ike dsiga vswmpf ns, hvF g mndinaes, - \ supoMl ty add ose a(ihisimnlor anykuiiding ishueipomitTiry vi lhe0mar, thedsneiswlhorimdogedt or lbe Duddvg Dnignar, in the coded of lke lRL the IDC,Meiv IDu!diog code andlP41 Th ppoval of it, IDS andaayfidd usrollheiiax, iod ell headfing, slwoge, iWall,11an ad bmddg, shall he Me #047182 / / ! \iesponxb'Lry of the h.ld'mp Cesig,erold (eanonor. All odes sd out io the IDa mdthepassions aod guidelines ofshe Budd og(ompoaenl S.(ery lnrmmoNoa(BCSp�u68sCed by Rl oadSeGmn (ere�ced folyenamlgu:dame, iPltdefioestkelaspaoubibriH mddNies of theLu(s ges!pntt, crust DeignEagineer mid 10019(h0(IIOII EIr. Truss Maas adour,ualess o:hmho defined bf u [..had agreed upan in nifiag by o0 pass s insalred. the Imss D<, Eng leer is R011he D 1d •g Dedgnm arTrpss Sydem Engioen Mr uuY bu7ding. AL [apnviiyed lmms are os delwgd m1P11. (appigM1l ©p015A-I Aao(Lusuti-Monuel Maninei, P.E. OfIDIIdO, FL 32832 hl radunmo of thft dominenl, ie any [arm, Is piohibiled with arisen pesmission Loco A-1400f Trusses -Manuel Mantels, P.E. Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA A08 HIP CAT 1 1 A0579452 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed I D:u MNtX8M FQzq GeYlmYwngyHzGcBX-bYbq?ovSK4aT?azh2u n 7-84 14-10-0 17-M , 24-7-12 32.4-0 co d 6.00 12 4x6 4x6 Sv1n MT?n1-ICE 4 5 16 17:16:20 2015 KLG!e] 3x4 = 5x6 = 3x4 = 5x6 WB= 3x4 = 3x8 = 3x8 = 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 FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 *Except- T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 1776/0-8-0 (min. 0-2-8) 8 = 1966/0-8-0 (min. 0-2-12) Max Horz 1 = -217(LC 17) Max Uplift 1 = -581(LC 12) 8 = -658(LC 13) Max Grav 1 = 1776(LC 1) 8 = 1966(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-3765/2201,2-3=-3726/2441, 3-4=-3575/2460,4-5=-2428/1701, 5-6=-3561 /2449, 6-7=-3712/2419, 7-8=3753/2192 BOT CHORD 1-21=-2170/3220, 14-21=-1679/3215, 13-14=-892/2226, 13-22=892/2226, 22-23=-892/2226, 12-23=892/2226, 12-24=-891/2229,11-24=-89112229, 10-11 =-891/2229, 10-25=1669/3203, 8-25=1669/3203 WEBS 2-14=851/821,4-14=-975/1276, 4-12=108/265, 5-12=-104/270, CSI. DEFL. in (loc) I/deft L/d TC 0.61 Vert(LL) -0.2312-14 >999 360 BC 0.64 Vert(TL) -0.5112-14 >755 240 WB 0.48 Horz(rL) 0.12 8 n/a n/a (Matrix-S) i I WEBS 2-14=851 /821, 4-14=-975/1276, 4-12=-108/265,5-12=-104/270, 5-10=961 /1252, 7-10=844/813 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 DO .=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT,20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 1 and 658 lb uplift at joint S. 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) This truss design requires that a minimum of 7/16e structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 5/16 in M Id PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 167 lb FT = 0% N'oming•PNmerloroag;dy rciieelbe'Ad f00E110SS6rSnlEr�,6[XEBALII1NSiC0O0100AT NSIDWP('WYIgj4(yllOHtEGENSNi'fvci Yerily Jaye pmomefenaod isod aolnee lhisLess Dnge Omdsg QDO)aod lAe Yaau<IYutieep PL Pdaemefheethelweme. Oc!ess oCn�u sfinedealhe TOD, any MANUEL MARTINEZ W7eh unaedor plmes sMO Se used las the TGOlobe rm:d. AsaLuss DasignE�ineer(e.; Speaatry F.+gineer}IAe mel an onyIDO mprnenhaeowepl=ro of the prolgsio:olengixering rupnnsibifiy[a the design of the single Tic. &,iiled oo she TOO only, vad,,TPld. the design assumptions. gmndinon, P.E.. su0abihly and use of this Truss for any Building is the mpansibidy of the Over, the 0n 6au@wimd agenl or the Buldmy Designer, ih she eoelea(olthe IM Me IB[,Me lomlbmld ng rode and lPl-1. The oppiord of the NO and aoyfi ld use of Meimn,iedudinOhoedfii�p, stwg nlollul:oe ondhioing, shml be the f#047182 , ! iesponubniyattkBeild'wg0esigazeand(dononm.All notes set out Inthe TODm�dthe predicts and paidelinesofthe tuDdfngComponent Saleyfo!armalmn(061)pa6GshedbyTHand SB(A arer0mindlotSennalgu:dorm,TPbldefinnthewspoeu"EifiHesanddutlesoftheirussDesigner,Trustpnignfoginmand �10019Chorlran[ir. Irvt N alanumr, uelnp .hReisg de0ned by ( hod ey:eeL upon in vri[ing 6y dl pork lead. 1pel ,besigningiren,4 01 the 1dmg Deugnerw Trvss System Engeeeefor any hwldmg AO(opitaluedlemsareosdolmrdialpl.l. (apyhph102015 A•I Rmf Lrtses-Adanuel Mart nez, P.L Pepr rafint on of Ihfs dorvmenl, in ony faun, Is prohibited with miflen permission horn A-T Boa/Trusses-MrnelMominel, P.L Orlando, FL 32832 Job Truss Truss Type City Ply Tarpon Flats Lot 12 Model A XPRHTFA A09 HIP CAT 1 1 A0579453 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a 5x6 = Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:21 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-3k9CD8w45NiJdkXtcbHYAGkVSx8J V69tHr2n72yd?dO I M-0 25-7-12 32-4-0 , 344-0 , SvA — g�B Dead Load Dell. ='5/16 in 3x4 ='. 5x6 WB= 3x4 = 5x6 WB= 3x4 = 3x8 = 3x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.22 9-11 >999 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.53 9-11 >728 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(rL) 0.13 7 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 161 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. 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) 1 = 1777/0-8-0 (min.0-2-8) 7 = 1966/0-8-0 (min. 0-2-11) Max Horz 1 = -194(LC 17) Max Uplift 1 = -559(LC 12) 7 = -636(LC 13) Max Grav 1 = 1777(LC 1) 7 = 1966(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3793/2241, 2-3=-3551/2260, 3-4=-2661/1786,4-5=-3424/2251, 5-6=-3544/2233, 6-7=-3788/2233 BOT CHORD 1-20=-1910/3258, 13-20=-1737/3258, 13-21 =-1 086/2451, 12-21 =-1 086/2451, 12-22=-1086/2451, 11-22=-1086/2451, 11 -23=-1 084/2449, 10-23=-1084/2449, 10-24=-1084/2449, 9-24=-1084/2449, 9-25=1728/3253, 7-25=-1728/3253 WEBS 2-13=663/652, 3-13=-617/883, 4-9=-608/877, 6-9=-662/648 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=0.1.8; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8e MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 559 lb uplift at joint 1 and 636 lb uplift at joint 7. 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) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/� gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard I NOTES- 1) Unbalanced roof live loads have been considered for j this design. Wmai.g-Plase thewgg,fyr,i,.th,'AdrDOr TBDSS(S ISIr(aI6(XEBA(R7YSdC0NDMOUS(US?ONH(-BDYnj AIXNOWIPDS(MEBr lee Yoily Mig.p—eten..deed soles ce 64Do, his, fhnieg VDD)end the keo,elY&n'PE We —Sim We' me. Onku ethndsutmed. 15e 1DD, var MANUEL MARTINET P.E. �WTek r..xO.r plmn sha06v used Lrtle IDDl.ber.F.d. NairmsDesig. Fngineer(e.,Speu.Oy[.ginwr}16e ad an nnrIDOrepmrNs.ert¢pIm¢'.St6ep.fesu.aol engineering mpemiEipry lu the deug..PlBe u:yk hmsdepided..IEe ND.ef,.ederlPl 1. IBe d6g..sumpti..>,laai.9 un.5li.es, - wO.Bury.nd.m.IMirNnf.r.dy tluild'.g is lhnap.mibrhry.lthe O:ner, M:Orn rs tB used vgeet the B.BShg Des'ry n,Mthem.lea..l the lRL N.IBC, McLml Building r.de.bdlPH.Thegpfoml dBe 100.nd..yfiddu ed Me Tlms,kldl.phe.dr%A..pe, iesfdw;.n od bmCng, shdl be the #047132 , I rnpnbsib�Brydther.iLwg0esigur..d(d.n.n.e411netesse1.ulietbelOD.ndihepm0iaso.dguidelinet.ItheBmlding(.¢p.eenlS.teryln!crmotl.n(BCS�pobOsbedbylPlondfE(Aaere(nerved(.tyener.lg.!dnntt.INIddasthemsp..96iti6esroddNies.IlAeLussOnlgne4hmrDeti9.(opi.eera� 10019(horllon(ii. IrveY l.dmeq..fnr'ber.sc defined bye[.nhetl.yrgdup.. in n0uig by.Dp rDes iexehed lBel 4. DD Engi.eflif A011he Bdld.g Opsignn.rlrvx5ystf Engiearter.ey luNn}AC(.piteluedl e.edlBn(dl.ie�l. (opynghl ©1015 A-1 ReArossei-Mmil Mmtim, P.r. Beprod.nion of this d.mmenl, in.nyl.rm, Is p).hiBded with wri0a pamissW h.m Ad R..I trusses A1.n.el M.nieee, P.E, Orland0, FL 32332 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA A10 HIP CAT 1 1 - A0579454 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 61:Ef 4x6 Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed I D: u M NtX8M FQzgGeYl mYwngyHzGcBX-XxiaQUx ishgAFu63AJr -0 21-6-0 26-7-12 1 32-4-0 1.5x4 II 4x6 = 16 17:16:22 2015 Page 1 jRLTNEfh1 WVnKfUyd?dN 344--0 , Dead Load Defl. = 5/16 in 3x4 = 5x6 WB= 3x8 — 5x6 WB= 3x4 = 3x8 — 3x8 = — — 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 FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. 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) 1 = 1777/0-8-0 (min. 0-2-7) 7 = 1966/0-8-0 (min. 0-2-11) Max Horz 1 = -172(LC 17) Max Uplift 1 = -534(LC 12) 7 = -611(LC 13) Max Grav 1 = 1777(LC 1) 7 = 1966(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3795/2291,2-3=-3425/2140, 3-4=-3119/2058, 4-5=3119/2058, 5-6=-3417/2130, 64=-3785/2278 BOT CHORD 1-20=1806/3280, 13-20=1806/3280, 13-21 =-1 258/2627, 12-21=-1258/2627, 12-22=-1258/2627, 11-22=-1258/2627, 11 -23=-1 254/2624, 10-23=-1254/2624, 10-24=-1254/2624, 9-24=1254/2624, 9-25=1792/3269, 7-25=-1792/3269 WEBS 2-13=576/568, 3-13=-365/605, 3-11=262/562, 4-11=-585/437, 5-11=269/567, 5-9=354/596, 6-9=-569/559 CSI. DEFL. in (loc) I/defl L/d TC 0.69 Vert(LL) -0.22 9-11 >999 360 BC 0.65 Vert(TL) -0.55 9-11 >700 240 WB 0.34 Horz(TL) 0.14 7 n/a n/a (Matrix-S) 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) Plate(s) atjoint(s) 1, 3, 5, 13, 2, 11, 4, 9, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 12 and 10 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 1 and 611 lb uplift at joint 7. 9) 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. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 164 lb FT = 0% 0 I46 Wmim,.Flm,etloraag4yrtrier1he7-I ROOF T111Sia(101I11t GENORALIDYSi V64 dnia patamew—dnadnln oa lhisrwsr D61. D—iq IOU)andth, N. elYmliea,PI10—are Sheel berme um. an!ese otlenimslafed onikTDD, orlr MANUEL MARTINEZ P.E. IOiek tonaat(wp!a!q sFa06s andfor the IGOIohe ral:d.Ass?ruu 0esigoFngineer(e.; Spuielry Faginaot Iho-I oa onrTOO,q,- tee vwp!—ellhep dasi.ao!'.O.ermg urponsi6iiry.1. the design afMao e sinl,?ry s des' ao lh COD Wy,de,TPl-I, the design ossumpti-, laodmg tondeioas, , 0&51yarid,,, ollb41ia,sf,, aoyllalfaghlb-1pnibift.11he O+ney theOwneiswTNarimd a gentoth,hfld"mgaesigT,athematedoflh.11CA..IBC,the local building rode and TH 1. the opp,oicild1e TODW aoyfiddese of lherrus,, iaeWdingheadfing, sloroge, iasmlldtnn and biotinp, shall be Me #047182 ! mpm,ibiary otthe Bu ld'mg Ceigni ood Cdanoaor. All Was,et oul i. The DO uad the proNns ood puid fires ollhe Ruldlag(empaoenl Salary !n!—arka(BCSI)publi,hed by Fir ad SECA are rfwimal for g Hguidons,. IN l defines t6e,n,paosibih. and dut!es al the Truss Dalgne,, l,uss 0eilgn Cagdata and 10019(horllo0(it. �TrvssW Itlamqudes ch—iu defined by [bon agreed up a.,Kig by a prtis ioeoped. The —sr." u0p Frig Tea Ss bollha 11.16g0 R.,ar lrvssSy,tem[ngiam la, my5ldog. All rophfi.d terms ore as defined in101.1. Copyright©761SA-S Roaf Trusses- Nasal Marine; F.E. Reploduman dthis dasumenl, in any form, is piohibia d with arisen p—Ission Lem 4-1 Roof Trusses -Manuel MarOnee, KE,, Orlando, It 32832 Is Job Truss TrusslType Qtv PIv Tarpon Flats Lot 12 Model A A0579455 XPRHTFA A11G HIP (GIRDER 1 3 Job Reference (optional) Al KUUr I muooro, rum I rimmI iz, rt- J v, ucalvl IVe I -2-0-0 , 1V 8-10 22-0-0 "-4 41- 6.00 F12 3x4 G 3 a� 2 1.31 d1 2223 17 24 3x8 _ 2x4 11 n Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:24 2015 Page I ID:u MNtX8MFQzgGeYlmYwngyHzGc8X-UJgLrAyyOl4uUBGSHkgFouM 1 y88V iQwK_pGRkNyd?dl 13-94 18-&12 21 27-7-12 3210 4-11-4 4-9-8 411� 4-1-12 ' 4-8-4 ' MT20HS 7x10 MT20HSI1 Dead Load Defl. = 5l8 in 1.5x4 11 3x4 = 4 5 6 7 3x4 8 � THD26 m 9 I� 25 15 2614 27 28 2930 3112 3233 34 35 360 37 38 39 16 13 11 4x6 11 5x10 MT20HS= MUS26 4x6 11 MUS26 5x6 11 3x6 11 3x12 Special JUS24 7x8 = MUS267x10 MT20HS= THD26 THD26 THD26 JUS24 MUS26 MUS26 THD26 P QEff-e1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.35 13-14 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.85 13-14 >457 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.20 9 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* T1: 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-7-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 12208/0-8-0 (min. 0-3-6) 2 = 7941/0-8-0 (min. 0-2-3) Max Horz 2 = 149(LC 50) Max Uplift 9 = -3423(LC 4) 2 = -3058(LC 8) Max Grav 9 = 12217(LC 2) 2 = 7941(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-16695/6519, 34=16496/6577, 4-5=-2016417719,5-6=20164f7719, 6-7=-20917/7504, 7-8=-19863/6558, 8-9=-23647f7030 BOT CHORD 2-22=5857/14834, 2-23=5874/14876, 17-23=-5874/14876,17-24=-5874/14876, 16-24=-5874/14876,16-25=-5867/14747, 25-26=-5867/14747, 15-26=5867/14747, 15-27=-5867/14747, 14-27=5867/14747, 14-28=-7380/20917, 28-29=-7380/20917, 29-30=-7380/20917, 13-30=-7380/20917, 13-31=-5657/17503, 12-31=-5657/17503, 12-32=-5657/17503, 32-33=-5657/17503, 33-34=5657/17503, 11-34=5657/17503, 11-35=-6226/21071, 35-36=6226/21071, 36-37=-6226/21071, 10-37=6226/21071, 10-38=-6226/21071, 9-38=-6226/21071, 9-39=-6202/20968 BOT CHORD 2-22=-5857/14834, 2-23=5874/14876, 17-23=-5874/14876, 17-24=-5874/14876, 16-24=-5874/14876,16-25=-5867/14747, 25-26=-5867/14747, 15-26=5867/14747, 15-27=-5867/14747, 14-27=5867/14747, 14-28=-7380/20917, 28-29=7380/20917, 29-30=-7380/20917, 13-30=-7380/20917, 13-31 =-5657/17503, 12-31 =5657/17503, 12-32=-5657/17503, 32-33=5657/17503, 33-34=-5657/17503, 11-34=5657/17503, 11-35=-6226/21071, 35-36=6226/21071, 36-37=-6226/21071, 10-37=6226/21071, 10-38=-6226/21071, 9-38=-6226/21071, 9-39=-6202/20968 WEBS 3-16=581/484, 4-16=-1232/2887, 4-14=-2477/7323, 5-14=-457/292, 6-14=1248/269, 6-13=-458/631, 7-13=2323/4645, 7-11 =-1 339/5552, 8-11=4310/738, 8-10=363/3520 NOTES- 1) 3-ply truss to be connected together with 12d (0.131'I4.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-14 2x4 - 1 row at 0-7-0 oc, member 8-10 2x4 - 2 rows staggered at 0-4-0 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=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; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 600 lb FT = 0% 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3423 lb uplift at joint 9 and 3058 lb uplift at joint 2. 11) 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. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Use USP JUS24 (With 1 Od nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-10-12 from the left end to 12-10-12 to connect truss(es) J9 (1 ply 2x4 SP) to back face of bottom chord. 14) Use USP THD26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 11-6-8 oc max. starting at 13-8-12 from the left end to 31-3-4 to connect truss(es) B09G (1 ply 2x6 SP), B05 (1 ply 2x4 SP) to back face of bottom chord. 15) Use USP MUS26 (With 1 Od nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 15-8-12 from the left end to 23-3-4 to connect truss(es) BOB (1 ply 2x4 SP), B07 (1 ply 2x4 SP), B06 (1 ply 2x4 SP) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1964 lb down and 880 lb up at 8-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) k;onunuea on page z Ylaldtrig•Pleme'F.vrovg`Irrei¢+IM1e9l ROD(RIMS MD!IIDkS (lli?OStti('gDY[YEA[IfA0R1E05tN[!II"tmeeYnitydaiga pmamden aodiead eoln rolhisLon Ongv Ota.irg (rDOJavd@a kanuel Yart¢e; Pi Pefaeme Raee kervm me. Uasu at5nrisesrmedoo 15e 1DD, ov!z MANUEI MARTINEZ/ P.E. Mltekronvedar plates shag be used far. the TODlobe rdid. baTrvn Design ingiven(ie.,Sp<dvlry E,g(xerllbe uei on ovyTDD repremdi et a.,eplau vlrh:p,vlesuvvvl engi�nering,npmsikibry lw the design alrhe single Luu depidcd va the iDO Deli,uncle, IPI I. Ihededgamwmpfiovs, God gondmoas, sailahldy and use dthis Truss for any building isthis, esponslb lty at the Over, the Oenels outhoited agent 1th D IdgOnrynep inlbeeotest ntthe IR(, the 111C,the loiol building and, ad MI. The approeoialOn, TOD and any field use of the Truss, iodating knitting, storage, iWrillvGnondbinding, shall be 15, #047182 ! responsibility Orin, RAing Designer and (anhader. All notes set oul in the TOD and the recital ad guidelines I 9T.-ific-,IFI-I Minesthe!espaoShDtlesandduNmaltheTies,Designer,listsDesign(nginettand 10019ChorllonCir. trust Maautadmeyadess alhenisn defined by a(anhod agreed spen 1..,brig by all parties inuabed. The i t Oasan Foginrer is NOT She Building 0mgnerar?rvssSlide. Eng-, for any building.All (opitk,d terms pre as defined in 101-1. (opyrighl02015 A-) Real[ funw,-Mann l Martinet,?1 Repmdoinb of [his dorumenl, in oaV far., Is pmhlbil d with writtee permission fmm A -I Boot Trusses -Monuel Martinez, Pi. Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA A11G HIP GIRDER 1 3 A0579455 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:24 2015 Page 2 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-UJgLrAyyOl4uUBGSHkgFouM1y88VQwK pGRkNyd?dL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-96, 4-7=-96, 7-9=-96, 2-9=14 Concentrated Loads (lb) Vert: 16=-1319(B) 14=2380(B) 19=-1442(B) 25=441(B) 27=441(B) 28=1212(B) 30=1212(B) 31=-1212(B) 33=-1212(B) 34=1212(B) 35=1442(B) 37=-1442(B)38=-1442(B) Wo.i.g-Cie.,,11,roagfdyre.iewlhe'1.1A00ITA0SSESfliiEtIDENIt.(lIDYS&(OtlDITIONSNSTOMI('BUMIA(IMOWLEDGIMENrfomeNityk0ppm.srowmdreodnotese,WO msrDesign Dmvegl(DD)ord7kMouser Yortina,P1.gderenreSheee her oreuse.0o'estoebeniw.rtmedonthe Too,troy MANUEIMARTINEZ,P.E, A\Wl.bonoenorpnt.s shollb,m.d to de 001. he mid. AsaLussb)s gn E�ryineer(. Sp DY Eag er), th. uol on ony100 p of . .... ptons..11he pralessionaleogi,"'fisg mspnos Efitr for the design of Me single Lussdp Id tC TDD only nits alldegn . lb. pf ns, rood g dd, sutobiliyand use of this artist for troy tadding"s the«sponsbrdy of the Our!" the 0nners lhons:d ug6t or the Wring De finer, m the wele.t of the IRL the 18(, the lotol building code and TPld. Theepproral ofthe TOD end coy field ue 1 ThriT ,,, lodudmN handling, sWge .dollutmn end b g lull be the #047182 ' responsibihryortheBnliingDesignerold (ouhador. All noteset not othe tDDmdthe pledioesand geicingewIThe Building (troy o�enlforeryTtdormononTBLSIJpuAdshedbylPloodSP(A euftseuoedfaryeneml9uidonoe. tell definestber.spoosibi6sand 40esorthe Truss Designer, Trust DeugnEngineer end 10Q19(hOdlOnElr, I-M000fed. ,surm mhruiw defined by ( yea ngrzed up n.�ing by ellpoifiesSnnot.ed The T .Deign lej—ns NOT the 8u7dio9 Desgnrm arms Syste Ing ..ho—fbu1dog.dllfopeolind toms ore os delinedinlPFl. (appfghf©g01gAItool Tmsses•ASonuel Martinea,P.L tepmdonioh allhfs dommenl,intreyrorn, Ispohibita with,esina p—lision(tom A-1 Dour Tenses Moral hl.,ira, Pi, Orlando, FL 32832 Job Truss I russlType Qty Ply Tarpon Flats Lot 12 Model A A0579456 XPRHTFA B01G HIP GIRDER 1 1 _ _ ___ . __ __... ... .. ...... . .. _. Job Reference (optional) .... ......-..:r_,. ,_�.._._:__ s__ .. e_� o.._ •c .e 1.s c.nc on•ec o.,..e Al ROOF TRUSSES, FORT PIERCE, FL 34946, aes!gngna7truss.com Run: Y.630 s dul 2a 20 eo rnn(. Y.oau s im co c� eo rns s 6, US, eea.. I D:u M NtXS MFQzg GeYlmYwn gyHzGc8X-yWOj2 Wza9cC16LrerRM UK6vC 2-0-0 7-0-0 11-2-0 224-0 n_n 7_n-n 4-2-0 4 2-0 7-M Dead Load Defl. = 114 in 3x10 - I 3x6 I I axl u M l zuNz- oxo l l ox w_ 7-0-0 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 NO BCDL 7.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-14 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 = 2332/0-8-0 (min. 0-2-8) 6 = 2332/0-8-0 (min. 0-2-8) Max Horz 2 = -111(LC 38) Max Uplift 2 = -1501(LC 8) 6 = -1523(LC 9) Max Grav 2 = 3016(LC 23) 6 = 3016(LC 35) FORCES. (lb) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except, when shown. TOP CHORD 2-3=-5704/2760, 3-17=-5905/3015, 4-17=-5905/3015, 4-18=-5905/3015, 5-18=-5905/3015, 5-6=-5704/2803 BOT CHORD 2-19=-2373/5008, 10-19=-2373/5008, 10-20=-2380/5068, 9-20=-2380/5068, 9-21=-2332/5068, 8-21=-2332/5068, 5-22=-2325/5008, 6-22=-2325/5008 WEBS 3-1 0=-1 84/1457, 3-9=-687/1205, 4-9=-1013/912, 5-9=727/1205, 5-8=-184/1457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 4-2-0 CSI. DEFL. in (loc) I/defl L/d TC 0.77 Vert(LL) -0.25 8-9 >999 360 BC 0.82 Vert(fL) -0.47 8-9 >567 240 WB 0.56 Horz(fL) 0.15 6 n/a n/a (Matrix-M) 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); 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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 1501 lb uplift at joint 2 and 1523 lb uplift at joint 6. 9) 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. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 553 lb down and 579 lb up at 7-0-0, 308 lb down and 301 lb up at 9-0-12, 308 lb down and 301 lb up at 11-0-12 308 lb down and 301 lb up at 11-3-4, and 308 lb down and 301 lb up at 13-3-4, and 576 lb down and 574 lb up at 15-4-0 on top chord, and 1125 lb down and 263 lb up at 7-0-0, 229 lb down at 9-0-12, 229 lb down at 11-0-12, 229 lb down at 11-3-4, and 229 lb down at 13-3-4, and 1125 lb down and 263 lb up at 15-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 105 lb FT = 0% Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=96, 3-5=-96, 5-7=-96, 11-14=-14 Concentrated Loads (lb) Vert: 3=230(B) 5=-230(B) 10=-316(B) 9=-68(B) 4=-305(B) 8=316(B) 17=152(B) 18=-152(B) 20=34(B) 21=-34(B) W-neg-P@me 'A-T ROOTIfis9Srsatltl, GENEPAI TTRMS&CONDIOORSCUSTafflrlgUYajAo!GOW1lMM!Nrfurn YnifydesigopoemelasnedYeed oele—lhisTrvu Dnyn Diving gOD)end fhekuwel Reirmes, P2 Refnene Sheet berme use.On!-m4mi-teled m the TOO, Dory I ee d. the MANUEI MARTINEZ P E, Milek mnnegor plots she06e used for she lDD to pe rnl As a irux pisign [nginem (ie., Spedolly Engines),Isir on onrIDO rep<es<di ce araplmre olshe prolestionoginenieg -p-ibitiry in the design of the ilng!e ldep raes iised n Ile TOD Wy, ue odn lP1.1. Th. dariga lend ing d g rondfioae, �wlfebilry end um 0thisimsslu any 10d!ng nlberespons!b l4 el the Omer, the Oros;% enflinr ed agentirlhe WINg Dngner.e11ie mined.1the lRGthe Or, The Wel b6ldng end, end TPbl. The opprml ofthe TDD end ney field use bl the tm,s, lmlud'ag buflig, stooge, midlemn and bn tidg, shell he she #0411 $2 , ! responsibiGryotshagaild'mg0esigazeand(aonoelo.AllnolessmoutinlbelDDundshepattitesondgo'de6nesorlhe0u8dng(ompouensio`eryln!oemmlgnrr(SI)pubGshedEy1111ondSP[AuretelnemedlaryenemlgudonseRlldeOnesthesespaoShthfiesandduAefollheLussDesignee, W,Design Eoginee,end 10019Chorlronfir. Ifuss Muaufadam4unlmpoMerwise defined by a CntmOegreedupdnn wrifing by e0 pohe,velved. Ihelmn Oniga CngineensA9l lM1eguidng Upsiyner er ieuss5ystem Cngioen fhecnybu!dg. All (ephtirds ,. in os Wnn,in 1Pl-1. Cgyrighl©7015AA RWI,vss,i-Rgunuel MerOne:, P.E tepmdottion dr Ihis doeumenl, in anyloim, It piohiEWed nth wrinee pumission from A -I Rddl Trusses Manuel A dine, P.E, Orlando, Fl. 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA B02 HIP CAT 1 1 A0579457 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:26 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-Qiy5Gr DwwKckVQrP9tjtJRRgymnAWLcR71XpFyd?dJ -2-0-0 , 4-9-4 9-0-0 13�-0 , 17-,12 22-4-0 24-4-0 2-0-0 4-9.4 4-2-12 4-4-0 42-12 4-9-4 4x6 11 4x6 1/ Dead Load Deft. = 3/16 in Jx4 — 140 — 4x4 = 4x4 = 7-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 5 T94 Vert(LL) -0.20 9-11 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL Vert(fL) -0.37 9-11 >721 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.08 7 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 100 lb FT = 0% 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. 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 = 1414/0-8-0 (min. 0-1-15) 7 = 1414/0-8-0 (min. 0-1-15) Max Horz 2 = -136(LC 10) Max Uplift 2 = -469(LC 12) 7 = 469(LC 13) Max Grav 2 = 1414(LC 1) 7 = 1414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2561/1515, 3-4=-2198/1331, 4-5=-1771/1213, 5-6=-2198/1330, 6-7=-2561/1514 BOT CHORD 2-18=1120/2190, 11-18=-1120/2190, 11-19=-685/1671, 10-19=-685/1671, 10-20=-685/1671, 9-20=-685/1671, 9-21 =-1 133/2196, 7-21 =-1 133/2196 WEBS 3-11=486/481, 4-11=-245/499, 5-9=-245/499, 6-9=-486/481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Encl. I 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) Plate(s) atjoint(s) 4, 2, 11, 3, 9, 5, 6 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s)' 10 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 469 lb uplift at joint 2 and 469 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wm.iog PlemefF.oreugFAy eerie"she'd I ROOF R7SSCSJ'SUIEA');G(NEAACTOMS d.CONDIIIDNSCIISiD6tFA rBDYFAj R(MADW(ED"ofN(Ny'rvn Ye rilydesigupmometen aedrod Wo. thisLaes Dnyn gmriog ROD)a 17M1e M.onuel4aeirn,PL Admemeieetleiam use.an!eet ufhenisarlmedon i6eiDD,on!y MANNEI MARiINEZ, P.E, ARdr.n.edm pluse at,,0.11 be d lath. TOO fo he valid. As. Truss Dasga Fng o...( speuatly F.gineee), the -I ananyMu .:r ms..eptnnm dthepmfe.i "not e,,! eeiagrmp. brly1. ae de,ign d the angle N.&j.,ded a. fh TDD o.I ueder V1.1. i6ed g su pfi-,,lad g dih.ro, Isldhldy.nd me dlb,Tin,f.e aay 6uilfiq alb, respmNlry.Iffie a.ney then -es adhwired agent., Me 6ldieg Decry et'nt the roatea(d the lg(,4eIBC, the 1-1 building ede and TTl 1.The.pyt6doffte TOO sad any field-.INW-1,1mludidg hudBag, slangs, mlollanon.nd b (gs6dl AM, #047182 �eesp.nyibihrydfhe6mldingCesigauaad(d.nedot.Mutts SetoulielbeCDDnnd1hepmdn—dp6lipadtheguMn(empunemSderyln!mmananrdCSl)pu66sM1edbyrylWWCAareideen¢dfor ph;udgudam.INIdehnesf6etaspoosiblAdesandddinQflb,Tin,DWgner,rrbsWipfngineer.nd 10019 Chadian (IF. lrv. AI dpdueer,.nle 'h nneaefi.ed by [engan.grcedupon niringby dlp tiinvolved. Thef 'gn .D Fagmegr is Malfhe B.ildiag De 9 nar irpss5yd Eng pn I., ayb Id g. All lomli(edl memeo hhudinlPl.l. Upydghl ©2615 A.I goof trusses-bimef Modinet, P.E. Aeprodudiah of this dmumem, in anyfam, Is prohibaed with wrinen permRstpn ham A 1 Roof From Manuel Mertion, P.r, Orlando, Ft. 328.32 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A COMMON 1 1 A0579458 XPRHTFA B03 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:27 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-uuWTTB?rhDSTLf?l zsOyPX_bLM6YvvsmgnVSLiyd?dl -2-0-0 5-10-4 11-2-0 16 5 12 22-4-0 24-0-0 2 0 0 5-10-4 5312 1112 5-10-4 240-0 4x6 = 3x4 = 1 3x4 = ox(s M l zuna-- oXc — 3x4 = Dead Load Dell. = 3/16 in 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 0.55 Vert(LL) -0.20 8-10 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.38 8-10 >714 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.07 6 n/a n/a BCDL 7.0 Code FBC2014/TP12007 (Matrix-S) Weight: 105 lb FT = 0% 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. 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 = 1414/0-8-0 (min. 0-1-15) 6 = 1414/0-8-0 (min. 0-1-15) Max Horz 2 = -161(LC 10)' Max Uplift 2 _ -487(LC 12) 6 = -487(LC 13) Max Grav 2 = 1414(LC 1) 6 = 1414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2410/1465, 3-4=-2150/1432, 4-5=-2150/1432, 5-6=-2409/1465 BOT CHORD 2-17=-1053/2037, 10-17=1053/2037, 10-18=-519/1354, 9-18=-519/1354, 9-19=519/1354, 8-19=-519/1354, 8-20=1063/2041, 6-20=-1063/2041 WEBS 4-8=4731723, 5-8=-561/544, 4-10=-474f723, 3-10=-561/544 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) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 2, 8, 4, 5, 10, 3 and 6 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 9 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 2 and 487 lb uplift at joint 6. 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) This truss design requires that a minimum of 7/16e structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmalag-Pleosethosougbtynr.-er Poe"Ad RODfd ealee oa tbisLox OeiryoDtoecB(IODJondlhe M.—IMmsloes, Pl. Refoena Sheel Befom me.Uo!eealhaeiu.etotedoo the lOO, only MdNUEI MARTINET, P,E. Mlek sonaenor plots shoo be used Im the IDO to be rdid. At. state Design Ermines p.e.; gpetinlry f:ginenhi he sense, an, IDD tepeeeote av anept— of theptofessi—I eagtmmog imp esibiGryfm she design 0 the single Trau depicted no the TOD net., uades TPld. lbe design m—ptims, hod g mnd&fims, sudobilityond use of IN, Tins, for anyeusdleg is the respoossb'Dry olmeOener,the O—iivathai.ed opoto the OaldagDesign",in themolal of thelKthe lB(,the I -I building code and IN 1. The opptevnl a! the IDD ad any Field me of the Truss, indedgheadBag, mainge,'nstollofaobadti g, sban Be the #O4T1O2 i resPoosiMlity of lharoiMinpOesigneiand(dohorlor. All notes set put m the IOU and the pied its and gaidehn solthsBudd ng(ompoaenl SoferylnformadanfBCSQ puhR7M1ed by Rl ondBB(Aarz Rle¢e[edforyeneml gu:dante. IPlIdsfinesibetespopDhiGoie and dutietiallM1elrmsOetlpnet, (rust Det gn Engineer and rasa dlmfinhref, ..,fee, ofh-iss d,h,dh (onlmtla reed na tf b nll a lead. The ss Oesi En eer is ROT the Buildie Design,, ,Ims,Ssl En nest la, on buldn AII(a' I d leans me as defined in 161. 1OO19, CharltonL332 ( Ya 9 Po s esmD.Y Ror'es in 3D gin 9e y cm Engines, y g, pen qe (opyright©i61SAd goof rmssei-Memel Martinet, 1`1 Repmdntlian of Ibis dotumeo,in any farm, Is prohibited -with rtilleo pesmission ham A-1 Roof fiasses-Manuel Martian, PP, UlluodOt FL 32632 Job truss Truss Type j 4ty Ply Flats Lot 12 Model A XPRHTFA B04 COMMON 1 TTErpon 79459 b Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:27 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGcBX-uuW17B?rhDSTLf?lzsOyPX_b8M6XwamgnVSLiyd?dl , -2-0 0 , 3-10-4 11-2-0 16 5 12 22-4-0 2 0 0 5-10-4 5 :4 5 3 12 5 10 4. 4x6 = 3X4 = 3X6 MI2UHS— 3X4 = 4x4 = 7-7-8 7-1-0 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 FBC2014/TPI2007 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. BOTCHORD 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) 6 = 1226/0-8-0 (min. 0-1-11) 2 = 1417/0-8-0 (min.0-1-15) Max Horz 2 = 175(LC 12) Max Uplift 6 = -410(LC 13) 2 = -487(LC 12) Max Grav 6 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2415/1473, 3-4=-2156/1442, 4-5=-2163/1451, 5-6=-2423/1483 BOT CHORD 2-16=1154/2031, 9-16=-1154/2031, 9-17= 602/1333, 8-17=602/1333, 8-18=602/1333, 7-18=602/1333, 7-19=1165/2040, 6-19=-1343/2040 WEBS 4-7=-495/745, 5-7=-580/561, 4-9=480/733,3-9=-574/554 NOTES- 1) Unbalanced roof live loads have been considered for this design. Dead Load Defl. = 3/16 in 6 n Ia 4x4 = CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.57 Vert(LL) -0.20 7-9 >999 360 MT20 244/190 BC 0.90 Vert(TL) -0.37 7-9 >718 240 MT20HS 187/143 WB 0.42 j Horz(TL) 0.07 6 n/a n/a (Matrix-S) Weight: 102 lb FT = 0% 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; 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 indicated. 4) Plate(s) at joint(s) 6, 2, 7, 4, 5, 9 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 6 and 487 lb uplift at joint 2. 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) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and''Y2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmaing•Pleasetha'ougfdy,eii.ara,'A.)Roof Verify design pmometm ood,eodo h—, lhisLon gesigng,avPgfrOg)andthe kawel0wtires,P.[. Yehrzna Statkelmeme. gobu mherlse stated on TOD,ea!y MANUEL MARIINEZ P.E. XaT,kao—do, plm essh.0be used la, the laglo be valid. Asarrusso.asoingieerp.e.Spe,ialry fagNea,b the sealan anylOD represents ao oaepion-11hep,o(nsiaaalengineer gabddyandoteofthisiris, W any ruilrngithemapansbsdy of the awra" thaen,rs autho,imd a gm, A.Buddhg Dei'ge,em rhe,aWas of the IK, the HIT, the loml buildiop code eodlPhl. the oppruial o?ihc iga and anyfield meal Ne�es�'n,ludiag keadR�, dwoge mtatlofmo andb gehdl h�e Me #047182,sponAhiliryohheguldingaesigaerand(mhoda.ArmlessetpatietheTooandthep,odimsadgwddine,ofib,Budding(ocpaeen)SofryfnbrmmoafR6Qpublish,dbyRlpndSE(AareitteimtedtoyRamatSadanre171-IdefinestbemspaosbiBAeranddatiesafthe�u��etlpne4irussaengnEogineerond 10RI9(horhbn(ir. Cruse Naouladurep unfessotbrwise defined by a(onSmQ agreed opens,arifing by all portin innefeed.!be is ss& gn[spnes,t NOT the folding pengn,r a hussiptem(gisear for any budding. All Upitolized terms areas defined inlP,l.1. (opyrighl©]OISA-1 goof Trusses - Manuel Martinet,P.L Reproduction of this dotumenf, in any form, Is pruhibied with wrineo permission from A-1 Roof Busses Manuel Martinet, Pt, Orlando, FL 31831 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A AO579460 XPRHTFA BO5 ATTIC _ _ ___ . __ __._ 4 _ . -. 1 ...... . .... Job Reference (optional) .... .....� ..:r_,_,_...._._:__ e__ u,_.e c__ .c .a..ecno on•se o..,.e Al KUur I KubAC2A, rum t Iran .C, .-... _.-...____..__, ... _.- I D:u M NtXBMFQzgGeY ImYwngyHzGcBX-M44lfiiiiSXaKzpaD WZvBykXr4r 8-7-11 9 3$ 11-2-0 , 13-0-8 1 5 15-9-12 22-4-0 nn (ins 2_1-7 0-7- 31-10-8 1-10-80-743 2-1-7 6-6-4 4x6 = Dead Load Dell. = 1/2 in 5 3(6= 3x = 6.00112 1.5x4 11 11st1.5x4 11 3 7 1.5x4 II N_ d 9-0-0 Ivi 2 1 a� B2 ($ 1 1a 10 19 9 20 3x10 : 510 = 5x6 = 3x10 LOADING(psl SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.46 9-10 >588 360 TCDL 28.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.96 9-10 >278 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.07 8 n/a n/a BCDL 7.0 Code FBC20141TPI2OO7 (Matrix-S) Attic -0.24 9-10 454 360 LUMBER - TOP CHORD 2x4 SP M 31 NOTES- BOT CHORD 2x4 SP No.2 'Except` 1) Unbalanced roof live loads have been considered B2: 2x6 SP 240OF 2.0E for this design. WEBS 2x4 SP No.3 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) WEDGE Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Left: 2x4 SP No.3, Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) Right: 2x4 SP No.3 and C-C Exterior(2) zone; cantilever left and right BRACING- exposed ; end vertical left exposed;C-C for members TOP CHORD and forces & MWFRS for reactions shown; Lumber Structural wood sheathing directly applied. DOL=1.60 plate grip DOL=1.60 BOT CHORD 3) 300.Olb AC unit load placed on the top chord, Rigid ceiling directly applied. 11-2-0 from left end, supported at two points, 5-0-0 JOINTS apart. 1 Brace at Jt(s): 11 4) Plates checked for a plus or minus 0 degree MiTek recommends that Stabilizers and required rotation about its center. cross bracing be installed during truss erection, in 5) This truss has been designed for a 10.0 psf bottom accordance with Stabilizer Installation guide. chord live load nonconcurrent with any other live loads. REACTIONS. (lb/size) 6) ' This truss has been designed for a live load of 8 = 14561Mechanical 20.Opsf on the bottom chord in all areas where a 2 = 1645/0-8-0 (min. 0-2-8) rectangle 3-6-0 tall by 2-0-0 wide will fit between the Max Horz bottom chord and any other members. 2 = 175(LC 12) 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, Max Uplift 4-11, 6-11; Wall dead load (5.0psf) on member(s).7-9, 8 =-212(LC 13) 3-10 2 =-290(LC 12) 8) Bottom chord live load (40.0 psf) and additional ' Max Grav bottom chord dead load (0.0 psf) applied only to room. 8 = 1614(LC 2) 9-10 2 = 1784(LC 2) 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss FORCES. (lb) to bearing plate capable of withstanding 212 lb uplift at Max. Comp./Max. Ten. - All forces 250 (lb) or less except joint 8 and 290 lb uplift at joint 2. when shown. 11) This truss has been designed for a moving TOP CHORD concentrated load of 200.01b live located at all mid 2-3=-3781/1607, 3-4=-2528/757, panels and at all panel points along the Bottom Chord, 4-5=-225/646, 5-6=-226/647, nonconcurrent with any other live loads. 6-7=-2527/756, 7-8=-3980/2040 12) This truss design requires that a minimum of 7/16" BOT CHORD structural wood sheathing be applied directly to the top 2-18=-1998/4288, 10-18=392/2367, chord and 'Y2 gypsum sheetrock be applied directly to 10-19=-389/2384, 9-19=-389/2384, the bottom chord. 9-20=-392/2367, 8-20=2523/4605 13) Attic room checked for U360 deflection. WEBS 7-9=0/506, 3-10=0/506, 4-11=-3274/1181, 6-11=-3274/1181 LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 100 Ib FT = O% Wmaiog•the asethmoagFAy"'is. the'A.1 Roof TKISS9I'S1aEt1,GENERAL I(tMSAWIDITI0115CUSTOMER ('B01@1A(YNDWLEGaI!ADII'Imet%ily design pa+anttosand r,ad oolesoe this Lan Design DmvingODD) end the Roouel Yonne,1,F1West. SlaW baron use. one Is m4+rise tlmcd an N]Do,00ff MANUEL MARTINEZ P.E JOkkmmeder plolss+hell he used lor.Ihe lDOfoherdld. As aTan Designingineer(.e.; Spaielty reglnees), the seal an ney'11111 nami a,®mplaamofthe pmlusionol engi,rcningsespansitiGrylw lhednigoafthe szagle arms dephled ootte IDD only, undee lPl•1. Ihedes(gn m+umptiam, hed'mgrendirioa+, - +shob,hty and . seoftbisrfusilnicoy uildingistheeelponsibifiryelibellati,theDwn ulM1mizeddgentolrtheBmldngDe+igner,mlheaeeleatolthelR(.Iho111(lb,lealbaddingad, M PH. Thespian fortheTDDadanyfielduseofMeLuss,ihelud'ngheedring,9omg,jutallaw, dbmeing,shcliheNle #047182 i responsibilityofthe BaldingDeignetend (enadocAll notes set oat the TOO dthepmnirtsaadgudelmesofile Randall 6mponenlinhlyl�f.—tionlBn))publish,dbyINadSECAas, mlemotedtoigeheralgndnm,INIdefines the mspoanbihfiesand dnesofthe bass Designs,,:Truss Design Enaneerand 10019ChorltanOr. hut+ Aluabsdote, uele, Appa defined by [nhad agreed .,.a;. .,ifg by allpmm+neaieed. The Tien Engineer Design is hill the Beildog Dears, or Truu System Fngaeezfor any hailding.All(optolined fume are as delaad inli'l-i. (apyrfghl©1015 AA Roof buss-ftodMmfinez, P.E. teprodonian alibis dnminenf, in any form, is prohibited -with rotten pertnlssion ham A-t Roof Trusses- Wand gamines, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Fiats Lot 12 Model A XPRHTFA B06 COMMON 3 1 A0579461 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:29 2015 Page 1 I D:u MNtX8M FQzgG eYlmYwngyHzG c8X-qHd EutO5Dd Bbz9 Q4HQ QUy3xd9o?No4374_CPayd?d G -2 0 0 , 5-104 11-2-0 16-5-12 224-0 2-0-0 5-104 5-0 12 5-3 12 5-10-4 46 = 3x4 = 3x8 MT20HS= 3x4 = 4x4 — 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.20 7-9 >999 360 TCDL 28.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.37 7-9 >718 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.07 6 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) 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. 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) 6 = 1226/Mechanical 2 = 1417/0-8-0 (min.0-1-15) Max Horz 2 = 175(LC 12) Max Uplift 6 = -41O(LC 13) 2 = -487(LC 12) Max Grav 6 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2415/1473, 34=-2156/1442, 4-5=-2163/1451,5-6=-2423/1483 BOT CHORD 2-16=1154/2031. 9-16=1154/2031, 9-17=-602/1333, 8-17=-602/1333, 8-18=602/1333, 7-18=602/1333, 7-19=-1165/2040, 6-19=-1343/2040 WEBS 4-7=-4951745, 5-7=-580/561, 4-9=4801733, 3-9=-574/554 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) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 6, 2, 7, 4, 5, 9 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s)I8 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 6 and 487 lb uplift at joint 2. 10) 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. 11) This truss design requires that a minimum. of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 3/16 in 6 n It PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 102 lb FT = 0% Wvlag-PknetF.movgbly nrin MPA I ROOTTRUSSES(IRIE1I, GINE10.11111630901IIONSSniff, daigapammen—dtevdaotn aalhislion0esignDra.otg(IDO)ond the kvnvelYarticer,Pi ie!oexe S,tee k<fom ice. Dons otkcnneslmed vn lheIDD,aah MANOR MARTINEZ P.E. �Nilek—.aa, plato shall be used forlf, TOO 1, he raid. Atairusr Dndgn lall'a ( .. Speualty ldgmeerb the aI avayTOO repraevfs en amps—.116epmfessfonaI mgiimedngmspvadbifry lmif, deignvl Me sdvgdeTremdepiimd null. 100 wly, ead,,PI.I. Be deep aeptiovs; Iavd gmaddian, sufabiliq and ne ofthis buss In wirluOding's the nipftibillly ofib, Omer,the O-ei nibmitdogehl dr the Ending Oeig er,anlhennlen ofib, lRLl6e III, the land building tee, and 7W. The approved afth IDDa4 any field use of the Lou, dnsluding hendfng, storage stk6w end luring, sbell be the #047182 I responsibilDyolthtBoild'mg0esignetvnd(aohottm.Allnmsetadin14IDDandthepaguesoadguideldnaott,Inilding(wea ISafely lidneat.,@SI)pu64shedhy71end SE(Aa,,mfaeeudIngenaolgndou"T'IddefinalbeenpatiblH., ad datins at IN Tan DeOgto, Tros Onion faiii ad 10019(hoTlton(i[. Ine ba ufadwa, at Mh-11, defend by o[aere a greed nion to siting by a innate, invel cal. The lea Deign fngianl n Enloe Euildieg Designerar Truss Slitan faginenIn any building. All Contained lams ore as defined in IFI-I. Cvpyrighl ©HIS A.I Root trusser -Mani Alailien, P.L Reprodmtion of Ihfs abetment, in any loran, Is piohibliedwith written permission Lam A-1 Roof Trusses -Manuel Martinez, P,E. Orlando, EL 32832 Job Truss TrussType Qty Plv Tarpon Flats Lot 12 Model A A0579462 XPRHTFA B07 COMMON 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altfuss.com [allw- f Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:30 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-ITBc6D1L8r2C6kce xf19c6OZ8E6FRCMkjlyOyd?dF p4,x�6�p= �I 4x4 = I axq = axe M I Duna— azq — 4x4 = Dead Load Defl. = 3/16 in 6 n Id LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) -0.20 7-9 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.37 7-9 >719 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 HOrz(TL) 0.07 6 n/a n/a BCDL 7.0 Code FBC2014lrP12007 (Matrix-S) Weight: 102 lb FT = O% 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. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6 = 1226/Mechanical 2 = 1417/0-8-0 (min. 0-1-15) Max Horz 2 = 174(LC 12) Max Uplift 6 = 410(LC 13) 2 = -488(LC 12) Max Grav 6 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2415/1473, 3-4=-2156/1440, 4-5=-2163/1449, 5-6=-2423/1483 BOT CHORD 2-16=1154/2031, 9-16=-1154/2031, 9-17=610/1344, 8-17=610/1344, 8-18=610/1344,7-18=610/1344, 7-19=1165/2040, 6-19=-1343/2040 WEBS 4-7=486l734, 5-7=-567/551, 4-9=471/722,3-9=-561/544 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) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 6, 2, 7, 4, 5, 9 and 3 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 6 and 488 lb uplift at joint 2. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard W.mi.g-Pkese ihro.ghlperie+Me'A-I Roof TRUSSES rSQIRI,GINIeA1 THUS I— ymily dnig.pa,00dv andrmdoof,,. thi, 1, Derig, D-hg(fm odih,N. el Yorlirm Pi Refer —SAW hot notes ah-i' noted on the TOO, only MdNUEI MARTINEZ P.E. IGTo rownlor ptio-hollheusedlorlb, TDOgoh-14 Atui(n rmsDesignglneer((m,Spni.Ity ragineerL the seol an onyIDO mpnsenfs on.nepl=m.Ilhe pmlesdoovl engiMeriogresprosi(ddyfor lhedeggo olMesgngle Trvu depiiled ao the IDO oil+,u.derlPld. lie dsign on umpfint,l.00hirp-dfiom, 1 suNohddy d SedlhithuuloronyruMingislhunpomih'rly.ftheD+ner,IheO+nasaulhr:edhgeotoftheBuOdingOeiigner,�theroeledoflhelRGMeB(,thelarolbuildngrodeendRDl.The oppwi,T.ftleTOO .bdeeyfi,i! un .1 the rtsioddingIndfiog,slemp,intrOolonandbiod%00llie the #O47182 -' rzsponubilnyotthehollinpCesignerood(uhoder.Alinme$setou1.theTOOrdlhepmdrtseodgediftolohheBuadlhg(oerpourfSnfetylnfarmrlonjB(Sgpub4shedbyTituilSick.,,lelnentedforgelrtmlgodaro.INIdd-tiesnponsh6fiesanddoteroftheTrussDesigner,TrotWilnfogineerend IpO19(horltoii(i[. irups MooufaMregoofess orb-11, defined by (otrodogued upo." nitiogbyell pefin ine.NA Th., Fro.n. Oe.ig. Fog Deer h HOT the Building geag _r oriruss Spte,. Tngopn for mrybvdk;All (opildud term, to ns ddudinlet-1. (opyrighl©gO15 A -I goolfrusui-Moaoel Martioee,P.E.repmdustionoflhisdommeol, in try form, Is prohibited with Wine. permission from A -I lioal Trusses Manuel Martinez, Pl. Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA B08 HIP CAT 1 1 A0579463 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:30 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-ITBc6D1j_8r2C6kce xf19c6fZB16JHCMkjlyOyd?dF -2-0 0 , 4-9-4 9-0-0 13-0-0 17-6-12 22-" 2 0 0 4-9-4 4:2-12 4�1 0 4-2-12 4 9 4 C' o. 4x6 \l 4x6 // Dead Load Detl. = 3/16 in — m t ee.na— ax e — 3x6 = 3x6 = 7-7-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.55 TCDL 28.0 Lumber DOL 1.25 BC 0.94 BCLL 0.0 Rep Stress Incr YES WB 0.17 BCDL 7.0 Code FBC2014/TP12007 (Matrix-S) 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. 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) 7 = 1226/Mechanical 2 = 1417/0-8-0 (min.0-1-15) Max Horz 2 = 151(LC 12) Max Uplift 7 = -392(LC 13) 2 = -470(LC 12) Max Grav 7 = 1226(LC 1) 2 = 1417(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2567/1524, 3-4=-2205/1341, 4-5=-1 779/1224, 5-6=-2210/1348, 6-7=-2577/1536 BOT CHORD 2-17=1225/2187, 10-17=-1225/2187, 10-18=-780/1663, 9-18=-780/1663, 9-19=-780/1663, 8-19=-780/1663, 8-20=-1240/2198,7-20=-1240/2198 WEBS 3-10=-484/477, 4-10=-243/498, 5-8=-256/508, 6-8=-496/493 NOTES- 1) Unbalanced roof live loads have been considered for this design. 14-8-8 DEFL. in (loc) I/deft Vert(LL) -0.20 8-10 >999 Vert(TL) -0.37 8-10 >724 Horz(TL) 0.08 7 n/a 2) Wind: ASCE 7-4 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 are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 7, 2, 10, 3, 8, 5 and 6 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 9 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 9) Refer to girder(s),for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 7 and 470 lb uplift at joint 2. 11) 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. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard L/d PLATES GRIP 360 MT20 244/190 240 MT20HS 187/143 n/a Weight: 97 lb FT = 0% lromiwd PleosethrmgMyrceie.tb.,A-1Roof SSnpSnLFI'6GINEPA(IFAMSt(Og0100ASNS?OMEA('BnY[61ACAO0V1(FLSFMFNPfmmVnI desyvpmumelenond-doglerenlhhTmssOeiy.NebelITDD)eedtheMemelMmfmee,PERefer—Sheetbet-um.0dessmknhe.ddndonthe100,Dory MANUELMARTINEZ P.E. AiTeA mm.dor phln shun be wed for Me TOB to be mhd. As.I Oerige(nglnee,Tee.;Sp,d.by fogimnj the seal ennnyTDO rep,eseots up oa.pl—tithe pmlessioml moneniegmspandb6ry lw Me deign ofthe fl S1,T—dephled ovite US ovy, end,, IPA. 1Ae design oneepli-, hoodingmWiliom, r !Asuilebihryend uteo?tbs Truss fe, any 106ngothe -pons 6ldy.16, 0.e,,, In, Omni oulh hid agent of the Buildiiy Designer,ot the tentenufthe lAC.IteIBG the I building rode and lPbl. The opp,oid tithe TOO end ay field use tithe NO, in'budiag heedef,, Borg slell6en end WAS, shill be the #047182 SespansibinrydikeBmldmgOmigneivnd(cehoda.AlWt� set outinthe Itn.dthe pedintandguiEelines.1the Building (.mpunoSvferytnfe—fi.061) pub tithed byTPInr WSBCAeelnneed6u,emlgudanmINIdefiMsthewpvvsibibh6andd4oeltheTrussDetigna,WSDetignFeli—rend Od,s Mended hms,ode,,o)h-h, donned by v[onhndes,,,dup.uh..,mm ng by all fsel nDnige Engivee, is h011he Bmld`vg Deugnaer Uprsdydem Fngioeerinyony 6u?d vg.AIQUI9fnOrilOfitIG ll (vpdolindtnms prrmdelvudinlPl.l. Copy,gAl©t01SA-I Pool Trusses-Monvel Mort nee,P.F. Peptododion of this ddmmevl,1. any tom, Is piohibited with .?i apenk in fmmA-I Roof Tenses-NaonelMomoeg P.F. OTIOOd0, fl 32832 Job Truss Type Oty Ply Tarpon Flats Lot 12 Model A A0579464 XPRHTFA FBO9G �HIP'GIRDER 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:31 2015 Page 1 I D:uMNtXBMFQzgGeYlmYwngyHzGc8X-nfl_JZ2LISzvgGloCiTuaN9BbzWkrfpMbOTIUTyd7dE 211 7-0-0 11-2-0 15 4-0 22-4-0 2-0 0 7-0-0 4 2-0 42-0 7 0 0 Jx1u = 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 FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP M 30 `Except` T1: 2x4 SP M 31 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 2394/Mechanical 2 = 2511/0-8-0 (min. 0-2-7) Max Harz 2 = 129(LC 8) Max Uplift 6 = -1028(LC 9) 2 = -1218(LC 8) Max Grav 6 = 2665(LC 35) 2 = 2948(LC 29) FORCES. (lb) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except) when shown. TOP CHORD 2-3=-5779/2271, 3-14=6030/2376, 4-14=6030/2376, 4-15=-6030/2376, 5-15=-6030/2376, 5-6=-5508/2073 BOT CHORD 2-16=-1949/5066, 2-17=-1972/5094, 9-17=-1972/5094, 9-18=-1983/5157, 8-18=-1983/5157, 8-19=-1724/4899, 19-20=-1724/4899, 7-20=1724/4899, 7-21=-1711 /4846, 6-21 =-1 711/4846, 6-22=-1015/2974 WEBS 3-9=-254/1494, 3-8=558/1350, 4-8=-757/651, 5-8=-812/1574, 5-7=-301 /1272 NAILED raAII ❑n JXO I I a Xm — .,,ate I I Special NAILED THD26 11-2-0 1 PA O 42-0 42-0 1-15117:0-4-4 0-1-81,[8:0-4-0,0-4-81,[9:0-4-8,0-1-81 CSI. DEFL. in (loc) I/deft L/d TIC 0.92 Vert(LL) -0.18 7-8 >999 360 BC 0.82 Vert(TL) -0.46 7-8 >580 240 WB 0.60 Horz(fL) 0.10 6 n/a n/a (Matrix-M) NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (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; 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) Plate(s) at joint(s) 3, 5, 6, 2, 9, 4 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 8 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1028 lb uplift at joint 6 and 1218 lb uplift at joint 2. 11) 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. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Use USP THD26 (With 16d nails into Girder & NASD nails into Truss) or equivalent at 13-5-4 from the left end to connect truss(es) F01 G (1 ply 2x4 SP) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. Dead Load Defl. = 5/16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 120 lb FT = 0% 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1125 lb down and 263 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 3-5=-96, 5-6=-96, 2-6=-14 Concentrated Loads (lb) Vert: 3=152(F) 9=-316(F) 8=-34(F) 4=-152(F) 14=-152(F)15=-158(F) 18=-34(F) 19=-38(F) 20=-1233(F) Wamsng-Please thoroughly rcr4,,the 'AI ROOT IVJSSCS('MER'y GENEIAL111US I(00IOORS CUSTOMER(BUYIRJ A(RNOWIIDGE"'Ism. Ymily desig. pa to,, ad,,.d notes as this TmuDiego DmuingPOD) oadthe A. --patine' P1 Retennm lines bete,. use. Unlemathe l-fiessedanlheIDD, only MANDFt MAA11NFZ P.E. WieIst000edor plates%hen be used lot Ike TOD lobe ed�d. Aso Truss Design Engineer Ise, Spetiolrylagineay the real an any TOD,ep-als up coeptaie. ofthe Plot anieool mgi, mg,npordbiity.1.the deign of the single T..depid.d on IN TOO sell, mid., TN.T. The design osismini.a"�a�ing mndifipn, I�!vom.biliryoad one o11IN,Ties, (a, any Ruildmiisthe reipoi didiity of O.am,sbaQvn e', oushmired aged 6, the Building Drogner,in the shote.l dthe IRC,no IBC,the In,o) building ad, and V11, the app,urd.Llbe IDOand any, gold use alMehue,Induction flooding, domge, imb,11rmdand hearing, shall be the #047182 rztpomibility ohhegoild'mg Cesignei Ali .,jet seted is Ike TOO and the pmdims oad guii.nitsofib, lhldirq(ompenenl Safety Information(BCSIl jaWlid by TEE and SECA me sefe,endlo, One Iguldom. IPOl definesthesespapsibiInk; and duties of Oe Luss Oeslgner, UUsa Desigulagineerand lmss Ysoutpdumr,onlmsoMeruisn definedby a[pmray ast,kopisinviting bydl p rksinso*. The jmn Deign rngm is 101 the Budding Designer or True System Ingisem l for any bulding.AlCapitalized terms are as defined inIPW. I00I9 tllOr11O0 Gr, (opyright ©1O15 Ad RimMusses-Manuel Airline, P.F. Reprodoniah aphis domment,is any lortn GIs psohibfled with vritlen pnmissipn ham A -I Roof Trusses-Mansel Martinet, P.F. DrIando, Ft 32832 Job Truss Truss Type Qty Ply Tarp Flats Lot 12 Model A - XPRHTFA C01G HIP GIRDER 1 1 A0579465 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:33 2015 Page 1 I D:uMNtXBMFQzgGeYlmYwngyHzGc8X-j2tkkF3cH3Dd3aSBJ7VMfoEXjnAMJUoe2iyPYLyd?dC 2-0 0 , 3-9.4 7-0 0 11 6 0 16-0-0 21-5-0 2 A 10 30-0 12 33 10-0 35 10-0 , 2 0 0 3 9 4 3-2-12 4 60 4 6-0 5 5 0 5 5-0 3-2-12 3 9 4 2-0-0 4x8 = 6.00 rl2 ce c� 2 �I 1 29 30 16 31 4x4 = 3x6 II 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 FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2,T3: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W2,W3,W5: 2x4 SP No.2 W4: 2x8 SP N0.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-1-14 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 5-13 Fasten (2X) T and I braces to narrow edge of web with 1Od (0.131"x3") nails, bin o.c.,with 3in minimum end distance. Brace must cover 90% of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Qt=length) 9=1-0-0, 11=0-3-8. (lb) - Max Horz 2=113(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-640(LC 8), 14=-2612(LC 5), 9=-490(LC 5), 11=-625(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=1409(LC 32), 14=5522(LC 36), 9=799(LC 41), 11 =1 274(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2255/977, 3-21 =-61 7/346, 21-22=-617/346, 4-22=617/346, 4-23=617/346, 23-24=-617/346, 5-24=617/346, 5-25=-1442l788, 6-25=-1442f788, 6-26-144W788, 7-26=1442f788, 7-27=-1442/788, 27-28=-1442/788,8-28=-1442f788, 8-9=-2748/1192 .5x4 11 422 71 323334 4x10 = CSI. TC 0.94 BC 0.88 WB 0.95 (Matrix-M) Dead Load Deft. = 1/8 in 5x14 =� 3x8 MT2OHS= I 1.5x4 14 36 37 38 13 39 4041 12 42 11 MT20HS= 7x10 = 3x6 11 3x6 feti.�R :3D�:3 DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.1212-13 >999 360 MT20 244/190 Vert(TL) -0.2312-13 >888 240 MT20HS 187/143 Horz(rL) 0.04 9 n/a n/a Weight: 199 lb FT = 0% TOP CHORD 2-3=-2255/977, 3-21=-617/346, 21-22=-617/346, 4-22=-617/346, 4-23=-617/346, 23-24=-617/346, 5-24=617/346, 5-25=-14421788, 6-25=-1442f788, 6-26=1442/788, 7-26=-1442/788,7-$7=-1442/788, 27-28=-1442f788, 8-28=-1442/788, 8-9=-2748/1192 BOT CHORD 2-29=-764/1920, 2-30=-789/1944, 16-30=-789/1944, 16-31=799/2012, 31-32=-799/2012, 15-32=799/2012, 15-33=-2098/1024,33-34=-2098/1024, 34-35=-2098/1024,14-35=-2098/1024, 14-36=-2098/1024, 36-37=-2098/1024, 37-38=-2098/1024,13-38=-2098/1024, 13-39=-932/2437, 3940=-932/2437, 40-41=-932/2437,1241=-932/2437, 12 42=-926/2375,1142=-926/2375, 9-11=2375/926, 9-43=-930/2390 WEBS 3-16=239/1616, 345=-1865/791, 4-15=-778/635, 5-15=-1496/3401, 5-14=-4645/2626, 5-,13=-1838/4106, 7-13=-1036/836, 8-113=1316/459, 8-12=148/1477 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=S.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 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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 640 lb uplift at joint 2, 2612 lb uplift at joint 14, 490 lb uplift at joint 9 and 625 lb uplift at joint 11. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 558 lb down and 521 lb up at 7-0-0, 297 lb down and 272 lb up at 9-0-12, 297 lb down and 272 lb up at 11-0-12 , 297 lb down and 272 lb up at 13-0-12, 297 lb down and 272 lb up at 15-0-12, 297 lb down and 272 lb up at 16-11-0, 297 lb down and 272 lb up at 18-9-4, 297 lb down and 272 lb up at 20-9-4, 297 lb down and 272 lb up at 22-9-4, and 297 lb down and 272 lb up at 24-9-4, and 535 lb down and 525 lb up at 26A 0-0 on top chord, and 1125 lb down and 231 lb up at 7-0-0, 229 lb down at 9-0-12, 229 lb down at 11-0-12, 229 lb down at 13-0-12, 229 lb down at 15-0-12, 229 lb down at 16-11-0, 229 lb down at 18-9-4, 229 lb down at 20-9-4, 229 lb down at 22-9-4, and 229 lb down at 24-9-4, and 1125 lb down and 231 lb up at 26-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 3-8=-96, 8-10=96, 2-11=-14, - 1 1 90-1 A 0_9n-_I A conunuea on page z Wording Plmseth-ghl"eeier Th. 3.) ROOFTRUSS15(YELLER'), GENER.AITRMS&(04DI00!ACUS?0!dEkrBOYEAIACMNOWLEDSEMENI'fnrnT'erilydesign pommden oed.,.d eol-11,41mt, Design Dmvirg(IDD)ondthe Manuel Norsirn,PE ke!oena Shnibd-use.Nn!ess ol.".ereisaslded onhh.IDD,odr MAN�Et tsiifRflHtr! P.E. �M;kkmncedorphtassh.9 be used le, the SDI, be raid AW-10esgn Engineer (Ie.; Spe"olry F,ginee Llh Ion o,yTOO p I n pf fiil pr,lessio I M "g p khryl IM1e design oftAe"+gle lrvxd<p iledonlhe iDOel ud 1pi i. Ihed sg seP r6adingwndmom, � s !wdakddynndose,ithi Ldssfmvhy luiidind is the wspods 69isy,I the Own:r,tb Os. s lhosixd,geito the Bu7dinh Deig l,mthe e,dter ollhe lBG lkd IBC, Mel ml bmidng sod, end lPld. the oppsordafoe i00,nd,nyfi ld tM Tois, i�shdmg hh,dGng, sta 3e llld roe nndb g, shdl he lh, #047182 , nspontibShrydib,t.idigDKgnes end ("Iette.Aitntiers,Ipuue the Soondthe peti,md;,Hdit.dtheBuOdiiig(opaeenESo`eryl -fiet(161)pubGshedhylPlodSBCAmsefetecsedlagenerLgdonseIFIT&fines!hesespomibilitlacedd4northe Tws,Onll-,1,ossD01.fngi rend 10019(h0rlton(it. Tre pulgMm,uden o!h isedAnedhyConuod egreeE pnmmmng 6y ollp rN s. volred. lAei s0e. go Enginte is h0?IheBuBdingD ugnesmis!iss5yd Fngopn lbY e,yb id g.AlCop.lindlermroreos delued inlPl.l. t,pynght©1013A-I RootGnsser-Af,nuel M,stinei, P:E. Reprod,ttion o(Ihisdowment,inher loim, itpioh hhed with svri0en pnlolssioD h,mA-I Root itutses-Manuel Modihe¢, Pi, Orland0, IL 32832 Job Truss TrusslType Qty Ply Tarpon Flats Lot 12 Model A A0579465 XPRHTFA CO1G HIP GIRDER 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-230(B) 6=-152(B) 8=-230(B) 16=316(B) 12=-316(B) 21=152(B) 22=152(B) 23=-152(B) 24=-152(B) 25=-152(B) 26=152(B) 27=-152(B) 28=-152(B) 31=34(B) 32=34(13) 33=34(13) 35=-34(B) 36=-34(B) 37=-34(B) 38=34(13) 39=-34(B) 41=-34(B) Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. We Sep 16 17:16:33 2015 Page 2 1 D:u MNtX8 M FQzq GeYlmYwngyHzGc8X—j2tkkF3cH 3Dd3aSBJ 7VMfoEXjnAMJ Uoe2iyPYLyd?dC wamiag • P eete heroogsy:ecr,. me A 1 RoornussEslalu(ea e(Rat IRIS a(ouolmmnwsmuikriUYR1A(KuotnEMIMNr mrn u.fion Pf. Wee - SW here.e ED, eo!y MANUEL MARTINEZ, P.E Wick saonedvr p!o:a skill housed for tAe l47 tohe raid befmss Design Engimer(ia.; Spnialty hgml erh thesevlananyTODeepeesvntioveemplenov vftha prolessioual evy nenivg respvasUtr 1. the devgedthesingle Tress depicted es lhei)D oely,uedee TPI-T. The design essumplien, bad gmnditi-, Tmdabildy ondote of this Tiuss lot fir luilLog it she eflhv0.eel, the 0-6 olhaited ugeel of the luddiq 0esig tm lhemeteet of the 110be1R(, Me loml buildeg rode and TPH. The opproul atlhe ND and ory fill TM Tu7,lebd gheedhog,smmge, Intollofo..ed hroring,sheO he Me #047182 ' resyomibiliryofiheluiNingCesipoeeond(oenodm.AllWesteleutiotheTootedthepedimsoodgoldelinesoflbeBmldingfompasmSdetylofermatheep91pu60shedhyIPlondSBIA-Wnemdlargennvlgu:doom.IPIMeet4ernpmiltilfin dihef..ItheT flesipu,TristWileF,gineerand 10o19Chariton(.ir. russ Meenisfletmuole oh-im definodby [oohed opnd pone hung byrill pulin'omlred The Tion De.mFng neeii, kof the Bulldog Dedgnpr, I,-i kot Engmeet kr my bulding.Allfopeelited W.,on os dellned heIPI-I. Copyright @2015A.I Roof fmssei-Wood Monion,P.L Peprododion.1[Itsdu—oril,I. my fetre, is pmhibiled with.mtee p—Ission LomA-] Roof Trusses MonoelModint, P.E. Orlando, EL 32832 Job truss Truss type Qtv Plv Tarpon flats Lot 12 Model A XPRHTFA CO2 HIP CAT 1 1 A0579466 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:34 2015 Page 1 ID:uM NtX8MFQzgGeYlmYwngyHzGc8X-BER7xa4E1 NLThk1 NtgObB?mmHAU620moHMhz5oyd?dB 2 0 0 4-9 4 9 0-0 16-0-0 24-10-0 29-0 12 33-10 0 35-10-0 2-0 0 4-9-4 4-2-12 7-0-0 8-10-0 4-2-12 4-94 2 0 0 5x6 t1 2x4 II 5x6 // Dead Load Defl. = 3/16 in 3x8 1.5x4 11 5x8 = 3x6 = 1.5x4 11 3x8 3x4 = 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 FBC2014/TPI2OO7 LUMBER - TOP CHORD 2x4 SP M 30'Except' T2: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 'Except' 61: 2x4 SP N0.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or4-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-11, 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except Qt=length) 6=1-0-0, 6=1-0-0. (lb) - Max Horz 2= 136(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-412(LC 12), 11=669(LC 9), 6=-463(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=1047(LC 1), 11=1900(LC 1), 6=1152(LC 26), 6=1146(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2495/1675, 34=-122/360, 4-5=-122/360,5-6=-13241848, 6-19=-128/335 BOT CHORD 2-22=2227/3201, 12-22=-2431724, 12-23=-244/720, 11-23=-2441720, 11-24=-405/991, 10-24=-405/991, 9-10=-405/991, 9-25=-405/997, 8-25=-405/997, 6-8=-542/848, CST. DEFL. in (loc) I/deft L/d TIC 0.70 Vert(LL) -0.30 9-11 >703 360 BC 0.97 Vert(TL) -0.4112-15 >463 240 WB 0.59 Horz(TL) 0.04 6 n/a n/a (Matrix-M) BOT CHORD 2-22=-2227/3201, 12-22=2431724, 12-23=-244f720,11-23=-244f720, 11-24=-405/991, 10-24=-405/991, 9-10=-405/991, 9-25=405/997, 8-25=-405/997, 6-8=542/848, 6-26=542/848 WEBS 3-12=01317, 3-11=934/523, 4-11=928/692, 5-11 =-1 169/639, 5-9=0/341 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; porch 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) Plate(s) at joint(s) 3, 5, 2, 12, 11, 4, 9, 6, 6 and 6 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 110 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.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 412 lb uplift at joint 2, 669 lb uplift at joint 11 and 463 lb uplift at joint 6. 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. 8-3-8 PLATES GRIP MT20 244/190 Weight: 173 lb FT = 0% 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Waving•PhamA. Rbdy¢"'ewIWA-1 ROOFHOSSES(Iftiftl, GENIRALTnOS6(ONDIIIORs LUSIO.4fR('RDTERIA(KNOWIEDGr4ENrf,,.rsifydesignpmomdss nod readvoles outhish-Oaya Ote vg ITDOj vndIDe Mvnuel4mtires,Pi Redueme Sbset befam use. Unrest othsrisesimedaIheTOO, only �Mdehmeaedor plmessha06e used lor.Ma lGOlohe eoLd A,.Trms Oeigo Eng neerfee Spa lly Fg rl the seas a a any TOO rp s is , agnan, oflbe professional it ,ng respnnsbiliy for the deign ofth,sill. Liss dep ded ootbeiDD••ly, u•dn iPld. The dcdg.+•swmpaens. bad gmnd,hom, MANUEL MARTINET, P.E, suB•h;undaseof On, Truss hr any builSng islhe mpr,Nliry allhe Dins, the Dene south ted agent or she Budding Designer, in the safdetof IN IR(Me IB(,ffie loml building We uadTPi 1. rho opprodal atlhe IDDend aoyfellus ofm Loii, sal dng hbndfiug, sforoge,imtallolmoand bmung, shelltie Me ##047182 ! responsibihlyoitheBuildingCesigneland(eenactor.ADunits set out ioThe TOO and The pio0iasand guidelmesofib, Ruddeff(oiupo alSferylnfl.-(BngpbliihedbyTPland WAa,,idmeadto, gun aolguidoo(e.IN-I definesiherespopnhlfairand dutiesefthe Truss Oeslgner,Truss Design Engineerand 10019ChorllaP (it. imss Nneulauurebunlny olhe(r se definedhyo[osme ogreedupon in.rsliug by dlporN<s inmhed. Solmss 0,113. ngineer is bar theRldeig Oeugner or Truss System fngeeerfer any buildIeg.All Upitabeed terns or, os defined inlY4L _. Copyright O 26ISA-1 Real Trusses -Min uei Almoner, P.R. Reproduction of ihss dommenf, in any (aim, Is prohibbled with written permission from A-i Rour Times -Manuel Martinez, P.E. Orlando, FL 32832 Truss Truss Type Qty Plv Tarpon Flats Lot 12 Model AA0579467 FXPRob HTFA �Cii Corner Jack 18 1 i Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:35 2015 Page 1 ID:uM NtX8MFQzgGeYlmYwngyHzGc8X-fR?V9w5sohTKJucZRYXgkDJz7a2vncAxVORWdEyd?dA -2-" 0-11-11 241-0 0-11-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 7.0 Code FBC2014frP12007 (Matrix-M) Weight: 6 lb FT = 0% 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. cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -30/Mechanical 2 = 381/0-8-0 (min. 0-1-8) 4 = -60/Mechanical Max Horz 2 = 90(LC 12) Max Uplift 3 = -30(LC 1) 2 = -167(LC 12) 4 = -60(LC 1) Max Grav 3 = 28(LC 26) 2 = 425(LC 25) 4 = 167(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-387/264 BOT CHORD 2-4=-277/405 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; Part. Encl., GCpi=0.55; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 167 lb uplift at joint 2 and 60 lb uplift at joint 4. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Worwq-Please rhmoag;dy th,'A-I ROOT TIOSSIS (3ILLE11 GENIRALTERNS A (0101➢0RS(IISIOM[A)'ROTEAIA(1ROWlEDSFMENr I— loi!y dmign pmamet", ordl!ad oohs. IhisTmm Deign lhar¢g ODD) andlbe M.—I MmOow, PE Re!oeme Sheet bdem me. Dam, othmeiseslm,4 va the TOD, only MANUEL MARTINEZ,P.E. Miiek mmedvr Rlmw shaO be used lorthe IDDly be vaF.d. As a hws Design Engines (e,.Speddry Fagmro11 the mol oa a.yIDD iepresenfi vv v"eptwu of the pmlessienal eaginee,iag rnpvnsibJry for the dedgn 0th. kagte I-, dephled oa the TOD only,vede, INN. Ike design assumptions; long-diNam, - �su0abirayand oseafthis rrusslo,any hiltingI, the msponsik11ofthe 0•nx,the0rnerraulhtiedage atorthe MdingOetigner,i, the sommtof the lK.ReIRC, the loaolbuildiogrodeaadRbl. Ike uppkcaloIke TOO and any field useorthe Loss,inludigkeedkig,Moragewlalldfokaadbmdng,,heObethe #047182 ! wpansbMtyoftheh6irlWiper aad(enho,for.Allnotes setoullnIke TOO and the p a, and gaid,knesof the pHer;(ompooenlSoktylnlomolionlRCSQpubGshedbyfit thdSR(Aa,neletewdlm9ennalgidanm.IFT)definestkeresponsibilities and duties oftheNs,DetignerjwlDesign Ngin-and j0019Charlton [ir. fms}AlooufaMre,,onles{6-4, defined by abarred agreed upon in wiling by-11Forks i-Sud. Ihpir mgeS gn Enginex,DbOl theBuildiogOnigneror irvss5ys4m[ng ee, lorony bu ldmg.AllCapilalhrl tmmeo,, or d,fimd to IN-1. (opyrighl©7O1gA-I Pool Trustee-Idowel MarNntie P.F. Reptodudion of this domment, in aoyloan,IsplohthNed with wrineD pe,missioD Imm A-1 Roof Trusses Manuel Meitner, P.E. Orlando, TE 321132 Job Truss Truss Type arpon Flats Lot 12 Model A CJ3 CORNERJACK ;]71 A0579468 b Reference (optional) Al KUUt- I RUSSES, FUR I MERGE, rL 34946, deslgn@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:35 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGcBX-fR?V9w5sohTKJucZRYXgkDJz7aOxncAxVORWdEyd?dA 2-11-11 2 0 0 2-11-11 2-11-11 2-11-11 Plate Offsets (X,Y)— [2:0-04,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 0.57 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.23 Vert(FL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 7.0 Code FBC20141TPI2007 (Matrix-M) Weight: 13 lb FT = 0% 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 = 91/Mechanical 2 = 399/0-8-0 (min.0-1-8) 4 = 16/Mechanical Max Horz 2 = 176(LC 12) Max Uplift 3 = -100(LC 12) 2 = -178(LC 12) 4 = -2(LC 12) Max Grav 3 = 115(LC 21) 2 = 443(LC 25) 4 = 216(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-382/178 BOT CHORD 2-8=-170/435 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; Part. Encl., GCpi=0.55; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 3, 178 lb uplift at joint 2 and 2 lb uplift at joint 4. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Woming•RDDFIIDS5I5(sSfll[R1,GFM[RRLTfRlli6(09DRIDK(IRtO!6FR('IN'EA'jA(RA015(fCSEN(gI'fsln 4'nifr duk.p.—InsoedYeadnmeewlhis Lon Deign Dlar'o:g(fDD)and theYonoel YOAireL PE Re!atmeS;methe!eleoca assets mkrdses(ohdon the TOD, onir MdNUEL MpRTINEZ P.L Wleklomego"plstes sAoB bsusad lot MelODtoherd J. Isairms basign Fngineer(,, Sp Ity Feg a ytM1s seal on aay100 p s t oeaneplanse olthe pselessiowl ee¢nenmg"span" Ary for the sedge efthe single huudepirled aafhe Too Wy, d V11 the dasig, sswmprioss, laud g nd.h as, A- 'witoAlilyandneefthis Two formyruildingisthetspoi,61ily Tthe a.net,the Onars th hedgatortheBm7m dnllOnyw,therohl4feftA IRCtl.eIBC, the loslhuildegsets ofTPH. The eppenelo! theTODandnyfielduseofthe Ruts, ieddinpheedfin,sttmp,InetolVen:ondh mg, shell helhe #047182 / sesponsiblhryotJheBuildingCesigneiand(onhoflor.All nofessetset mthetoo ondthe pookesndgmd'�elinnofthe Budding(oinponentSoferyln!armodo(BCSQpuhgshedbyRlond58(AotetefaenadfaryenadgadantelrYldefioestbewtpcnibifi0etandduHasaitheLussDetlgnerfrostOetlnfnginterand 10019Chorlion(IT. Ties, XnAenms,uales fir. its defined bf roehost egreed upon in Wiling by all pure, iBleed.li,I—bes'o Fog"eer is NOT then 7d'ag Desguror Truss Synemlegmtu fie WhOeg. All 0pddsed leans ore es defined in 21-1. (might©R015AA RodTrotses- Kneel llaltim, P.L llq doeian of Ibis dowm rst,Is nyit, Im, Is pmhlbild srillf iiflu permttsion is of A-1 Rood iyosses ifinnet Nattiest, P1. Orlando, FL 32832 Job Truss Truss Type Qtv Plv Tarpon Flats Lot 12 Model A A0579469 XPRHTFA CJ5 CORNERJACK 16 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altiuss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:36 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-7dZtMG6UZ_bBw1 Bm_F23HQs8s_IJW3Q5kgA39gyd?d9 -2-0-0 4-11-11 2-0-0 4-11-11 3 4-11-11 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well L/d - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.08 4-7 >732 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 7.0 Code F9C2014rrP12007 (Matrix-M) Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-11 oc puriins. 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 = 171/Mechanical 2 = 520/1-0-0 (min.0-1-8) 4 = 36/Mechanical Max Horz 2 = 265(LC 12) Max Uplift 3 = -179(LC 12) 2 = -242(LC 12) Max Grav 3 = 208(LC 21) 2 = 520(LC 25) 4 = 231(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-965/455 BOT CHORD 2-8=-1054/1485 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; Part. Encl., GCpi=0.55; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint 3 and 242 lb uplift at joint 2. 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, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Ylmeiog Plemetharoogblynrierlhe'AdR01IIIg0SSES('S(111111G(X1111EANS6(OXORIBASNSrgtl[grBllr[YjA(YI100([GB(MSNi'(amVwilydnigopvcm.ft-od,edmfesonthis H.R.W.meSheetEd-um.Vo'essothrrisesemedaoYuerOD,an!y MANUELMARTINEZ P.E. W1eh mooedor plot., 4.11 be used la the EGO to be rol;d. As a irms0esigo Engineer ((e.; ipaiolry hginelrj.IM1e seal on ooyIDO repromes oe oneplpnn o(the pmlessi000l mgiiseering onP-1ifidy To the deign of the single Lust depid d oo Ike TOO only, Wei TPld.lie design osmmpsions, boding oenditi.s , wimbirdy and ese of this firm for uey binding's thueipossbility.1the Omer, Ibe Or 's outhusied opolor the Bubdmg Ihng r,in the meted of the llC Poe 10(, the loin b.nldiag node and TPlJ. the approval at the TOO and myfidd me of the rmr,i+rlediog hhedrq, doeoge, iedolldimi and ln.dog, shill be Me #O471il2 / I yasponsiMlOy ohhe Bodd'ng Onignef oed(ommdor.All.ales set out in The 100 and the pi.diwud gaidelmes ofthe BoU.It(oep of Solely fotormehoo(B(SQ pobt,bed by TPI ed SO(Ape belf-Ild(of general gidanm IN l defines theresp-bilifia and dmies of the Tm, Wow,.Iruss Design Engineer and Tru M Icmrer,u J.".1enim defined by (onhop ogmed upon". rating by d pork. robed.ThlhnWiprngio., h NOT the Bwldng 00p., or Truss System[nf, afar.oybuldng,Al'(opilalisedlesm(orpotde(med inlPld. 10019 ChorlfaTi (ir. (apyngM©1011AIR.o(Gusseti MonuelMmtinn,P.E Reprododion of thisdommekl,i.oarloan,Is prohbled with wane. pnmissioo hum A-1 Rod Trn- Mend Madikn, P.E. Orlando, EL 32832 Job Truss Truss Type Qty PIv Tarpon Flats Lot 12 Model A XPRHTFA CJ7 CORNER JACK 1 1 A0579470 Job Reference (optional) Al Ruuv 1 RU55t5, 1-UK I PIERCE. 1-1-34946, design@a1truss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mrrek Industries, Inc. Wed Sep 16 17:16:37 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-bp6Fac66KIj2YBmyYyZlpeOFIOaIF WIEzKwdh6yd?d8 -2-0-0 6-11-11 24 0-0 6-11-11 Dead Load Dell. = 1/8 in 0 A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 4-7 >581 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.25 4-7 >335 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 j Horz(TL) 0.01 2 n/a n/a BCDL 7.0 Code FBC2014ITP12007 (Matrix-S) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD 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) 3 = 249/Mechanical 2 = 64910-8-0 (min. 0-1-8) 4 = 48/Mechanical Max Horz 2 = 262(LC 12) Max Uplift 3 = -173(LC 12) 2 = -216(LC 12) Max Grav 3 = 249(LC 1) 2 = 649(LC 1) 4 = 243(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1490/1021 BOT CHORD 2-8=1955/2261 NOTES- 1) Wind: ASCE 7-10; Vult=l7omph (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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 3 and 216 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 design requires that a minimum of 7/16e structural wood sheathing be applied directly to the top chord and'/2° gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard %amief-Fle alhrwgbly eerm+IM1e'd I RODFIDKSESrS111111,,GENEIUMILS&COIDITIDhS(USTOWRrBUYERj A(RB08LEDG(!e(NrYam Vdlydnign pre—fnwsdmad safes ca06Len Dayn Omrirg RODjand the RonuelYmfirer,Pi Betmeaee5heef hfomuse.Bo!en oe!:eerise.otmed on 15e T08, anIB Md UELM R INEZ P.E. Rfieh nmertor Plata. shall be marl In, the IUDls be road Rsa Lust Deign Enn neerp. Sp,rally Engineer). the seal anaayIDD pasems an mmpinum, of the pro!eni—I eegimeringrespaa'bOty 1. the design al the 441, Tru t depirled an the TDD only d,TPld.lRe design pt n,leading ndmaes, N F. T sugAiRly and use a[ this for any Building L the esimmla Try olshe Num,IT,O.am, outhrei gat an he Budding N,ig-,in the mated Af the IR( hlg(, The to (building ad, and TFIA. The oriented of the 100 and any use of Mefruu,thdudng heeding, storage, asldlafmat adl leading, rhhll be the #0471112 , i responsiltilyei Building Designer and(ontmam. AU nblet set out in lhelOD ondtheplogices sad guidelinesofshe6udding(Ampegenl Sefery lneormm on(BCSQ gubOshed by TPLoodSB(A ate lefaeeled for general gaidoom.IPlJ defines fhem.poopbi(nies and duties of the Truss Designer,: Russ Design Engineer And 10019 EIIOfIlOA EI(. Trans Naeofaqurer,units roM Wise defined by (ntnrt sgree4 upopn+rtdng by d8p rUs.voleed. lhel Ornip Engineer is Or she Eking Designer or Tims System Fropmeel far any building. ill Capitake,d terms are as de(rmil in IN. ... (apynighl©7015Ad Ron[ Nun- MoaoelllAminee,P.F. Reproduction of This domment,in any form, Is prohibited with+riteeo permission from A-1 Roof Trusses Manuel Wiser, P.E, Orlando, FL 32832 Job' Truss TrussIType Qty Ply Tarpon Flats Lot 12 Model A AO579471 XPRHTFA CRA CORNERJACK 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:37 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-bp6Fac66Klj2YBmyYyZlpeOEjOZ FWfEzKwdh6yd?d8 6-11-11 6-11-11 Dead Load Dell. = 1/8 in 6.00 12 Io 0 �d 1 B1 d.g 7 dd I 3 3x6 — 6-11-11 Il 6-11-11 Plate Offsets (X Y) [1:0 3-0 0 1-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.14 3-6 >576 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.26 3-6 >316 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.01 1 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 22 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 4) * This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a BRACING- rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORD bottom chord and any other members. Structural wood sheathing directly applied. 5) Refer to girder(s) for truss to truss connections. BOT CHORD 6) Provide mechanical connection (by others) of truss Rigid ceiling directly applied. to bearing plate capable of withstanding 137 lb uplift at MiTek recommends that Stabilizers and required joint 1 and 175 lb uplift at joint 2. cross bracing be installed during truss erection, in 7) This truss has been designed for a moving accordance with Stabilizer Installation quide. concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, REACTIONS. (lb/size) nonconcurrent with any other live loads. 1 = 45610-8-0 (min. 0-1-8) 8) This truss design requires that a minimum of 7/16e 2 = 253/Mechanical structural wood sheathing be applied directly to the top 3 = 52/Mechanical chord and %= gypsum sheetrock be applied directly to Max Horz the bottom chord. 1 = 214(LC 12) Max Uplift 1 =-137(LC 12) LOAD CASE(S) 2 =-175(LC 12) Standard Max Grav 1 = 490(LC 25) 2 = 253(LC 1) 3 = 245(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1695/1575 BOT CHORD 1-7=-2670/2557 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. lmed.n the1DD .ol Wmaag-PleamtF.aroagHy retie.IFe'Ad RODnADSS[S(3alR1,G[NERAI I[gY58(OMDIIIOIIf(llStOWk(-BU1rgjA(1NOIAlEDSfNEMP(muz Va. ilydnigo parameters oedrod Dole colMelmse Deign Dear'sg(fDo)and the konuel Ymliea, PE geraeme Peel kefem om. Do4uaexrm s y µA11UEL MARTINEZ, P.E, Walk mv.Mr plains shell be used tar the MD to be Wal. Ar o Truss Design Giver( ,.Spm.by Gglnnel she real on nny1)Drsprexnt....... pines. of the prdeesioaal engr—iegrnFeasibility for The design nIthe siagl, Tress depvled on the IN aely,under TPrI. lie design a-reptiom,la.dugu�fiom, �'ahbidy and e. of this Truss for anySodding is ThernponssSliry of the Cents, theDmeia aulhadiml n0eet orthe gadding wile", in lie toelest of the 11C,the IBC, the load buddeg ad, aad MI. The appal at if., IDDand any field n fthe 7ass,uludhg h,adhng,stm.gg'esldli6e, rd boning, shdl be the #047182 I repansibiNyoflkBuild'mgDesignerand(onuodor.All miles set out !athe TOO nndthe pmttiresondguidelines oltbeBulingCm,parenlSafety (n(ormoDolBCS(pubashedbyINand SECA.14I'lnenredto, Ban anIRaidm"INIdefines the sespamibignesand Min ofthe TmuDesigner, Truss Deignfngineerand 10019Chorllan.(ir. rm NvulgMsee,uarm, M ist defined by a Contract agreed up. n rigngbyng path sneoleed.l%e lrasDe.gnrngineers With Building Oeugnn or Liu SystemEngineer for any building. All (opBofired lesms ore of deliaed ialPl.l. (opynght©7015 Ad Roal Lutsei-Idonael Alarfiaee,P.E. ReprodotWisflhisdinmen11 in any loon,is psotebbmil with aittea pomissioo hen A -I Root Trusses NnnerelAlmtinel, Pi, OfI0od0, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA CJ7B Corner Jack 1 1 A0579472 Job Reference (optional) Al ROOF TRUSSES, FORT MERGE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:38 2015 Page 1 I D:u MNtX8 M FQzgGeYlmYwngyHzGc8X-30g dny7k5crvALL86g5XMrxRTowB_zvN C_fAEZyd?d7 -2-0-0 6-8-3 2-0-0 6-8-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.13 4-7 >633 360 TCDL 28.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.21 4-7 >370 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 7.0 Code FBC2014/TP12007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. 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) 3 = 238/Mechanical 2 = 630/6-8-3 (min.0-1-8) 4 = 46/Mechanical Max Horz 2 = 253(LC 12) Max Uplift 3 = -165(LC 12) 2 = -211(LC 12) Max Grav 3 = 238(LC 1) 2 = 630(LC 1) 4 = 241(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1370/896 BOT CHORD 2-8=-1756/2064 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 3 and 211 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 design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and a%' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Dell. = 1/16 in ICS 0 o' PLATES GRIP MT20 244/190 Weight: 24 lb FT = 0% waniisg-Pbom d:oroug`dy reeie.lhe 7-I lOOfTHUSLCO.lDlflOkSCOSTONONrRUYIN1A(RRONLED6Cs[Wt,,m yeritydaignpmametasInd,,rdoommn lhilh., Dmgn Dto.^'9 RDO)nndtbe kanad Ylr(mu,PE Ndaeme St."Ibelmeuret unkuolbe,eimslmedon iS,TDD,on!y MANUEL MAAiINE2 P.E. O'kn—urnsplats, shn11 be used lorlleTODto be eohd. UoLusrDerigllnsmen(te.; SDeuelry EnginemJ, the ucl onaoyIDO mproenlia.a:mpl—frbeprotessionll enghmuingrmpnnsiklOty lw the design lllhe single Luudcpiilcdootba IDD ldy,00der tthl.lhe dniyn oswmptioos, hading mndidoor, e - suSlubildyadoko[thirT uloranyhildinyirIIIop,mibilityo[*.Owner,111.0,.1l,odnedagnt,l6eBddlgDe,igder,mlhetoeliedth,IMI lot, Ih,IatalbulldingmdeandifIl. belpprorlllCftefODondlmyfieldusellfieGon,nddnph'mdring,stoioge,insloOelmolndbIfing,shlllkeMe #047182 h responubiliry otthe Banding Designeeand (onnoOa. All hates set out the IDD Intl they msl d dg on dllhe Nulding(emp-nlSafely lldmmurim(BnQ published byTPI and SECA era WwrWto, general guidance. VIA defines the msps.Allidies and dutio.1the Truss Des!gner,Truss Design Engineer and I0019 (hO[IIO[I flf. IA! .%1uuIm-,unles,4—iredefined biu(onl,.d ngrpedup. in wrong byaprhsmeaHed.Th,T—pepign[ng veer fs WisheBlding 1169-u,I—Sysh.bill.er lernaybuldag. All (Ip diTed leemsorelsdeOn inlPLl. Clppight©7O15 A-1 End Truss%-Aloodeilmrinee,P.L leprodldioh of ibis dmument,in nay forth, IsplohibDed with On.. p unitsion horn A-] Roof iruues- Naouel Alwim, Pi. Orlando, FL 32832 Job XPRHTFA Truss D01G Trussl Type ROOF SPECIAL GIRDER Qty 1 Ply 3 Tarpon Flats Lot 12 Model A A0579473 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, f-L 341:14b, aesignLa s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:41 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGcBX-UbMMP 9dOXDUlp3jnoeE_UZ?8?_DB8gquyugquyd?d4 23-6-0 -2-0-0 3-4-14 1 6.34 9-11.4 13-74 16-5-9 t 18-1-4 t 11-a-4 2t 2-0-0 3-4-14 2-10.6 35-0 3-8-0 2-105 1-7-11 4-8-0 0-38 NA10Eb 4x811 4 = Dead Load Defl. = 5/16 in NAILE NAILED NAI ED NAILED 1.5x4 11 8qu NAILED NAILEDNAILED NAILED 2 7 4x8 — 1.5x4 5x8 - 2 6.00 F12 5 3x4 Ile 21 22 1 3 CA e7 2 aj B 1 B2 1 27 28�7 29 16 30 31 32 15 33 14 3'3 35 36 12 37 11 383940 10 41 4x4 NAILED 5x10 MT20HS= JUS24 10x10 = 5x8 11 NAILED 2z 4 I I 3x4 = THD26 NAILED Use WS45 Wood Screws Special 3x8 = 2x4 11 JUS24 NAILED THD26 with S ecified han er. NAILED NAILED JUS24 GTW52T THD26 3-4-14 6-3-4 9-11-4 13:7-4 t 16-5-9 18-1-41 23-4-8 23r,-0 3 4 14 T10 6 1- 3-8-0 3-8-0 2-10-5 1-7-11 5-3-4 0 -8 Plate Offsets (X.Y)--[4:0-54.0-2-01.[6:0-2-8,0-2-81,[8:0=2-8,0-1-121 [9'0-4-0 0-1-8] [10:0-5-8 Edge] 111:04-12 0-2-41 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) 0.22 13 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.47 13 >588 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) 0.07 10 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 546 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3'Except* W9: 2x4 SP M 30, W10: 2x8 SP No.2 W6: 2x6 SP No.2, W7: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-3 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 2 = 5158/0-8-0 (min. 0-1-8) 10 = 12877/Mechanical Max Horz 2 = 383(LC 8) Max Uplift 2 = -2403(LC 8) 10 = -5402(LC 8) Max Grav 2 = 5275(LC 31) 10 = 12877(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less when shown. TOP CHORD 2-3=-10918/4895, 3-4=-11109/5014, 4-20=13527/6166, 20-21=-13527/6166, 5-21=-13527/6166, 5-22=13527/6166, 6-22=-13527/6166, 6-23=-14109/6139, 7-23=-14014/6131, 7-24=14027/6176, 8-24=-13980/6192, 8-25=-9239/4012, 25-26=-9239/4012, 9-26=9239/4012, 9-10=-10550/4686 BOT CHORD 2-27=-4625/9703, 2-28=4641 /9732, 17-28=-4641 /9732, 17-29=-4641 /9732, 16-29=-4641 /9732, 16-30=4683/9992, 30-31=-4683/9992, 31-32=-4683/9992, 15-32=-468319992, 15-33=-7663/16978, 33-34=-7663/16978, 14-34=-7663/16978, 14-35=-7663/16978, 13-35=-7663/16978, 13-36=-7641/16926, 12-36=-7641/16926, 12-37=4079/9368, 37-38=4079/9368, BOT CHORD 2-27=-4625/9703,2-28=-4641/9732, 17-28=-4641/9732, 17-29=-4641/9732, 16-29=4641 /9732, 16-30=-4683/9992, 30-31=468319992, 31-32=4683/9992, 15-32=-4683/9992, 15-33=-7663/16978, 33-34=-7663/16978, 14-34=-7663/16978, 14-35=-7663/16978, 13-35=-7663/16978, 13-36=-7641/16926, 12-36=-7641/16926, 12-37=-4079/9368, 37-38=-4079/9368, 11-38=-4079/9368 WEBS 3-17=-391/217, 3-16=428/456, 4-16=-397/1732, 4-15=2190/5309, 5-15=-608/408, 6-15=4616/1827, 6-13=459/1440, 6-12=6851/3043, 8-11=-4732/2459, 9-11 =-5881/13509, 8-12=-5129/10920 NOTES- 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 12d (0.131 "x3.25") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 cc, 2x8 - 2 rows staggered at 0-9- cc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, Except member 11-8 2x4 - 1 row at 0-6-0 cc, 2x6 - 3 rows staggered at 0-4-0 cc. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water n,•n 7) All plates are MT20 plates unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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. 11) Refer to girder(s) for truss to truss connections. 12) Provide metal plate or equivalent at bearing(s) 10 to support reaction shown. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2403 lb uplift at joint 2 and 5402 lb uplift at joint 10. 14) 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. 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Use USP JUS24 nth 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-1-8 cc max. starting at 12-9-4 from the left end to 16-10-12 to connect truss(es) K01 G (1 ply 2x4 SP), J8B (1 ply 2x4 SP), J8A (1 ply 2x4 SP) to front face of bottom chord. 17) Use USP GTWS2T nth WS3 Wood Screws nails into Girder & WS3 Wood Screws nails into Truss) or equivalent at 16-5-9 from the left end to connect truss(es) A01 G (2 ply 2x6 SP) to back face of bottom chord. 18) Use USP THD26 (With 16d nails into Girder & NASD nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 18-7-4 from the left end to 22-7-4 to connect truss(es) A02 (1 ply 2x4 SP), A03 (1 ply 2x4 SP), A04 (1 ply 2x4 SP) to back face of bottom chord. 19) Fill all nail holes where hanger is in contact with lumber. 20) "NAILED" indicates 3-1.0d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. Continued on page 2 Warning - flew tboreughly rnrre. th"A-I ROOT TIMIS rsm[r ). GINE111TEBM1 dCONDIRONSCDSTD..MER(BOTIAIA(ANONSEDGSMENT'1urm. Verily design pmomesns ordseud valet.. thisken Desi;, Dre.irg ROD) ordthe Amuel Morfi'eq P1. Pchrente She's b'lem me. Oo!ess ai.".creiusrmed on ihe.IDD, only Mii ksonnerl'r plater sh'O be used lorthelOD lobevold Asa Truss Design Enninecr(ne, Spa olly hgin'i hlh s i nnyIDO p t n rpfonm olfh: pml'ssional engineering msp alryls lbedesign olthe sngle trust deg aed onite IDDel d TPI-I. Ibed g. ptiont, loading mndfiom, MANUEL MARTINEZ,.P.E. !wBohility andase o(ihii sr for any Building is theresponsih-rdy olfAeO•n:r,sb:Omeis authorizdogmtor lheBuDdug Ong ir.mthe soviet lthelRC. die IOC, the lomlbuildmgiod— 1-l. #047182 responsibdiryaLlheBuiMmggesiguerand(onunna.All .alettel'uunthe Too eedthe ps.0o, �ndsuid,br.,efthe fludding( peels elylell oton(B(SI)pub.MerlbyTHendSKAps,gimeedforgeeeroIS de-,T211defines the iespoonbiDNesonddutiiesglthe Truss Designer, Trust OreileFrOneerend 10019ChorilopCit. TrustM IrNmpseless'I!r.Ste defined by ogreed p.n ring by ellprh sinohid.ThelssUsiplegineeshOrtheBmld.ogD'signernr lsss,Syst'regittsfur crybldeg. A!l6#sb$d terms w us defined h1A.I. (on,ighl ©761SAA Mod Trusses. Manuel Markus, P.E. geprndurNon of this dwareent, in any form, 15 prohibited with written permission from A-1 Rou(Trusses -Manuel Martine; P1. OfIORdOs FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA D01G ROOF SPECIAL GIRDER 1 3A0579473 Job Reference(optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:41 2015 Page 2 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-UbMmP_9dOXDUlp3jnoeE_UZ?8? DB8gquyugquyd?d4 NOTES- 21) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 923 lb down and 236 lb up at 6-3-4 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, 6-8=-96, 8-9=96, 2-10=-14 Concentrated Loads (lb) Vert: 4=-70(F) 16=-227(F) 9=-147(F) 10=-39(F) 12=-8110(B) 20=-126(F) 21=126(F) 22=-126(F) 23=-58(F) 24=38(F) 25=147(F) 26=-147(F) 30=-30(F) 32=-30(F) 33=-42(F) 35=-250(F) 36=200(F) 37=-263(F) 39=1751(F=-39, B=-1712) 40=-1 751 (F=-39, B=-1 712) 41 =-1 712(B) Wmalag.Phawthroaghlrui,the'A I War ROSSES1111R7;G[NStA(IIIMSL(gM0111041(IISt09EkrBIIyEAjA(YAOWIEGBEk[NI'farvt yerilydmigo pmomelm oodlead.iffmaa IWNTian Desgn gn.bROD) and 111Yorfirw, PE Off aen¢goal bar usa fa!est ol4nim.stated an N IDh, onlp MANNEL MARTINEZ P.E. lLTek-owsrplater sha0 he awdlar.Meraid. Asairuss Design Engineer Ca,Sp udly Engiaem), the seal on any 100 i r is an a¢eplenn of the professional enrymering reepa sibiery.Euthe d,spefthe sialil0tud,phi,dati log only..de TJ`W.lk.d. ,."inaptmm, bad g o dot , - 1 wBo6ldyand uleufThisL.,, If, troy Adding isIf, minnWiifityofMaomet,than-6forthoioedtrgeotor the BudligIndtpminThe rnatealfill, IRE, ThiITT, the lotalhildingrad. fadTPFI.Doopportriof she ITT ada" field use offiefrim,Tadudmghodfing,atoip,im,iollonisaadbanng,shall bethe .#847182 lDgr b toinnatibifityd1h.S.Ed'mBBstill rand(ethaga.Alinotes set off inThe EDandlh,pmdionsaadpmdelinesoftheBuilAng(ompaealSo(tyhdafmaNnjB(SDpublisledhylPfandSB(Aoreref�ssmedfargeneraLgudontn.IP4ldefines16e1efpopnbihtiesanddutie4ollh.TwssBeslgner,imssDesignEno ..foad )0019fhorltop(ir. E�Truss Moauladuter, net w•herru defined byo(onpod agreed .pon nvsifiri all partiesm,.Wd. The Tr.sp Design gngneert 011he Building D. goer or Truss System Engineetlof any bildag.All (aptalifed lermfareas dehoodin10.1.1. (opyrfght ©2615Ad Roof Trusses -Manuel Alar ine:, P.E Repmdudioo of ibis dotumenl,io any form, IS prep blied with sefiilen permissroo tram A-1 Roof trusses - Monael Wines, P1; Illiolldo, FL 32832 Job Truss Truss l ype Qty Ply Tarpon Flats Lot 12 Model A A0579474 XPRHTFA F01G JACK -CLOSED GIRDER 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi fek Industries, Inc. Wed Sep 16 17:16:41 2015 Page 1 I D:uMNtX8MFQzgGeYlmYwngyHzGc8X-U bMmP_9dOXDU1 p3jnoeE_UZ4x?OBBDdquyugquyd?d4 3-7-8 r 3-7-8 3 4 8 1.5x4 II 3 JUS24 3x6 11 3x4 = 3x4 = � JUS24 JUS24 Plate Offsets (X Y) 14'0 1 12 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 1 TC 0.22 Vert(LL) -0.04 4-5 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.09 4-5 >966 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 34 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-2 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 = 968/0-8-0 (min. 0-1-8) 4 = 1247/Mechanical Max Horz 1 = 213(LC 30) Max Uplift 1 = -233(LC 8) 4 = -399(LC 8) Max Grav 1 = 1051(LC 19) 4 = 1352(LC 25) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1471/292 BOT CHORD 1-9=-533/1435, 5-9=-406/1294, 5-1 0=-406/1294, 10-11 =-406/1294, 11-12=-406/1294, 4-12=-406/1294 WEBS 2-5=-182/1184, 2-4=1491/468 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); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation; about its center. 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord'in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 1 and 399 lb uplift at joint 4. 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, nonconcurrent with any other live loads. 8)"Semi-rigidpitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Use USP JUS24 (With 1 Od nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-2-12 from the left end to 6-2-12 to connect truss(es) J9 (1 ply 2x4 SP) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=96, 4-6=-14 Concentrated Loads (lb) Vert: 9=-487(F) 10=-487(F) 12=-487(F) Waming•Pleme!F.arougIly mile. the '11 ADD rIIRS%r'Snin, GrNERA(Rnts& town OhSCUSTGAIRl"BBYERjA(1ROW(CDSI19Wloin 1'erifydesyn pro ameIts, and Y,ad role, ea thismt Oesgo Om.agQgO)on3fhe Nanud Ywtinex,Pi getae:ne fhees heroin me. Ua!eu othoriset(Wed an N lOR only MANUEL MARTINEZ,�P.E. Wlekmmedar p!das sMO he used lm thelGO to he roCd. IaaTrvstOesige[ngines(ie,Speuolry Fngineerl, the seal on cerInD reprsenrseeattePlant. of the polessi-I'.0-tieg tesponsibNdy.1. the desip or the Bogle1,-dephleloa the TDO only, uads IFI-1.It, design m naidinrs, loading mndifiam, �stdabiliy and ate of this Truss for any Ruilding is thereip itilfity or the Owner,the 0waeie authoiuedhgent ar the Building DmIS r, in the (noted of the!RL If. IBC, the fool buildieg rodeand RLl. The approval or the IDD and any field use of the Too,!, laddieO hodfiag, Iannp, inlalloico and boring, steal he the #0471112 I resprnsi6iWyofdnBoildiry0esiyneiand(dehodor.III notessels1in the IUD and the padisesand gslelinesof the Building GmponenlSoretylo!aroodenrBCSQpabC,b,dby IN and SBCAI,,id ehmdlaowoalgoidoam,IN Id,fires theresponsibi66esandduties91theTrotsNslgner,CrossUmipnlnpineerond 10019(horllon(ir. I.. Yonurort—,onfess ..herein defaud by u(oahott agreed spent. siring by d pzdininrohedl The Deny Engines is Of the Baldieg Designer or I Syttcmrngineetformybod/ng.fJ!fopitolited terms rte as defmcd lnlPl.1. grIOOdOt EL 32832 tapyrrght ©201SA-I Roof fruss6- Manuel Marine:, P.F. Reproduction of this dommeni, in any form, Is prohibited Oh wrinen permission from A-1 Roof Trusses - MonuelMortineu, P,E. Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA G01 MONOPITCH 1 1 A0579475 Job Reference (optional) T ROOF TRUSSES, FORT PiEkGE, FL 34`J4b, aesign(maltruss.com htun: 1.630 s Jul 28 2015 Pnnt: 7.630 s Jul 28 2015 Mi-Tek Industries, Inc. Wed Sep 16 17:16:42 2015 Page 1 ID:uM NtXBM FQzq G eYl mYwngyHzGc8X-ynw8dKAF9q LLeyevL W 9T Wh6ALPJ bwkdz6cd ON Kyd?d 3 -2-0-0 3-6-11 6 10 0 2-0-0 3-6-11 3-35 1.5x4 II JJaY — oxb — 141-0 5-10-0 Plate Offsets (X,Y)— [2:0-O4,Edge], [5:0-3-0,0-2-12] 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 0.57 Vert(LL) -0.10 5-6 >731 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.13 5-6 >538 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code FBC20141TPI2O07 (Matrix-M) Weight: 35 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-4-11 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 = 477/1-0-0 (min.0-1-8) 5 = 333/0-8-0 (min. 0-1-8) 6 = 112/0-3-8 (min. 0-1-8) Max Horz 2 = 343(LC 12) Max Uplift 2 = -234(LC 12) 5 = -298(LC 12) 6 = -12(LC 12) Max Grav 2 = 477(LC 1) 5 = 407(LC 31) 6 = 533(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=488/287 BOT CHORD 2-6=-625/523, 6-10=625/523, 5-10=625/523 WEBS 3-5=-592/706 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; Part. Encl., GCpi=0.55; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces Be MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any 'other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 2, 298 lb uplift at joint 5 and 12 lb uplift at joint 6. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmdimg-Pleme floroogJy review Ohe'A.I ROOF TRUSSH (V1111 ; 6ENE11111 IEPMS 6 (ONOIaONd [oSiOk[NrNOYEA') A(NNOWlFGO(NFXI' men gmily deign pmemefen oodleod Doles av rhisLass De(yo Drawbq nDD)aad the ill. -I llu ti-, P1.110-one SEeel below use. Dales otbanriseslned oo Ik TOo, only Miiek mnaeAor plmasshvg be used la the TODlvhevabd AsaTa.0,eige E.O.. 0.,,5pedelryEagiG,.Ihe luvanyTODnepae.laaaneplavu oflbe ps'.1-ioaol englnmiog tespontitifiq.imthe design a11h, dayb Lussdep5ledan@e TOO avly,vrdm ON 1. 1be deign msnmptioas, bad gunEfiom, MANNEL MI{RTINE2, P.E„ suitablry doeofthisIIussforcnyloildingisthereipvnsibi(dyalMeOmn,Oh:Owocrioulhans:dopedlmtheDuBdhgDesgnecmrheoontemoflhelR(.thelOC,thelosolbuildingcodeaad1P41..The opprovdofthe100God wryfielduse oftheTrusty,inde&jheadhig,ft.p,asmllaymoandbn.dag,s hell be the #047182 responsrhiiay ofihe Oa Ming Designer and(oonogcr. Ail opret selout io the i00 and PoepoOisnoad gaidel'nes ol7Negudding(ompoeenlSdery laksmonoa(O(S910Iished byfPl and l0(Aorele(er sdla yennolgn danmJN l defl-the,espoonbibfid and dales of lheTiuss Oeslyner, host Design(ngineer God IOOI9 QI0(N0 ��1(. ieu Ynnulosrmer,ndnsapmne de0nedhyafonhod oy:eedoponSo nitingby on pofieswrohed TheT.s, Dmiy Eng'n:er is Nollh, Bughg Deugner er Truss System ingioenfor any building. 06pilaked lanes at deficad inlpld. - - (apyright© 7015A-1 Noof Trusses -Manuel Market, P.E. Neptodaction of Otis domment, in our foie, is prohibited with written pnmission hom AA Root Trusses -Manuel Martin?, P.F. Orlando, FL 328.32 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579476 XPRHTFA HC6 RAFTER TRUSS 42 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altpuss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:42 2015 Page 1 ID:In 1 E14n4krFMR5vCX81 ws4z2ovo-ynw8dKAF9gLLeyevLW9TWh6CnPSAwnvz6cdONKyd?d3 2-8-9 219r5 2.8-9 0 0 12 Io 6-12 2-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.41 Vert(LL) 0.02 1-2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2O07 (Matrix-M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASE(S) Structural wood sheathing directly applied or 2-9-5 cc Standard purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required I cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = 70/Mechanical 2 = 72/Mechanical Max Horz 1 = 86(LC 8) Max Uplift 1 = -88(LC 8) 2 =-132(LC 8) Max Grav 1 = 70(LC 1) 2 = 72(LC 1) 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=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) ` 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 1 and 132 lb uplift at joint 2. 1 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Wmain-Ifeise th—shly rzele.the 'A.] DDDTTDDSSIS('SEllEP1,GEN1rM IEBS&(ONDITIDNS(IIS?DME111111RIA(rIIOWLEMIMI r foss Veeilykngn pie—tesaid Ymdeat,,.lhi,TmuDnynDro.mgODD) eadthe Manuel Mmtlem,PE We,—, Sheet bdamme. Well 01-ise stdad an the IUD, mbf MANUEL MARTINEZ, P.E. Wlek soeienos plmes shvgbe uud Im the 140Ie he rota. b o Lnss Detigo Fngu<er Sp d.hy f.;gieeery the sedan orTdD uprenal, a, a 'Ptal, tithe prefeuiowl engioaring -pamivty far the design d the single hm dcphled is IF. 1DD ialp, W., TPI.I. )be ddign mwmptio.s, boding undifiins, �,aitobddy>nd at, ii[hit Tin, far any ruiyng is the op'nubdiryafthe D.." the Units authiired egeetm the hil6hg Oesyeer, m lherodled of the[XIIII lD(, the laid baildmg rode aid 1111. The oppraul if the IDDiad eoy field us .1 the n, iadidiaphendGng,Awo3e, IddidrAn and bnd%shell be the #O4T182 ! respasibiYnyoftbegaibinggesigneeand(whidieAll nhtnIII ialmlheTDDAthe pmah,medymdel'n fifib, BDirg(impiuelSaferyldarman(g(Sl)pab5,h,dhyIfmid SD(Aarz(deleuedfar Sea emISmdoom.INIdefienthatespindbiHe, mid dmina[6,1 eDnlpne,TruuDillaItgineerand 1OO19Chorltoii(ir. I.,, Naeulioim4unlm 'M1 Wise defined by.Conrad agrzed upi nrtiting by dgp the nrohed. lM1e1 sdeyy [ngieeerd NDl,lhe Duddiig D. 9ner ar LVugyde Fng per tiriiry bu'Iding. All Ophil'nd I— me as dermedinllt-1. (ipyrfght011615 A.I Pool Trusses -Manuel Macon.., PE repmdadiem of lbIs da ...at,In unY farm, 15 p I A 6ted With sviiheo pesmissiun him A -I Roof Trusses MaDaeI MGriin I, P.E. Orlando, FE 32832 Job Truss Truss Type QtY Ply Tarpon Flats Lot 12 Model A XPRHTFA HJ3 Diagonal Hip Girder 1 1 A0579477 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:43 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-QzU WgfBtw8TCG6D6vDgi3veE4ok2fE87LGNxvmyd?d2 -2-9-15 2-7-1 2-9-15 2-7-1 2-7-1 Plate Offsets (X,Y)— 12:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.28 Vert(rL) 0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 7.0 Code FBC2014rrPI20O7 (Matrix-M) Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-1 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 = -15/Mechanical 2 = 40712-4-5 (min. 0-1-8) 4 = -39/Mechanical Max Horz 2 = 146(LC 27) Max Uplift 3 = -61(LC 24) 2 = -315(LC 4) 4 = -58(LC 24) Max Grav 3 = 66(LC 27) 2 = 450(LC 21) 4 = 184(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-832/872 BOT CHORD 2-9=-950/887 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; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 2O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by, 2-0-0 wide will fit between the bottom chord and any, other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3, 315 lb uplift at joint 2 and 58 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 166 lb up at 1-4-9, and 122 lb down and 166 lb up at 14-9 on top 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: 1-3=-96, 4-5=-14 Concentrated Loads (lb) Vert: 8=192(F=96, B=96) Waiving-Feesethe 919Vmeierthe 'A.IROOr11DSSIS(Sri lIII,ONERA ITERNS6(040110US(OSTOMER(-ROrER1A[ 0KIDGEMENrin, gaitydesignpmumelessend-.eadameeeethisTmnDeiynDmefing(IDO)endtheMondMedaes,P.E.RdemmeShedhere me. Odes, site. h.Mii,donthe TOD,osly AWleF rnoaestos plmas sho06eoudlm.IbelDDlobe mhd bahost0asige Ea,'mett(iy Spedntry legmaerf lM1e uclmnnylDO upreseeft enepsanu of The iressioul eogineniegmsp esiblGry 1. the design tithe single I sdep!dled ee tk IDO W., ends, IN-1. the design ossompfieu, bedgmiditi-, MANUEL MARTINEZ, P.E. wilebldynedme dthis Torn lot enygulLng is the mspi,ibi0ryofthe 0ema,tbe 0sxrsmthsfad ogeit er the hildiq Dnig-r,I. the soeleetul thenCo,IRC, The lord building rude end VIA.Th, npprorolgfthe TDDond eryfield me of The Guss, Msd ghldnng, tiwsge, ionlhennend brining, sha0 be the #047182 responsiUDtyoltk Be if g0e5gneraod(aehepa. AD Dales seta lnlhe100 and Theplomms end ge8elioss oltgegu0ding (ompoeenl Safetyldmman (RCSnp bashed by Rl and SP[A erHefaemed for geoenl gu donee. R6l deft ame uspoonb;bfin and duties al the Truss Oeslpner, firms Deign Eogimerwd 10.019 Charlton (fir. Imps Aneufnnnu,unit. 4—is,d,fined by n Uftnt ogreedupnn vntiig by ell p ti nulad. The T es Deeigo Fngseu it Of the adding Designer sr Tress System Fegs-, for sty bu lding.AD(sp0eY(ed leans ere es der.d in IN-1. CapyrigA10R01g A•I Raof Gussei-Alonuel WartioeR, P.E. Reprodo0lan of this domment,Rn any form, IS piohi6Ded vith saitlen pamissioe fin. A-1 Rool Tresses-Nonuel Nortina PE Orlando, FL 32832 Job Truss TrusslType Qty Ply Tarpon Flats Lot 12 Model A A0579479 XPRHTFA HJ7 DIAGONAL HIP GIRDER 5 1 ' Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@alt�uss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. We Sep 16 17:16:44 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-u91v2?CVhSb3uGolSwBxb6BPgCwLOTvGaw6URCyd?d1 -2-9 15 5-1-9 9-10-1 2-9-15 5-1-9 4 -8-8 R v c6 N A l`1 5-1-9 5-1-9 9-10-1 4-8-8 Plate Offsets (X Y)—'[2:0-3-1 0-0-31 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.15 6-7 >778 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.20 6-7 >576 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(rL) 0.02 6 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-11-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (Ib/size) 4 = 213/Mechanical 2 = 537/0-10-15 (min. 0-1-8) 6 = 301/Mechanical Max Horz 2 = 396(LC 4) Max Uplift 4 = -213(LC 4) 2 = -496(LC 4) 6 = -252(LC 8) Max Grav 4 = 225(LC 44) 2 = 1244(LC 23) 6 = 915(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 1=-1788/1128,11-12=-1788/621, 3-12=1757/559 BOT CHORD 2-14=-1395/1616, 2-15=-668/1686, 15-16=-668/1686, 16-17=-668/1686, 7-17=668/1686, 7-18=-668/1686, 18-19=-668/1686, 6-19=-668/1686 WEBS 3-7=-2/963, 3-6=-1817f720 NOTES- 1) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Part. Encl., GCpi=0.55; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 4, 496 lb uplift at joint 2 and 252 lb uplift at joint 6. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 170 lb up at 1-4-9, 159 lb down and 170 lb up at 14-9, 211 lb down and 197 lb up at 4-2-8, 211 lb down and 197 lb up at 4-2-8, and 289 lb down and 276 lb up at 7-0-7, and 289 lb down and 276 lb up at 7-0-7 on top chord, and 147 lb down and 79 lb up at 14-9, 147 lb down and 79 lb up at 14-9, 196 lb down and 21 lb up at 4-2-8, 196 lb down and 21 lb up at 4-2-8, and 212 lb down and 3 lb up at 7-0-7, and 212 lb down and 3 lb up at 7-0-7 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 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 14=96, 5-8=-14 Concentrated Loads (Ib) Vert: 11=192(F=96, B=96) 12=90(F=45, B=45) 13=70(1==-35, 13=35) 15=105(F=53, B=53) 17=7(F=4, B=4) 18=32(F=-16, B=-16) Wnaiag-PMne ih u.agldy wiew $a'A.) ROOF IRUSSIS (10111'1, GIBERM. TERMS L (OMDIOOGB fd1S1OMERi'BBYEAI A(ROOWMGDEM1Ni' farm Vnitydesiga pmnneten and-il voles on WiTnuss Design Ding (TOD) and the Manuel Mmfirey Pl Polneee Sheet befne me. Un!en oherrisesimed on n5e IDO, only wgehranaenar InrhaOheo,eemrmelDDmheeddnalrrnD.riaE ` MANUELMARTINEZ,P.E, p!a g mineer(e.; Spnirlty E:goeeQ the seoi onooylDD reprneni arraepfan rFlhe prolesdonol ergieniegrnpaasti6ry la the design al the single cross dep"xfed oelEeROO ody,oaderiP11. 16e design mwmptrons,lwd'mgurdi6ms, wdabilgyand ose oitRis irndn city Building inhrresprasibiliry otibe Own:r,lh:Oranioalharittdogim onhaB ldiagOn"gaebinfhnbalen of the lA(, IEe BC, 16e loml buildirgrode and lPbl. Ibe oppovd oitheiDDoid eoy field use of 161lrhss, iadud'wgheadrnq, slnage,intoOmAnae�huimSsheO6e Me #047182 i rnponsibiigyoftheDailingCnigeennd(euhodor.AtleleneloniniheiDOandihep�oni¢soodgudehnnoitheBu1diog(ompaeemSoterylo!ormmianrBCSgbobOshedbyRlrndSB(HorneteeMedlorgennolpuidanre,IPbidefnesthe poniii6sand dudnofthe ➢ussBerliner, fruit DnignEngineer and 10019(harlfoil(if. Erns M000foAurer,aden eherese defied by (.had agreed open ninntying by nO parkas mrohed. TheDss Desip Eaginene HOT the Boildiog Desgpn or Trans 5yrrem(ngieen for any bolding Ali 6pdalMed hens ore as delmodinTPld. Orlando, FL 32R32 Copp ghl ©HIS A-1 goal Trusses• Manuel Marfinee, P.E. Reprode0ion of This dosnmenl, in any, form, is prohibli d A wnnen permission firm A-1 final Trusses Manuel Maniner, P,E, Job Truss Truss Type Qtv Ply Tarpon Flats Lot 12 Model A XPRHTFA HJ8 ROOF SPECIAL GIRDER 1 1 A0579480 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 M7i ek Industries, Inc. Wed Sep 16 17:16:44 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-u91 v2?CVhSb3uGolSwBxb6BPgCvJ0W6Gaw6URCyd?d1 -2-9-15 4-11-13 9-6-7 2-9-15 4-11-13 4-6-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell _ L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.15 5-6 >652 360 TCDL 28.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.19 5-6 >522 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(rL) 0.02 5 n/a n/a BCDL 7.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nine. REACTIONS. (lb/size) 2 = 768/1-5-0 (min.0-1-8) 5 = 751/0-10-9 (min. 0-1-8) 7 = -170/0-3-8 (min.0-1-8) Max Horz 2 = 384(LC 4) Max Uplift 2 = -563(LC 4) 5 = -616(LC 4) 7 = -275(LC 28) Max Grav 2 = 922(LC 23) 5 = 1169(LC 27) 7 = 337(LC 31) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=1605/625, 11-12=-1627/540, 3-12=1575/476, 4-5=-442/377 BOT CHORD 2-14=-454/650, 2-7=-616/1505, 7-15=616/1505, 15-16=-616/1505, 6-16=616/1505, 6-17=-616/1505, 5-17=-616/1505 WEBS 3-6=0/888, 3-5=-1 626/666 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; Part. Encl., GCpi=0.55; MWFRS (envelope); cantilever, left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2, 616 lb uplift at joint 5 and 275 lb uplift at joint 7. 6) 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. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 Ib down and 170 lb up at 14-9, 159 lb down and 170 Ib up at 1-4-9, 211 lb down and 197 lb up at 4-2-8, 211 lb down and 197 lb up at 4-2-8, 289 lb down and 276 lb up at 7-0-7, and 289 lb down and 276 lb up at 7-0-7, and 238 lb down and 165 lb up at 9-4-11 on top chord, and 196 lb down and 21 lb up at 4-2-8, 196 lb down and 21 lb up at 4-2-8, and 212 lb down and 3 lb up at 7-0-7, and 212 lb down and 3 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 PLATES GRIP MT20 244/190 Weight: 47 lb FT = O% Standard Vert: 1-4=-96, 5-8=-14 Concentrated Loads (lb) Vert: 4=238(B) 11=192(F=96, B=96) 12=90(F=45, B=45) 13=-70(F=-35, B=35) 16=7(F=4, B=4) 17=-32(F=-16, B=-16) Uniform Loads (pig Wosaiog PleosenAosoag4ymdeelAe'AIn0DS11BSS6('S[LLEt$G[NEBRESnY56(0401LDhiUI909EF('BBYFnjACANOWIEDDEX[NrlmnYnilydesignpmomdmtondreodaolecooIbisLossBesgnDrosinpODD) ondtheA'.7nudYmlioes,P.E.Bek¢nmSAeelhlorzuse.BnN-1htnissilofedont4TOD,only MANUEIMpRiINFZ P.E, �artekmmcdorpimesshn0beo dlar AefD7t he mid. Asa➢msgs gnFngnarD,e Sp Iry[y n) themoionaiyT00 eprnedsceo:mpl nctoflheprolcs awlen�e oiog¢spansiadgl hedevgnet hesi gierrvudep4kdeoRa DD�oll,underTPl-1.thede 9 pfiois;bad gc ddam, suilahldy de-fthisllussforanylullgngnlbemdpoavbldyefib,No", As. D-6salhmsedagent asthe BalidiniDesigner, in the contact of the lit(thl8c,, the local Wildngrodeend IPhl.theopprordoEtheNDandcoyfielduseellAeTuss,imludingheadfing,sloeoge,ostallorionondbrnnnp,sAellhetAe #.047182 , I sesponsibiMo}tAe Bodd'mB Deslgaeeand (oanonar. Unitas ul oN in she SDU and the predicts aid gouditnes of 0, Buldiig(ompaarl fdery by SPl and SB(A-Wetted for Den adgu doatt, Tp4t definesthelttpaosihiBfits and dufiesof the Truss Designer, Truss Design Engineer and I0019 (h0fll0p (If. 1.11Needed arequofeu eh—h, defined by (onD{t egreedept in Hiring by A park, in,.lad. Teeface Deign fco-sADl the Building Deeper or To- Systin Engaea for budding. AV. (cpdolued terms ore as de(ned inlPbl. (opyngAl ©1DI5 A.IlocMusses- Monuef Marl net, P.L 6pmdueioo of Ibis dommenT,in any farm, Is psnhibited vilh."Men permission Lam A -I 61 frasses-Munuel Winne, F.E. Orlando, F1328.32 Job Truss Truss Type Qtv Plv Tarpon Flats Lot 12 Model A A0579481 XPRHTFA HJ9 Diagonal Hip Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altriuss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:45 2015 Page 1 I D:u MNtX8 M FQzgGeYlmYwn gyHzG c8X-M M bH F LC7SIkwV QN UOejA8 KkaacGS7?ePpas2_fyd?d0 2-9-15 6-7-3 12-5-3 2-9-15 6-7-3 5-9-15 4.24 F12 Dead Load Defl. =1/16 in 6-7-3 15-9-15 Plate Offsets (X Y) 13:0 3 0 0-3-0] [7:0-3-0 0-2-121 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 0.95 Vert(LL) -0.25 8-11 >581 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.30 7-8 >483 240 BCLL 0.0 Rep Stress Incr NO I WB 0.58 Horz(FL) 0.04 7 n/a n/a BCDL 7.0 Code FBC2014(rP12007 (Matrix-M) Weight: 60 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T1: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except` W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 84-1 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 725/0-10-15 (min. 0-1-8) 7 = 898/Mechanical Max Horz 2 = 362(LC 4) Max Uplift 2 = -625(LC 4) 7 = -591(LC 8) Max Grav 2 = 1561(LC 23) 7 = 1512(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-2350/1207, 12-13=2350/877, 3-13=2302/816, 3-14=353/187, 4-7=-374/263 BOT CHORD 2-16=-1 539/2345, 2-17=-861/2216, 17-1 8=-861/2216, 18-19=861 /2216, 8-19=861/2216, 8-20=862/2191, 20-21=-862/2191, 21-22=-862/2191, 7-22=862/2191 WEBS 3-8=0/1203,3-7=2305/901 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); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 625 Its uplift at joint 2 and 591 lb uplift at joint 7. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 166 lb up at 1-4-9, 122 lb down and 166 lb up at 1-4-9, 174 lb down and 160 Its up at 4-2-8, 174 lb down and 160 lb up at 4-2-8, 251-Its down and 239 lb up at 7-0-7, 251 lb down and 239 lb up at 7-0-7, and 247 lb down and 235 lb up at 9-10-6, and 245 Its down and 233 lb up at 9-10-6 on top chord, and 147 lb down and 79 lb up at 1-4-9, 147 lb down and 79 lb up at 14-9, 196 lb down and 21 lb up at 4-2-8, 196 lb down and 21 lb up at 4-2-8, 212 lb down and 3 lb up at 7-0-7, 212 lb down and 3 Its up at 7-0-7 and 225 lb down at 9-10-6, and 223 lb down at 9-10-6 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 Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=96, 4-5=-56, 6-9=-14 Concentrated Loads (lb) Vert: 12=192(F=96, B=96) 13=90(F=45, B=45) 14=70(F=-35, B=-35) 15=-230(F=-113, B=-117) 17=105(F=53, B=53) 19=7(F=4, B=4) 20=-32(F=16, B=-16) 22=-60(F=-28, B=-32) Woraieg•Pkme tF.oroogYy:eirte lh"A•1 ROOF TA0SS3(SIt1111,GINEW Tugs 6C09DIIlOtA(IRIDdtF61'eDfa'iAEYRONIECSIX[MP Iorn V•eiihd-*psrmef,-sdrzod ernes m 11,41'ou Desgv Dradvy(IDO)nndehe YaouelYmtire; Pi Be!erexe Sheet ke!ore use Be'ea m5neise s!n!ed on lkIDD,ody MANUEI MARTINEZ,P.E. Yikk soneesior pimes shell be used lm Ibe I07 to he roF.d. Ater russ Design Engimn (e., Spedoily [n0ineny the seal on aoy1D0 iepreum. ee umeploom elshe professional eogin<aing,apomihilNy lorthe design of Se si:gle iron depiibd no 1beiDD oely, uedee IPI I. the desig, ouumptions, Ixidiag mndi0oes, �wfiGrdy andose oONis Loci toe unyloilTinp is the reiponsi5tiry of HeOm:r, she Osxi iaulhaiaedegens or eh: BuildryDes'geer,wthe motes of the RL Me BC,Meloeol bui!dmg mdeandlPl-1. 16e oprybid o8he 10Dnd cryfield use of d.eLw; Imludieghcedghg, slomge, i.*11cfmti and b..drg, shen be the #047182 !¢spontibiilyoltheBeitlmg0migoeiood(dnnonor.ill ml,% set out isthe TOD®dthe pronimsordgoidelinesofthe BL'96gImposter Wets n!ermalron(1131)pubSShedbyOff rdSBEAamrefnenedTo, geaeraISidanm,TP41dder,the pontiEiB eeddus,dthe Test 0,sigoes,Truss D.fl.Iogieeerond IOOI9Chorhoo(ir. INr,Merdedomyuele M. defied by fortress egeeedup.fnwrinngbyoil p ti iarolvd.The I ssDo,H, Erome,isAOliheBmld-ngDe•geerorTrus,SysfS Erg,,wfor neyb shes.AnUpitnNRdtmms-ofdermedmlPl.1. Upyr'ght©1015 A -I goat Trusses-Alonuel Muslim,P.E.geproduniao of this domment, in our form, Is prohibited with written permission from A-1 Roof Trusses Island Afonihee, P.E. OrIOOdO, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA HJ68 DIAGONAL HIP GIRDER 1 1 A0579478 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:46 2015 Page 1 ID:u MNtXBMFQzgGeYlmYwngyHzGc8X-gY9f rhDmD3sm7ayhaLEPhXGIKObisRGZ1 EbbW5yd?d? -2-9-15 4-7-6 8-9-11 2-9 15 4-7-6 4-2-5 4X4 = JX4 = 4-7-6 4-7-6 8-9-11 4-2-5 Plate Offsets (X,Y)— [2:0-0-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.12 6-7 >864 360 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.92 Vert(fL) -0.16 6-7 >663 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(fL) 0.02 6 n/a n/a BCDL 7.0 Code FBC2014frP12007 (Matrix-M) Weight: 40 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 4 = 206/Mechanical 2 = 484/0-10-15 (min.0-1-8) 6 = 247/Mechanical Max Horz 2 = 282(LC 31) Max Uplift 4 = -206(LC 4) 2 = -474(LC 4) 6 = -209(LC 6) Max Grav 4 = 217(LC 44) 2 = 1143(LC 23) 6 = 943(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-11=1601/1132, 11-12=1577/532, 3-12=1584/486 BOT CHORD 2-14=1389/1501, 2-15=-569/1515, 15-16=-569/1515, 16-17=569/1516, 7-17=569/1515, 7-18=569/1515, 18-19=-569/1515, 6-19=-569/1515 WEBS 3-7=-21/901, 3-6=-1636/614 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); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical' connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 4, 474 lb uplift at joint 2 and 209 lb uplift at joint 6. 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, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 166 lb up at 14-9, 122 lb down and 166 lb up at 14-9, 174 lb down and 160 Ib up at 4-2-8, 174 lb down and 160 lb up at 4-2-8, and 251 lb down and 239 lb up at 7-0-7, and 251 lb down and 239 lb up at 7-0-7 on top chord, and 147 lb down and 79 lb up at 14-9, 147 lb down and 79 lb up at 14-9, 196 lb down and 21 lb up at 4-2-8, 196 lb down and 21 lb up at 4-2-8, and 212 lb down and 3 lb up at 7-0-7, and 212 lb down and 3 lb up at 7-0-7 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 Standard Uniform Loads (plo Vert: 14=96, 5-8=-14 Concentrated Loads (lb) Vert: 11=192(F=96, B=96) 12=90(F=45, B=45) 13=-70(F=-35, B=-35) 15=105(F=53, B=53) 17=7(F=4, B=4) 19=32(F=-16, B=16) Wmniag-Pleme tboroaghry rzner Me'Ad RDDrTRUSS(Slmn YerRydngnpam ,l,rs .dleod Wieca lhisLme gesigo D,a.mg QDDjendIDe MawdYmtiree,P.[.re!neme Sheet befntuse. VoknothninesfdedoelheiDD,wh MANUELMARTINEZ P.E. ��Milek roiveit plotesshaUln—dloetb TD01.herogd. Aeol—DeGgologmeer(.a„Sped•Ity rag'meertUneal on ooyTDD reprncotsaeaempf:omolfh: prolesuon•I mgineniaginp•nsiHfny for the design althe eagle frvndepiiledao lE•1DD only, u•da 1pld. lbe devgn ossumptioar,lording condition, - - .DaGlrryand ose of thisLuss rw any Buildingi0hernpomibibryo!1heD.net,the 0—l"i authemed ageit or flea flding Dmig ..ro lhe,66.1.ofJhe IM6ISC,the lorolbuilding ade and lrl:1. The approidofth TODoad any field are of theT,-, ineluding treadling, lounge, intdlmAo andbmeog, ball lie the #047182 / i imppnsibibry ott!w Dailding Cesigoeeood(oano�or. Allnafes selou1 ache 100 and the pmnias ood wide6nn•Ithe luDdiy(ompa•enl Saferylakrmadan(BCSQpubhsbedhy RlpadSr(A arefelneeeed(aryeandpo dome. IPlldefinnt6e msponsib.5des and dutieiol lAeLms Designe4lms Deign 60ater and IOUI9 Charlton (It, lrusN loquret,unlese mM1er.iu defined by (ontrod agreed up in•riling by no paAies ir,rleed. IM1ef nbeeigo Ingeeer ftkltheeugdng Deagota o, Truts Sy,fi-Eg'aeer loranyb Vdiq AD(ap9alreed lermeuteol defined MPH. [apyngM©7615A 1 Raof Gussei-Monael Martmey, P.E Reprodaalion of this dorouran 'n anylorm, Is proh biled With antlen permission Dam Ad Rpal iiusses-Manuel Mortihee, p.r: Orlando, FL 32832 tpon Flats Lot 12 Model A A0579482 XPRHTFA J2 Jack -Open 1 1 1 1: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MI I eK Inausrnes, Inc. wea oep 10 1 A:-10:- ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-Jkj1 g 1 EOzN_dlkX183leD1p?KQ41 b1 1-10-8 6.00 ITY , 1 5 4 3 3x4 = 1-10-8 1-10-8 Plate Offsets (X Y) [4:0-0-4 0-1-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) . 0.01 3-4 >999 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.34 Vert(fL) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 2 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix-M) Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 1-10-8 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. I REACTIONS. (lb/size) 4 = 94/Mechanical 2 = 79/Mechanical 3 = 15/Mechanical Max Horz 4 = 111(LC 9) Max Uplift 4 = -6(LC 8) 2 = -77(LC 12) 3 = -41(LC 9) Max Grav 4 = 260(LC 26) 2 = 93(LC 21) • 3 = 214(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=4.2psf; h=25ft; I Cat. II; Exp C; End., 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom, chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 4, 77 lb uplift at joint 2 and 41 lb uplift at joint 3. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmeing-Pieose iheroogbFy rzrihr Me'AdB00n....T.BGIEB.b6INEBAn[.NS&C09010III [NS09arBD/fe'j ACYNOWITDB[NC N, eerily designpmometesosdlendaolesaalhis Tl'"li.Otavag(fDDj oodtM1e MowelYmlira,Pi"h",'u," elom me."!ess mhnrim.+lafedoa N IDO• a* MANUEL MARTINEZ, P.E. � Wek.—do, plat. shall be used for the TO to be vrLd. A, a Truss Nip ingi—(,,, Sperirlginginaer� the seal on ooTTD0 r y-ods ap aueptmn of the p d"iioaol mgi�nnieg -1 eni6JAy.Im the design of the single 1,a,s dephl,d era the TDD Wy, order TPI 1.'Th. design as+umpfia., India, readifi-, 1 suOabililyand at, ofthis Truss for nor Bonding is the milt-iNfly olthe 0.na,the 0suiiaulhorued ag,etm NeguildingDnyoer,mlhe mderl.olThe lAC, tl�e IBL, 16e lomi building rode and iP4l, The apgmJd otfBe IDO rid aryfield me of lBe Tross,ia,lu�dg tmadEng, sloiage,imidiatmo and Branag, sheD bl Me #047182 r.ponubiiByoll!wBaiLlmgOeAgae�inad(nohnrAO.at. set net nthe III andthepm0i.oadguidelines olife BmldngComposenlSohrylnf.—fionlBCtlfpublish,dbyTPIu4SBCAo,,selnenredforSea crolguidance,IPbldeOetbempomibiBfiesanddotinallheLunOeslpne4TrvssDeGgnEogineerond 10019Chorltao[ir. Trvis Noeoloetoreyooie+s o'M1enudegnedby (neap oyteedup ninndnguy oh pmties'nrohed. INT s.Deignbineer is h011be Building D,ugner or TrmsSystem Cngioees for anybuild'ng.AllCo#oliztd terms are os defined in IPl-I. fopyrigM©1016 A•I BootGassei-MonaelMaslina, P.E i;epradonion of lh(s dammem,Sn anp form, It prohibited-vith •erne. permission hum A-1 Roof Trusses -Manuel Martinet, U. I)rI011d0, FL 32832 Job Truss Truss Type QtY PlY Tarpon Flats Lot 12 Model A XPRHTFA J7 JACK -OPEN 20 1 A0579485 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi rek Industries, Inc. Wed Sep 16 17:16:47 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGcBX-Jkilg1 EOzN_dlkXt83leDlpJQ_bbl8iGuL92Xyd?d_ 740-0 2-0-0 74)-0 Dead Load Defl. = 1/8 in 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 0.65 Vert(LL) -0.14 4-7 >577 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.25 4-7 >333 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.01 2 n/a n/a BCDL 7.0 Code FBC20141TP12007 (Matrix-M) Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-12 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 = 248/Mechanical 2 = 652/0-8-0 (min.0-1-8) 4 = 48/Mechanical Max Horz 2 = 354(LC 12) Max Uplift 3 = -259(LC 12) 2 = -31 O(LC 12) Max Grav 3 = 301(LC 21) 2 = 664(LC 21) 4 = 243(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2133/1640 BOT CHORD 2-8=-2680/2951 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; Part. Encl., GCpi=0.55; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical, connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 3 and 310 lb uplift at joint 2. 7) This truss has been idesigned 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Woning•Please thoroogkly:eile�lhe'd-I ROOF TRi!SSnfStlSrR1,GEX(tArTIRMSE(OYDII1016(OsT@dFRrBOYnj R(RNOWI[UtANT"fllmk'nily designpa,emelereondYeod Hales onShisLess Design Drarirg QDDJandth,R.a uIhFmtka.,P1 ge!aenre keetbfamun. Vo!ess olhermes(ohdon the TOD,onh MANUEL MARTINEZ P.I.. �WTekmmedor plmessha0be used la Poe 1401 be edA A,arms, Dssign(ngmeee(i Sp Ong hgmenM1 the "does anyTOD up tseaauepl-, of the pralessioaal e.gi.vfng respamiMt, la the design al th, single Tress depdted an the IDD mfy,oederTPI.I. the dmig, assumption,, Wigrendaians, - - - sabdildyando,valthis N. I. any IddingIs the reipomibddy.1)be an.., the Deemsaulhouuddg,.tasthe WAD DmOper.,nIF, tholeolat the IMthe 18(,the Intel bmldograde and 7PH.Theoppitial aloe TODaadany fiddum.1Gfirvss,imludinyhandling, w4p,nifitheunand fiiaing,sW]bethe #047182 / rzspandbGy of the Bo,Mmg Ceigxiaod(onnoOa. Allomnnl oulmt6e lOD ondlhep a0i¢s and gaidelina olthe Buddi,g(omponent folery lnkrmoho lB6gg bushed by Rland SBG au ufaenedfor yeoenlgudorte.1211definestbe,np itsbi6fies mddNin of the LuseOeslpnn,lrusf Design Eogineerand 10019 EharltOn Cjr. Wp, Maaale<lorzpuales{oMerria defined by [ irmt agreed upon i rsit gby allp htnvaleed. She has, D+Igo Fnginee, ft NOT the BaOdag Wagner at Tspss System E gntofar any building. All (npitali;ed lmnswe as defined in lPhl. (opyrigM1l®IDISA-0 Raaf (,ossei-Alonpel Martinet, P.f. ReprodasNan a(Ihis dommenl, in any form, Ss psahihhed with wFitten pmmission fin. A-1 Roof Trowt Manuet Martinet, PR, Orlando, FL 32832 Jobe XPRHTFA Truss RA Truss Type JACK -OPEN Qty 1 Ply 1 Tarpon Flats Lot 12 Model A A0579486 - Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:48 2015 Page 1 I D:u MNtX8 MFQzq G eY I mYwngyHzGcSX-nxHPtNFOkg6U Mt63hmGtmyM6spJVKU OsVY4iZyd?cz 7-0-0 7-0-0 i I 3x6 = 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 FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 1 = 458/0-8-0 (min.0-1-8) 2 = 254/Mechanical 3 = 52/Mechanical Max Horz 1 = 215(LC 12) Max Uplift 1 = -137(LC 12) 2 = -176(LC 12) Max Grav 1 = 491(LC 25) 2 = 254(LC 1) 3 = 245(LC 29) FORCES. (lb) • Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1707H 585 BOT CHORD 1-7=-2687/2576 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI. DEFL. in (loc) I/defl L/d TC 0.88 Vert(LL) -0.15 3-6 >572 360 BC 0.77 Vert(TL) -0.27 3-6 >313 240 WB 0.00 Horz(rL) 0.01 1 n/a n/a (Matrix-S) 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 1 and 176 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 design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and V gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 1 /8 in PLATES GRIP MT20 244/190 Weight: 22 lb FT = 0% Wmaing PlemetF.moughly reeiew lhe'Ad BDOf1r-'sl'6M1f11, BEXEBALRIM56C0X010D1Ir0Sn-bl(BI'BOY[AjA(YNOWIEDS[!1[Ni'(mm Yailydn'rynpmometasundreudaoles an lhisLas+Design Dieriry(fOD)and ebe NoouelYmlires,P.[.ge!aemefi elh(om ma Uo!euot5errise slneed on l5elDD,00h MANUEL MARTINEZ P.E. �Milek soond.,pie'sshag be used for the TO to be rold. Asafirms De+igvEngineer((e;5peeielly Fugineerl, the uai on ory10Diepiesmf.oeoueplonss ofthe pralesuowleogineenog iespaysibi6ly lar the d,ignofthe single rou dephtadao14TDOody,under TPI t. y6e design os+umptians, IaadNg soodilioas, sugabirdy and meofihisUonfof unyluilding is the seiponsibihry, of theDiner, the Dwoefi oulhafiied ogeBonbe67EngDe+yeepm the rwlat fthe 11C the 18Cihe lord bulfdiog rode endrrl1. Re oppiorol of the NDond aryfield use olperrvv,fadufvg Abodfiog, nwoge,intoDo!oomd bn(np s6aD tie the #0471R2 / ! respoasibiYnyoithe8oild'ngCgigneraod(oonodoeAllnatesseloulielheIDDondthepiedusadguiedinesoltheBuDdiogOtepaoe1WityNfi—efinp6ppslisbedbyIN.456(Aor,Weancedforgenmolguidonte.INIdeAnesthemspoouliBriesnnddotesoftheTrussDesigner,TrussDesignroginttrood 10019[ho(hon[ir. rmnlloeofosNrer,onlns'h rwise definedhya(onbop oguedup eriting by ollprtlied. Therss pesip Engineer is Wife eldiagp pror T,e,,Syslem Foli-r for any bu Mmg.All(opitolaedt., re np dehped ioIN-1. (opyrrghl©1D1SA.IIoofGussef.Ilmoel Martinez, F.I. kir,odedian of Ibis dmumenl, m troy let., Is prohibited with writtee permission from A -I goof fiusses Manuel Martinez, H. Orlando, EL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA J8 Jack -Open 3 1 A0579487 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:49 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-F7ro5jGeV EL_lgGFUn61AuIRDt73xe?jCgF6Qyd?cy -2 1 t 1-1-1R1-0-1� 44-4 7-3-4 2 0 0 1-1-10 7- 2-7-8 2-11-0 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 FBC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' B2: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. 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) 4 = 243/Mechanical 2 ea 683/1-8-0 (min. 0-1-8) 5 = 53/Mechanical Max Horz 2 = 271(LC 12) Max Uplift 4 = -166(LC 12) 2 = -232(LC 12) Max Grav 4 = 243(LC 1) 2 = 683(LC 1) 5 = 246(LC 33) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2040/1640 BOT CHORD 2-11=2690/2961, 7-11=-248/266, 3-7=-325/434 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6 3x4 = a -a'' Dead Load Defl. = 118 in CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.83 Vert(LL) -0.14 5-6 >618 360 MT20 244/190 BC 0.81 Vert(TL) -0.28 5-6 >306 240 WB 0.00 Horz(TL) -0.15 5 n/a n/a (Matrix-S) Weight: 30 lb FT = 0% 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical'connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 4 and 232 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 200,O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/:° gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Warling-Ple"ethmougldy mde.th'*Ad ROOF 1IDSSISIM1111,0ENRAE TOMSA(09DI0oOS NShOMER('BOYEAI A[1DOWlFDeIM[NPtmns Yerily desyn pmameten and madnams oalhisLors ouign Dm.ing(f00)ondEheMmuelMmrirex,PE&faenm 5fieel be(om as,. On!eu who.i'.(.led on llu100,onlr MA UEL MARTINEI P.E. �Wlek ronaertor plvMtsMO be umd lortM1e lDDlobe raFd AsaTan oesignE�ineer(�,e.; Speddry hyam�the ual an any lDOmp-M,ae",reptmmofthe pn.I,W.aol eaginteringrespmsitifry ly lFe designeltAe angle hau depid<d oa RelDD oelr,o.derlRld. T6edes(ga ww.0i.."lwfn gnndifm, N — sudubifigand meoRhi,tsroranylulidinghthe reiPnnblityofthe Ganes, the O.arseuthaisedagent sirthe Bud'rye dingDes in theeadteat.oltheRL IsheISC,therealWdjngrodeandRll.TheopIrvialoIffuse ff., the lNet,ieddtgh ndliiy,slange,inrtallarenand baring, thnllbethe #047182 / I rzspansi60AyofrdebuN.mgCesigaerund(onhogcr.All octeteetoutinthe Too indlhepmmasred guidelines Ith, Bailing (ompoaerillflyVummiaojBniJpubM,dbyRlandSECAa,,W emad far Can emlguiderm.IPbld,fiurth-spoaubi0fiesand Mrs eithe True, Us"' n,RrmrDeignEngineeroad 10019IhoFhohCit. lmep M-Wheseyunlers ahenisedefined by a Earned agreed upon in "ping by o0 pat" h-1 ed, IN boss Design Engineer is NOT the eoldieg Designer at nuss System Engineer 6r any building. All Capitalized lermipre as defined in1Pl-I. Csppighl ©20ISA I Real Fosses -Manuel Martina, P.E. kle d.dion of Ihis 6-ral, In any form, is prohibited with terines permnsloa from A -I Floor reasses- Manuel Martinez, U. Orlando, Ft 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579488 XPRHTFA J8A Jack; Open 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1tFuss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:49 2015 Page 1 I ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-F7ro5jGeV EL_lgGFUn61AuMsDfe3vJ?jCgF6Qyd?cy -2-0-0 , 1-8-12 , 6-0-0 °�— N 4 3 4 4x4 = A Dead Load Defl. = Ill in 1.5x4 11 1.5x4 II -12 6 0 0 7-3 4, 11112 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.55 Vert(LL) -0.15 7-8 >575 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.78 Vert(fL) -0.24 7-8 >360 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) -0.08 7 n/a n/a BCDL 7.0 Code FBC2014ffP12007 (Matrix-S) Weight: 37 No FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except' T2: 2x4 SP No.3 BOT CHORD 2x4 SP No.2 *Except* 132: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in 1 accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 5 = 58/Mechanical 2 = 645/1-8-0 (min. 0-1-8) 7 = 277/Mechanical M H ax orz 2 = 235(LC 12) Max Uplift 5 = -31(LC 8) 2 = -226(LC 12) 7 = -119(LC 12) Max Grav 5 = 58(LC 1) 2 = 645(LC 1) 7 = 380(LC 34) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1405/911 BOT CHORD 2-13=1533/1965 WEBS 4-7=-322/350 NOTES- 1) Unbalanced roof live loads have been considered rfor this design. l 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) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 5, 226 lb uplift at joint 2 and 119 Ib uplift at joint 7. 10) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmmng-Plenethoroaghty neier lhe'Ad ROOF TRRSISQIIllEp'6GEXlAil YowelYmlicn,Pi.kdueme Sbeelhlareuu. U�esf othenise slmed on lye lDD, on!g MANUEL MARTINEZ, P.E. WTek mnaertor pines shaD be used Ior.Mn IGDIo he rnld. ks o Trust Design Engineer D.e.,Sp,daltyEngineerI the seal oaauyTDD,,p .s,nI, oe assets— ofib, p tilessionol engineering rnpansibilityfar the design of the single Truss depicted oofha TOD only, uede, TP61. IM1a design assunpt n, loading tenMan', �sudohility and osa of this Tianfor dog Ruiiding is lhneipoas3ddy aline Dwoer,lh: Dwneiswlhodzed apatm the R &SDn'rynepin the must of the l7(, the Ili(, the Intel buildspsod—d 1P61.TheoppraddofthriDDead enyEeld as, of Relines, including handling, stung, issmllmoo andhmdap, shelf be the #047182 I responsibiLgoSebepadd'mgCesigaerand(oehoclm.VaWsutoa'liolhe1DDantithe p,tdk,,ad5oidelioesoftt,, Rating (omponerisderyle—fle.paJpublished byRlart SKAmnefnettedFor gennolguidane,f?blde6oestbarespoesibihfiesmddurinoltheLossDesipner,TrusspnipoEngioeerond 10019ChoEhontir. ' Gins Maoulocloreyonlm eh -in, defined by.(animas ogreedupo'n ending by oil p A s.1,A the Truss 0 gn colleen itNDl then ldieg Designer or irms5yslen Engager far any building. ATI(uptaliaed lnmeafe as defused in TPi.l. Copyright 07615 A.I Roof frusso-Manuel Marrimez,71 Repreduttioh of this dommenl, in any foam, is prohibited with written permission from A -I Roof trusses Manuel Martinez, U. Orlando, R 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA J86 Jack -Open I 1 1 A0579489 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mi rek Industries, Inc. Wed Sep 16 17:16:50 2015 Page 1 I D: u MNtXBMFQzgGeY lmYwngyHzGc8X-jJ PA13GGG I MCcBFSpB I LrN RXcdyNoMg9ysZpesyd?cx -2 %O 1-8-12 4 10 M 2-0-0 1 8-12 2-3 4 3 3�3 4x4 = 1.5x4 II 1-8-12 4 0 0 7-3� T- -12 2-3 Plate Offsets (X,Y)— 12:Edge, 0-0-4), p:Edge,0-1-81 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 FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP N0.2 'Except` T2: 2x4 SP No.3 BOT CHORD 2x4 SP No.2 'Except' 132: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 = 154/Mechanical 2 = 613/1-8-0 (min. 0-1-8) 7 = 214/Mechanical Max Horz 2 = 173(LC 12) Max Uplift 5 = -84(LC 8) 2 = -213(LC 12) 7 = -59(LC 9) Max Grav 5 = 154(LC 1) 2 = 613(LC 1) 7 = 344(LC 34) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-599/427 BOT CHORD 2-13=554f789, 9-13=-554/530 WEBS 4-7=-288/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 3x4 = CSI. DEFL. in (loc) I/deft L/d TC 0.55 Vert(LL) -0.15 7-8 >568 360 BC 1.00 Vert(TL) -0.22 7-8 >400 240 WB 0.14 Horz(TL) 0.11 7 n/a n/a (Matrix-S) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; End., 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) Plates checked for a,plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 5, 213 lb uplift at joint 2 and 59 lb uplift atjoint 7. 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) This truss design requires that a minimum of 7/16a structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 1/16 in PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0% Wordivg-Pkau+F.erngHy:e.Iir Me'11ROOnCIISSlS('SQIIR'h CIRFCAL 1[IYf a(ogDl➢oRS(ffiokER CRU iAONowif llarfornlnily deign pmamelen and read note oo ihiAmu Dngv Dta•ng Ooo 16e RonvdYmtim,U.Cefneme S`eet befom me. Cn'ess vhn�usloledvo tk IDo,aeh �Yikk mvaetlor piolesshoRheused for the lGolobeeagd. Asvt«x Oisign Fvgneer(e,.SpeddtyfaginenGlhe«aionvvylgD«p«unlsvnaaeptaomol thepmlosu000l engimnivg«spansiblruyls the design al Re uvgie irvu depiiledao lkaTOR avly, underlPld. The deilgnorwmpfioo4lwdingmad'aivey MANNEL MARTINEZ, RE, wllahiidy and oie otlhis Trussfor onyRuild'np is the«ipodsib'rdy elthe 0•new,thaonnees oathorindagedtnthe Ruodfig onigaer, in the mmenoflhe[AC1h,If, the loml Who the oppmrdo(thr SOo and atryfield use of lhdRuv, red ding headfiag, sloroge,imlugatibnondbm,ing,shhoheihe #047182 eeiponbiDy of the Bvikng Cetigner and(antrudor.411.mn set oul in Too and the padiat, adgaideTneoftheCaN.9OrnpacenlSofelylde:mian@CSQpubished by miSICA a,, Wemaid lot yeneml godn« Ipl ld Math, msponnbirfies and duAeeof the LossOe Wow, W%a Eegineer and IQ0I9 EI1Ofl(O11 (!f. I«uYmulotlumr,vaie« —41 defined by o(oahod ng«ed up, n arcing by a➢ pafies inraha Thel sgn, nlnol-, is Nof the R ldlg Cosigner or Truss SyM Ing eh brnnybadGng.11l (opAal Ted lnneme oS ddiaed inlPbl. (apyrigbl ©2UISA I Roof Trusses- blame! Alartineh, P.E. Reprodudiaa of this damment, in any form, Is peohfibtled with wrideo permissiao hom A-1 Roof Trusses Mawl Nnninea, P.F. Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579490 XPRHTFA J9 JACK -CLOSED 3 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altndss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:51 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-BWzYWOHu 1 bU3ELgeNvpaOb_khl PhXnLIB WJMAJyd?cw 1 4 6 8 8-111-0 4-6 8 438 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 28.0 Lumber DOL 1.25 1 BCLL . 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. cross bracing be installed during truss accordance with Stabilizer Installation REACTIONS. (lb/size) 1 = 501/Mechanical 4 = 455/Mechanical Max Horz 1 = 270(LC 12) Max Uplift 1 = -124(LC 12) 4 = -255(LC 12) Max Grav 3x6 = 1.5x4 II 5x6 = Dead Load Defl. = 118 in 8-10-0 8-10-0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.40 Vert(LL) -0.23 4-7 >446 360 MT20 244/190 BC 0.55 Vert(rL) -0.37 4-7 >282 240 WB 0.31 Horz(rL) 0.01 4 n/a n/a (Matrix-S) Weight: 41 lb FT = 0% 1 = 522(LC 25) 4 = 486(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1107/420 BOT CHORD 1-8=-908/1491,4-8=660/617 WEBS 2-4=-695f743 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; End., 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 200fort on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 1 and 255 lb uplift at joint 4. 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 design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and''Y2 gypsum sheetrock be -applied directly to the bottom chord. LOAD CASE(S) Standard Wmairg the9d ROOF TRUSSES GIRIRA(TORMSd(O4a1TIMCUSTOkFgr6Oy1RJAuNOWtIO5101 to'.V"Hy design pmometa+and i,ad a ales oo lhisTruss Bribe OmigVDDI and the Ammoul Yatieet, Pt Pdoenm Sheet late".. Da!ns ohni"Stated oo the IDD,ad} MANUEL MARTINET P.E. �Ylek ronredar pinel+F.nO Se uudlar the lDD to be rm:d. A"Tru"(Snign Fngineer(e.,Spetiriyfagineerhtbe aslananyloo"presenfseea,toptwmoltbepale,u000leoryxeringusprnsiKityfor the design Ithe Single Truss depiited oath. TOO only,ued,,IPI.I. lhedeslgnrswmpimn+,lard'ng mm'ifirm, suOobPdy and aeeo1Ib's Truss for say Building Blheaiprnel5ifty eMe O+aq the One's oath, toed spat a the Infift Designer, in the adlea of the IR(. If. M(the Into) building ad, aad TPll. the oppraiul of the ND and any field use of the, is inrhdiag headFSg, moroge, u+tollemn a adlacdog, theD be the #041182 , I reepansibifiryaftkBmld'mgOesigaeiand(aettoOor.0.9rums leTtor mthe TOO andthe p;oebtesaodgaidel'aesot*"luddingCarol, ooeofSaferytde:mofroelB(SQpubushedbyTPland SECAa,,tefeanedfurgennalguidance.INIdefinestheiespaetbibdesanddutieioftheLmsOesilam,hossDetignlopineerand i0O19ChorponCir. Z Manduatuar,un(e; 'benise leBnedbya[nhon agmedup naritiog 6y dlpt _.IoFed. They r;Ii,gniaglaeerhhOT lheguildiog Ded.per or Truss System Engineer for any holding. Mi(aptchted term; areas defined in 101.1. (oppight@ gOl5 A-1 Root Tinton- Manuel AlOmnee, P.I. RepraduOian of Ibis dommenl, in any loan, is p16111ed With anOen pvtoi sioa from Ad Roof Trusses Manuel MmIlrn, P.F. flr1OOdO, FL 31831 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA J68 JACK -OPEN 2 1 A0579483 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MITek Industries, Inc. Wed Sep 16 17:16:51 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-B WzYWOHu 1 bU3ELgeNvpaOb_gW1 N9Xr71BWJMAJyd?cw -2-00 0-0 6� 26-34 3xa = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.10 4-7 >719 360 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.17 4-7 >430 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. 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) 3 = 222/Mechanical 2 = 603/0-8-0 (min. 0-1-8) 4 = 44/Mechanical Max Horz 2 = 240(LC 12) Max Uplift 3 = -155(LC 12) 2 = -202(LC 12) Max Grav 3 = 222(LC 1) 2 = 603(LC 1) 4 = 239(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1207f726 BOT CHORD 2-8=-1484/1820 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 3 and 202 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 design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 'Y. gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Dell. = 1/16 in PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% Womrug-Plenetksavg',dyneii.lhe'AI ROOF HUSSn rMfill GIRM FEW &COBDIVOUSCMTO.BErrBumjACYp0WlEesIKK,fmnYnilydnignp.—Imosd,,.d oofesoolhisTmsDecyo O!aveg Q00)oodlhe Nomd Maficex, PEPef.ia—Beel We . Da!enolhameslated oo lbe lDD, only MANUEL MABTINEZ P.E. IDTetnoaesus plates shop be sued To, the TOO]. be vord RoaTsnsOnip feginaerQ.,.,Spd.lty(ugioees), thead ylDO p is ca cumpt m d the pde,uoal eap euhg sesponskhty.1. the designolae sinle hand pld theIDD ody,a.des TPn. The dip ph s, loodng und6ons, wpobdtly and use of this truss W asy Railiag1,1heneponEfly of the one, the Osneisouthosued a gent ae the B069. Desigon,isthe sat,.l oflheIBC,the IBC, The I buildog rode and TPid. The oppsoeol of the IDD and anyfield use 1The T s!ndediag head Dig, seer go, asedafu and bsadeg, shop be the #047182 I nspon46iiDyoftheBaiN'mgpesiganondCeahostor.AlloilessetputnlhriDDondlhep,opnsoadgoidelinnallheB�D6ig(o.panalSafetyId-afn(BCSI)pbDshdbyOFFaulSBCAaenefenn¢diosgenmlgodcnn,R4ldefinnthelespoouE6dnanddutidOTlMTnesDesigner,iressDnign[ngineerrnd 10019ChOfllOoflf, Truss ulsMnpoales 6-iss Mad byafoutod onml grzed upniing by oh pasOn iaaahedIIIeT ss North B. ,sge Eag'oeesis NOTlldogp pe, v TnnSpuua Engmeaforooy bvlduug. AUlapdaed I,- - as defied in let -I. [opyngM©101g A -I goorpnduti•G(aoaJ Wosfiael,P.f. repmdatliod oClbit dommeot,in onylorm, ISpfahiboedYhh.rinn pnmissioa ham A -I DooI TCottet Ndgoel Moslieee,Pi Orlando, FL 32832 Truss Truss Type Qtv Ply Tarpon Flats Lot 12 Model A A0579484 Fob' HTFA J68A Jack -,Open Girder 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altriiss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:52 2015 Page 1 ID:uM NtX8MFQzgGeYlmYwngyHzGc8X-fiWwjkl WovcwrVPgwcLpwoWgGRdyGINRQ92wilyd?cv 210-0 3 3-2 6 3� 2 332 3a2 Dead Load Defl. = 1/8 in t0 a3 A JX4 = 6-3-4 LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.17 4-7 >439 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.26 4-7 >281 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(rL) 0.01 2 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 231b FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-10 purlins. BOT CHORD Rigid ceiling directly applied. cross bracing be installed during truss erection, in nrrnrrianrp with Stahili7er Installation auide. REACTIONS. (lb/size) 3 = 222/Mechanical 2 = 671/0-8-0 (min. 0-1-8) 4 = 56/Mechanical Max Harz 2 = 240(LC 28) Max Uplift 3 = -153(LC 8) 2 = -216(LC 8) Max Grav 3 = 222(LC 1) 2 = 777(LC 19) 4 = 274(LC 23) FORCES. (lb) i Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1694/371 BOT CHORD 2-8=-734/2241 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3 and 216 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 246 lb down and 20 lb up at 2-0-12 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-96, 4-5=-14 Concentrated Loads (lb) Vert: 8=80(F) NOTES- 1) Wind: ASCE 7-10; Vult=17omph (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 2) Plates checked for a plus or minus 0 degree rotation about its center. 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. Wmiiq-plea«thorouSTAY «rieethe 'A.120011IUSSES(MILIK'M1 GDRIA1 asAT&(DIDlrlgllS(US?ONlrililill(NNOWLIDS(N(111' Imes gorily design pmamdenaed«adaoIn oo Ihi, Trvss Duyv Urvving RDDJ end the konuelYmf et,Pl.geterema5heel befa«use. Udumhn Ts fd,doo the IDU, only MANOR MdATINEZ, P.E. Ndak«onearorpldes sha0 be used los.lM1eSGOlvherdid, bairun Desigo[nginanQ.e.; SpesirhyEngineer)the .lenonyTOD«p«sents oe aueptavrevl lhepmlessionalengixeung«spamiEUry lu the desgn al the stagle iron dryiiled av Rc IDD vvly,u.dn lPld.lhe dedgn vssunptioes,laodng «ndi io, ! �sudaM7dy and ose o(IAisiiuss for doy ruilding if lherdpons3iliry oltbe Oson,O:OrnnS auiMd:edagedt or thekudd�iry Dnigaer, In lbe abbteal vfthe le(. Mo ID[,tb<IomE baOdhg code ondlPrl. Ibe opprbedal the IDO vnd coy field use al lM1drrusi,ixhdieg heedhvg, sluoge,iedolldidov�dhnddg,skdl be Me #047182 mponsibihryoftkdoiBmgOesigaervnd(vohodor.Homes ItiminNTODendthe p«°imaodgvidelieesoltEeloadiog(omposenlSterylo'armafion(BCSQp.U,b,dbyOff andSKAmidwaldEaegen:rolgddon¢,171Idefioeet6e«spaosibifitl8anddutietiollAermssDeilpnel,iruuDeripoEngioeerond 10019 (horlion Or. WuBoedocta«yode io•heh sa dehvedhyo(oolra°ay«ed p. rimg by on polill 'T60,ed. Ihel Oesiyv Eng'ned Ss h0l the BuiWmgg 9. arlrpugyd Fng den [is any b king All(apttoli«d leans ore o,delindinlPld. Orlando, FL 32832 (apyngM1l©7015 Ad Pao(Irusseti-AlovaelYartioee,P.E teprodo°ion al this dmamenl,Tom Tom, if p1n164ed rllh evn0ev permltsion fiam A -I Roof TrussesMonuel ldonihet, PF. Job Truss Truss Type I Qty PN Tarpon Flats Lot 12 Model A XPRHTFA K01G Roof Special Girder 1 1 1 A0579491 iJob Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:52 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-fi Wwjkl WovcwrVPgwcLpwoWreRikGI WRQ92wilyd?cv -241-0 1-10-8 , 6--8 7-3-4 2-0-0 1-10-8 4-&0 0-10-12 13 1.5x4 II 4x4 -A _ 1.5x4 11 3x4 =1.5x4 11 Dead Load Dell. = 118 in 1-4-8 1T8-12 1118 d�4 6-4-8 4-7-12 010_12 Plate Offsets (X,Y)— [2:0-1-7,0-1-01,[3:0-1-0,0-1-121 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) -0.18 7-8 >372 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.27 7-8 >245 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(fL) -0.07 6 n/a n/a BCDL 7.0 Code FBC2014frP12007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3, B3: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 7-3-4 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 uide. REACTIONS. (lb/size) 6 = 264/Mechanical 2 = 253/1-8-0 (min. 0-1-8) 10 = 216/0-3-8 (min. 0-1-8) Max Horz 2 = 129(LC 8) Max Uplift 6 = -125(LC 8) 2 = -177(LC 37) 10 = -254(LC 4) Max Grav 6 = 407(LC 29) 2 = 308(LC 15) 10 = 862(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-227/412 BOT CHORD 2-15=-415/231, 8-9=-39/326, 3-9=-276/178 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); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for,truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 6, 177 lb uplift at joint 2 and 254 lb uplift at joint 10. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 286 lb down and 390 lb up at 1-10-8, and 127 lb down and 119 lb up at 3-0-12 on top chord, and 200 lb down and 55 Ib up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 (plo Vert: 1-3=96, 3-4=-96, 4-5=-96, 9-11=14, 6-8=-14 Concentrated Loads (lb) Vert: 3=220(B) 14=17(B) 16=-l(B) Wmmog 41emelh—ghlymi,.Me'AdRODC11DSS1113rllCl7BIRERLL i[RYSi(040!IIDNSCUS?0!6[RrRDyCI'j A(yDONICCSENC.NP loth Vaifydnkg pmnmeW—d'n-d eolesonlhi,I Dag,D-kq(IDD)ondthe Aonxl0.1m.;P-1.gefelnn¢Sbw berme use. 110m alkrdusmlcd an the IDD, ao!y Ailek mmedpr p!plm sho06e usedfot the IDDloberol:d Asairmtoasig, Ingineer(,,I Spedolty C.Si—LIba-I on ooyTOD,gm-taneamplann of the pmfeadonolmginening -,-;Kay lmth,deggn of the siogb T—depicted athe TOD mly,uede TPbl.1ha d6ga m—pfiam; boding mndiiam, µA NNE M L. A. REINEZ s0.bilry and ose o(thisitmtr, ony Ruildiq is thmbppoWoe oflbe D.-, th 0—fsmlhOhed agent ,the Rugrog Deiignebm lh.Wal dthe lt(. Ih, IBC, th, I I building rode andflhl. the oppi .. I f th IDD end my field me d Me Put,, induding ba,dbng, slmo9e, iedol f.m. and b,.&I,shell be 9. #0471R2 , P.E. / P \ rapmibMlyoflhe1,H.9Deign, andCat m, AD min ,I%IiotheIDD mdthepmtzuesmdgoiddm 0IT, ldD ,g(oo;p and WfeteWw onon(BCSQpublishedbyRloodSECAa,,We had1%go-Ipidaue,Rlldcfinesthmopootibi5 a dd4ndthe Tms,D,AIpa,T,osNet, npineerend 10019 Charlton (ir. ! - I—Vudfftitez,onn,efeniaedefieedbe. Gdw qm,d upmin whmg by a pmeiesi,eahed. The 1 DeOpIngio-h NOT the B ldo9 Dap,, er T,uss Sythm(ogi—, kt my bndd,} All(opidkdleongrem dafieed in7P4r. (appigb1©261SA-I Rool iruttts-Edoouel Aarlioez,P.f. Reptodurtianofrhisdommenl,dn onyform, Isprohbind vlthwitlmpemissioa hom A-1 Roof Trusses -Manuel Nneinez, P.r. - Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579492 XPRHTFA L01 HALF HIP 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:53 2015 Page 1 j ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-7u4lx4J9ZDknTf 1UJs2T03?Lg3z?ekbepoTFByd?cu -2-A 4-5-8 1 8 4 8 164-0 2-0-0 4-5-8 3-11-0 7-118 m I l 1 ee a 13 I 3x4 = LOADING (psf) SPACING- 2-0-0 1 TCLL 20.0 Plate Grip DOL 1.25 1 TCDL 28.0 Lumber DOL 1.25 BCLL . 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5: 2x4 SP No.2 BRACING- TOPCHORD 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) 6 = 873/Mechanical 2 = 1094/0-8-0 (min. 0-1-8) Max Horz 2 = 309(LC 12) Max Uplift 6 =-335(LC 9) 2 =-359(LC 12) Max Grav 6 = 873(LC 1) 2 = 1094(LC 25) 1 I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1589/903, 3-4=-1417/895, 4-5=-746/504, 5-6=-938/675 BOT CHORD 2-13=1092/1425, 9-13=-1092/1425, 8-9=-748/1020, 7-8=748/1020 WEBS 3-9=-343/353,4-9=-306/462, 4-7=-540/481, 5-7=-570/849 NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 5x6 = 3x4 = 3x8 MT20HS= 3x4 = 10-10-8 5-2-0 CSI. DEFL. in (loc) I/deft L/d TC 0.71 Vert(LL) -0.08 6-7 >999 360 BC 0.63 Vert(TL) -0.15 7-9 >999 240 WB 0.51 Horz(fL) 0.02 6 n/a n/a (Matrix-S) 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 Be MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift at joint 6 and 359 lb uplift at joint 2. 10) 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. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 3x6 = Dead Load Defl. = 1/16 in 14 6 3x6 II PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 86 lb FT = 0% Wm.iq-Monte d:oro.gblyariathe 'AT ROOT HUSSn13El1IRLGENERAL TURNS 6CONDITIONS CUSTOMER 1-811121AlKNOWLIM19CN1'fn,Vvi)ydaignpcn—onend end portscelbieTmuOotig.NningROD) aodthe YoudMifira,Pi10,me«Shelf befn,one. gn'esral"eii«slohdanlh.TOg,onh MANUELMAATINEZ,P,E, Mdeksonaene pines+hoO bn used roe Ida IOD to bt mlid. As o T«ss Design Engin-(e., Spedelty fi. fe.ee [he -I enenyTOO «p«sents o. oe«pion«.1the p«lestio; al mgineeerng-Pntibirity foe the design of the eagle I—deppd:d on the TOO Wy, e.dee IP61. The design.—Plioa, boding «ndmoes, �suO"dTAymdnedlAitimulor ony luOfopis hereSpnnsibifiry elt6e Onos,Ih:Oraei saulAoived dgehtm theboR66p Oes'ryner.wtb.... list of the IK, the IBG the lo«I Whiling code ondri 1. the oppoedet the ND and coy field ose olthe T«ss,ibdudidp hbndkbg,t[ornge,ivsloVnlAo oodbmeing, sYdl be lb< .4 47182 I rnpoodMUryofl5eroifi'mgCesigaeinnd(oohona.All noleswW the IDDend 14pieteimsend goideVonofth, ing(omPoernlsafelylefe—tion(ICSgpubbtbedbyIII udSFIAot,Weannedyet geemlgvdooa,IPlldefines the I"paoubihfiesend dniesoOhe➢e,,Dalgner,TemtO,,iloI.gineetond 1O019ChOrllon(ir. Iru sM Iotroier,00resS ah,rn'se definedby.(coln.dog:eedepomnmmng byeRp mesivvohed lApf sOn go Engineer re hOl the Pmld eg OesigoerrorLuuSyslem Fngoenfor onyb ldog.Ali ("pdoli:polumwremddped inlPbl. (opynphl©2O15 A.1 roof Timm-Monue) klornnuJI repeodoehoa of [his doruaen�in onyfmm, is pioh blledwith eninu pureh )on hnm A-1 Rool frusses- Manuel A wina, U. flrIO11dOI FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA L02 HALF HIP A0579493 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:54 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGcBX-b5eh8QJnKWse5oZD21 NH?DbAbEJKk8wktTXOndyd?ct -2-0-0 , 5-5-8 10�1-8 16-4-0 2-0_0 5-5-8 4-11-0 5-11-8 4x6 \1 3x4 11 Dead Load Dell. = 1/8 in 4x4 = 0x0 = 5x6 = 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 0.74 Vert(LL) -0.29 6-7 >678 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.41 6-7 >469 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(fL) 0.03 6 n/a n/a BCDL 7.0 Code FBC2014/FPI2007 (Matrix-S) Weight: 86 lb FT = O% 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, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1096/0-8-0 (min.0-1-8) 6 = 870/Mechanical Max Horz 2 = 371(LC 12) Max Uplift 2 = -361(LC 12) 6 = -328(LC 9) Max Grav 2 = 1096(LC 1) 6 = 870(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15241822, 3-4=1168/677, 5-6=-292/224 BOT CHORD 2-1 1=1 104/1383,7-11=-1104/1383, 7-12=575/755,6-12=-575f755 WEBS 3-7=-562/550, 4-7=-348/569, 4-6=-967/752 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 2 and 328 lb uplift at joint 6. 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) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmaing Pkose tF.eroug;dy rapier Ihe'AIROOF TRUSSES rSDIER'h6EDFIALTHISE(Dg0100g1(llf10.YfI('BDYEgjACgDOWIE06IYENI'larm Yeri!ydnign pm—*,ond,mdsolesan IhisT;oss Deige Dierieg(T001and the YaautlYmtieep Pf.Pe!eeme Sheet kelan ma Dnknarbndses(*don 47DD,aa1y A11T,k,-1*rp1a1e 1,I6-11".11e 1111.4rd:d. AtaLuss Oesign EoginaerQ,e.; Speuolty Enginaerl l6e seal on nnyTDD tepmenG cp orroplcnm of the p,olatrionol mgimxingmpanribiyrty lm the devgn e!Iheungle Lvu dcpvledm7he iDD Dolt, undeelpF1. 16edoi'posra.pfi MANUELMARTINE2, P.E. whla5ly and -oIth'shanforraayldldingisthenspansib3dytithe0—" the Dmeis wharrted agaul or the guddng Dngaer,io the roo!eetdtheEK, Re USE, lb, NO 6aildiag adeend EPEE. the app6d afthe TOO ad eayOdd me of lheTras,,isdadigAadhg,s!wap,'asldldron and 6mring, Shan b, the #047182 nspoasibwry oft6e Bodd'mg DesigaH aad(oonorlor. ADnotetfetod'u the IDD andthep�orrmood gaiielmes oflPe luDdi!q(ompoaenl Sdery ldarmotkofBCSQ pobgshed by ITT pad S6rk aurefne..dTor pwarguidmm. IN IMats tbe uspwW.Ries and duties olth,Dan geslgner, Tross Design fngineer and 10019 Chorlfon fir. InnpYmdodartr, odng _ier.in defioed6y o (oahpd ogreed upon in srtiting by WI pottier ioralred The Inns Oesi;n Eng neq is g0116e Iugding Dedgrsr m Irussgydem Fngieeer Ihr aa'/ 6mlding. All(aphlized terms pre as Wind in IN. - (opyrsghl©gD15 A -I Pool Tmiseti • Atonael Yorfioei, P.F. geprodorliao of this domment, is boy (aim, Is psohibfled with man petmission horn A-1 goof Gores-9ooae19orlian, PE OrIDOdDa Fl. 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579494 XPRHTrA L03 HALF HIP 1 1 I Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:54 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-b5eh8QJnKWse5oZD21 NH?DbBYEJakzgktTXOndyd?ct -210 6-5-8 1:2M 16-4-0 2, 6-5-8 511-0 3-11-8 6.00 12 4x6 � 1.5x4 II 3x4 = i 5x6 = 5x6 = 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 FBC2014/TP12007 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, 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 = 1100/0-8-0 (min.0-1-8) 7 = 867/Mechanical Max Horz 2 = 433(LC 12) Max Uplift 2 =-356(LC 12) 7 =-340(LC 12) Max Grav 2 = 1100(LC 25) 7 = 867(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1509/688, 343 1285/700, 4-5=-1160/717 BOT CHORD 2-12=-1145/1529, 8-12=-1061/1376, 8-13=-400/520, 13-14=-400/520, 14-15=-400/520, 7-15=400/520 WEBS 3-8=-681/663, 5-8=-638/963, 5-7=-956/767 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) I/deft L/d TC 0.68 Vert(LL) -0.29 7-8 >665 360 BC 0.99 Vert(TL) -0.43 7-8 >450 240 WB 0.97 Horz(TL) 0.03 7 n/a n/a (Matrix-S) 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 are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0 psf 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.op. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2 and 340 lb uplift at joint 7. 10) 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. 11) This truss design requires that a minimum of 7/16r structural wood sheathing be applied directly to the top chord and 'Fh" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 118 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 89 lb FT = 0% Warning-PlemeMororgPdymrie+ the 'Ad ROOF 1IIISSISrS111111,OLN111ALKRIS &CONDITIONSNSiO.W[Y(-BIIYIAjALKA0W1E05[NFIO'fvcaVnilydmigapmamev—dleodart. anlhisTmuOesgnOmriugPDiand the 1s.—IA.&.4Pdge}neen, Steel Inlamuse. 0o!egol6eimeslotedonlAe100,aniy MANUELMARTINEZ P.E. �MT.1cu-0otp!das r6o0 be ur,dI., the TOO to beeai:&Asa imsrOnigetngineerC..,SpedetyFagbnerb the sed on rrFTOD«9n,mI,naueplaam.1IF! lu.I.Woade.0—i.gmrpmribdily lan the dr,gp al the single Gunsdvjid,da.It, FDDends, ..,do,lPld. the deuga wa mprom, InadmgwrdiNnm, - su0ubiliy and use a[lh4Tiux for oiy&uitdirg isthe �ippiobiliy of Me 0.."6eO'eWs nNnsed agent or the BuNi.,gDn"ryner, in the of14, UK, MeIBC, Me Wal buitdieg rade and 7P61.16e opproedofthe ND and ray field me al the Terre,ieduding banding, slariope, 40.11dtrou and hroring, shdl be he #04718Z , ' nespan sibiGyot the Building Designer adUrrhwor. All udes,IofI. the TODand the p;adiresaadpideliaes.1the Brgdep4ropenenlSdeylnfa:malloa(gCSI)po60shedbyfllred S114as, eteuntedlot gennolgoidunro,lPHdd- tie mspDahlittimneddu*%atthe Truro Designer, IrrsOmigoFnpoeeraod 10019ChoChOn(ir. irues tlaouladaeer,onless shet•redenned6/ [onhaq agmedop innnmg6ydOpm wrohed. lhel 0 plogineer sFOl thegdMieg Dedgoer rriruu6yile Fngmen kr onY buld'ap. All Capitlhd wras ore as deboed 611P14. (apyrigM1107015 A I goof Gussei- Alonael Martinet, P.[. kprodudian of this doruinent,in say, form, is prohibited with rn0eu permission from A-1 gaolTrusses Manuel Mostinea, P.E. NflOpdO, f t 32832 Job truss Truss Type V Ply Tarpon Flats Lot 12 Model A XPRHTFA L04 HALF HIP ri 1 A0579495 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:55 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-4HC3LmKP5q_Viy8Pcku WYR8HOefvTaOu67HaJ4yd?cs -240-0 5-8-8 7-5-8 , 144-8 16-4-0 , 2-,M 5-8-8 1-9-0 6-11-0 1-11-8 � �s 4x4 = 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 FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 "Except" T2: 2x4 SP M 30 BOT CHORD 2x4 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. WEBS 1 Row at midpt 5-8, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 7 = 877/Mechanical 2 = 1090/0-8-0 (min.0-1-8) Max Horz 2 = 495(LC 12) Max Uplift 7 = -411(LC 12) 2 = -331(LC 12) Max Grav 7 = 887(LC 2) 2 = 1090(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1673f780, 3-4=1274/596, 4-5=-1099/621 BOT CHORD 2-12=-1298/1601, 8-12=-1298/1601, 8-13=248/303, 13-14=248/303, 14-15=-248/303,7-15=248/303 WEBS 3-8=-874/850, 5-8=-760/1112, 5-7=-1194/1044 NOTES- 1) Unbalanced roof live loads have been considered for this design. 5x10 MT20HS- 6.00 12 1.5x4 II 5x6 = 5x6 = CSI. DEFL. in (loc) I/deft L/d TC 0.99 Vert(LL) -0.30 7-8 >654 360 BC 0.98 Vert(TL) -0.46 7-8 >424 240 WB 0.37 Horz(rL) 0.03 7 n/a n/a (Matrix-S) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDQ75 - 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 vertical1eft exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 Ib uplift at joint 7 and 331 lb uplift'at joint 2. 10) 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. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and M." gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Dead Load Defl. = 118 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 95 lb FT = 0% warthog-pleme tkmoegJy reeie. the 'A -I 1100TRUSSIS(1111111; GENERAL Taust(04011TONSCOSTO.41grIBURIA(KIIOWl1DG(N(NI' far. V, ilydesign post— ,vad read soles on Nihon,DesynO,aviogpOD)and the koouel Amlires,Pl.ge!aence Sheol ke!amuse. 0v!ess mhrrne slofedonlLe 100, onlp �Wlek wwesior piolessktl be uud lor.MeIDOtohe ralA. Asairms Deiigo Fvginett(u..SpeuolryFgmenylh s I myIDDrepmemsaee¢eplmre of the profeni—I'.0onniegmsponsOl(dy far the design of [be style Tuns dqufed an lheTOD only, under TPld. The design assumpti-,InoCp admoes, WNUILMARTINU,M. su0nh lily and ore ofOis Truss far any lai!fingisthemspinsih'liry of the0mn,th:Omersaulhoivtd ogafoi the guddng On"ry rrn lM1esai!eat ollhe lA(, MnIBC,the lomlbmld'tg rode vad 7PLl. the oppmral at lAe NO end aoyfield me ol!heLuss,indud up heedhog, slomge,'aslollntiva ondt a p, shett do Me #047182 I respaou'6ifdyo!!kgeilding0esigxland(oanarlm.All now set our ie the IDDondit,luanims aid Sule!mesdib,SaMeDC0.0... ISealy :oio!Ian(D(S)pubbbedbyoffaadSBCAorz!doeudletlienuISadome.letIde—therespcoaih6tiesaodMesa[theTies,Oeslpne4T, Desire (ngine,,and 10019(hodloill(it. Trosy Amol,sa, ,unless ghpgise de0nedhyo[onlmn ogreedopon nnfing,hy o0 partesmsohed. The Is Donigni qvo is Or 6, 11,0169 Dedpin or Truss System Engineer lot any building. All (opitaliud forms ore as Wined inll!I.I. copyright ©101S A I poa(Tmsses-IAonael Alortinee, P.F, reprodotlian al lM1is dommenl,'m toy form, Is pmhih0edwith.rilleo pumissioaham A -I Rool Ttastet-NaavelAiartiney pi. Orlando, ft 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579496 XPRHTFA L05 MONOPITCH 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altrbss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MITek Industries, Inc. We Sep 16 17:16:56 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-YTmRZ6L1s86MK6jc9SP15ehW22GCt 1KnO7rWyd?cr 2-0 0 2-10-1 10- 0 9-11-9 16 4 0 2=0 0 2-10-10 -0- 9-6 15 Ei4 7 6.00 12 Dead Load Defl. = 5116 in 3 ax8 3x4 6 5 1.5x4 II W4 B3 4 I 1 3 1 h I 2 11 XAON ro 1 dt 1 d 1219 0 20 22 9 23 6 _ 3x12 % 4x6 4x4 = 5x6 = 3x4 11 6x8 = z-1a1 1a o 11-9 9-1 1s 4 0 2-10-10 -o- s o is s-4-7 Plate Offsets (X Y) [8'0 3 0 0-3-0] F10.0-2-0 0-0-121[11'0-6-0 0 4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.76 Vert(LL) -0.29 12 >659 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.78 Vert(fL) -0.56 12 >348 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(rL) 0.23 8 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix-S) Weight: 108 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP M 31 BOT CHORD 2x4 SP N0.2 *Except" B1: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-8, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 8 = 777/Mechanical 2 = 1197/0-8-0 (min. 0-1-9) Max Harz 2 = 550(LC 12) Max Uplift 8 = -420(LC 12) 2 = -358(LC 12) Max Grav 8 = 777(LC 1) 2 = 1197(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3583/2420, 3-4=-3715/2566, 4-5=-1972/1206, 5-6=-1764/1221, 7-8=-300/293 BOT CHORD 2-19=3842/4848, 3-21=-2958/3784, 11-21=-1780/2129, 4-11=-392/421, 10-22=-242/344, 9-22=242/344, 9-23=610f756, 8-23=-610/756 WEBS 9-11=-378/423, 6-1 1=-1 124/1236, 6-8=-949r765 WEBS 9-1 1=378/423,6-11=-1124/1236, 6-8=-949/765 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; End., 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint 8 and 358 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 design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmaiag-pleofetbmoogbly rcre.Me'Ad 1DOVIRMS('90r), GEN(B4(11111S f'erihdeastipmemeweoedeeadaole-11,4Lau Dnyo Diar¢g(IDDjond the@mu<I llafirex,Pige!ueoaN et kdmeme. U*,,.15,t"olcd an the 100, only MANUEL MARTINF2, P.E. M-Iekwem.d., pear slug be used lot the TDO to b—Id. Bsairun0edgo Enginrer((a., Spedolry TngineerJ;ihe seal onwyl0o wpesen8 ea oe<eplwwofthe pwlessionol eagineetisgwspamibfliry lm thednigo of the single iwst dephledool� i00 eoly,ander iPl l.lhe desigaaswmp0o.s, 6od'mg nndifiom, �soiftYbly and ose of Ibis Tien for any Building it the niponsiMty ofIhe owner, the0nnar's oulhotindogml or the Bdlfbg Oeiryrtr, in the 6161 of fie IM11.,IBC,the lows building rode and TPbl. The npprned of the TDO and coy held use.1Ile Tno,,6dufdg b'eadInq, slarg,, W.11dusand bluing, tAdl be the #047182 ! respontibiidydtk BoiMmg Cesigaer ood(mnanor. All notes set tons in lb, TDD and the from., oad go!fdw.11C, BoUhng6nepoaenl Sdetylofe:mdro RCSQpubhsbed by as wed SECAoI.rd ex,d for genewl go!donw.l?H Ones the mpaoribiBfih mod Me, of the Trost Designer,Trmt DedBo Engineer and 10019(110rllon Or. Tre. yoofatenq,md ath 4, ddoed by o(onlwd oguedupn in.,&I by dlp hs robed Thor s.0}igo Eogioeer is NOl the BuOd og DeOgnerm4uss Sysfem Engineer tsronyb Ii g.All(opitolitedlmmiprp osdehnyd SnTPi-l. (apyrighl ©7015 A.I gaol Troves -Manuel Mort net, P.E. geproduntian of Ihis dowment, in py form, Is piohibnedielth wilien permission from A-1 Root Tmssu-Memod Mantises, P.E. Orlando, Fl 32832 Job Truss Truss Type aty Ply Tarpon Flats Lot 12 Model A XPRHTFA L06 MONOPITCH g 1 A0579497 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:57 2015 6.00 12 2x4 11 6 5x6 = 5x6 = 3x4 = Dead Load Defl. = 1/8 in Plate Offsets (X,Y)-- [2:0-2-0,Edge),[7:0-3-0,0-3-01,[8:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.26 7-8 >743 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.38 7-8 >508 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 7 n/a n/a BCDL 7.0 Code FBC2014frP12007 (Matrix-S) Weight: 91 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 132: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-7, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 7 = 869/Mechanical 2 = 1097/0-8-0 (min. 0-1-8) Max Horz 2 = 550(LC 12) Max Uplift 7 = -470(LC 12) 2 = -312(LC 12) Max Grav 7 = 880(LC 21) 2 = 1097(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1500/545, 34=1176/430, 4-5=-993/442, 6-7=-261/254 BOT CHORD 2-12=1137/1429, 8-12=-1137/1429, 8-13=612/758, 13-14=-612/758, 7-14=612/758 WEBS 3-8=-555/540, 5-8=-383/675, 5-7=-1061 /866 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) forltruss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 7 and 312 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 design requires that a minimum of 7/16e structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wading Phesethmoaghlyrnin lh"A-121)OTTI161E5ftSF1UE'1, 0oku alhertsetlmedont5e1g0, anlr NOELIN �*Ukw—dui plow ha 4 used for the TOD 1. he raid.Asa1.. Design I'sineerGe,spedelty[.lit-1 the seol on carTDO,qu-ws at oa,p1mv tithe profesdooal engi—ingemlp-166ryfat the design of the si:gle lneu depicted on lbn Too aoly,ued,,TPhl. Ike design oswmptivm, loadingn,ditiaes, . M pRl EZ, P.E. w0abli;and oseofthi, Tin, (a, any 6mlding is the redpo Wily oflb, Omn,the 0-f,o0hotited ugent or the Budd,gDni9tlr, in the tonted of the ll(,th IR(,)be ,lowl building uide and TPAI. The opp—1 of U 100 end ony field a,, of the Ta,,indd ghandfing, slorog,imiollat'on and b,.dog, bell be the #047182 rnpondbddy otthe Ba Mmgeng i nd(eononar. AB mm� sef om'n the IDo mldihepmnkn aedgoidebeesohhe lu7dog (ompoaenlSaferyfn!armon p(Sq rubgshed by Rl adfA(Aeterefaearedfor yeanol gu'danro,l?Ildefioest6emspaoabi6Rn anddutietial lAe Buss Oesipnef,irost Dedgo Engineer and 10.019(horlfon Qr. Truss Aaoulonewa,anless oMeque defined by a (button agreed upon in rnfiq by oil p ni,ti-fret The Ines} Ogirt Inflow it x011he Building Designer or TrustSymoa lug ... fbr ony bu Idmg. All (opaalir d ferneopre as der o:d iulPbl. (apyrighl ©7015A•I RoolLusses-Manuel Mortinee, P.E Rapmdonion of this dommenl, in any form, is problelled with nri0en permission horn A4 Root Wins - Manuel Mariana, P.E. Orlando, FE 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579498 XPRHTFA L07 HALF HIP 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 Mirek Industries, Inc. Wed Sep 16 17:16:57 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-OgKpmSMfdREDyGlojg% dsDe5SNCxSKAZRmgOyyd7cq -2-0 0 , 8-3-8 15-0-0 1 V-4 0 � 8-3-8 6 8-8 1 4 0 X•� 6.00 12 3x4 = 3x6 = 4 5 5x6 = 5x6 = 14x4 = I I 8-3-8 1 8-3-8 8-0.8 Dead Load Defl. = 1/8 in Plate Offsets (X Y) [2'0-1-0 Edge] [3:0-5-0 0-3-4] [4:0-2-0 0-2-8] [5-Edge 0-1-8] [6�0-3-0 0-3-0] [7:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 I CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Vert(LL) -0.26 6-7 >744 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.86 Vert(fL) -0.35 6-7 >548 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.47 HOrz(TL) 0.03 6 n/a n/a BCDL 7.0 Code FBC2014lrP12007 (Matrix-S) Weight: 84 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 132: 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except en verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-6, 3-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 6 = 852/Mechanical 2 = 1114/0-8-0 (min.0-1-8) Max Horz 2 = 514(LC 12) Max Uplift 6 = 415(LC 12) 2 = -341(LC 12) Max Grav 6 = 852(LC 1) 2 = 1114(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1787/1157, 5-6=-340/311 BOT CHORD 2-11=2176/2558, 7-11=-863/1095, 7-12=874/1072, 6-12=874/1072 WEBS 3-7=0/328, 3-6=-1207/986 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=5.0psf; 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 are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joints) 4, 5, 6, 2 and 7 checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 lb uplift at joint 6 and 341 lb uplift at joint 2. 11) 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. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1W gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Womiog-Pkarctbo,oug;dy:erkw 1M1e'Ad IOOfT10SS[S rSELLl1$6EMEIA(IEWfd(ORDInOOS(OSIOMEI(-IDTEAI A[IXOWlFOg[M(Xi'fmaa Yoilydni90 penno,w, eel Antes on IM, Ties; ledge boviest 1D0)and the Manuel Mean—, Pi lel.e—Sleet befnt use. Ilm otheriusloledno hoe 100,only /� WTek mvaederploln sha0 be used to+thdlDDla he rdd. Asoim,+pa+iga Enainea(he, Speddlry, Eaginee,j.16e,eelmanyIDO mp,esenh oe aemplmm al she prolesdodal edginening,e+pnmibihry lw the deugnolthe single Luu depiiled od lteiDD ody, adds lPl-I.Ihe 4dgnmmmpfiddt, laddug m�diXmy MANUEL MARTINET, P.E. ///_��\\ .d.104 snd ne 0IlDoi,is, buy luilTing is the eipnhifryd1b,Omee,theco-1 embe,rtad.gent a the Wet Drig-, in thenoleslofthe RICA,lBC,the Well huildieg mite and Tl The appmid.1ne 100 and eoy field me of lddrmo, tadeding heedhag, slunp, iWdla6m end hordes, shda be the #047182 U�usponsibNYdthe Bo L''mg Ceigurdnd(onhonor. Allneln,etodin the Too and the plodhe+aed gundioe,offie 1iddn(II.P. em Satiety bkrmdllo@CSgpobh,hed by ill oodSl(A a,erefemesedloq-,elpidomn.IPlldefioa tbetnpdn,ibibda>edduNnaltAeLms Dnigna,Trouhsignlogieweed 10019 Chorltoo (it. I,d:+yoaamnu+<r,adns'hcniwdefinedby ( hddogmedup, nninaghyollpadia'vxohed.lheT Oyiga[agoee,isA01lhe11diogDrugnttarLp+sSystemingoeak,nnybuldmg.AO(dp6alnedlerm+oreosdelncdinlPFl. (opyriybl ©2p15 A-1 Roof Trusses - Mon iel Mortises, P.E. leprododioo of Ibis stun—1, in ony form, Is pooh blled with w Men pamission @om A-E Roof Trusses Alonod Mntlim, P.r: Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA L08 HALF HIP I 1 1 A0579499 Job Reference (optional) Hi ROOF TRUSSES, FORE PiERGE, FL 34u46, Oeslgn@allfuss.com stun: t.63u s Jul 2a 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:58 2015 Page 1 I D:u MNtX8 M FQzq GeYlmYwngyHzGcBX-U su B_oN HOI M4ZQt_HtSDA3mslrgcg n b Ko5VEwPyd?cp -2-0-0 6-9-4 13-0-0 16-4-0 2-0-0 6-9-4 6 2-12 3-4-0 6.00 12 4x6 % 1.5x4 11 4x4 = 5x6 = 5x6 = Dead Load Deff. = 118 in Plate Offsets (X,Y)— 15:0-3-0,0-1-81, p:0-3-0,0-3-01,[8:0-3-0,0-3-01 8 0 0 8-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Veft(LL) -0.29 7-8 >661 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.44 7-8 >445 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(rL) 0.02 7 n/a n/a BCDL 7.0 Code FBC2014/TPI20O7 (Matrix-S) Weight: 91 lb FT = 0% 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, except end verticals. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 1101/0-8-0 (min. 0-1-8) 7 = 865/Mechanical Max Horz 2 = 452(LC 12) Max Uplift 2 = -352(LC 12) 7 = -358(LC 12) Max Grav 2 = 1101(LC 25) 7 = 865(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1478/640, 3-4=13151715, 4-5=-1183/741 BOT CHORD 2-12=1265/1628, 8-12=-1042/1350, 8-13=344/440, 13-14=344/440, 14-15=-344/440, 7-15=344/440 WEBS 3-8=-7241704, 5-8=-741/1078, 5-7=-965/791 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; End., 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) Plates checked for a plus or minus 0 degree rotation about its center. 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 2 and 358 lb uplift at joint 7. 9) This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 'Y. gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wnrairg-PI f1h.—GhAy"viesthe 3.10001IIOSSES13aLI11, GERIIALTERMS A(0401110RE NST0.. 01100W1E6MKIWI,,. Pnify dm'ryn pmomelm,asds,ad oases on this las, Deign Omsmg ROD) and 1b, Manner Mincer,P.E.Aof,,eme Sheet berme ust. 0i!ess a the, wise is Wed on the IED, only AYOeO-eedmplmnuse 0,111, d la,11, 111 so he rall* boT,mx1163.inginnr(,a, Specialty faginew),the ,,at on any III ,pimenti at air plane of the prolma-1 engi'mriasi pamihifitylw the design .1the Ingle Muss depiled oa the gDa only, made,lPDl. The design w—ptioos. leading wndifions, MAMELMARTINEZ, P.E. seOuEhly, and use of this Truss for any lulling is therespamilifity of the 0sam,the 0-1 authored agent or the Banding 0eiigal,ii the -led of the IM Mn ISC, the laid buddingrode aid INN. The opp-Iatthe TID and any sold me of the Truss, bidding Dandling, afiamp,'msu0meeondbmrieg, shot! be she #047182 rpponsibifily of the BmiMmg Desgoersind (am,odor. All notes set oN in the TIED and the pishms a ad guidelines of the railding(meoponenlSoEeryla—smsnlr(9)pubnshed by TPS and SKA metefammd Is, gennolguidame, TPl I defiles the impaoob!bit, and dares of the aas, Dedgnm, Tail Deign Engineer end 100 fms,Monufannegmlesg rp rr ss defined by a Contract aged open in nifing by 0 pi rk, in.1,m]. The Time Design Engineer is Ron she Building Designer or Trms System Engineer for any bm M g. All(opitalimd term ato as d<foed'6IPDL _ 1 q (IIOfIIOn Elf. (oprright©201SA-I goof Eta Iat, -Manuel Rossi net, P.E. repmdauinit of Ifiis dato.,n1,in any farm, Is prohibited with sriaei pe,mlWon Dom A -I goof Trot seA-Maauel Martine; P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579500 XPRHTFA L09 HALF HIP 1 1 Job. Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:16:59 2015 Page 1 I D: u M NtX8M FQzq GeYlmYwn gyHzGc8X-y2RaB 8Nv93UwBa RBrazSiHJ OgFOaPOyT1 IFnSryd7co -210 5-9-4 11-0-0 16�-0 2", 5-9-4 5-2-12 5 4 -0 4x6 :;:� 3x4 11 Dead Load Defl. = 1/8 in 4x4 = oxo — 5x6 = i 8-0-0 , _ _16-0-0 , I 8-0-0 84-0 Plate Offsets (X Y)-- [4:0-3-0 0-1-8j [6:0-3-0 0-3-0j [7:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.29 6-7 >674 360 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.42 6-7 >463 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(fL) 0.03 6 n/a n/a BCDL 7.0 Code FBC20141TP12007 I (Matrix-S) Weight: 87 lb FT = 0% 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, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-6 1 MiTek recommends that Stabilizers and required i cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. I REACTIONS. (lb/size) 2 = 109710-8-0 (min. 0-1-8) 6 Ze 869/0-8-0 (min. 0-1-8) Max Horz 2 = 390(LC 12) Max Uplift 2 =-360(LC 12) 6 =-326(LC 9) Max Grav 2 = 1097(LC 1) 6 = 869(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1562/783,3-4=1237/682, 5-6=-254/192 BOT CHORD 2-11 =1 094/1419, 7-11 =-1 094/1419, 7-12=522f700,12-13=522000, 13-14=-522f700,6-14=522f700 WEBS 3-7=-596/583, 4-7=-431/723, 4-6=977f750 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 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 2 and 326 lb uplift at joint 6. 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 design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and Yz gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Wmeieg•Pleaseshorooghly mriew Me'Ad RODTNSTO.M(R(•¢DIn kcfhON((05(N(HI'fom1%ify day.pru—i a sedited soles a a Th',,Lan Dngo Dtav'mg QDDjaad Me Yonad Ywrkm,Pf.Pefemme 4,eel kefom me. Do!ess et4rdsesiotedamSe iDD, oolr MANUEL MARTINEZ P.E. � Miieksonaad.rplmvs,ho0heused lotMe IDDla he mfid. As eTres, Desig. Fngi.eer(i.e.;Sped.hyfnsiinesj the todee.oyIDDreprewnts o.."'Plevm of the prole,si I enginenhgtnpen,Uty1. the deilgn of Me siugte bus,depicted on Its IDD oeIT,unh,TN.). The design msump0vm, h.dmg t.ndao.; - suD.Wity..duse .lfri, Tim, for any Ruildinp is Thueip.dsiSfiryolMeOm:rsh:Onei tia6lhotittd dgehtmlhe¢uDdihp Des"ryner,m the rolled of the Mf.Mel¢(, Meloml buiiff.grodeandlPl.l. Re opprordoltbs i00 and eoyfiddme of TheTtbss,00hdieg he,&g,,Iwoge, intwhitsomdbmtioh:OPe the #047182 requersibirrty, .11 the kviog Ottilm od(w.rtor. Altnntes Rl out. the TOD oudihep Net ds dlim of 0,¢ kith'" ropoeenl so'ely lns.—fin(d(sq p ithshed by Tylud S¢(A are se slfcuproe.lgad.rce, Rlldefinest6e,espa.sibi0desmd dutiei o(Me Lun Oedgner,irbss 0nignEogineer ood 10019(hhTllDn Ws M ul.mner,unleu _M rapdefinedby [o hop.greedup .rating by nil poN _nr.lred. 5,Truss De)gn fog needs h0l The¢ sl og Dei gng arLusssydem Fng ea fht..yhuid g iC(apdoli5ed leantore at dpfi.ed inlPld. (opyrghl©2015A-1 RoofTwists-Manuel Martott,F1 Reproduction of Ibis do—orit, in buy form, Is prohibited with wrineo permission from A-1 Roof Trusses Monuel Martiner, P.P. OflOndo, F1328.32 Job Truss Truss Type atv Ply Tarpon Flats Lot 12 Model A XPRHTFA VO4 VALLEY 1 1 A0579501 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:16:59 2015 v d 2x4 6.00 V2 2 3x4 = 2x4 4 =o d 04-8 3-11-8 Plate Offsets (X,Y)— [2:0-2-0,Edgel 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 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.35 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 n/a n/a BCDL 7.0 Code FBC2014/TP12007 (Matrix) Weight: 10 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 151/3-11-0 (min.0-1-8) 3 = 151/3-11-0 (min.0-1-8) Max Horz 1 = -17(LC 10) Max Uplift 1 = -50(LC 12) 3 = -50(LC 13) Max Grav 1 = 296(LC 30) 3 = 296(LC 31) 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=5.0psf; 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 1 and 50 lb uplift at joint 3. 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, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmoivg PlemetE,roagMy:erier Ihe'Ad Roof HUSSIS('SEIIE11 DENERAI RIMS&(OBDIDONSCUSTOMn(-BUdER1A(RNOWIEDDENENrfares Ymifydsignpmemefers nod beod now on IhifTmss Design Dmuing(TOO)omd the Moroni Marina, Ill. Id-one%mi Wine— Un!en nihemi,doled on the Too only �Yiiekonnernrplmesshngboundlorthe TDDlobeyolid. boirun Oasign Fngmeerrne,Spedolry(agueerh the seal ononylDO nprsenitanmmple,m oflhe prolessionol enginening nspomibifiry lw the design,IMe ilnglehussdepiil<d oa lhelDO ooly,uvderiPld. Iho design ossumpfias; badingrondiUoes, MANUEL MARTINEZ, P.E. sudabilNy and me ofMis trussfor any luilrnp is thenipomib'rfy oltheOme,, the Orneisauthoriad oge`nt or the BmlSiny Dndignec'm the<aded of the lK,lha lBC, the local building rode and RFl. the opproyal affheTOO ondoryy field."dihe Rus;'nrluddg heading, storoge, mlolhtl ondbmring, shot[ be the #047181 mponsib'dry of the Belding Designeeopdfoonottor. Allooles set of the TOD ondth portions and guidelines Drib,kuRding(omporenl Sniffy lnformabon(B(SI)purbled by lPl WSW ,,III e(dd for general guideme. Rid defies the msp ubiAfies and defies of the Tress Detigner,:T(un Design leginnrond 18814(horllon(ii. Irads Nooulorkrer,enlssohenise defined by o [anhrQ agreed up p m nitmg by ell porkli ioealyed. the iron Dsign Engineer is NOT the 8 1i ieg Designer or tress System Engineer for one building. AN (opilolined terms me os &fired in IN-1. (apyr'igM1l ©7015 A -I Raaf rmsseti-Alnnoel MnrrineR, P.E Beprodortian aTlhis domment,dn any Toim, It piohib0ed rich vritico pomrssioe hem A-) Roal Trusses-Nonoel Morlihet, Pi. Orlando, FL 32832 Job Truss Truss Type aty Ply Tarpon Flats Lot 12 Model A A0579502 XPRHTFA VO8 VALLEY 1 1 Job Reference (optional) etT..r, ---- Inn IAI.A Con I 17.1 R•5Q 2015 P—P Al ROOF TRUSSES, FORT PIERCE, FL 3494(i, deslgn((na is 7 rruss.com. ttun: d.OJU J Jul co <u ro rnus. r.v.,.. 3.,.a �.. �.. ,.. ,.,, ..,. ,. ........ ...., .-_— __� ._ .... _. - ID:uMNtXBMFOzgGeYlmYwngyHzGcBX-y2Ra68Nv93UwBaRBrazSiHJ61 FAIPS)T1 IFnSryd7co 4-0-0 8-0-0 4.-0-0 4-0-0 I 4x4 = I 2 6.00 F12 I 2x4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 1 TCDL 28.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. I REACTIONS. (lb/size) 018 1 - 3 = ,uun-, -0 (min. - - ) 19617-11-0 (min. 0-1-8) 4 = 350/7-11-0 (min. 0-1-8) Max Horz 1 = 42(LC 10) Max Uplift 1 = -84(LC 12) 3 = -91(LC 13) 4 = -79(LC 12) Max Grav 1 = 322(LC 31) 3 = 322(LC 33) 4 = 42B(LC 32) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-350/302 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5 4 6 2x4 1.5x4 II 8-0-0 7-11-8 CSI. DEFL. in (loc) I/deft L/d TC 0.38 Vert(LL) n/a - n/a 999 BC 0.35 Vert(iL) n/a - n/a 999 WB 0.09 Horz(rL) 0.00 3 n/a n/a (Matrix) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 1, 91 lb uplift at joint 3 and 79 lb uplift at joint 4. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 25 lb FT = 0% ao Se IOD od Refneme L`eet kelneuse. Do!ess mhenhe slated I Warning-PlemetF.arovgYyreeiewlAe"AdROOF 1BUSSII(S(llEBi,elYii(U90m0 MigulnMANUELMARTINEZ,P.E, 4S(USIDN[RfBDYEA�A(BAOViIF+S[H[BI'tmml'erAydesgoraremeluwndeeodaalesonlhisimu@synDio.Pg(fDDjandl6eNemelNmfice;Pi ° y Ndekaeoeder pldes+haD6e used for the lDDlo6e slid. Itahundesign Fnginen(ie.,7pe�'olly f:ginenJ, IM1e act on eey700 represents a. euepla�n olds: prolesslonal eo,gxniogre+pvnsi6�Gy lw l6edevgoollM1e si,gle lrvudepihd oo l6e IDD od., seder lP41.7ke designoaumprivos,boding conons, - sc9teGTdyenduse ofthis Gubfor unyBuddingitthe raponsiltyofib, Oea." the ov"',noI4arh:dageelmrheP.ml6ngges"ry ,mthecoefeelollhelRLl6rlBC,thel IbuDdiogrodeoad1P4LThe ai iordaft6ei➢Dandmillia,,atthermal,isdudingk:dBng,+loroge,ieaaliiaeundhadog.106,the #047182 ! respeasibaylitheBo1d'mgDesignerand(aahodar.AllnmessdodintheTODandtheprodiasoadboidelmesofib,Budditg(oioponenlSdeylok:matron(B(SI)pabasbedby91 adUCAuse ef,,ernedhot genealgoidooce,ITT Id,fi-thesespoosi6irmesanddNinalMeLustDnlpner,ir6ssDeugnfogineerood 10.019thorlion(ii. Truss M (acNar,urde. ix definedby Cnhad aimed op. arrmngby ag pah trohed.IAetrvs}grygn Engineer SsM0l.Ihe8ldagpeug.rorlrvaSyitem fngioen lermy huddog.4L(opital¢.ed terms ote as deldedmlPl.l. (opynghl©2DI5AIRoo1Lu[sei-bSonvelNadine:,P.EBepmduetimatThisdommenl,Bnoayloan,Isprahibadwith esineapermissionl mA-IRaafTrusses-NanuelNortinet,Pd. 0rI011d0,ft32692 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA V12 GABLE 1 1 A0579503 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:17:00 2015 Page 1 I D:uMNtX8MFQzgGeYlmYwngyHzGc8X-QE?yPTOYwMcnpjONOIUhFUrGefSV8wSdFP_L_Hyd?cn 4-4-8 7-7-8 12-M 4-4-8 3-3-0 4-4-8 3x4 = 1.5x4 11 3x4 = 3x4 % 7 165x4 11 8 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.63 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 HOrz(TL) 0.01 5 n/a n/a BCDL 7.0 Code FBC2014lrP12007 (Matrix) Weight: 37 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 94-10 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 = 423/12-0-0 (min. 0-1-10) 5 = 423/12-0-0 (min. 0-1-10) 6 = 336/12-0-0 (min. 0-1-10) Max Horz 1 = -47(LC 10) Max Uplift 1 = -170(LC 12) 5 = -173(LC 13) 6 = -67(LC 9) Max Grav 1 = 460(LC 31) 5 = 460(LC 33) 6 = 433(LC 32) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-674/556, 2-3=-565/592, 3-4=-565/592, 4-5=-674/556 BOT CHORD 1-7=-384/509, 6-7=-384/509, 6-8=-384/509, 5-8=-384/509 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 7) . 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 170 lb uplift at joint 1, 173 lb uplift at joint 5 and 67 lb uplift at joint 6. 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wp,eing PlmsetharougM1lywrierMe'AdROOT %ifydesigepm—wiondieodaolnoalh4TAw,D,,ryADiovmgODD) And fhekanuelYmrirn;P�.PetaenmSEntb:Imeuse.On'enmhnrisulotedoo1;u100,onlp O M IN �Yirh,onaedar pld,, 1,11, ,ad be, the 11110 he rnfl. AsaTrv„Desigp rnginen(ie�. SpniaDy[aginenG tbe,eal onanylDO mprnemiaeaaeptante oltb:p,ales,io;ml eagineeripg rmpan,ibi(dylnthe Wonolthe finleiruudep kdoo th, DO..ly,undnRl-L the design oewmpriom,l>udingmnddiom, M AN EL ART EI, FE„ sugaMldyandpse prMi,Lus,for wybuilding is thnnpon,ib rry o11he0rnn,M:OnersohlM1arimd ege:t or lheguadieg anigner,in themeted of the lRC, the l6C, Maloml buildingmd,dadTPSI. The app,or:I aBGe TOO and any field 1 T s Ld dgheadRng,,twoge,intolleca¢and hmiing, shuOhelhe #047182 !,esponsihii0yoftheguiPJmgaesigneeodd(dehogor.A]nothWout inthe Too andlhepianimsoadguidelinesolthebulldingeompoaenlsa',elyhrta;marionig(SlJoabOshedbyOff and SlCAartWmacedlot gennalguidcoml?lIdefinnthe rnpopnhilifie,And Mai of6,LossDeslgnef,rrossDesignlagineerand 10019Cho TOO6Cir. Trum Idm gunln, alh/ h, defined by [nhud agreed up fn rtihng by oap,&'iarohed. Th, T oO,0in[ngiae, is NOT 6,6.1dmg Onfgnerar lrp„ Sy,tem Eg a la—ybulding. All(pptalimd lermsmemGfined inlMA. Capyngh1@205A•I RoolLucsei IdonuelManinez,P.F. Reprodunion oflfifs dommeni, to any form, lsprohNied with wrinen petmfssion ham A•I Roof ryusses Manuel Moninez, P.E. Orlando, FL 32832 Job —Truss Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579504 XPRHTFA VALLEY 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1lruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:17:00 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-QE?yPTOYwMcnpjONOIUhFUrKcfYn8wMdFP_L Hyd?cn 2-9-8 I 2-9-8 I I I I 6I o I I 2x4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 28.0 Lumber DOL 1.25 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix) Weight: 9 lb FT = 0% 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 2-9-8 ocl 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. I REACTIONS. (lb/size) i 1 = 111/2-9-0 (min.0-1-8) 3 = 111/2-9-0 (min. 0-1-8) Max Horz 1 = 63(LC 12) Max Uplift 1 = -28(LC 12) 3 = -60(LC 12) Max Grav 1 = 271(LC 26) 3 = 271(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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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 I 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 28 lb uplift at joint 1 and 60 lb uplift at joint 3. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard glmaiog PlmsethoroogMr:er:erd,e'LlloarTIRSA5Mill, gENftRIT[IYS6(ONOItI0M5(US?04Eg1'Bllf[gjA(CYONtFC6lNCXr(mmYnihdm'ryopacmelenecdmadomelanlhisTmnguyngiowg(f0o)avdtheMaoSelYmtker,Pigefnemefieelhdmeuu.Uu!eualkiduslohdon@eIDg,uu!/ MANUELMARTINEZ,P.E. �T. covxmrp!vlq rhd he med la the RD lahex.IA A,.T�mDavilaEngaeer(ieTSp, dolty Fog3eer), the and on nnyToo mpremms cu aaept.m allhe pm W—le.;i.e,ivgmcpan 11ty Ira16edevga aldhe 5agle buss depitledvu the TOD oolp,aed.,TPI.1.1he dedga osmmplim, Inliq c.n0-, wi.Witlmd- oltNa,., 1. xr loimq is th -p.affilpe18e 0—, 14 0-6 thrizod agent. th luddrag onig", m the chhled d the llfjb.IRC, Me lord b&.9 code and TPhl. The opphrd M. TDPWaayfidd me dtht%,u,udu&phhadhng, 0wo9e,.,101atleamd bmdq, shill ha Me #047182 respanuhiTRdthe 1pidmp Ceugaei aad(aunonor. AO oa?euel out io the i00 ondlFepiadias mdgoidelinsro!tbe load.ng(oiopauenlSderyldcrmoriaa(I[Sgpuhg?Aed hp Rload SF4are t<Imem<d for yeoeralgoidotte. If7d degomthe mrpoop2irdieo and dutiet of the Loss Desipnet,imm Oniln Engineer and 1OO19 Charlton Cir. (—k.dachmpudms dhnlm hhaedbg a (outran agreed uponio mbl by a portiee i—Ind. The 1mce0epign blineer It b0i the Budding Dedgmr m Lmt Sldem (ngioeer for aal W&g. An (aplafagd leans ace os dermadklml. (oppigh1©1015 AA gaol fmisn-M-el llar(ioae, 1`1 Repmdddioo of this dommenl, Sn dry loin, IS pohibded with wriden pamittioo I'm AA Root Imes -N000al hlmtinee, P.F. Orlondo, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA VM05 VALLEY I 1 1 A0579505 Job Reference o tional Al ROOF E kussts, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 IS Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:17:01 2015 Page 1 I I D:u MNtX8 MFQzg G eYl mYwngyHzGc8X-u RZKcpPAgg leQtbZy??wniOOG3pOtN emU3kuXjyd?cm 4-9-8 4 3 2x4 - 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.55 Vert(rL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix) Weight: 17 lb FT = O% 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 4-9-8 oc pudins, 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 = 221/4-9-0 (min. 0-1-8) 3 = 221/4-9-0 (min. 0-1-8) Max Horz 1 = 125(LC 12) Max Uplift 1 = -56(LC 12) 3 = -119(LC 12) Max Grav 1 = 341(LC 26) 3 = 341(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-264/317 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; End., 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1 and 119 lb uplift at joint 3. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmnieg•Pkme 3ara•g`Jy:erae be 9d tWrilfiSAS('SelInZ 6IXRR(In11S6(OYDIIICYS NSiO4[kE'RIIyF➢�A(PpOWt(GS[NEXf'Inro ynifydaigo pmememsu•dreod emnmlbicimn DaSa Rarag RD)omi lit 0 19.rcer;PERdaene Led kelomore 0ekss mrxrmeslAedon the lOD„onh MANUEL MAsiINEZ,P.E, AWlek lob^ed•r plain rhoD be wllw tke lDDSe be rdi leairun gesig•Lry m(e.,fpeudryF:gw•nt lbe rroiweo1IDDreyresenh c•o:ceplaue oSlbepmle:uonol eegaeni.g:npmrErylm6e devgndPoe vagk ireu depiiled eot4 iDD o•I.,a•dalPbl. ike deG}i miumptrons.laoding ronddiom, 066tyad ote dthielinr Wmy ro fqbIS. mpaUdy silk,0.en,U: 0m6 nftfed ,gat n IN. Doddvg Dniyeer,in the 6WA d1b, IX Me IS(,1h,lnd building rode cedTRI.lbeopprrnrddlte ND oad eoyEelduse et Ae rrbn, ixhdiig hiedhbg, rlcrage,intolletrou and bmriep, thelltie We #047182 raP.nbiidrdthe S.M.g Dedguemd(eauadm. WocteHel mlmlbt iOD god the p;adiresoodgo lelmnoftbe Bbddin➢CompoeenlSAery lobrmarion)r6ppubbfbed by TPi vd SKAare ldn—d for geoemlpadmm. R6l defi., 1be ,pn66,H,, and duller.1 the imrs Dnipner, Try Doign fojin rmid 10.019 Chorltan(ir. W,11-fadurer,edearod,enna defined by a C.ftmi ogreedupn 1. ad'ug by dp &nia..IIA l6e Em¢ ksign Eogicem a A01 the SWIdng D ipu cr Tim Sy*m(ng'eeer for any 6ifi1 } LD(apbeG<edterms a:e aS derwfd ialPld. (oppigbl ©7DISAd raalElpneti-Afacael klolticei, P.F. lepradanipn plt6is dommenyYa ooy loan, Is plohi6Ded rich wriDea pmmiesion Dom A -I Rpol imsees-6faeael Norris,,, P.E. -•. Orlando, EL 32832 Job Truss Type Qty Ply Tarpon Flats Lot 12 Model A A0579506 XPRHTFA puss M05A VALLEY 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, aesignLairri ss.col 7 d 0 Zun: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:17:01 2015 Page 1 I D:u M NtXBM FQzgG eYl mYwngyHzGc8X-u RZKcpPAg gleQtbZy? ?wn i 0 NC3oRtNcm U3 kuXjyd?cm 5-0-0 t 2 f—I 4 3 2x4 1.5x4 II eV N LOADING (psf) SPACING- 2-0-0 .' CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.59 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 n/a n/a BCDL 7.0 Code FBC2014/rP12007 ! (Matrix) Weight: 17 lb FT = 0% 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 5-0-0 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 quide. REACTIONS. (lb/size) 1 = 232/4-11-8 (min. 0-1-8) 3 = 232/4-11-8 (min.0-1-8) Max Horz 1 = 131(LC 12) Max Uplift 1 = -59(LC 12) 3 = -125(LC 12) Max Grav 1 = 348(LC 26) 3 = 348(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or lessi except when shown. TOP CHORD 2-3=-278/333 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; End., 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 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 anv other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 1 and 125 lb uplift at joint 3. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wading-Pkmethoraag�prerz.Me7Il0DIi1RSFfI'Sfll1t�6[XEPRn(tYSEf09DIDCM5(US10.4(PrBDY[pal(rGOSyIFCSEN(Ni'!vu�1'ailydesignpaemetenoadaadeolnuShisLasrDesigvDiodsg(IDOjaodShekoc.,elYmfxe4PEPe!acme$<elMmeose.U1!eual!enirerlWedon15eS0D,ody MANUELMARTINEZ,P.E. Ydet seeoeda prof,, Ardl h -11,, the 11,in le r,1,1 lr a Traes Derigo lnrinen (ie�.Speriolry FayineorJ,tbe ud ononylDD repraenliw eneplarr olthe profasiowl engxniq rnpanu'b&ry lr the ded� cline riagk Lvu dry+ledae tte DlO wF, ..It, lPtl. the d sip orsuapr-, boding-dri—, wlobi`iry adore fThhiruufw eorWlogathe reipa..lay.111e 0.oa,1b,G.i,wthoruedogee[. the hiding Desip". iu the ioOaS dshe llC.It, 18C,th, loml balding mde a ad INN. The opiror 1.1the SDD end say field ure ul sheToss. iarhdiep hcadlirg,rlwoge, i11trEnk- andhmri,ig, shill he the #�Q]IR2 ! rerprrAN*ofthe BmNmg Usigurond(suf.d.. All natty eel ad in the Too a 6b, p ah, oed gaidelinen0 it, b.1,igUinpoeenl Soiery Id—dion(1aQ pohDshed by Rlend SECAaruefnenedfor generd gaidawe. rill defiees6e tespensiGitiesaed duties of The Truss Desigoa, Trust Deugn fogineer and 10019 QIDdIDR tlf. TrussYeoolaslurer,ude e'fw.iu defined byo Unbotl ogre,d p. n.,61 by ill pnmes bombed. an, I." NFogiru, is North[Bldageesignercr buss Sys!em(ngineaIn, oaybdding. ADCophraed hrmiorea deficgdinlyhl. (opynghl ©BDISAd loalLussei-Alanoel4arlinez, Pi leprodanion d [his dammenl, Sa bny form, Is ptohiMa d wilh wrinen permission hem A-1 laaf Tresses-Y.oaoel Hottiaee, PE 0rI00d0, 1132832 Job Truss Truss Type Qtv Ply Tarpon Flats Lot 12 Model A XPRHTFA VM07 VALLEY 1 1 A0579507 Job Reference (optional) Al KUUt- I KUSSL5, l-UK I PILKUL, FL 34946, design@altruss.com Run: 7J630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:17:02 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-Nd7ip9QoR tV21AIWEW9Kvxa5T3EcgswjlTR3Ayd?cI 6-9-8 6-9-8 1.5x4 11 2x4 \1 Plate Offsets (X,Y)— fl:0-0-14,0-2-13),[2:0-3-2,0-0-12) [3:0-2-8,0-0-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.94 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 n/a n/a BCDL 7.0 Code FBC2014/rP12007 (Matrix) Weight: 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-9-8 oc purlins, 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) 1 = 331/6-9-0 (min. 0-1-8) 3 = 331/6-9-0 (min.0-1-8) Max Horz 1 = 187(LC 12) Max Uplift 1 = -84(LC 12) 3 = -178(LC 12) Max Grav 1 = 411(LC 26) 3 = 411(LC 27) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=388/450 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 1 and 178 lb uplift at joint 3. 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard w., ROOT I•:atydaiq. co —I., g.o..�gpgeleodEoewwdu.r ee.ptgdaeeesr abef-tse. u.t„mher.i,e,food oolklea,..y �xeetm.ed.,plmn.h.nh...dl.nel8gmhe.�aA,.r.,,a,lg.r.g.ee:�esped.mcg..ertlee,..t.n..yTeerep,e,e.r,...nep.,e.uh:pr.lesa...lmgze,l.gre,p.n,E�ryl u.deagn.lmeagteT.:d.pried..rroo..y,..e.,ml.nedeag.,wepns,l..dmg,..dn.�,, MANUELMARTINEZ,P,E. sugahi',dy and om oTtbisirosdln eoy Balfmgnsh:,eip..sbary althe O..n,tti:UrazeiwtG.r¢ed agiotwEleguddieg Diugn mthe i.eletl o118e ItL Me18C,Meloeol6uJdug nde.odTPFl. the opproid oftEe ADD WM field use f 1hi fivis, btivdinghedhig,Miele, i.stollofao cadbraiog, slia tie Be #047182 eespondhigryof7kgnNmg Cesigaee.ad(dmortn. ARometsn.utio thelDO oodde p,ammood g.idel'an olthe BuOb,g(.mp.eentSoEery hdarma6anp(Sp pahfished by TPl a adSB(A wo W cad tar Re—]goideum, Tel 1 defines therespooibbties o.d dufin of&14- Ueslica, Truss Design Engineer cod 10019 Chof4on Fir. We W.Adot",.9es}o,Ami. hfined by.faw agreed upon Ea nip.g.hy 4 parties i—hed. The! ship C.giaemnNOT lhc Buleh.g Dodge,,,Tre,sSystemlop.,f.yeay h.illi.g.7Ji(.pitol�ed lemsarc a, defioed'mIP41. (.pyrighl©g01f A•I Roof6uneti-Llon.el4arrineT,Pt Iepmdueion.1this dommenl, in any lmm, Is pmhbil d with.eitlen pnmissioo bom A•] Roof!tosses-NdnoelM.ninee, P.E. Orlando, FL 32032 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A A05795O8 XPRHTFA VM09 VALLEY 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 M7i ek Industries, Inc. Wed Sep 16 17:17:02 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-Nd7ip9QoR tV21AIWiW9KvxWQT7ecmmv.l7R3Ayd7d 8-9-8 8-9-8 v 0 0 2x4 - 6 5 3x6 II 1.5x4 II 3 4 1.5x4 II 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 0.81 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.65 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code FBC2014frPI2007 (Matrix) Weight: 33 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 I 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and required I cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1 = -79/8-9-0 (min. 0-1-8) 4 = 26618-9-0 (min. 0-1-8) 5 = 695/8-9-0 (min. 0-1-8) Max Horz 1 = 249(LC 12) Max Uplift 1 = -134(LC 26) 4 = -143(LC 12) 5 = -375(LC 12) Max Grav 1 = 168(LC 12) 4 = 369(LC 29) 5 = 695(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or les's except when shown. TOP CHORD 1-2=-581/278, 3-4=-305/337 WEBS 2-5=-797/883 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.0psf; 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss. to bearing plate capable of withstanding 134 lb uplift at joint 1, 143 lb uplift at joint 4 and 375 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Waning-P4asetharoogMy:ertatl�e"AdtDOITBDSS(SCIMIRIBIXIRLIOUs i(OXDIIIOIR(IISID.bEBTBORYjA(PgOWI[GSEMEMI'(arm.Ye,ilydngepmameitssoedYeadmlaenlMnTmssDWS.D—igROD) ecdiheYmelYanieee,I'LWe—.Shea belemme We's.6 dsesldedmNToo,oel MANUELMARTINEZ,P.E. Wlek naaeeter porn slaAer nail Iv she iD7 To be eapd 1,e izms Design Inrmeer(e,Spedalry Eeyme"1 the seal on myIDD reposed. a.....plme dd! pd,,i.o l agioeerrog rtspons�&ry lu the design d 16e single 1—dry§led oo lee 1DD aefy, We,TPI-I. Th. design msumptim loading smUns, �wdohddY and tse of l6isLuxtw voylai!Lapnt6:«ipws3Srydt6eDoer, T6a D+aeisoulhainedvgntm0e6uDdiog Desgn<emThe coded olihelt41he f84 the lomIts.16agmdeoodiPR. The appmd fit, TOO coy Edd me.116eTmse,iadL6sg hhadEng, stdege, isstdl6en and 6,dag, shill be the #047182 respansi6i6ry dlk Bmld'mg Cesigaerned (danomcr. ADpmes s,i 1io The TOOWthepake, ad goidehnos of the Buddieg(omponenlloSery ldormotroe(B6�Na%kc!by ITT and SECA-Tefeletted rm general IT.71.e. IPrl ddisatb....paou'6ivaaod dotim of the Tim. Des!gnet, Truss Design I.gineer end 10019 i:horltoo Cir. I— AaaufonureyuvlesseY:er.ise defined bP a(mhorlq dap aml'mg by.0p ti mraleed. the I— Dry Fngioee is NOT The Bugdmg Wise, ,11 Systen Fngeea kr nyb5,Idmg.An Cepito@ed Tcrmsa a as defined is IMI. (opyrighl @PDIS Ad Pnof Tmtsts- (d000ei YorGaez, F.E. Bepmdotlmn d this dommmt, in ony form, Is piehibTted with wn"en peemission hom Ad Poo(Trusses-Moneef Modinez, P.E. Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA VM11 VALLEY 1 1 A0579509 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:17:03 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-rph41 VQQCH?MgBly4Q1 Ot6TiusTCLE83xND?bcyd?ck 10-9-8 10-9-8 d d 1.5x4 II 3 3x4 6 5 7 8 4 1.5x4 II 1.5x4 II 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 0.77 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.70 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(fL) 0.00 n/a n/a BCDL 7.0 Code FBC20141TPI2007 (Matrix) Weight: 43 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 = 125/10-9-0 (min. 0-1-10) 4 = 266/10-9-0 (min. 0-1-10) 5 = 711/10-9-0 (min. 0-1-10) Max Horz 1 = 311(LC 12) Max Uplift 4 = -143(LC 12) 5 = -383(LC 12) Max Grav 1 = 280(LC 27) 4 = 369(LC 29) 5 = 711(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-566/272,3-4=-299/318 WEBS 2-5=-799/851 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 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 143 lb uplift at joint 4 and 383 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) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmalog•Pkose tloravg!dy:erier lhe'LI ROOF1rWSlSrA11(r, S'odyde:igo rwonden ondrend W.— Wit Desye DteairyjfDD)md16e Y.aceSYonke4 PE Be!aeneSheethiam oseUA-th—i,.lmedoa NIOD,aelr MANUEL MARTINEZ, P.E. �MiTekmvneRor plds shDbe uud for tAv IDDIa he echd. At a T., Wtt.I�k.er (e.,Specialty Ir gL-1 Me sea! on arty TDO sep—A ea auept— of the p .losl.eal e.0-6.g myeedUty im the design of the Angk T—depileeuathe TOO only, o.d,,TM-1.Ike deep ossanplion, hadag aonddf-, 'mBabDDyand.—flhhTrossI.aeyRaOdaghlh.«spees'Airy.11h,0-,, the Owneisaaihoc.dugtitor the RoOdugDnt—,iathe uakdof[heRLR,IB(, the lo;olbuild.gradeaadlPll.Theopptaiad 14,rODeadMfieid 16r,,,itkdmgbiedbbg,slampe nsldlalaaaedbmting,shellhethe f#047182 responsib;ugdtk Boid'mp Cadgxr aed(eanodar. AD achs set ad is the To cadfie piattars aid VAilioas of the RaidingCompomnt Safely Inf—ation SBnQpobbthedby TPl aid SB(A arztefneared lot yeoeul goidaom.Ttr-I detinest6mespoau�ibees aad dofieiolfheTmss Dengner, irau Design Eopineer ood 10019 i:htirlfoii fit. IrvsyYoeoleSh¢t,onfes(otF.(risa defiaedhyo[mtrmsay;eeEepao innOug Ey oO pdBesineched lhelmn Oppiy Engineer is h0i the Build'ug Wipe, .,Tr.,0rgm(ngieen fit a ay buddial All(epihk,d I—, or, is defned in lPbl. (opydghl ©7015 A -I Reef Nsees-Mean[ Marfim, P.I. Reprad.dion at this domneal, hat any It., is ptehiblted with nfta pnmission ltom A-i Roof husus-M ooel Waiter,P.f: Orlando, FL 32832 Job Truss Truss Type Qty My Tarpon Flats Lot 12 Model A A0579510 XPRHTFA VM13 GABLE 1 1 i Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altrUss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:17:03 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-rph41 VQQCH?MgBly4Q 1 Ot6TkesVuLE73xND?bcyd?ck 10-10-8 12-9-8 10-10-8 1-11-0 4x4 = 1.5x4 11 3x4 -i 8 7 9 6 10 5 1.5x411 1.5x411 1.5x411 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 I BC 0.52 Vert(fL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 6 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix) Weight: 56 lb FT = O% 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 woad sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. cross bracing be installed during truss REACTIONS. All bearings 12-9-8. (lb) - Max Horz 1= 319(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5 except 7=367(LC 12), 6=-200(LC 12) Max Grav All reactions 250 lb or less at joint(s) 5 except 1=308(LC 28), 7=674(LC 1), 6=533(LC 2) I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-517/244 WEBS 2-7=-738f757, 3-6=496/494 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust), Vasd=132mph; TCDL=5.Opsf, BCDL=4.2psf; h=25ftft; 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 membe'rs and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 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 = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=lb) 7=367, 6=200. 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Winning -pleom t uter,shly:eriow the 'A T tool TIUSSCSI3nlEr1 OIKIM TnYS A (OWTIODS CUSI01IIi'IUMIACKDOWIEM9011' for. Ynih design pmnmelos admod auks co Ihi,Tmss Design Nursing PM nndthe k oral Mortises, PE Idemme &eel More ore. Unkn.6—ise.simed on lu TOO, aof' g*iehronnedor p4feubaO be used for Me bOto he.ohA Asabuss oisign(ngio...ir 5p'Uty Cyiu-1 the soot aomg1DOroprervdi nn o:mplorro, of the proles—I'.0—ing-pon,U . the design of Me si.Sk I depiilednorm Too ody, radar TP4i. Ike design—.pf-, lendguodai-, MANNEL MARTINEZ, P.E. a tohiGhf and dse of this Truss for cnr goilLngis lhoeeiponsihTiry of the O.o:r, the Osnc"s, olhorued ogeetor the@nldag oefryoer, in the milest of the ll(.IFe IB(, the lor.l6uildiog rednaod lP6r.@e ogprornl arlEe f00 and coy fiell me of Me Lusi,indudisghbndfing, slwoge, uslollmau and hroring, shr➢Ee Me #0471112 ! rtspoosibiurydlhegeiWmgDesiguiood(onhador.Ali nhles$.Iwin lheinondthepro�iksoodpidelh,ofthegwlding(empaeenlScoiod—unioniRCSQpul,40dbyRIend SECAarzlefnersedfaryenerolgoidona,TPbldefinat6einpaosihihtlefnodduNesoltheLmsgesigner,lmtoesignEngineerond 10019Mallon (ir. Truss MeaulaMrer, unless eTerw se defined by o1 hort ugreed uponin writing by oll Turks in.M. the Tr s_ p ign Engineer - XOI the D tdiog Dedgner or lrossfystem Fngieeer (or myhmidiog. All Opitelised forms or, or &Wd hITI-1. (apyngAl©701g Ad Roo(Trosui- Alonuel xprtinee, P.E. bprodoslion of this dommenl, in buy form, is prohibited With written permrsrion from A-i Roof Trusses - MonuellAa inea, P.6; Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A a XPRHTFA VM15 VALLEY I 1 1 A057951'1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:17:04 2015 Page 1 ID:uMNtXBMFQzgGeYlmYwngyHzGc8X-JOFSErR2zb7DHLK8d7YdPKOvYGgc4g1CA1yY72yd?cj 10-10-8 14-9-8 4x4 = 1.5x4 II 3x4 -,�- 8 7 9 6 10 5 1.5x4 II 1.5x4 II 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 0.58 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.56 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code FBC2014frPI2007 (Matrix) Weight: 62 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. All bearings 14-9-0. (lb) - Max Horz 1= 319(LC 12) Max Uplift All uplift 100 lb or less at joints) 5 except 6=199(LC 12), 7=-369(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 1=311(LC 28), 5=307(LC 31), 6=616(LC 2), 7=672(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-490/228 WEBS 3-6=-540/504, 2-7=-7271723 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 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 = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=199, 7=369. 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, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Woraing-pleou Aormgfdy retie,, the'AI Ye1ily&Sq;q.-1 nndttodnine ITi,Lougn-ryn 0�ovoq(fOD}oudlhe konoel Ala!iret,P.rge!�reme$ael6elom oce. On4st oL4rrice.ttuled on the IDD,an!} INEZr NUEL MAR P.E. �paeksenneft phroe ehdObe dsedlm th RD) he Id. AsaTrms Daoigo Engineer(ne.; Sp d.11y E.Sh iIthe -I on mylla3upmsenI.....eptmn of lb: polmddndl edgiMoidgmpdndb&y1. the design el the Ingle Toss depiiled w the NO oely, dodn Vbl. IN. deign mwmpfi-,boding-0.", M�AT Q6,14 oddoie0thi,Ims To my Wldny is tbemipdmMdy efthe0-,,th:0-6 mthmited ugeW or 0hMdhlr Mill hlb, khMdthe R(,1.,IB(,Th,ldtd Wdiq ode wilTH1. The oppnfofthe TOO and wry field me.1MeTr-,bdddnghhndhhg,slu.ge, W.Radeand tiding, ehhll hi the #047182 ' rapenu6ifirydt6eBoi1dmgOetigoeindd(ddhdlldr.AllulnsnowinTheTDDmillhepmaitewedpuifilius 10,lld&4(niopmentSdely!ddr A..1031)polish,dbyTHmiSE(Aarzufe�emEdlosgmemlgudnme.IPlldefinutbemspoosi6ipdetonddutinofD�tToseDeslgnet,TrvrtDesign(ngineerond 10014Chorllon[ir, ims. n df r!erer, odes 'h yen defined byd Cuirw dS,ud open in nifiog by.11 pow i-Ind. Th.1 a.Oeugnrngineerfs NOT.lhe Building Desigmr or Trues Spt Eng Deer fi—f6uldi g RO(apihlued lermfo"emd<lined inlpl-1. (epyngM1l©11II5 A -I GearTtossei-6lpnuel Merliott,P.F. YepmdoNon of lhisdomment, is onylorm, if prohibited with rrineo pnmission Goo A -I tool lrusses 6laoeel Hortieet, P.E. Orlando, FL 321132 r Job XPRHTFA Truss VM17 Truss Type VALLEY Qty 1 PIY 1 Tarpon Flats Lot 12 Model A A0579512 Job Reference (optional) A7 Kuur- i KuJJ=), rum l rlr-MUC, rL J9 D, uc2tlyulwa nivaa.wuI Run: 7.630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MTek Industries, Inc. Wed Sep 16 17:17:04 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-JOFSErR2zb7DHLK8d7YdPKOuVGp?4gMCA1yY72yd?cj 10-10-8 5-11-0 4x6 11 3x4 11 3 4 6.00 12 1.5x4 II W. 2 1 d 3x4 ,�- 9 I 8 10 7 6 11 5 1.5x4 I 3x4 = 1.5x4 11 1.5x4 11 8 16-9.8 200 16-M LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 HOrz(TL) 0.00 5 n/a n/a BCDL 7.0 Code FBC20141TPI2007 (Matrix) I Weight: 68 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation agide. I REACTIONS. All bearings 16-9-0. j (lb) - Max Horz I 1= 319(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 5=-131(LC 8), 6=-219(LC 9), 8=369(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 1=319(LC 28), 5=388(LC 31), 6=735(LC 2), 8=655(LC 1) ' I FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=455/201,4-5=-290/221 WEBS 3-6=-624/549,2-8=-703/683 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; End., 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing., 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 5, 219 lb uplift at joint 6 and 369 lb uplift at joint 8. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wmaiag- Pfeate thmougFdyreele•IWA-11001THISSCSfSMLE11, GENERAL TERMS ACONDITIONS CUSTOMER f'104111AMOWIEGSENLNI'fin. Ynily design par—W,adi,ad War an This Truss Design Omring(TBDJ and the Manuel Ymeiree, PE Rare—, Sheet before um Nuns.[basis, ruled an the Too, onh MANUEL MARTINEZ,P,E, idikk maaerlor plmas shall be used lo, Me IDD lohe vd d. b a ims, Design Enninen pe., Speriolry c gNae,y ebe seal on anylDD,epnserise, uemplan" rehe rm pralesuonal eo9;neeriag mrpanriblBry the design olthe ungh Ties, depiued an Ihe1D0 anly, end,, TPId. The deign ossumpuom, leading eand'Ai-, �wBahiNly andate ollAishuxfor uny lrldioginbe,eipanriSiNry oftheOma,Ihe O•nnS aulhori:eddgnlmlheB 7dng Desyner,in the ehnlitl of the ll(.11e 18C, Melorol bulhimpodea01-1. The gpeord of fir TOO W eayfield use al McTcdss, iaddiq bending, sikire, imlallmwo and blaring, shrl be the #047182 f rcspansibi(ayottbeBuildinpCesigaezend[aanorlcr.ADamesset erinThe Too adthe poaftes ad guidelinesohheBuilding6rapaaealrreryla'ormalion061)publishedbyTPlandSECAa,nelnearedla,genemlguidanre.iP4 Mass theiespoosibibdesandruiesdtheTianDesigner,TrustBesignEngineerand I0019(hnrllonCir. T.,blunderbuss, an! wh—ile d6ned by a(entral a greed sprain a,&g by all poAiesrorahed.theTi1, Design Engine., is WE the Baiidogpugs,, r W,Spin Fri , ter any buldag. AN (,pedred In., are as drined inlPl-1. (apyr ghl ©2615 A.I Red Teutsee-Alaaael Martinez, P.E. lepmdartiah of this dommenr,in any farm, Is pohibited with rutleu permissioa from A-i loot Trusses -Manuel Martinez, Pi. Orlando, FL 32832 Job Truss Truss Type Qty Ply Tarpon Flats Lot 12 Model A XPRHTFA VM17A VALLEY 1 1 A057951.3 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7:630 s Jul 28 2015 Print: 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 17:17:05 2015 Page 1 ID:uMNtX8MFQzgGeYlmYwngyHzGc8X-nCprSBSgkvF4vVvKBr4syXZ3Ug91 p8zMPhi6g Vyd?c 4-7-0 16-6-8 4x4 = 6.00 Fi2 1.5x4 II 3x4 II 3x4 9 8 101 7 6 11 5 1.5x4 11 3x4 = 1.5x4 11 2x4 11 0-H 16-6-a 0 16-6-a Plate Offsets (X,Y)— (5:0-2-0,0-0-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 28.0 Lumber DOL 1.25 BC 0.59 I Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Code FBC2014/TPI2007 (Matrix) Weight: 57 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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. All bearings 16-6-0. (Ib) - Max Horz 1= 124(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1 except 5=101(LC 9), 6=305(LC 8), 8=184(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 1=337(LC 28), 5=364(LC 31), 6=741(LC 1), 8=533(LC 29) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-726/566, 2-8=-501/440 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical'connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at --lb) 5=101, 6=305, 8=184. 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard YlmeivgPhmelA.oroeg;dy:erin the'Al t00fTPIISS(5(?SEIEEP'AG[NEFAIE7YSt(ONOIOOOSfIIS10.tlEYJ'rII1EYjA(rA0N4ED6FNF9r!mn Ynihdniga paemtlen aedYeod Doles oo lhiAiau Oeign Om.vg(f00Jandt6eManuelYMinet,Pi Pe!neme Suet 6s(meme. 0o!ese othnmuioted on the NO, ooF( MANUEL MARTINEZ P.E. A! MOah anaed., phtessA.0 be med iorthe TOO to be taW. As a Truss Wigs lgit- .e.; Speuohy Irma erb theI ay1D0 p t aepl—at the piolesi o;ml eng,menng rnpans60ry lm the design at the sinyh Lua dap i d the TOO only, u d TPH. Ike design as+unptem, Nadia, - w0iuildin ability and a.athisTwo in, any is theuipti,birity at the Ottnu,i6: 0uoe6Whadad agent. the Building Desyaer.mthefeetea of the W, the le(, The total building tode andMi. the app eal ahhe 1DD �ad any field useo1 the Pas inrlud ghddling,staiegC,'etlallaibo and beating, sheW be the #047182 , «spamibilityafthegaillingOttignnanMaine,,All notesset .0inthe TOO and the p oisesaedpuidelnesottb,Boilding(oiop-tisufetyfirt.—ticap6l)pablishedbyTF14r(Aare setneotedloryenesolgoidanm,Rldde0nns6etcspoanbi6nesonddufiesoElAaLuaOeilgnn,TrutsOesignEngmttread I0019[hoEllWnGi. Guis MoedaMrer,udess Cherrite Mad by a(oahoy agreed up io.,61 by asenpmped. the imsiUeeigo Engineer is ROIMe 6.1ding Wesigneru Iron System Fng�eeu for any building. AR(opmiued feints ate as defined in IPW. (apyright©Yel5 A.I Red Raises - Maud Martinet, P.I.repredodian of this domment,"aany Wan, Is piahibiad with svrifen permission Gam A -I Roof Trusses Manuel Matting P.E, Orlando, Fl. 32832 -1 1100F TRUSSES A FLORIDAL CORPORAnON Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1; 1995 —"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others_ 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads_ The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords_ (Roof and floor:) Truss chords and webs cannot be cut: Attic access opening should be located between trusses unless otherwise noted_ 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder_ 9) Attached drawings are standard details that cover most installation standards_ Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings_ 12) Trusses are -designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are -not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772--409-1015 Fax www_AItruss.com i__ Narne'. STRUCTUIAL Address: 0 CONNECTORS' Customer: A MITOX'Cornpany 1-UnUML; Number. Hangers r M .litrJ PI ilk W V 4 U P -) , .0.,; W, 402ii z� .AR "31", .0 �`,, : 0%., � �, -�- V4.. -i 1? .V gn p� , '0. ZM, T i, MR .1"70M OR r.13 Til her- 4 , .1 .1 ` TI JUS24 188:4 635 750 820 510 4- 10d (Header) 2- 10d (Joist) 0510.01, RR 25779 - LU524 670 765 825 490 4 -10d (Header) I I I I 1 2 - lad (Joist) T2 JUS26 1881, BSO 975 1060 1115 4- 10d (Header) FL021.4Z 4-10d (Joist) 11. RR 25779 LUS26 665 990 1070 1165 4 - I ad (Header) I I 1 14. lod (Joist) T 3 MSH422 183:4 - - - 22- 10d (Face - Face Max NallIng) FL$22.36, 6 -10d (Face -Top Max Nailing) 08. 6 - 10d (Joist - Face Max Nailing). 0303.06, 6- 10d (Joist -Top Max Nalling) RR 25836, 4- 10d (Top -Top Max Nailing) 13116-R THA422 2245 2245 2245 6- 16d (Carried Member- Fuca Mount) 6- lad (Carried Member - Top Mange) 22 - 16d (Face - Face Mount) 2 - 16d (Face - Top Mange) 4 - 16d (rap - Top Flange) THA1422 1835 1835 1835. 2-10dxl-112or2-lodxl-112(Carried hletilber) 20 - lad ar2 -'lad (Face) .4 -10d (Top) USP Structure( Connectors 1�� T4 THD26 178L 24.85 2855 3060 2170 - - - 18 - 16d (Face) FL13285.35 12 -10d x 1-1/2 (Joist) 06- 0921.055, RR 25843 HTU26 2940 3340 3600 1555 II - Iod x 1-112 (Carried Member) 20 -10d x 1-112 (Carried Member - Mox Nalling) 20 -16d (Carrying Member) 20 -1Gd (Carrying Member -Max Nailing) T5 TH D26-2 1781, 2540 2920 33.75 2285 - 18 - lad (Face) FL13285.35 12 -10d (Joist) 06- 0921,05, RR 25843, 19116-R I•IHU526-2 2785 3155 3405 1550 - 14 -16d (Face) 6-16d (Joist) HTU26-1 2940 3340 3600 2175 20 -10d (Carried Member - Max Nailing) 20 -16d (Canylrig Member- Max Nailing) T6 THD28 1781, 3865 3965 3965 2330 28 -16d (Face) FL19285.35 16 - 10d x 1-1/2 (Joist) 06- , 0921.05, RR .25843 HTU28 3020 4340 4660 2140 26 -10d x 1-112 (Carded Member -Max Nailing) 26 -16d (Carrying Member- Max Nailing) T7 THD28-2 178:4 3950 4540 4935 2595 28 - 16d (Face) ----- -FL-13285.35 --- -- - __- - - 16 - 10d (Joist) r 06- - -- - ------ - -- - — 0921.05, - RR 25843, .13116-R HHU526-2 4210 4770 5140 2000 22 -16d (Face) 8 -16d (Joist) HTU28-2 3820 4340 4680 3485 - 26 -10d (Carried Member - Max Nailing) 1G -16d (Carrying Member- Max Nailing) T8 'rHD46 178:4 2540 2920 3175 2285 - 18- 16d (Face) FL13385.35 12 - lod (Joist) , 06- 0921-05, RR 25843, 13116-R U5P. Structural Connectors � HHUS46 - 2790 3160 3410 11550 14 -16d (Face) 6 - I6d (Joist) T9 TH D4B 178L 3950 4540 - 4935 2595 28 - 16d (Face) FL19285.35 16 -10d (Jolst) , 06- 0921.05, RR 25843, - 13116-R HHUS48 4210 4770 5140 200 - 22 - I6d (Face) B -16d (Joist) T10 TH OH26-2 1881, 3915 4505 4795 2235 20 - i6d (Face) FL821.75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGUS26-2 4355 4875 5230 2135 20.16d (Face) 8 -16d (Joist) T11 THDH26-3 188:4 3915 4505 4795 2235 20 -16d (Face) FL021.75, 8 -16d (Joist) 06- 0921.05,_ RR 25779 HGUS26.3 4355 4875 5230 2155 20 -16d (Face) 8.16d (Joist) T12 THDH28-2 1881, 6535 7515 $025 2665 36 - 16d (Face) FL821.77, 10 -16d (Joist) RR 25779, 13116-R HGUS28-2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 THDH28-3 1881. 6770 7785 8025 2665 36- 16d (Face) FL821.77, 12. 16d (Jolst) 06- 0921.05, RR 25779 HGUS28-3 7460 7460 7460 3235 36.16d (Face) 12.16d (IoUt) USP Structural Connectors Name: STRUCTURAL CONNECTORS' Address: Customer. A MTek-Company contact Fastener Comparison Table Number. - - :-'Y �%c- ��-Y'x'-•-�_��<- v___�:=:,�...3..^_�ct,,Czll e-'2a^.Ay �r'�.•+:. ��: r=�.�a_..—. Txe uF FIas �:-_.":'ti .._- - _ - r�+ rc ; -r£�,T�_ �iC�'. � '�_'4� Regtared asteners = jb:'^xi•--.rar Re erence`Nof `y��- - ?-.o:.-Yi� 4ati - ��r-•'G^.. Fa =z - �=ISP'Stock=Tr%'_�' - - - -ate - yam; € -: ;Requtie - T2 JUS24 4-1dd(Header) tUSZ4 4-10d(Header) 2 -10d (Joist) 2-10d (Joist) - TIO THDH26-2 20 - I6d (Face) HGUS26-2 20 -16d (Face) 8 -16d (Joist) 8-16d (Joist) - TII THD H26-3 20 -16d (Face) HGUS26-3 20 -16d (Face) $ -16d (Joist) 8 -16d (Join#} - TI2 THDH28-2 36-36d(Face) HGUS28-2 36-16d(Face) 10 -16d (Joist) 12-16d (Joist) - T13 THDH28-3 36-i6d(Face) UGUS28--3 36-16d(Fac-) 122I6d (Joist) 12-16d (Joist) - T2 JUS26 4 - iOd (Header) LUS26 4-10d (Header) 4 -1Od (Joist) 4-10d (Joist) - T3 MSH422 22 j l0d (Face - Face Max Nailing) THA422 6-16d (Carried Member - Face Mount) 6 -10d (Face -Tap Max Nailing) 6-10d (Carried Member- Top Range) 6 -10d (Joist - Face Max Nailing) 22-16d(Face - Face Mount) 6 - 3.0 (Joist -Top Max Nailing) 2 - I6d (Face - Top Range) 4-3.0d (Cop -Top Max Nailing) 4-16d(Top-Top Flange) - T4 THD26 18 I6d (Face) HTU26 11- I0d x I-I2 (Carried Member) 12 lad x 1-312 (Joist) 20 - IOd x 1-12 (Carried Member - Max 1Vaiting) 20 -16d (Carrysrg Member) 20 -16d (Currying Member - Max � Notting) - TS TH026-2 IS!-16d (Face) HHUS26-2 1.4 -16d (Face) ] Z-10d (Joist) 6-16d (Joist) Ts THD28 28 -16d (Face) HTU28 26-10d x i-12 (Carried Member - 16 - lad x 1--I/2 (Joist) A = Nailing) 26 -16d (Cany6rg Member - Max Naftng) - T7 TH02&-2 28 -16d (Face) HHUS28-2 22 -16d (Face) 16 -Ind (Joist) 8 -16d (Joist) - T8 THD46 I8 -16d (Face) HHU.S46 14- I6d (Face) 12 -lOd (Joist) 6- I6d (Joist) - T9 THD48 28 -16d (Face) HHUS48 22-16d (Face) 11z - lad (Joist) 8 - I6d (Joist} USP Structural Connectors ] Name= P Address STRUCTURAL CONNECTORS Customer: A MWek'Company Con#a Number. • �—�—i NMI •/H i ONEt �� i JUS26 flangc i ! 1 i / Kight flanoc f ► i a Lcrt a. r }. - Right i ! • USPStMdurat Connectors JIM a us P • Address: STRUCTURAL CONNECTORS' Customer: A MTalMompany Contect:- 3" flange �P� � �t Right flange THD48 Pty. 1) Number. USP Structural Connectors t 2-16d - - - • toe naft Her2].-=7� TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD 170 MPH EX C H=2& MAX' M ' a 24 b_ 2. 112 MLM 3F4 12 n i NAIM T1 1 17 all comerja& h With 2-l5d'toe nasasTC1ECt;p c i-1 HIR Hi u R t 14 is 75 ° MLED "AIM 75z: n HAtLBD 0 4 37A= llahlt� NAh!_� NAILED 24" strap B-10dcI_T - eiadh end 5-1-9 F 5-lA 4-8-1 ITS atedtl�ts X SZ-0 0.1 )ABING (psQ SPACING ze-0 CS1 PEFL in (loc) lidA Ltd PLATES cap taT2D 24rf19D ;� 30.0 Plates Increase 125 TC .0.71 I Ved(W -0.03 -7 6 >999 360 ;DL 15.0 Lumber Increase 12S BC tk49 1 Vert(M -0.0 6 T >�9 240 ._LL 0.0 Rep Stra:lncr NO WH 0-50 1 Hom(M 0-01 6 Ilia Ilia WeinghC',41b �-DY ;DL 10-0 Cori' FFIC2011LTP12M7 (�IafrFt�+i) . 1rARFR )P CHORD 20 SYP M 3S BRACING TOP CHORD Strudurd wood shealMrig directly applied or"-0 cc pudins HOT CHORD suushrral rmad sheathing dintrtly applied or 8-9-4 oc bradng. 317 CHORD 04 SP No.Z EBS 2x4SPNa3 Mf1ekrasarnunendsthatstabuh=sMArewkedcm=bradng be installed ddim9 tmss erecliorl. in ac m-dzrice vilth stabilizer Sitt)NS ptrs�e) 4-1Mrvi-_rhantcat, 2-6M''0.10-15 (m1n 01 8).5-36Mechanical Max Horz2-308(LC 4) Max (lpbtt4-•1S6(LC 4). 2--382(LC L). 6-159(LC 8) Max Gr v;4-219(LC 2). 2-735(LC 4 5-4.12(LC 2) :ES Qb) - bfax_ CompjMa_c Ten- -All forces 250 (Ib) or less except when shaWsn_ CHORD 211--3i645, 11-12--856'307, 3 12-$45903 CHORD 2 14- fiE1/648, 1415- 434i848.7-15- 53316#8 7-15- 43918f8, 5 16- 43°,849 �S 3 6- 916i43 1ha Wind: ASGE 7-10;170mph (3-second gust) Vasd-132rmr h; TCOL-S. W; BC I3L-5.0pd; h-L-aft; Cigy- It; 6xp C; End, GCpi-n.18; MWFPS (envelope); camlever left arnd right exposed ; Lumber DOL-1.33 plate grip DO1r1 M This tries is not design led to support a ccia ng and is not Intended for use vdlere aesthetics area consideration- PJates rhed=d tar a plus or r i urs 0 degree mtador about Its center_ Ttds truss has been designed fora 10.0 psf bottom chord Five load ronconcuneni vith any other live loads ' This truss ha been designed fora Eve load of 20-1 sf on The bottom chord In all areas rrhere 2 rectangle 3-6-0 fal by 2-0-0 wrde vdil fit between the bolfom chord and any other ttheribers. ,,�tttlltrf�iji ,vS - s'1C k *, _ r -°U w� . STATE OF J. s1Q11�AL 13-09 COASTAL BAY BOYNPON BC,FL 33435 10120/12 TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIQR FLAT GIRDER TRUSS iz a'iza=� TRUSS •24?' ox. ri UPIJFT CONNECTIM SEE R.00F TRUSS EXTERIOR FLAT GIRDER 4 12d MAX 30" (2�5") BOTH FACES i 2 ,~•�' * N 4a �� . ; a L��t/1/rL/� jj3��4((�86A�8�`��,Q�c Y j I M f��C�N H STA7EOF ',.?4� ,,' ,5! 01AL`�\```�ti 1109 COASTAL BAY BOYNTON BC,FL 33435 STANDARD PIGGYBACK TRUSS I FEBRUARY 14, 20121 CONNEC 1-ION DETAIL. (PERPENDICULAR) I ST-PIGGY PERP. I O OQ O M-rek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES} ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRE. PIGGY-BACKTRUSS (CROSS-SECTION VIEW Refer to actual tress design drawing for additional piggyback Inks Woffnaaon. NEARSIDE IW-iek h,JUSIIies. ChesbEWdFd. Mo Page 1 of 1 MAX MEAN ROOF HEIGHT= 30 FEET BUILDING CATEGORY 11 WIND EXPOSURE SorC VIAND DESIGN P ER ASCE 7-98, ASCE 7-0'2. ASCE 7-05 100 MPH (MWFRS) . WIND DESIGN P ER ASCE 710125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDINGTHtS LIMITATION AND/OR IN OTHER DIRECTIONS. ATTACH PIGGYBACKTRUSS TO BASE TRUSS 14ITIH (2) -16d (0-131' X35') NAILS TOENAILED: FAR SIDE FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to actual truss design drawing farad6&onal base 1 uss infornlation. NOTES FOR TOE-NAIL- 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES W IFHTHE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2- THE END DISTANCE, EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH ASTO AVOID UNUSUAL SPLITTING OFTHE WOOD. NOTES FORTRUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACKTRUSS ONLY: 2 THE CHORD MEhSER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3 THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES IS 2 FTORLESS; 4. THE PIGGYBACK TRUSSES SHOULD BE PERPENDICULARTO BASE TRUSSES. 5 PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG V&HCH WILL CRT ATE A HIGHER UPLIFT AT CONNECTING POINT_ ``,t1t1t1111/1j7` A N 34869 - - -E7 r/ i � t+l_ LU STATE OF 1109 COASTAL BAY BOYNTON BC,FL 33435 .10/19%12 r •FEBRUARY 14. 2012 Sfandard Gable End De#ail SHEET 2 OQ ^ MTex Indushies ch ertretd Mo Page 2 of 2 ALTERNATE DIAGONAL BRACIIVi.�T0THE BOTTOM CHORD TRUSSES ga 24:" O.C_ o� HOP.IZONTALBRACE 2xsDIAGONALBRACESPACED =B O.C. (SEE SECTION A -A) ATTA OIRE AILS ALWIATTACHED(4) -16 A+It I ek )ndastries, Inc. Roof Sheathing --J ` TO BLOCIUNG WITH (5)-tad COMh10NS. Max: LSTHE RESPONSIBILITY OFTHEBLDGDESIGNER OR I NAIL DIAGONAL BRACETO EPROJECT ENGINEERIARCHTECTTO DESGN T HE RL7N WITH T`NQ 16d NAILS iUNGDIAPHRAGM AND ITS ATTACHMENCTOTHE I TO RESISTALL OUT OF PLANELOADS THAT \ IYRESULT FROM THE BRACING OFTHE GABLE ENDS 2X 4 PURL4V FASTENED TO FOUR TRUSSES WITH TWQ 16d NAILS EACK FASTEN PURLIN \ TO BLOCIQNG WITWO 16d NAILS (MIN) Diag_Brace \ ` PROVIDEZr+BLOC%INGBEMEENTHETRUSSES at 173 poirrts SUPPORTING THEON- USSE ED•HERSIDEASNOTEO.TOENAILSLE AND OCICING ii needed TRUSSSWE H(Z)-1adNAB-SAT EACH END. TACHDIAGONALBRACETOBLOCMNGWrM 1 ad COMMON WIRE NAIM End Wall; .J � � •={ _ - s .l CEILING SHEATHING I BRAdING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRU C-i URAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 : ATTACH A WATCHING GAULETRUS4 TO THE NISIDE GABLETRUSS FACEOFTHES-Mc URALGABLEANDFASTENPERTHE FOLLOW NIG NAILING SCHEDULE. METHOD 2 : ATTACH Z1( _ SCABSTOTHE FACE OF EACH VERTICAL ALONG MEMBER ON THESTRUCTURAL GABLE PER THE FOLLOWING VEL-i UGAL NAILING SCHEDULE. SCABS ARETO BE OFTHESAME SrLE GRADE APIO SFECIES ASTHETriUSS VERTICALS PALING SCHEDULE FOR W AND SPEEDS 120 MPH (ASCE 7-08 0405),150 MPH (ASCE 7-10) OR LESS, NAiLALL FATA&BERS WITH ONE ROW OFIDd 031- X3) NAILS SPACED 6-O.C. - FOR W IND SPEEDS C--RENTER 120 MPH (ASCE 7-Sa, 02, 05),150 MPH {ASCE 7 10) NAIL All- Ma%ERS W RTH TWO ROWS OF I(d C131- X 31 NAILS SPACED 6- O.C. RX 4 STUDS MINIMUM) L%50MUM STUD LENGTHS ARE LISTED ON PAGE 1_ ALL BRACING METHODS SHOWN ON PAGE I ARE / VALID AND ARETOBEFASTENEDTOT14ESCABS OR 4YLAYEDSTUD VERTICALSTUDS OFTHESTANDARD GABLETRUSS O,U THE NTERIOR SIDE OFTHE STRUCTURE Q pF� BE PRESENTTO PRAN ADEQUATE OVIDE OR OTHM 1'bl�i' CING MUST STRUCTURAL ggOTTOA7 GABLETRUSS / CHORDTORESISTALLOUTOFPLANE 'dA E ING"OWN IN THIS DETAIL ISFORTHEVERT1CAl`LS � Y=-=,_. N 34869 NOTE: THIS DErAILISTDBEUSEDONLYFOR - - STRUCTURAL GABLES WITH IPBAYED STUD3.TRUSSES W LTi-IOUT INLAYED STUDSARENOT ADDRESSEDHERE — = in 1 - LU STATE OF STANDARD ,` GABLETRUSS 'lO 1V A1- 1 1109 COASTAL RAY BOYNTON BC,FL 3343S STAND FE6RUARY 14, 2D12 I TRUSS Co NECTIONBDETAIL I ACK ST-PIGGY-PLATE =13 a ooc o �o a NL i ek Industries, Inc. This detail is applicable for the following wind conditions_ ASCE 7-98, ASCE 7-02. ASCE 7-05, ASCE 7-10 Mind Standards under all enclosure and exposure conditions as long as no upflft exceeds 377 lbs. Refer to actual ptggyback truss design drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 24" om. or less- PIGGYEIACKTRUSS Refer to actual tmss design drawing for addt5onal piggyback truss information. f SPACE PuMir-is ACCOAOING TO THE MX<IMUM SPACING ON THE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED W O,C� A PUALIN TO BE LOCATED AT EAW BASE TRUSS JOIN. MT1 .1, Industries, M;,- v Id, MO Page 1 of 1 Attach piggyback truss to the base buss with 3"x6" TEE -LOCK R.iuhi-Use connection plates spaced 48- n.c. Plates sfaU be pressed into the piggyback truss at 48" o.c- staggered front each face and nailed to the base truss %Fth four (4)- Sd (1 -5-x0.0919") riailsin each plate to achieve ama)dmum uptircapacityof 3irr fl- at each 3"xa" TEE -LOCK Multi -Use ccrmeclion plate. (Nlirumurn of 2 plates) Attach each purGniothatopchord of the base VMS. (Ptdins and connection bl, otirers) 13ASE TRUSS Refer to actual truss design drawing for additional base truss inionnation. .�`" `\�S t SA I J�� N 34869 tU % 0 STATE OF .FCORIOP : C9 t .�`-1`s,oNIAV- 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/32 sFEBRUARY 14. 2012 TRUSSED VALLEY SET DETAIL ( ST—VALLEY SYP L � l!—JLl In MiTak Industries, Inc. SECURE VALLEY TRUSS W! ONE ROW OF 15d NAILS W Q.C. . DETAIL A (MAXIMUM N_T.S. GAM F END. CO -WPN TRUSS OR GIAOESTRUSS MT& Indnsries, Chesterfield. Mo Page 7 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE= 3.5' X 0.131" = i6d 2- INSTALL VALLEY'TRUSSES W O.C. MAXIMUM AND SECUREPER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EOUILIVANTTO THE RAKE DIMENSION OFTHE VALLEYTRUSS SPACING. WC94 TRUSS S WIND DESIGN PER ASCE 7-K ASCE 7-02, ASCE 7-05 12G MPH WIND DESIGN PER ASCE7-1D M MPH ATTACH 2x i COr1TINUDUS NO-2 SW MAX MEAN ROOF HEIGHT- 30 FEET TO THEROOF W/TWO 16d (0_131' X 3S-) NAILS CATEGORY 11 BMINIMUM UILD IV I� �TZ MAXIMUM 1Uii2 INTO EACH BASE TRUSS_ ECPOSURE C OR B WIND DURATION OFLOAD INCREAS 1j§01 I 1 t MAXTOPCHORD TOTAL LOAD,E,ib MAX SPACING - Z# O.C. {8AS_- idI]�Vk _EFj k MINIMUM REDUCED DEAD aD F- - ON THE TRUSSES ` " � " 4INq 34869'. 19/1Z 11fz STATE OF . �' :FLDj2lAP /.'., 14 ti 1 SHEATHING) /�r1�Ir1t1�``` 1109 COASTAL BAY BOYNI'ON BC,FL 33435 OCTOBER 1, 2006 �== o ors Mi rel(Indtsfries. Inc. LATERAL TOE-NAI L DETAI L ST TOENAIL SP MTekIndustries. Chesterfield.UO- Page 1 oF1 NOTES 1. TOE NAILS SHALL BEDRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT- (N A1L MUST BE DM VEN THROUGH AND EXIT AT THE BACK CORNER OFTHEMEMBER END AS SHOWN. ? THE END DISTANCE EDGE DISTANCE MID SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPUiTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THETWO SPECIES FOR MEMBERS OF DIFFERENT S1EEC1ES. TOE NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIANL I SVP DF HF SPF SPF-S .131 B8U7 B0.6 599 MA 597 p .135 935 856 742 7� 63.4 in -162 1118.11 99.6 864 845 7313 ci Z 126 742 67 99 5T.6 503 • _131 759 as 60-S 59a 51.1 Ki .148 R14 74S 643 M-7 525 m VALUES SHOVW4 Al r CAPACITY PER TOENAIL APPUCASL E DURATION OF LOAD INCREASES MAY BE APPUM EXAMPLE: (3)-16d NAILS (.167 dram.x 3SI WITH SPF SPECIES BOTTOM CHORD Forleed duration increase of 1.15-. 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.51b Maximum Capacity ANGLE MAY VARY FROM 30' TO 50- 45.00' ANGLE MAY VARY FROM 30. TO M THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW Vl&L S SHCM AFE FOR ILLUSTRA,noN PURPOSES ONLY SIDE VIEW (W.' 4) 2 NAILS NEAP_b1DE NEAR SIDE 45.0W SICE VIEW � l-S NEAR SIDE NEAR SIDE NEAR S10E ANGLE MAY VARY FROM 30' TO 60" 45.00' ,uS S. " N 34869 ' LU _ 10/1913.2 Ltl; STATE OF �/11/1lrtttt�� 1109 COASTAL BAY BOYNTON BC, FIB 33435 OCTOBER 1, 2006 1 UPLIFF TOE -NAIL DETAIL • I ST-TOENAIL UPLIFT �aa ° 0 00 o r�o �a MiTelc Industries, Inc. A4Td: ►ndusbiPs, Ch.:ssr6eid, MO Page 1 of 1 NOTES 1. TOE -MAILS SHALL BE DP.IVEN AT AN ANGLE OF 30 DEGREES VM-HTHE MEMBER AND STAR ED 113 THE LENGTH OF THE NAIL FROM THE MENIiER END AS SHOWN. 2. THE END CISTANCE, EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID,' UNUSUAL SPLITTING OF THEVYOOD. - 3. ALLOWABLE VALUE SHALL BE THE LESSEE. VALUE OFTHE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOP MEMBERS OF DIFFERENT SPECIES. END VIEW SIDE VIEW FAP. SIDE TOI OF VIEAS SHOWN ARE FOR ILWSTRA1ON PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER' NOS 2001 (Ibinail) C1AM. S(P DF HF SPF SPF-S O .131 I 59 5 46.7 1 31.5 11 29.8 20.3 p .135 I saL 47.5 I 32b I 30.7 209 fn .162 I 72.3 57B 39.1 36.8 25.1 Ni O 128 53.1 41 7 27.0 1BA Z JO .131 543 42 B 293 i 27.7 1HB rn N .149 51 A 413.3 331 31.3 21.3 vi _1-0 459 397 748 23A 153 O .128 49.0 3H.6 2651 25B 17.0 o .131 50.1 38.5 27.1- 25.5 17A `6 .143 58.8 44.15 30.1i 28.9 19.6 VALUES SHOVW4 ARE CAPAQTY PE2TOE-NAIL. AFPUCABLE DUP-ATIC44 OF LOAD 114CREAsE5 MAY 13E APPLIED. EXAMPLE: (3)- 16d NAILS (.16Z" than. x 3.5-) VvlTH SPF SPEGES TOP PLATE ForWnd DOL of 133: 3 (naits)X36.8 (IbInal)X 1.33 (DOL forwind) = 146.8lb Maximum Allowable UpriltReection Due To VYnd For YV[nd DOL of 1.60: 3 (nabs) X 36.8 (lb(nail)X 1.60 (DOL forvrind)=176.6lb Maximum Atto►rable Uplift Reaction Due To Wind If the uplift reaction specified on the T russ Design Drawing is more than 145.81bs (1 i 5.5lbs) another mechanical uplift connection must be user- USE (3) TOENAILS 014 N4 BEAPJNG WALL ^'USE (4)TOENAILS ON 26 BEARING WALL 10/19/12 %J%I1If)J11JJ/ os N 34B69 -' -� c� W 0. STATE OF �� i = N i ,"LORID�-- �� JJ1111111,10 1109 COASTAL BAY BOYNTON BC,FL 3343S jULY 20, 2015 I TYPICAL .HIP/K N- G JACK CONNECTION ST- CORNERSET >' •' I GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load,170 mph, THUSS ASCE 7-10, 25'-0" Mean Height, EXP C. :A FLORIDA CORPORATION Attach End Jack w/ (4) 16d Toe Nails TC & (3) Toe Nails BC 0 It Attach King Jack w/ (2) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach Corner Jack's w/ (2) 16d Toe Nails TC & BC (TYP) II I II Attach Corner Jack's w/ (3)16d Toe Nails TC & (2)16d Toe Nails BC (TYP) Manuel'"" Martinez»;"° jlv